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HomeMy WebLinkAbout5988572 - CALCSESI/FM E INC. STRUCTURAL ENGINEERS M. F (ije ES PROJECT: Structural Calculations on residence to be built at 20 Burning Tree Road, Newport Beach, California for 'bar Development, LLC. Date : May 27, 1998 Revisions : 'Shipped : JUL i 4 199{1 Client David Pierce Hohmann, Architect Client Job No. Job No, 598-8572 1921 EAST CARNEGIE AVENUE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 Ph: (714) 261-1811 ° Fax (714) 261-8506 P ass [F10] to p.1ac;; your own tk,:;11 block on - as s five lines •: tie printout . Title: IBAR DEV Descr: 4' SITE SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = 2,000 psf 35.0 psf 40.0 psf N/A psf 2.0:1 320 pcf 110.0 pcf 0.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil = 0.00 psf Add'l Lateral Load ...height to stop ...height to start • 0.0 plf • 0.00 ft = 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning •@ Heel No Toe No ADJACENT FOOTING Vertical load - 0 ...Ecc. (Toe side +) = 0.00 Footing Width (perp) = 0.00 Face Top Stem to Ftg. CL= 0.00 Ftg. Base Above/Below Soil At Wall Face [+/-] = 0.00 ft Footing Type : Line WALL & FOOTING DATA • 4.00 ft • 0.50 ft • 4.50 ft • 6.00 in = 12.00 in 1.000 ft Pressure @ Toe Pressure @ Heel Allowable Press. Eccentricity Resultant Outside Note: Pv Not Used SUMMARY Toe Width Heel Width plf in ft ft • 1.00 ft • 1.75 ft Total Width = 2.75 ft Thickness = 12.00 in = 1,054 psf = 0 psf F.S.: Overturning = 2.77 :1 2,000 psf F.S.: Sliding = 1.66 :1 = 6.27 in Allowable Shear = 76.03 psi Middle Third .1-Way Shear @ Toe = 9.6 psi for Soil Pres. 1-Way Shear @ Heel = 12.8 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = (Using ACI Factors)- ACI 9.1 Pressure = Mu - Upward = Mu - Downward = Mu - Design = One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bdA2 = Min. Rebar Ratio = SLIDING CHECK 0.380 Tot Lateral 0.00 in (-)Passive 1.66 (-)Friction Add'l Force FOOTING DESIGN --Toe--- 1,475 851 143 708 9.58 76.03 3.00 8.50 0.0 0.0018 --Heel-- f'c 0 psf 0 ft-# 0 ft-# 725 ft-# Mu=Stem! 12.83 psi 76.03 psi 2.00 in 9.50 in 0.0 Force*1.5= Pressure = Req'd = 895.1 # 360.0 # 628.7 # 0.0 # • 2,000 psi Fy = 60,000 psi Upward soil pres negl'd on heel Rebar Choices Toe(bot) #4 @Not Reqd in #5 @Not Reqd in #6 @Not Reqd in #7 @Not Reqd in #8 @Not Reqd in #9 @Not Reqd in #10 @Not Reqd in Heel(top) Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in 131 [F10] to Title: IBAR DEV ;r.r; your own Descr: 4' SITE SLOPE :.LI block on Page of five lines Job #: 8572 By:RA' Date: 7/13/98 '::pie printout. RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I {:em Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG. = 0.00 WALL TYPE ABOVE HT. : Masonry Thickness (nominal) = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at Edge 1:)i;SIGN DATA ft in in fb/Fb + fa/Fa = Lateral Load @ Design Ht = MOMENT Actual = Allowable = SHEAR Actual = Allowable = Embedment Length Req'd = Wall Weight = Rebar Placed at Depth 'd'= I$kSONRY DATA 0.466 320 427 916 5.60 19.36 6.00 78.0 5.25 ft-# ft-# psi psi psf in f'm = 1,500 Fs = 20,000 Grouting Full Special Inspection . No n : Es / Em = 25.78 Short Term Increase = 1.00 Cr :>NCRETE DATA f'c Fy origin of Force: psi psi psi psi SUMMARY OF FORCES & MOMENTS I- Overturning Moments -I- Resisting Moments -I ft ft-# # ft ft-# Heel Active Press. = 614 1.85 1,135 Soil over Heel = 477 2.21 1,053 Toe Active Press. = -18 0.33 -6 Soil over Toe = 0 0.00 0 Sloped Soil @ Heel = 32 2.39 77 Adjacent Ftg. Load = 0 0.00 0 0 0.00 0 Surcharge @ Heel = 0 0.00 0 Surcharge @ Toe = 0 0.00 0 0 0.00 0 Axial Load on Wall = 0 0 0.00 0 Load @ Proj. Wall = 0 0.00 0 Averaged Stem Wts. = 351 1.33 468 Earth Behind Stem = 0 0.00 0 Added Lateral Load = 0 0.00 0 Footing Weight = 412 1.38 567 Key Weight = 75 1.50 112 Vert. Componant of = 307 2.75 845 Active Press. TOTALS = 597 1,129 1,655 3,122 Totals used for Soil Pressure, Pv Not Included= 1,347 2,277 :Press;> [F10] to :.1.ac .; your own t.-i,tin block on 1 1es:: five lines ) le printout. Title: IBAR DEV Descr: 6' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN . Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = ADDED LATERAL Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop ...height to start 2,000 psf 35.0 psf 40.0 psf N/A psf 2.0:1 320 pcf 110.0 pcf 0.0 in LOADS Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning •@ Heel : No ca TOP : No ADJACENT FOOTING Vertical load = 0.00 psf ...Ecc. (Toe side +) _ Footing Width (perp) 0.0 plf Face Top Stem to Ftg. 0.00 ft Ftg. Base Above/Below 0.00 ft At Wall Face [+/-] Footing Type WALL & FOOTING DATA • 6.00.ft = 0.50 ft = 6.50 ft • 16.00 in • 12.00 in = 1.500 ft Pressure @ Toe Pressure @ Heel Allowable Press. Eccentricity Resultant Outside Note: Pv Not Used SUMMARY = 1,507 psf 0 psf • 2,000 psf = 9.54 in Middle Third for Soil Pres. Toe Width Heel Width Total Width Thickness CL= Soil 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line • 1.50 ft • 2.00 ft = 3.50 ft • 12.00 in F.S.: Overturning = F.S.: Sliding = Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel 2.44 :1 1.72 :1 76.03 psi 18.3 psi 18.7 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = SLIDING CHECK 0.380 Tot Lateral 0.00 in (-)Passive 1.72 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe--- ACI 9.1 Pressure = Mu - Upward Mu - Downward Mu - Design One -Way Shear: vu vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = 1,966 2,397 322 2,076 • 18.25 76.03 3.00 8.50 31.9 0.0018 --Heel-- f'c 0 0 1,868 1,868 18.67 76.03 2.00 9.50 0.0 psf Fy ft-# Upward ft-# ft-# psi psi in in #4 #5 #6 #7 #8 #9 #10 Force*1.5= Pressure = Req'd = 1,661.3 # 871.1 # 1,033.9 # 0.0 # • 2,000 psi = 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) @ 13.07 @ 20.26 @ 28.76 @ 39.22 @ 48.00 @ 48.00 @ 48.00 Heel(top) in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in Press [F10] to place your own title block on 3-- -ese five lines the printout. palues shown for concrete St:em Construction Data Title: IBAR DEV Descr: 6' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) ..° Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at DESIGN DATA = 2.00 0.00 : Masonry Masonry = • 8.00 12.00 _ # 5 # 5 • 24.00 8.00 • ▪ Edge Edge ft in in fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth WISONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C;:)NCRETE DATA f'c Fy Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS 'd'= ▪ 0.466 320 = 427 916 5.60 19.36 18.75 78.0 5.25 0.440 720 1,440 3,274 7.58 19.36 6.00 124.0 9.00 # ft-# ft-# psi psi psf in • 1,500 • 20,000 ▪ Full No • 25.78 • 1.00 1,500 24,000 Full No 25.78 1.00 psi psi SUMMARY OF FORCES & MOMENTS psi psi - Overturning Moments -I- Resisting Moments -I ft ft-# # ft ft-# 1,125 2.50 2,813 -18 0.33 -6 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 0 660 3.00 1,980 0 0.00 0 28 3.17 87 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 599 1.90 1,140 147 2.33 342 525 1.75 919 200 2.00 400 563 3.50 1,969 1,108 2,807 2,721 6,836 Totals used for Soil Pressure, Pv Not Included= 2,158 4,868 ,_ass [F10] to ac:: your own Ll:: block on y >:: five lines i t tie printout. Title: IBAR Descr: 8' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = ADDED LATERAL 2,400 psf 35.0 psf 40.0 psf N/A psf 2.0:1 320 pcf 110.0 pcf 0.0 in LOADS Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ...height to stop ...height to start 0.00 psf 0.0 0.00 0.00 Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe plf ft ft WALL & • 8.00 ft • 0.50 ft • 8.50 ft • 24.00 = 12.00 • 1.750 in in ft SUMMARY ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem . = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel : No (a Toe No ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] _ Footing Type FOOTING DATA Pressure @ Toe = 2,195 psf Pressure @ Heel = 0 psf Allowable Press. = 2,400 psf Eccentricity = 13.71 in Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. Toe Width Heel Width Total Width Thickness 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line 1.75 ft 2.75 ft • 4.50 ft • 12.00 in F.S.: Overturning = F.S.. Sliding = Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel = 2.31 :1 1.65 :1 76.03 psi 23.3 psi 37.7 psi SLIDING CHECK Ftg/Soil Friction = 0.380 Tot Lateral Soil @ Toe Not Used = 0.00 in (-)Passive Factor of Safety = 1.65 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe--- ACI 9.1 Pressure = Mu - Upward = Mu - Downward = Mu - Design = One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd" 2 = Min. Rebar Ratio = 2,949 3,723 322 3,401 --Heel-- f'c 0 psf Fy 0 ft-# Upward 5,247 ft-# 5,247 ft-# 23.25 37.71 psi 76.03 76.03 psi 3.00 2.00 in 8.50 9.50 in 52.3 64.6 0.0018 #4 #5 #6 #7 #8 #9 #10 Force*1.5= 2,899.2 # Pressure = 1,440.0 # • 1,755.6 # Req'd = 0.0 # • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) @ 13.07 11.70 in @ 20.26 18.13 in @ 28.76 @ 39.22 @ 48.00 @ 48.00 @ 48.00 in in in in in in in 25.73 in 35.09 in 46.20 in 48.00 in 48.00 in ess [F10] to .ac s your own r:LG3 block on -;: es : five lines )the printout. (Jalues shown for concrete t:em Construction Data Title: IBAR Descr: 8' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) .' Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at = 4.00 : Masonry • 8.00 • # 5 • 24.00 Edge D-f. SJGNDATA.. fb/Fb + fa/Fa = Lateral Load @ Design Ht = MOMENT Actual Allowable = SHEAR Actual = Allowable = Embedment Length Req'd = Wall Weight = Rebar Placed at Depth 'd'= 1+IFRSONRY DATA f'm Fs Grouting Special Inspection n : Es / Em = Short Term Increase = 2.00 0.00 Masonry Concrete 12.00 12.00 # 5 # 5 8.00 8.00 Edge Edge ft in in 0.466 320 427 916 5.60 19.36 18.75 78.0 5.25 0.440 720 1,440 3,274 7.58 19.36 12.00 124.0 9.00 0.292 2,176 5,803 19,882 17.80 76.03 6.00 150.0 10.19 ft-# ft-# psi psi psf in C DNCRETE DATA f'c Fy Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. "OTALS 1,500 20,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 psi psi = 2,000 60,000 SUMMARY OF FORCES & MOMENTS -I I- Overturning Moments -I- Resisting Moments ft ft-# # ft ft-# psi psi • 1,950 3.29 -18 0.33 0 0 0 0.00 0.00 0.00 0 0.00 1,933 6,420 -6 1,540 3.63 5,583 0 0.00 0 84 3.92 330 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0 0 6,414 899 2.18 1,964 147 2.58 379 675 2.25 1,519 300 2.25 675 975 4.50 4,388 4,620 14,837 'als used for Soil Pressure, Pv Not Included= 3,645 10,449 13E [F10] to your own .::L: block on ?:a:: five lines iie printout. Title: IBAR DEV Descr: 10' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing Active Lateral EFP ....Slope Active ..Limit EFP Bkfill Slope(0=level)= Passive Lateral = Soil Density = 110.0 pcf Soi 1-Ht over To ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel No = 0.0 in @ Toe No = 2,400 psf • 35.0 psf • 40.0 psf • N/A psf 2.0:1 320 pcf ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop. ...height to start Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe Pressure @ Toe Pressure @ Heel Allowable Press. Eccentricity Resultant Outside Note: Pv Not Used ADJACENT FOOTING Vertical load = = 0.00 psf ...Ecc. (Toe side +) = Footing Width (perp) = = 0.0 plf Face Top Stem to Ftg. CL= = 0.00 ft Ftg. Base Above/Below Soil • 0.00 ft At Wall Face [+/-] = Footing Type WALL & FOOTING DATA • 10.00 ft Toe Width = 0.50 ft Heel Width = 10.50 ft • 36.00 in = 12% 00 in • 3.000 ft SUMMARY • 2,150 psf 0 psf • 2,400 psf = 17.14 in Middle Third for Soil Pres. Total Width Thickness 0 0.00 0.00 0.00 plf in ft ft 0.00 ft. Line = 3.00 ft • 2.50 ft = 5.50 ft = 12.00 in F.S.: Overturning = 2.22 :1 F.S.: Sliding = 1.71 :1 Allowable Shear = 76.03 psi 1-Way Shear @ Toe = 40.9 psi 1-Way Shear @ Heel = 44.4 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = SLIDING CHECK 0.380 Tot Lateral 0.00 in (-)Passive 1.71 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe-=- ACI 9.1 Pressure = 2,854 Mu - Upward = 9,605 Mu - Downward = 945 Mu - Design = 8,660 One -Way Shear: vu = 40.88. vn=2(f'c)1/2*.85= 76.03 Rebar CL To Edge = 3.00 Depth to steel = 8.50 Ru = Mu/bdA2 = 133.2 Min. Rebar Ratio = 0.0018 --Heel-- 0 psf 0 ft-# 5,576 ft-# 5,576 ft-# 44.37 76.03 2.00 9.50 68.6 psi psi in in f'c Fy Upward Force*1.5= Pressure = Req'd 4,115.6 # 2,560.0 # 2,144.1 # 0.0 # = 2,000 psi = 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) #4 @ 7.65 in 11.70 in #5 @ 11.85 in 18.13 in #6 @ 16.82 in 25.73 in #7 @ 22.94 in 35.09 in #8 @ 30.20 in 46.20 in #9 @ 38.23 in 48.00 in #10 @ 48.00 in 48.00 in 3n3:; [F10] to wa your own l.; block on ass:: five lines i he printout. (tralues shown for concrete "l:em Construction Data Title: IBAR .DEV Descr: 10' SITE 2:1 SLOPE Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at 1)i;SIGN DATA = 6.00 4.00 : Masonry Masonry = 8.00 8.00 • # 5 # 6 • 24.00 8.00 • Edge Edge 2.00 0.00 Masonry Concrete 12.00 12.00 # 6 # 6 8.00 8.00 Edge Edge ft in in fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable = Embedment Length Req'd = Wall Weight = Rebar Placed at Depth 'd'= MASONRY DATA f'm Fs Grouting Special Inspection n : Es / Em = Short Term Increase = • 0.466 = 320 427 916 • 5.60 19.36 18.75 78.0 5.25 0.993 720 1,440 1,450 13.69 19.36 27.00 78.0 5.25 0.933 1,280 3,413 3,660 13.74 19.36 12.00 124.0 9.00 0.425 3,400 11,333 26,659 29.44 93.11 6.00 150.0 9.63 ft-# ft-# psi psi psf - in C: )NCRETE DATA f'c Fy Origin of Force: Heel Active Press. = Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight Vert. Componant of = Active Press. TOTALS • 1,500 20,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 psi psi SUMMARY OF FORCES & MOMENTS 3,000 60,000 psi psi I- Overturning Moments -I- Resisting Moments -I ft ft-# # ft ft-# 2,761 3.92 10,815 -18 0.33 -6 0 0.00 0 0.00 0 0.00 0 0 0 0 0 0.00 0 2,744 1,650 4.75 7,838 0 0.00 0 62 5.00 309 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 1,055 3.42 3,608 220 3.83 843 825 2.75 2,269 450 3.50 1,575 1,381 5.50 7,593 10,809 5,642 24,035 Totals used for Soil Pressure, Pv Not Included= 4,262 16,442 [F10] to ace your own :ie block on five lines I he printout. Title: IBAR Descr: 4'HOUSE LEVEL Job #: 8572 By:RA RetainPro 3.1C(c)1995 Page of Date: 7/13/98 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill S1ope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = 2,000 psf 35.0 psf 0.0 psf N/A psf 0.0:1 320 pcf 110.0 pcf 0.0 in ADDED LATERAL LOADS . Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ...height to stop ...height to start Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel No @ Toe : No ADJACENT' FOOTING, Vertical load = 0 0.00 psf ...Ecc. (Toe side +) = 0.00 Footing Width (perp) = 0.00 0.0 plf Face Top Stem to Ftg. CL= 0.00 0.00 ft Ftg. Base Above/Below Soil 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type : Line WALL & FOOTING DATA plf in ft ft - 4.00 ft Toe Width = 1.00 ft = 0.50 ft Heel Width = 1.50 ft = 4.50 ft = 0.00 in Total Width = 2.50 ft = 0.00 in Thickness = 12.00 in = 0.000 ft SUMMARY Pressure @ Toe = Pressure @ Heel = Allowable Press. _ Eccentricity = Resultant Within Middle Third Note: Pv Not Used for Soil Pres. 829 psf 187 psf F.S.: Overturning = 2.73 :1 2,000 psf F.S.: Sliding 1.53 :1 3.16 in Allowable Shear = 76.03 psi 1-Way Shear @ Toe = 2.6 psi 1-Way Shear @ Heel = 3.6 psi Ftg/Soil Friction Soil @ Toe Not Used Factor of Safety SLIDING CHECK = 0.380 Tot Lateral • 0.00 in (-)Passive • 1.53 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe--- ACI 9.1 Pressure = 1,161 Mu - Upward = 520 Mu - Downward = 105 Mu - Design = 415 One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = 2.57 76.03 3.00 8.50 0.0 0.0018 --Heel-- f'c 262 psf 0 ft-# 103 ft-# 103 ft-# 3.62 psi 76.03 psi 2.00 in 9.50 in 0.0 Fy Upward Force*1.5= 630.0 # Pressure = 160.0 # = 482.6 # Req'd = 0.0 # @Not Reqd in @Not Reqd in @Not Reqd in @Not Reqd in @Not Reqd in @Not Reqd in @Not Reqd in • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in Not Reqd in 3s:; [F10] to Title: IBAR ire:.: your own Descr: 4'HOUSE LEVEL ::LE; block on Page of :;:: five lines Job #: 8572 By:RA Date: 7/13/98 )-she printout. RetainPro 3.1C(c)1995 File:RETAINPR.RPF • STEM DESIGN (Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -) Stem Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. :Concrete Thickness (nominal) = 12.00 in Rebar Size = • # 4 Rebar Spacing = 12.00 in Rebar Placed at Edge L' ES I_GN__DATA.".._._..._._._ — . . , —_.._..J....--- ._......._._........._._......_..... . fb/Fb + fa/Fa = 0.105 Lateral Load @ Design Ht = 476 # MOMENT Actual = 635 ft-# Allowable = 6,032 ft-# SHEAR Actual = 3.87 psi Allowable = 76.03 psi Embedment Length Req'd = 6.00 Wall Weight = 150.0 psf Rebar Placed at Depth 'd'= 10.25 in MkkSONRY DATA f'm = psi Fs = psi Grouting . Special Inspection . n : Es / Em = Short Term Increase = c:NCRETE DATA f'c Fy Origin of Force: = 2,000 psi = .40,000 psi SUMMARY OF FORCES & MOMENTS I- Overturning Moments -I- Resisting Moments -1 ft ft-# # ft ft-# Heel Active Press. = 438 1.67 Soil over Heel = Toe Active Press. _ -18 0.33 Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = 0 0.00 Surcharge @ Heel = Surcharge @ Toe = 0 0.00 Axial Load on Wall = Load @ Proj. Wall = 0 0.00 Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = 0 0.00 Footing Weight = Key Weight = Vert. Componant of = Active Press. TOTALS = 420 729 -6 220 2.25 495 0 0.00 0 0, 0.00 0 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 675 1.50 1,013 0 0.00 0 375 1.25 469 0 0.00 0 0 0.00 0 723 1,270 1,976 Totals used for Soil Pressure, Pv Not Included= 1,270 1,976 1;7:> [F10] to your own :i block on five lines tie printout. Title: IBAR DEV Descr: 6' HOUSE LEVEL Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing Active Lateral EFP ....Slope Active ..Limit EFP Bkfill Slope(0=level)= Passive Lateral Soil Density Soil Ht over Toe • 2,000 psf • 35.0 psf • 0.0 psf • N/A psf 0.0:1 = 320 pcf • 110.0 pcf • 0.0 in ADDED LATERAL Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop ...height to start LOADS 0.00 psf 0.0 plf 0.00 ft 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL & = 6.00 ft • 0.50 ft 6.50 ft • 12.00 in • 12.00 in • 1.500 ft Pressure @ Toe Pressure @ Heel Allowable Press. Eccentricity Resultant Within ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel No @ Toe .-- No ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL- Ftg. Base Above/Below Soil At Wall Face [+/-] _ Footing Type FOOTING DATA Toe Width Heel Width SUMMARY • 924 psf • 208 psf = 2,000 psf = 4.43 in Middle Third Note: Pv Not Used for Soil Pres. 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line Total Width Thickness 2.00 ft 1.50 ft • 3.50 ft • 12.00 in F.S.: Overturning = F.S.. Sliding _ Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel = 2.37 :1 1.66 :1 76.03 psi 11.4 psi 5.0 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = - SLIDING CHECK 0.380 0.00 in 1.66 Tot Lateral (-)Passive (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- ACI 9.1 Pressure = Mu - Upward = Mu - Downward = Mu - Design = One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = 1,293 2,205 420 1,785 11.38 76.03 3.00 8.50 0.0 0.0018 291 psf 0 ft-# 142 ft-# 142 ft-# 4.97 76.03 2.00 9.50 0.0 psi psi in in f'c Fy Upward Force*1.5= Pressure = Req'd = 1,260.0 # 640.0 # 752.4 # 0.0 # #4 #5 #6 #7 #8 #9 #10 • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Regd Heel(top) in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in [F10] to • your own .la block on • five lines 7.11e printout. (values shown for concrete 7 i:em Construction Data Title: IBAR DEV Descr: 6' HOUSE LEVEL Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at DESIGN DATA = 2.00 0.00 :Concrete Concrete = 12.00 12.00 • # 4 # 5 • 12.00 12.00 • Edge Edge O OOOOOOOOOOOOOOOOOOOOOOOO 00200 0000000000000000 fb/Fb + fa/Fa = 0.105 0.158 Lateral Load @ Design Ht = 476 1,071 MOMENT Actual = 635 2,142 Allowable = 6,032 13,574 SHEAR Actual = 3.87 8.76 Allowable = 76.03 76.03 Embedment Length Req'd = 12.00 6.00 Wall Weight = 150.0 150.0 Rebar Placed at Depth 'd'= 10.25 10.19 I4 LSONRY DATA f'm = Fs Grouting Special Inspection n : Es / Em = Short Term Increase = C ")NCRETE DATA ft in in • • ft-# ft-# psi psi psf in psi psi f'c = 2,000 2,000 Fy = 40,000 60,000 SUMMARY OF FORCES & MOMENTS Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS psi psi I- Overturning Moments -I- Resisting Moments -I ft ft-# # ft ft-# 858 2.33 2,001 -18 0.33 -6 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 840 1,995 330 3.25 1,073 0 0.00 0 O 0.00 0 O 0.00 0 O 0.00 0 0 0.00 0 O 0.00 0 975 2.50 2,438 0 0.00 0 525 1.75 919 150 2.00 300 O 0.00 0 1,980 4,729 Totals used for Soil Pressure, Pv Not Included= 1,980 4,729 :s; [F10] to iC1 your own block on :3e five lines he printout. Title: IBAR DEV Descr: 8' HOUSE LEVEL Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density Soil Ht over Toe 2,400 35.0 0.0 N/A 0.0 320 = 110.0 = 0.0 ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop ...height to start psf psf psf psf :1 pcf pcf in = 0.00 psf 0.0 plf • 0.00 ft • 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL & • 8.00 ft = 0.50 ft • 8.50 ft = 21.00 in • 12.00 in 2.250 ft ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ..Ecc Left of Stem CL = Surcharge over Toe = Surcharge over Heel = Using Surcharge to resist overturning @ Heel @ Toe ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) Footing Width (perp) Face Top Stem to Ftg. Ftg. Base Above/Below At Wall Face [+/-] Footing Type FOOTING DATA SUMMARY Pressure @ Toe = 1,335 psf Pressure @ Heel = 102 psf Allowable Press. = 2,400 psf Eccentricity = 7.29 in Resultant Within Middle Third Note: Pv Not Used for Soil Pres. Toe Width Heel Width Total Width Thickness 0 plf 0 plf 0.00 in 0.0 psf 0.0 psf No No 0 plf = 0.00 in • 0.00 ft CL= 0.00 ft Soil = 0.00 ft Line • 2.25 ft • 2.00 ft = 4.25 ft = 12.00 in F.S.: Overturning = F.S.. Sliding = Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel = 2.09 :1 1.69 :1 76.03 psi 20.3 psi 12.6 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = SLIDING CHECK 0.380 Tot Lateral 0.00 in (-)Passive 1.69 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe--- ACI 9.1 Pressure = 1,869 Mu - Upward = 3,961 Mu - Downward = 532 Mu - Design = 3,429 One -Way Shear: vu = 20.35 vn=2(f'c)1/2*.85= 76.03 Rebar CL To Edge = 3.00 Depth to steel = 8.50 Ru = Mu/bd"2 = 52.7 Min. Rebar Ratio = 0.0018 --Heel-- f'c 143 psf Fy 0 ft-# Upward 721 ft-# 721 ft-# 12.65 76.03 2.00 9.50 0.0 psi psi in in Force*1.5= Pressure = Req'd = 2,100.0 # 1,210.0 # 1,160.9 # 0.0 # • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) #4 @ 13.07 in Not Reqd in #5 @ 20.26 in Not Reqd in #6 @ 2876 in Not Reqd in #7 @ 39.22 in Not Reqd in #8 @ 48.00 in Not Reqd in #9 @ 48.00 in Not Reqd in #10 @ 48.00 in Not Reqd in 1 :ass [F10] to .ace your own tl: block on - 13E: five lines 1 Ile printout. ( Values shown for concrete i3I:em Construction Data Title: IBAR DEV Descr: 8' HOUSE LEVEL Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at ]DESIGN DATA fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth 'd' ]+IhSONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C'DNCRETE DATA f'c Fy Origin of Force: 1- = 4.00 :Concrete = 12.00 • # 4 • 12.00 Edge = 0.105 476 635 • 6,032 • 3.87 • 76.03 • 12.00 • 150.0 • 10.25 2.00 Concrete 12.00 # 5 12.00 Edge 0.158 1,071 2,142 13,574 8.76 76.03 12.00 150.0 10.19 0.00 Concrete 12.00 # 5 12.00 Edge 0.374 1,904 5,077 13,574 15.57 76.03 6.00 150.0 10.19 ft in in ft-# ft-# psi psi psf in psi psi • = 2,000 2,000 2,000 = 40,000 60,000 60,000 SUMMARY OF FORCES & MOMENTS psi psi Overturning Moments -I- Resisting Moments -1 ft ft-# # ft ft-# Heel Active Press. = 1,418 Soil over Heel = Toe Active Press. _ -18 Soil. over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = 0 Surcharge @ Heel = Surcharge @ Toe = 0 Axial Load on Wall = Load @ Proj. Wall = 0 Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = 0 Footing Weight = Key Weight Vert. Componant of = Active Press. TOTALS = 1,400 3.00 0.33 0.00 0.00 0.00 0.00 4,253 -6 0 0 0 0 0 4,247 880 3.75 3,300 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 1,275 2.75 3,506 0 0.00 0 637 2.13 1,355 262 2.75 722 0 0.00 0 3,055 8,883 Totals used for Soil Pressure, Pv Not Included= 3,055 8,883 :-:s; [F10] to your own L block on five lines ie printout. Title: IBAR DEV Descr: 10' HOUSE LEVEL Page of Job #: 8572 By:RA, Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = 2,400 psf 35.0 psf 0.0 psf N/A psf 0.0:1 320 pcf 110.0 pcf 0.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop ...height to start • 0.00 psf = 0.0 plf = 0.00 ft • 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL • 10.00 ft • 0.50 ft • 10.50 ft • 27.00 in 12.00 in • 3:000 ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel No @ Toe No ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] _ Footing Type & FOOTING DATA ft SUMMARY Pressure @ Toe = 1,690 psf Pressure @ Heel = 0 psf Allowable Press. = 2,400 psf Eccentricity = 10.88 in Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. Toe Width Heel Width 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line 2.75 ft 2.25 ft Total Width = 5.00 ft Thickness = 12.00 in F.S.: Overturning F.S.. Sliding Allowable Shear 1-Way Shear @ Toe 1-Way Shear @ Heel • 1.83 :1 • 1.54 :1 = 76.03 psi = 33.0 psi • 19.2 psi Ftg/Soil Friction Soil @ Toe Not Used Factor of Safety SLIDING CHECK = 0.380 Tot Lateral • 0.00 in (-)Passive = 1.54 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- f'c 0 psf Fy 0 ft-# Upward 1,367 ft-# ACI 9.1 Pressure = Mu - Upward = Mu - Downward = Mu - Design = One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = 2,365 7,229 794 6,435 33.03 76.03 3.00 8.50 99.0 0.0018 1,367 ft-# 19.19 76.03 2.00 9.50 0.0 psi psi in in Force*1.5= Pressure = Req'd 3,150.0 # 1,690.0 # 1,534.2 # 0.0 # • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) #4 @ 10.41 in Not Reqd in #5 @ 16.13 in Not Reqd in #6 @ 22.89 in Not Reqd in #7 @ 31.22 in Not Reqd in #8 @ 41.10 in Not Reqd in #9 @ 48.00 in Not Reqd in #10 @ 48.00 in Not Reqd in [F10] to •-Lac your own .:L block on five lines .: iie printout. (Talues shown for concrete I:em Construction Data Title: IBAR DEV Descr: 10' HOUSE LEVEL Page of Job #: 8572 By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at DESIGN DATA = 6.00 :Concrete = 12.00 # 4 12.00 Edge 4.00 2.00 Concrete Concrete 12.00 12.00 # 5 # 5 12.00 12.00 Edge Edge 0.00 Concrete 12.00 # 5 12.00 Edge ft in in fb/Fb + fa/Fa Lateral Load @ Design MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth 14 G.SONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C :)NCRETE DATA f'c Fy Origin of Force: Ht = 'd'= 0.105 0.158 0.374 0.719 476 1,071 1,904 2,975 635 2,142 5,077 9,917 6,032 13,574 13,574 13,786 3.87 8.76 15.57 24.34 76.03 76.03 76.03 93.11 12.00 12.00 12.00 8.37 150.0 150.0 150.0 150.0 10.25 10.19 10.19 10.19 ft-# ft-# psi psi psf in psi psi = 2,000 2,000 2,000 = 40,000 60,000 60,000 SUMMARY OF FORCES & MOMENTS 3,000 60,000 psi psi I- Overturning Moments -I- Resisting Moments -I # ft ft-# # ft ft-# Heel Active Press. = 2,118 Soil over Heel = Toe Active Press. _ -18 Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = 0 Footing Weight = Key Weight Vert. Componant of Active Press. TOTALS = 2,100 3.67 7,764 0.33 -6 0 0.00 0 0.00 0 0.00 0 0 0 0 0.00 0 7,758 1,375 4.38 6,016 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 1,575 3.25 5,119 0 0.00 0 750 2.50 1,875 337 3.50 1,181 0 0.00 0 4,037 14,191 Totals used for Soil Pressure, Pv Not Included= 4,037 14,191 13 ; [F10] to c , your own L;= block on five lines •: ie printout. Title: IBAR DEV Descr: 10' HOUSE W/ SURCHARGE Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = SoiliHt over Toe = 2,500 psf 35.0 psf 50.0 psf N/A psf 1.0:1 320 pcf 110.0 pcf 0.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil Add'l Lateral Load ...height to stop ...height to start • 0.00 psf • 0.0 pif • 0.00 ft = 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL & • 10.00 ft • 0.50 ft = 10.50 ft • 39.00 in = 12.00 in • 4.000 ADDED VERTICAL LOADS Axial DL on Stem = 0 pif Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel No @ Toe No ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] _ Footing Type FOOTING DATA Toe Width Heel Width ft SUMMARY Pressure @ Toe = 2,462 psf Pressure @ Heel = 0 psf Allowable Press. = 2,500 psf Eccentricity = 23.17 in Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line Total Width Thickness 4.00 ft 3.00 ft 7.00 ft = 15.00 in F.S.: Overturning F.S.. Sliding Allowable Shear 1-Way Shear @ Toe 1-Way Shear @ Heel • 3.06 :1 • 1.63 :1 • 76.03 psi • 45.6 psi = 75.8 psi SLIDING CHECK Ftg/Soil Friction = 0.380 Tot Lateral Soil @ Toe Not Used = 0.00 in (-)Passive Factor of Safety = 1.63 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- f'c ACI 9.1 Pressure = 3,446 Mu - Upward = 0 Mu - Downward = 0 Mu - Design = 14,167 One -Way Shear: vu = vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = Mu=Stem! 45.64 76.03 3.00 11.50 119.0 0.0018 0 psf Fy 0 ft-# Upward 0 ft-# 14,167 ft-# Mu=Stem! 75.83 psi 76.03 psi 2.00 in 12.50 in 100.7 Force*1.5= Pressure = Req'd = 6,542.6 # 3,240.0 # 3,869.9 # 0.0 # = 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) #4 @ 6.35 in 6.95 in #5 @ 9.85 in 10.77 in #6 @ 13.98 in 15.28 in #7 @ 19.06 in 20.84 in #8 @ 25.09 in 27.44 in #9 @ 31.76 in 34.73 in #10 @ 40.34 in 44.11 in [F10] to c E: your own :.L E block on )13:: five lines :tie printout. palues shown for concrete t:em Construction Data Title: IBAR DEV Descr: 10' HOUSE W/ SURCHARGE Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR,RPF STEM DESIGN stems have been factored) • ' Pg 2 of 2 I- Descending Stem Sections, Highest 0 Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at 1)ESIGN DATA fb/Fb + fa/Fa ' Lateral Load @ Design MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth 'd PI E kS ONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C:NCRETE DATA f'c Fy Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS 1- = 5.00 :Concrete = 12.00 # 5 = 12.00 Edge • . Ht = 0.00 Concrete 12.00 # 5 6.00 Edge 0.193 0.548 1,063 4,250 1,771 14,167 9,191 25,872 8.69 34.76 76.03 76.03 12.00 6.14 150.0 150.0 10.19 10.19 ft in in ft-# ft-# psi psi psf in psi psi = 2,000 = 40,000 SUMMARY OF Overturning ft 2,000 60,000 FORCES & MOMENTS psi psi Moments -I- Resisting Moments -I ft-# # ft ft-# = 4,389 -27 = 0 0 0 0 4,362 4.42 19,385 0.42 -11 0.00 0.00 0.00 0.00 0 0 0 0 0 19,374 2,200 6.00 13,200 0 0.00 0 220 6.33 1,393 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 1,575 4.50 7,088 0 0.00 0 1,312 3,50 4,594 487 4.50 2,194 4,389 7.00 30,723 10,184 59,192 Totals used for Soil Pressure, Pv Not Included= 5,795 28,468 [F10] to ICE! your own .L :3 block on five lines te printout. Title: IBAR DEV Descr: 10' HOUSE W/ SURCHARGE Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = 2,500 psf 35.0 psf 50.0 psf N/A psf 1.0:1 320 pcf 110.0 pcf 0.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil = Add'l Lateral Load = ...height to stop = ...height to start = 0.00 psf 0.0 plf 0.00 ft 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL • 10.00 ft • 0.50 ft • 10.50 ft • 39.00 • 12.00 • 4.000 Pressure @ Toe = 2,462 Pressure @ Heel = 0 Allowable Press. = 2,500 Eccentricity = 23.17 Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ..Ecc Left of Stem CL = Surcharge over Toe = Surcharge over Heel = Using Surcharge to resist overturning @ Heel • @ Toe • ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] Footing Type & FOOTING DATA in in ft SUMMARY psf psf psf in Toe Width Heel Width Total Width Thickness 0 0 0.00 0.0 0.0 No No plf plf in psf psf 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line = 4.00 ft 3.00 ft = 7.00 ft = 15.00 in F.S.: Overturning = F.S.. Sliding _ Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel = 3.06 :1 1.63 :1 76.03 psi 45.6 psi 75.8 psi SLIDING CHECK Ftg/Soil Friction = 0.380 Tot Lateral Soil @ Toe Not Used = 0.00 in (-)Passive Factor of Safety = 1.63 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors)---Toe--- ACI 9.1 Pressure = 3,446 Mu - Upward = 0 Mu - Downward = 0 Mu - Design = 14,167 One -Way Shear: Mu=Stem! vu = 45.64 vn=2(f'c)1/2*.85= 76.03 Rebar CL To Edge = 3.00 Depth to steel = 11.50 Ru = Mu/bd"2 = 119.0 Min. Rebar Ratio = 0.0018 --Heel-- f'c 0 psf Fy 0 ft-# Upward 0 ft-# 14,167 ft-# Mu=Stem! psi psi in in 75.83 76.03 2.00 12.50 100.7 Force*1.5= Pressure = Req'd = 6,542.6 # 3,240.0 # 3,869.9 # 0.0 # • 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) Heel(top) #4 @ 6.35 in 6.95 in #5 @ 9.85 in 10.77 #6 @ 13.98 in 15.28 #7 @ 19.06 in 20.84 #8 @ 25.09 in 27.44 #9 @ 31.76 in 34.73 #10 @ 40.34 in 44.11 in in in in in in [F10] to ,i,:; your own :Li block on n3:3 five lines pie printout. Jalues shown for concrete :em Construction Data Title: IBAR DEV Descr: 10' HOUSE W/ SURCHARGE Page of Job #: 8572 . By:RA Date: 7/13/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at ],;SIGN DATA .............. fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth WiSONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C DNCRETE DATA f'c Fy • 5.00 :Concrete = 12.00 • # 5 • 12.00 Edge 0.00 Concrete 12.00 # 5 6.00 Edge ft in in • 0.193 0.548 = 1,063 4,250 • 1,771 14,167 • 9,191 25,872 • 8.69 34.76 • 76.03 76.03 • 12.00 6.14 • 150.0 150.0 'd'= 10.19 10.19 Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS ft-# ft-# psi psi psf in psi psi = 2,000 2,000 = 40,000 60,000 SUMMARY OF FORCES & MOMENTS psi psi I- Overturning Moments -I- Resisting Moments -I # ft ft-# # ft ft-# 4,389 4.42 19,385 -27 0.42 -11 0 0.00 0 0.00 0 0.00 0 0 0 0 0 0.00 0 4,362 19,374 2,200 6.00 13,200 0 0.00 0 220 6.33 1,393 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 1,575 4.50 7,088 0 0.00 0 1,312 3.50 4,594 487 4.50 2,194 4,389 7.00 30,723 10,184 59,192 Totals used for Soil Pressure, Pv Not Included= 5,795 28,468 U3 ; [F10] to • your own L := block on • five lines iie printout. Title: IBAR DEV Descr: 4' SITE T.U. Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe = 2,000 35.0 0.0 N/A 0.0 -325 110.0 6.0 ADDED LATERAL LOADS psf psf psf psf :1 pcf pcf in Lateral Load Acting On Stem Above Soil = 0.00 psf Add'l Lateral Load ...height to stop ...height to start • 0.0 plf • 0.00 ft = 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL • 4.00 ft = 0.00 ft • 4.00 ft • 0.00 • 0.00 = 0.000 ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ..Ecc Left of Stem CL = Surcharge over Toe = Surcharge over Heel = Using Surcharge to resist overturning @ Heel @ Toe ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (peep) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] = 0 00 ft Footing Type Line & FOOTING DATA 0 plf 0 plf 0.00 in 0.0 psf 0.0 psf No No Toe Width Heel Width in in ft SUMMARY Pressure @ Toe = 1,541 psf Pressure @ Heel = 0 psf Allowable Press. = 2,000 psf Eccentricity = 6.78 in Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. Total Width Thickness 0 0 0 0 00 00 00 plf in ft ft • 0.50 ft • 1.50 ft = 2.00 ft = 12.00 in F.S.: Overturning F.S.. Sliding Allowable Shear 1-Way Shear @ Toe 1-Way Shear @ Heel • 1.62 :1 • 1,80 :1 • 76.03 psi = 7.1 psi • 6.0 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = SLIDING CHECK 0.350 Tot Lateral 0.00 in (-)Passive 1.80 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- ACI 9.1 Pressure = 2,158 0 Mu - Upward = 398 0 Mu - Downward = 64 413 Mu - Design = 334 413 One -Way Shear: vu = 7.14 6.04 vn=2(f'c)1/2*.85= 76.03 76.03 Rebar CL To Edge = 3.00 2.00 Depth to steel = 8.50 9.50 Ru = Mu/bd"2 = 0.0 0.0 Min. Rebar Ratio = 0.0018 psf ft-# ft-# ft-# psi psi in in f'c Fy Upward Force*1.5= 597.2 # Pressure = 365.6 # • 352.2 # Req'd = 0.0 # = 2,000 psi • 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd Heel(top) in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in in Not Reqd in [F10] to c ! your own ::1 E: block on five lines Le printout. Jalues shown for concrete Lem Construction Data Title: IBAR DEV Descr: 4' SITE T.U. Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at 1:)::SIGN DATA............ • 2.00 : Masonry • 8.00 • # 4 • 24.00 Edge 0.00 Masonry 8.00 # 5 24.00 Edge ft in in fb/Fb + fa/Fa = 0.060 Lateral Load @ Design Ht = 70 MOMENT Actual = 47 Allowable = 776 SHEAR Actual = 1.20 Allowable = 19.36 Embedment Length Req'd = 18.00 Wall Weight = 78.0 Rebar Placed at Depth 'd'= 5.25 14 LSONRY DATA 0.407 276 373 916 4.83 19.36 6.00 78.0 5.25 ft-# ft-# psi psi psf in f'm = 1,500 Fs = 24,000 Grouting Full Special Inspection No n : Es / Em = 25.78 Short Term Increase = 1.00 C)NCRETE DATA f'c = Fy Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS 1,500 24,000 Full No 25.78 1.00 psi psi psi = psi SUMMARY OF FORCES & MOMENTS I- Overturning Moments -I- Resisting Moments -I # ft ft-# # ft ft-# 438 1.67 -39 0.50 0 0.00 0 0.00 0 0.00 0 0.00 729 -20 0 0 0 0 0 367 1.58 581 28 0.25 7 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 312 0.83 260 0 0.00 0 300 1.00 300 0 0.00 0 0 0.00 0 398 709 1,006 1,147 Totals used for Soil Pressure, Pv Not Included= 1,006 1,147 I5:, [F10] to tca your own :1:: block on .SS:: five lines .y tie printout. Title: IBARw.. Descr: 6' SITE T.U. Page of Job #: 8572 By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = 2,000 psf Active Lateral EFP = 35.0 psf ....Slope Active = 0.0 psf ..Limit EFP = N/A psf Bkfill Slope(0=level)= 0.0:1 Passive Lateral = 325 pcf Soil Density = 110.0 pcf Soil_it over Toe = 6.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ...height to stop ...height to start Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem _ ..Ecc Left of Stem CL = Surcharge over Toe = Surcharge over Heel = Using Surcharge to resist overturning @ Heel . @ To ADJACENT FOOTING Vertical load 0.00 psf ...Ecc. (Toe side +) _ Footing Width (perp) _ 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft Ftg. Base Above/Below Soil 0.00 ft At Wall Face [+/-] Footing Type WALL & FOOTING DATA 6.00 ft Toe Width 0.00 ft Heel Width 6.00 ft 6.00 in Total Width 12.00 in Thickness 2.000 ft SUMMARY Pressure @ Toe = 1,844 psf Pressure @ Heel = 0 psf Allowable Press. 2,000 psf Eccentricity = 8.32 in Resultant Outside Middle Third Note: Pv Not Used for Soil Pres. • • 0 plf 0 plf 0.00 in 0.0 psf 0.0 psf No No 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line = 0.50 ft 2.50 ft = 3.00 ft = 12.00 in F.S.: Overturning = F.S.. Sliding = Allowable Shear 1-Way Shear @ Toe = 1-Way Shear @ Heel = 1.91 :1 1.75 :1 76.03 psi 9.9 psi 18.2 psi SLIDING CHECK Ftg/Soil Friction = 0.350 Tot Lateral Force*1.5= 1,227.2 # Soil @ Toe Not Used = Q.00 in (-)Passive Pressure = 650.0 # Factor of Safety = 1.75 (-)Friction = 780.7 # Add'l Force Req'd = 0.0 # FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 2,581 0 psf Fy = 60,000 psi Mu - Upward = 521 0 ft-# Upward soil pres negl'd on heel Mu - Downward = 64 0 ft-# Rebar Choices Mu - Design = 457 2,141 ft-# Toe(bot) Heel(top) One -Way Shear: Mu=Stem! #4 @Not Reqd in 11.70 in vu = 9.94 18.24 psi #5 @Not Reqd in 18.13 in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in 25.73 in Rebar CL To Edge = 3.00 2.00 in #7 @Not Reqd in 35.09 in Depth to steel = 8.50 9.50 in #8 @Not Reqd in 46.20 in Ru = Mu/bd"2 = 0.0 26.4 #9 @Not Reqd in 48.00 in Min. Rebar Ratio = 0.0018 #10 @Not Reqd in 48.00 in [F10] to your own ::L:: block on :15:: five lines !.:he printout. (Values shown for concrete tem Construction Data Title: IBARw.. Descr: 6' SITE T.U. Page of Job #: 8572 By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -1 Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at l )-E S I GN DATA. fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth MaSQNRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase (2:>NCRETE DATA f'c Fy 'd'= Origin of Force: Heel Active Press. Soil over Heel Toe Active Press. Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge @ Heel Surcharge @ Toe Axial Load on Wall Load @ Pro.j. Wall Averaged Stem Wts. Earth Behind Stem Added Lateral Load Footing Weight Key Weight Vert. Componant of Active Press. TOTALS = 2.00 Masonry = 8.00 • # 5 = 24.00 • • Edge _ 0.407 280 373 916 4.90 19.36 22.50 78.0 5.25 0.00 Masonry 8.00 # 5 8.00 Edge ft in in 0.956 626 1,259 1,317 11.63 19.36 6.00 78.0 5.25 ft-# ft-# psi psi psf in 1,500 24,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 psi psi SUMMARY OF FORCES & MOMENTS psi psi I- Overturning Moments -I- Resisting Moments -I ft ft-# # • ft ft-# 858 2.33 2,001 -39 0.50 -20 0 0.00 0 0.00 0 0.00 0 0 0 0 0 0.00 0 1,210 2.08 2,521 28 0.25 7 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 468 0.83 390 0 0.00 0 450 1.50 675 75 2.50 187 0 0.00 0 818 1,981 2,230 3,780 Totals used for Soil Pressure, Pv Not Included= 2,230 3,780 13 [F10] to ic:: your own :la block on 139 five lines i 7.11e printout. Title: IBAR Descr: 8' SITE TU Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over -Toe = 2,400 psf 35.0 psf 0.0 psf N/A psf "0.0:1 325 pcf 110.0 pcf 6.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ...height to stop ...height to start 0.00 psf 0.0 0.00 0.00 Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe plf ft ft WALL & = 8.00 ft • 0.00 ft = 8.00 ft • 9.00 in • 12.00 in • 2.000 ft Pressure @ Toe Pressure @ Heel Allowable Press. Eccentricity Resultant Outside Note: Pv Not Used ADDED VERTICAL LOADS Axial DL on Stem = 0 plf Axial LL on Stem = 0 plf ..Ecc Left of Stem CL = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Using Surcharge to resist overturning @ Heel : No C Toe No ADJACENT FOOTING Vertical load ...Ecc. (Toe side +) Footing Width (perp) Face Top Stem to Ftg. Ftg. Base Above/Below At Wall Face [+/-] Footing Type FOOTING DATA Toe Width Heel Width SUMMARY • 2,364 psf 0 psf • 2,400 psf = 10.88 in Middle Third for Soil Pres. Total Width Thickness CL= Soil 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line 0.50 ft 3.50 ft • 4.00 ft • 12.00 in F.S.: Overturning = F.S.. Sliding = Allowable Shear = 1-Way Shear @ Toe = 1-Way Shear @ Heel = 2.00 :1 1.58 :1 76.03 p s i 12.7 psi 31.6 psi Ftg/Soil Friction = Soil @ Toe Not Used = Factor of Safety = SLIDING CHECK 0.350 Tot Lateral 0.00 in (-)Passive 1.58 (-)Friction Add'l Force FOOTING DESIGN (Using ACT Factors)---Toe--- ACI 9.1 Pressure = 3,122 Mu - Upward = 811 Mu - Downward = 81 Mu - Design = 730 One -Way Shear: vu vn=2(f'c)1/2*.85= Rebar CL To Edge = Depth to steel = Ru = Mu/bd"2 = Min. Rebar Ratio = 12.73 76.03 3.00 8.50 0.0 0.0018 --Heel-- f'c 0 psf Fy 0 ft-# Upward 0 ft-# 5,076 ft-# Mu=Stem! 31.62 psi 76.03 psi 2.00 in 9.50 in 62.5 Force*1.5= Pressure = Req'd = 2,067.2 # 822.7 # 1,356.6 # 0.0 # = 2,000 psi = 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd in in in in in in in Heel(top) 11.70 in 18.13 in 25.73 in 35.09 in 46.20 in 48.00 in 48.00 in :r-ass [F10] to ac a your own ;l" block on ?c7.: five lines ;the ie printout. -iralues shown for concrete Stem Construction Data Title: IBAR . Descr: 8' SITE TU Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN stems have been factored) Pg 2 of 2 1- Descending Stem Sections, Highest @ Left -1 Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at DESIGN DATA = 4.00 2.00 : Masonry Masonry 8.00 8.00 _ # 5 # 5 24.00 8.00 Edge Edge 0.00 Masonry 12.00 # 5 8.00 Edge ft in in fb/Fb -I- fa/Fa = Lateral Load @ Design Ht MOMENTActual Allowable = SHEAR Actual = Allowable = Embedment Length Req'd = Wall Weight = Rebar Placed at Depth 'd'= MhSONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase C:NCRETE DATA f'c Fy origin of Force: Heel Active Press. Soil over Heel Toe Active Press. _ Soil over Toe Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = Active Press. TOTALS 0.407 280 373 916 4.90 19.36 22.50 78.0 5.25 0.957 630 1,260 1,317 11.71 19.36 24.70 78.0 5.25 0.912 1,116 2,986 3,274 11.74 19.36 6.00 124.0 9.00 ft-# ft-# psi psi psf in 1,500 24,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 psi psi psi psi SUMMARY OF FORCES & MOMENTS I- Overturning Moments -I- Resisting Moments -1 ft ft-# # ft ft-# 1,418 3.00 4,253 -39 0.50 -20 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 1,378 2,200 2.75 6,050 28 0.25 7 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 716 0.89 638 220 1.33 293 600 2.00 1,200 112 2.50 281 0 0.00 0 4,233 3,876 8,469 Totals used for Soil Pressure, Pv Not Included= 3,876 8,469 ass [F10] to mc:! your own _ - ,:L block on five lines -: e printout. Title: IBAR . Descr: 8' SITE TU Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA Allowable Bearing = Active Lateral EFP = ....Slope Active = ..Limit EFP = Bkfill Slope(0=level)= Passive Lateral = Soil Density = Soil Ht over Toe - 2,-400 psf 35.0 psf 0.0 psf N/A psf 0.0.1 325 pcf 110.0 pcf 6.0 in ADDED LATERAL LOADS Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ...height to stop ...height to start 0.00 psf • 0.0 plf = 0.00 ft • 0.00 ft Retained Height Wall Ht. above soil Total Wall Height Key Depth Key Width Key Dist. to Toe WALL • 8.00 ft • 0.00 ft • 8.00 ft • 9.00 = 12.00 • 3.000 ADDED VERTICAL LOADS Axial DL on Stem = 0 Axial LL on Stem = 0 ..Ecc Left of Stem CL = 0.00 Surcharge over Toe = 0.0 Surcharge over Heel = 0.0 Using Surcharge to resist overturning @ Heel No @ -Toe . No ADJACENT FOOTING Vertical load = ...Ecc. (Toe side +) _ Footing Width (perp) _ Face Top Stem to Ftg. CL= Ftg. Base Above/Below Soil At Wall Face [+/-] _ Footing Type & FOOTING DATA in in ft SUMMARY Pressure @ Toe = 2,303 psf Pressure @ Heel = 0 psf Allowable Press. = 2,400 psf Eccentricity = 10.54 in Resultant. Outside Middle Third Note: Pv Not Used for Soil Pres. Toe Width Heel Width Total Width Thickness plf plf in psf psf 0 0.00 0.00 0.00 plf in ft ft 0.00 ft Line 0.50 ft 3.50 ft • 4.00 ft • 12.00 in F.S.: Overturning F.S.. Sliding Allowable Shear 1-Way Shear @ Toe 1-Way Shear @ Heel • 2.03 :1 • 1.58 :1 • 76.03 psi • 12.4 psi • 31.6 psi SLIDING CHECK Ftg/Soil Friction = 0.350 Tot Lateral Soil @ Toe Not Used = 0.00 in (-)Passive Factor of Safety = 1.58 (-)Friction Add'l Force FOOTING DESIGN (Using ACI Factors) ---Toe--- --Heel-- f'c ACI 9.1 Pressure = 3,041 0 psf . Fy Mu - Upward = 792 0 ft-# Upward Mu - Downward = 81 0 ft-# Mu - Design = 711 5,076 ft-# One -Way Shear: Mu=Stem! #4 vu = 12.39 31.62 psi #5 vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 Rebar CL To Edge = 3.00 2.00 in #7 Depth to steel = 8.50 9.50 in #8 Ru = Mu/bd"2 = 0.0 62.5 #9 Min. Rebar Ratio = 0.0018 #10 Force*1.5= Pressure = Req'd = 2,067.2 # 822.7 # 1,356.6 # 0.0 # • 2,000 psi = 60,000 psi soil pres negl'd on heel Rebar Choices Toe(bot) @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd @Not Reqd Heel(top) in 11.70 in in 18.13 in in 25.73 in in 35.09 in in 46.20 in in 48.00 in in 48.00 in 7iPIT?.si; [F10] to _ c :, your own titi:: block on five lines Me printout. jalues shown 3 t:em Construction Data Title: IBAR . Descr: 8' SITE TU Page of Job #: 8572 . By:RA Date: 7/14/98 RetainPro 3.1C(c)1995 File:RETAINPR.RPF STEM DESIGN for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left -I Highest (use columns from left to right) DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed at DiiS-IG-N-DATA fb/Fb + fa/Fa Lateral Load @ Design Ht MOMENT Actual Allowable SHEAR Actual Allowable Embedment Length Req'd Wall Weight Rebar Placed at Depth 'd'= MASONRY DATA f'm Fs Grouting Special Inspection n : Es / Em Short Term Increase 0 _>NCRETE DATA f'c Fy Origin of Force: = 4.00 2.00 0.00 : Masonry Masonry Masonry = 8.00 8.00 12.00 = # 5 # 5 # 5 = 24.00 8.00 8.00 . Edge Edge Edge .............................................. = 0.407 0.957 0.912 = 280 630 1,116 = 373 1,260 2,986 = 916 1,317 3,274 = 4.90 11.71 11.74 = 19.36 19.36 19.36 = 22.50 24.70 6.00 = 78.0 78.0 124.0 5.25 5.25 9.00 ft in in ft-# ft-# psi psi psf in = 1,500 • 24,000 Full No • 25.78 • 1.00 1,500 24,000 Full No 25.78 1.00 1,500 24,000 Full No 25.78 1.00 psi psi psi psi SUMMARY OF FORCES & MOMENTS I- Overturning Moments -I- Resisting Moments -I # ft 'ft-# # ft ft-# Heel Active Press. = 1,418 3.00 Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight Vert. Componant of Active Press. TOTALS -39 0.50 O 0.00 O 0.00 O 0.00 O 0.00 1,378 4,253 -20 0 0 0 0 0 2,200 2.75 6,050 28 0.25 7 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 716 0.89 638 220 1.33 293 600 2.00 1,200 112 3.50 394 0 0.00 0 4,233 3,876 8,582 tals used for Soil Pressure, Pv Not Included= 3,876 8,582 ESI/FM E INC. STRUCTURAL ENGINEERS F r� M E S I PROJECT: Structural Calculations on residence to be built at 20 Burning Tree Road, Newport Beach, Califomia for Ibar Development, LLC. Date : May 27, 1998 Revisions : Shipped : JUL 10199 Client : David Pierce Hohmann, Architect Client Job No. Job No. 5998-83 d 2 1921 EAST CARNEGIE AVENUE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 Ph: (714) 261-1811 ° Fax (714) 261-8506 r M E S SINCE 1974 LOAD CONDITIONS : ROOF : Wd.Shake Slope Live Load ESI/FME, Inc. STRUCTURAL ENGINEERS 1 4:12 16.0 psf Rock 2 <- 3:12 20.0 psf Roof'g Mt'I 4.0 Built -Up - - 6.0 Sheathing 1.5 1.5 Roof Rafters 1.5 1.5 Ceiling Joist 1.5 1.5 Drywall 2.5 2.5 Miscellaneous 1.0 1.0 Total D.L. 12.0 psf 14.0 psf Total LOAD 28.0 psf 34.0 psf Tile 3 <4:12 26..0 psf 10.0 1.5 1.5 2.5 1.0 18.0 psf 3-8.0 psf FLOOR : 4 Sheet Date JUL 10 19go JN. 8572 5 w/o Conc. w/ Conc. Live Load 40.0 psf 40.0 psf D.L. of F.F. 5.0 15.0 Sheathing 1.5 1.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total -D. L. 12.0 psf-22..0-psf- Total Load 52.0 psf 62.0 psf LOAD CONDITIONS : STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to ES 1/ F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © - 1994 by ESI /FME, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. PROJECT DESCRIPTION: PROJECT ENGINEER: CALCS BY: DATE: ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: SHTS: DATE: Init.: SHTS: O SHTS: O SHTS: DATE: Init.: DATE: Init.: DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: • SHTS: Init.: DATE: Init: ESI /FME, Inc - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: SINCE 1974 ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION Sheet c. Date JUL 1 0 199 JN. f57a CODE: 1994 UNIFORM BUILDING CODE (rev. 10/26/95) In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir —Larch — 19% max. moisture content. 2x4 #2: Fb=1315/1510 psi; Fv=95 psi 2x6 #2: Fb=1140/1310 psi; E=1.6 E6 psi 2x8 #2: Fb=1055/1210 psi; 2x1T1—#2: -Fb=-965/1105 psi; 2x12 #2: Fb= 875/1005 psi; 2x14 #2: Fb= 790/ 905 psi; It is recommended that lumber be free of heart center. Glued Laminated Beams: Douglas Fir —Larch Ind. App. Grade: Fb=2400 psi; Fv=165; E=1.8 E6 psi MICROLLAM LVL M=L: Fb=2600 psi; Fv=285 psi; E=1 CONCRETE Lumber: #2 / #1 4x6;4x8 : Fb=1140/1300 psi; Fv=95 psi 4x10 : Fb=1050/1200 psi; E=1.6 E6 psi 4x12 : Fb= 965/1100 psi 4x14;4x16: Fb— 875/1000 psi Lumber: #1 / S.S. 6x10: Fb=1350/1600 psi; Fv=85 psi 6x12: Fb=1350/1600 psi; E=1.6 E6 psi PARALLAM PSL 2.0 E Fb=2900 psi; Fv=290 psi; E=2.0 E6 psi .8 E6 psi 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete f'c = 3000 psi All slab—on-grade/continuous footings/pads f'c = 2500 psi All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping of 40 dia. or 2'-0" min. In all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth 3" B. Poured against form below grade 2" C. Slabs on grade (from top of slab) 1" D. Columns and beams to main bars 2" STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot —dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted, except retaining walls where all cells are to be solid grouted. SINCE 1974 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 3L Date JUL 10 1996 JN, 8572 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1994 Uniform Building Code) (rev. 10/26/95) A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists, U.N.O. D. Provide 4x or 2-2x members under shear walls on floor joists. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post minimum. F. All hardware is to be Simpson Strong —Tier" or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineer's review. H. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS1 270 Ramset/Redhead may be used in lieu of anchor bolts). I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. U.N.O. J. All conventional framed portions of structure are to be constructed per section 2317-2326 of the Uniform Building Code, U.N.O. K. All nailing is to be per table 23—I—Q of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. FRAMING NOTES LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCRS : 3/8" o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 1/2"o x 10" Anchor Bolts at 64"o/c 2—#4 : Provide a total of 2—#4 at top & 2—#4 at AB56 : 1 /2" o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"o/c 3—#4 : Provide a total of 3—#4 at top & 3—#4 at AB40 : 1 /2"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts. AB32 : 1/2"o x 10" Anchor Bolts at 32"o/c 4—#4 : Provide a total of 4—#4 at top & 4—#4 at AB24 : 1/2"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past posts. AB16 : 1/2"o x 10" Anchor Bolts at 16"o/c HD2A : (1) Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 8"o/c HD5A : (1) Simpson HD5A per post. AB24X: 1/2"o x 12" Anchor Bolts at 24"o/c HD6A : (1) Simpson HD6A per post. AB16X: 1/2"o x 12" Anchor Bolts at 16"o/c HD8A : (1) Simpson HD8A per post. AB8X : 1/2"o x 12" Anchor bolts at 8"o/c HD10A: (1) Simpson HD10A per post. 2AB : (2) 1/2"o x 10" Anchor Bolts HD14A: (1) Simpson HD14A per post. 3AB : (3) 1/2"o x 10" Anchor Bolts HD20A: (1) Simpson HD20A per post. 2ABX : (2) 1/2"o x 12" Anchor Bolts HPA : (1) Simpson HPAHD22 per post. 3ABX : (3) 1/2" o x 12" Anchor Bolts HPA2P: (1) Simpson HPAHD22-2P per post. 2ABXX : (2) 3/4"o x 12" Anchor Bolts MTT28B: (1) Simpson MTT28B per post. ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. R1 R2 R1 R2 Sheet Da4-98 JN$572 Hip Beam over FOYER Length = 10 ft. ; W 950 Ibs. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 plf Wall = ( 14 psf) ( 0 + 0) = 0.0 Floor = ( 52 psf) ( 0 + 0_)_= 0.0 D. L. of Beam = 15.0 w = 15.0 pif Fb = 1050 psi. M = 1406 ft-Ib= 16.87 in-k S = Moment 1.25 Fb = 12.9 in"3 Reactions: *RL= 708 Ibs. Fv = 95 psi ; d = 7.25 in. *RR= 392 Ibs. V = W (L-d)^2 / LA2 - W/3 + w (L/2-d) = 587.79 lbs. A = 1.5 V / 1.25 Fv = 7.4 inA2 Req'd Sec. Prop.: Allow deft = L / 240 = 0.5 in *S = 12.9 in^3 E = 1.6 x 10**6 psi *A = 7.4 sq. in. I=5*w*L"4/384*E*d *I= 31.0in^4 + .01304 * W * L^3 / E * d = 31 in"4 ; Estimated defl 0.325 in. U S E2- 2 x 8 W.C.D.F. 2 Prodd 13.14 10.88 47.63 Hip Beam over BR2 Length = 15 ft.;W= 2137 Ibs. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 pif Wall =( 14 psf)( 0+ 0)= 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = 15.0 pif Fb = 1050 psi. M = 4534.3 ft-Ib= 54.41 in-k S = Moment 1.25 Fb = 41.5 in^3 Reactions: *RL= 1537 Ibs. Fv = 95 psi ; d = 9.25 in. *RR= 825 Ibs. V = W (L - d)^2 / LA2 - W/3 + w (LJ2 - d) = 1311.5 Ibs. A = 1.5 V / 1.25 Fv = 16.6 inA2 Req'd Sec. Prop.: Allow deft = L / 240 = 0.75 in *S = 41.5 in"3 E = 1.6 x 10**6 psi *A = 16.6 sq. in. I=5*w*L"4/384*E*d *I = 149.7in^4 + .01304 * W * LA3 / E * d = 150 in^4 ; Estimated defl 0.486 in. USE 4x 10 W.C.D.F. 1 ProVd 49.91 32.38 230.84 B1 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. L2 LH R1 R2 Sheet l Date 3-28-98 JN. 8572 BM@ FOYER Length = 17 ft. P1 = 0 Ibs from @ L1 = 4 ft. P2 = 0 Ibs from @ L2 = 5 ft. w: Roof = ( 38 psf) ( 24/2 + 0 ) = 456.0 pif Wall =( 10 psf)( 0+ 0 )= 0.0 Floor = ( 52 psf) ( 0 + 0 )= 0.0 D. L. of Beam = 15.0 w = 471.0 pif Fb = 2900 psi. M = 17015 ft-Ib= 204.2 in-k S = Moment 1.250 Fb = 56.3 in^3 Reactions: *RL= 4004 Ibs Fv = 290 psi ; d = 14 in. *RR= 4004 Ibs V = R(max)-(w*d)= 3454 lbs. A = 1.5 V / 1.250 Fv = 14.3 in"2 Req'd Sec. Properties: *S = 56.3 in^3 Allow defl = L / *240 = 0.85 in *A = 14.3 sq. in. E = 2 x 10**6 psi * I = 520.7 inA4 I=5*M*LA2 / 48*E*d= 521 inA4 Estimated deft = 0.369 in. USE 5.25 x 14 P=L 1 Prov d 171.50 73.50 1200.50 BM@ BR3 Length = 18.5 ft. P1 = 0 lbs from @ L1 = 5 ft. P2 = 0 lbs from @ L2 = 5 ft. w: Roof = ( 38 psf) ( 24/2 + 0 ) = 456.0 pif Wall = ( 14 psf) ( 0 + 0 ) = 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = 471.0 pif Fb = 2900 psi. M = 20150 ft-lb= 241.8 in-k S = Moment 1.250 Fb = 66.7 in^3 Reactions: *RL= 4357 lbs Fv = 290 psi ; d = 14 in. *RR= 4357 Ibs V = R(max)-(w*d= 3807 lbs. A = 1.5 V / 1.250 Fv = 15.8 inA2 Allow defl = L / 240 = 0.93 in E = 2 x 10**6 psi I=5*M*LA2 / 48*E*d= 671 inA4 USE 5.25 x SI / FME FILE: B 3 Req'd Sec. Properties: *S = 66.7 in^3 *A = 15.8 sq. in. * I = 671.0 inA4 Estimated defl = 0.517 in. 14 P=L 1 Prov'd 171.50 73.50 1200.50 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. L2 �LH R1 R2 (6 BM@ BR3 Length = P1 = P2 = Sheet Date 3-28-98 JN. 8572 5 ft. 4350 Ibs from @ L1 = 2.5 ft. 0 Ibs from @ L2 = 5 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 plf Wall = ( 14 psf) ( 2 + 0 )= 28..0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = 43.0 plf Fb = 1100 psi. M = 5572 ft-Ib= 66.86 in-k S = Moment 1.250 Fb = 48.6 inA3 Reactions: *RL= 2283 Ibs Fv = 95 psi ; d = 11.25 in. *RR= 2283 Ibs V = R(max)-(w*d)= 2242 Ibs. A = 1.5 V / 1.250 Fv = 28.3 in^2 Req'd Sec. Properties: *S = 48.6 inA3 Allow defl = L / 240 = 0.25 in *A = 28.3 sq. in. E = 1.6 x 10**6 psi * I = 62.7 in^4 I=5*M*L^2 / 48*E*d= 63 in"4 Estimated defl = 0.038 in. USE 4 x 12 WCDF # 1 Prodd 73.83 39.38 415.28 BM@ STAIR Length = 18 ft. P1 = 5420 Ibs from P2 = 0 Ibs from w: Roof = ( 38 psf) ( 0 + 0 )= Wall = ( 14 psf)( 0 + 0 )= Floor = ( 52 psf) ( 0 + 0 ) = D. L. of Beam = w @ L1 = @ L2 = 0.0 plf 0.0 0.0 15.0 15.0 plf 4 ft. 5 ft. Fb = 2900 psi. M = 17470 ft-lb= 209.6 in-k S = Moment 1.250 Fb = 57.8 inA3 Reactions: *RL= 4351 lbs Fv = 290 psi ; d = 14 in. *RR= 1339 Ibs V = R(max)-(w*d)= 4333 lbs. A = 1.5 V / 1.250 Fv = 17.9 in^2 Req'd Sec. Properties: *S = 57.8 inA3 Allow defl = L / 240 = 0.90 in *A = 17.9 sq. in. E = 2 x 10**6 psi * I = 566.0 in^4 I=5*M*L^2 / 48*E*d= 566 in^4 Estimated defl = 0.424 in. USE 5.25 x 14 P=L 1 Prodd 171.50 73.50 1200.50 SI / FME FILE: B 5 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. BM@ STAIR Length = P1 = P2 = w: Roof = ( Wall = ( 18 ft. 1420 Ibs from 0 Ibs from 38 psf) ( +8/2 + 0 )_ 14 psf)( 0 + 0 )_ Floor = ( 52 psf) ( 0 + 0 )= D. L. of Beam Fb = 2900 psi. M = 11181 ft-Ib= 134.2 in-k S = Moment 1.250 Fb = 37.0 in^3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 2413 Ibs. A= 1.5 V / 1.250 Fv = 10.0 in^2 Allow defl = L / 240 = 0.90 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 362 inA4 USE 5.25 x BM@ FOYR Length = P1 = P2 = w Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 152.0 plf 0.0 0.0 15.0 167.0 plf 4 ft. 5 ft. Reactions: *RL= 2607 Ibs *RR= 1819 lbs Req'd Sec. Properties: * S = 37.0 in^3 * A = 10.0 sq. in. * I = 362.3 in^4 Estimated defl = 0.272 in. 14 P=L 1 Prov'd 171.50 73.50 1200.50 9 ft. 0 Ibs from 0 Ibs from w: Roof = ( 38 psf) ( 14/2 + Wall = ( 14 psf) ( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 1050 psi. M = 2845 ft-Ib= 34.14 in-k S = Moment 1.250 Fb = 26.0 inA3 Fv = 95 psi ; d = 9.25 in. V = R(max)-(w*d)= 1048 Ibs. A = 1.5 V / 1.250 Fv = 13.2 inA2 Allow deft = L / 240 = E = 1.6 x 10**6 psi I=5*M*L^2 / 48*E*d= 58 in^4 USE SI / FME FILE: B 7 0.45 in 4x w 0 )_ 0 )= 0 )= @ L1 = @ L2 = 266.0 pif 0.0 0.0 15.0 281.0 pif Reactions: *RL= 1265 Ibs *RR= 1265 lbs 4 ft. 5 ft. Req'd Sec. Properties: * S = 26.0 in^3 *A = 13.2 sq. in. * I = 57.6 in^4 Estimated defl = 0.112 in. 10 WCDF # 1 Proud 49.91 32.38 230.84 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (9) BM@ FOYR Length = P1 = P2 = w: Roof = ( 14 ft. 1265 Ibs from 1416 lbs from 38 psf) ( Wall = ( 14 psf) ( Floor = ( 52 psf) ( D. L. of Beam 8 1 0+ 0+ 0+ Fb = 2900 psi. M = 9751 ft-Ib= 117 in-k S = Moment 1.250 Fb = 32.3 inA3 Fv = 290 psi. ; d = 9.5 in. V = R(max)-(w*d)= 1434 lbs. A= 1.5 V / 1.250 Fv = 5.9 inA2 Allow defl = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 246 in"4 USE 5.25 x Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 0)= 0.0plf 0 )= 0.0 0 )= 0.0 15.0 w = 15.0 plf Reactions: *RL= 1446 Ibs *RR= 1446 Ibs 7 ft. 7 ft. Req'd Sec. Properties: * S = 32.3 in^3 * A = 5.9 sq. in. * I = 245.7 in"4 Estimated deft = 0.459 in. 9.5 P=L 1 ProVd 78.97 49.88 375.10 BM@ FOYR Length = 6 ft. P1 = 1265 lbs from 8 P2 = 0 lbs from w: Roof = ( 38 psf) ( 14/2 + Wall = ( 14 psf) ( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 1140 psi. M = 3162 ft-Ib= 37.94 in-k S = Moment 1.250 Fb = 26.6 in"3 Fv = 95 psi ; d = 7.25 in. V = R(max)-(w*d)= 1306 lbs. A= 1.5 V / 1.250 Fv = 16.5 inA2 Allow deft = L / 240 = E = 1.6 x 10**6 psi I=5*M*L"2 / 48*E*d= 43 in"4 USE SI / FME FILE: B 9 0.30 in 4x w 0 )_ 0 )_ 0 )_ @ L1 = @ L2 = 266.0 pif 0.0 0.0 15.0 281.0 pif Reactions: *RL= 1476 lbs *RR= 1476 Ibs 3 ft. 5 ft. Req'd Sec. Properties: * S = 26.6 in"3 * A = 16.5 sq. in. * I = 42.7 inA4 Estimated defl = 0.115 in. 8 WCDF # 1 Proud 30.66 25.38 111.15 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. Sheet \ D Date 3-28-98 JN. 8572 BM@ STG Length = 17 ft. P1 = 0 Ibs from 8 @ L1 = 7 ft. P2 = 0 Ibs from 1 @ L2 = 7 ft. ► w: Roof = ( 38 psf) ( 16/2 + 0 ) = 304.0 pif P2 Wall = ( 14 psf) ( 0 + - 0 )= _ 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 R2D. L. of Beam = 15.0 w = 319.0 pif Fb = 2900 psi. M = 11524 ft-Ib= 138.3 in-k S = Moment 1.250 Fb = 38.1 in^3 Reactions: *RL= 2712 Ibs Fv = 290 psi ; d = 12 in. *RR= 2712 Ibs V = R(max)-(w*d)= 2393 lbs. A = 1.5 V / 1.250 Fv = 9.9 inA2 Req'd Sec. Properties: *S = 38.1 in^3 Allow defl = L / 240 = 0.85 in *A = 9.9 sq. in. E = 2 x 10**6 psi * I = 352.6 inA4 I=5*M*LA2 / 48*E*d= 353 inA4 Estimated defl = 0.396 in. USE 5.25x 12P=L 1 ProJd 126.00 63.00 756.00 BM@ BR2 Length = 16 ft. P1 = 3080 lbs from2*B2 P2 = 1400 Ibs from B14- w: Roof = ( 38 psf) ( 0 + 0 ) = Wall = ( . 14 psf) ( 0 + 0 ) = Floor = ( 52 psf) ( 0 + 0 )= D. L. of Beam = w @ L1 = @ L2 = 0.0 pif 0.0 0.0 15.0 15.0 pif 11 ft. 11 ft. Fb = 2900 psi. M = 15880 ft-lb= 190.6 in-k S = Moment 1.250 Fb = 52.6 in^3 Reactions: *RL= 1520 lbs Fv = 290 psi ; d = 12 in. *RR= 3200 Ibs V = R(max)-(w*d)= 3185 lbs. A= 1.5 V / 1.250 Fv = 13.2 inA2 Req'd Sec. Properties: *S = 52.6 in^3 Allow defl = L / 240 = 0.80 in *A = 13.2 sq. in. E = 2 x 10**6 psi * I = 457.3 inA4 I=5*M*LA2 / 48*E*d= 457 inA4 Estimated defl = 0.484 in. USE 5.25 x 12 P=L . 1 ProJd 126.00 63.00 756.00 SI / FME FILE: B 11 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (.13 BM@ BR2 Length = 4.5 ft. P1 = 1520 lbs from 8 P2 = • 0 lbs from 1 w: Roof = ( 38 psf) ( +10/2 + Wall = ( 14 psf) (- - - - -0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 1140 psi. M = 2039 ft-Ib= 24.47 in-k S = Moment 1.250 Fb = 17.2 inA3 Fv = 95 psi ; d = 7.25 in. V = R(max)-(w*d)= 1351 Ibs. A = 1.5 V / 1.250 Fv = 17.1 inA2 Allow defl = L / 240 = E = 1.6 x 10**6 psi I=5*M*L"2 / 48*E*d= 21 in"4 USE 0.23 in 4x w 0 )= 0 )= 0 )= Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 190.0 pif 0.0 0.0 15.0 205.0 plf Reactions: *RL= 1475 lbs *RR= 968 Ibs 1.5 ft. 7 ft. Req'd Sec. Properties: * S = 17.2 inA3 *A = 17.1 sq. in. * I 20.6 inA4 Estimated defl = 0.042 in. 8 WCDF # 1 ProVd 30.66 25.38 111.15 BM@ STG Length = 17 ft. P1 = 0 lbs from2*B2 P2 = 0 lbs from B14- w: Roof = ( 38 psf) ( 20/2 + Wall =( 14 psf)( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 2900 psi. M = 14269 ft-Ib= 171.2 in-k S = Moment 1.250 Fb = 47.2 inA3 Fv = 290 psi ; d = 12 in. V = R(max)-(w*d)= 2963 lbs. A = 1.5 V / 1.250 Fv = 12.3 in"2 Allow deft = L / 240 = 0.85 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 437 in"4 USE 5.25 x SI / FME FILE: B 13 w 0 )= 0 )= 0 ) = @ L1 = @ L2 = 380.0 pif 0.0 0.0 15.0 395.0 pif Reactions: *RL= 3358 lbs *RR= 3358 lbs 11 ft. 11 ft. Req'd-Sec. Properties: * S = 47.2 inA3 * A = 12.3 sq. in. * I = 436.6 in"4 Estimated defl = 0.491 in. 12 P=L 1 Prov'd 126.00 63.00 756.00 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (15) K16 Sheet \7 Date 3-28-98 JN. 8572 BM@ WIC Length = 13 ft. P1 = 0 lbs from 8 @ L1 = 1.5 ft. P2 = 0 lbs from 1 @ L2 = 7 ft. w: Roof = ( 38 psf) ( 14/2 + 14/4 ) = 399.0 plf Wall =( 14 psf-)( - -0+ 0)_ - 0.0 Floor =( 52 psf)( 0 + 0 )= 0.0 D. L. of Beam = 15.0 w = 414.0 plf Fb = 2900 psi. M = 8746 ft-Ib= 104.9 in-k S = Moment 1.250 Fb = 29.0 in"3 Reactions: *RL= 2691 lbs Fv = 290 psi ; d = 12 in. *RR= 2691 lbs V = R(max)-(w*d)= 2277 lbs. A = 1.5 V / 1.250 Fv = 9.4 inA2 Req'd Sec. Properties: *S = 29.0 in"3 Allow defl = L / 240 = 0.65 in *A = 9.4 sq. in. E = 2 x 10**6 psi * I = 204.7 in"4 I=5*M*L"2 / 48*E*d= 205 in"4 Estimated defl = 0.264 in. USE 3.5 x 12 P=L 1 Prov'd 84.00 42.00 504.00 BM@ WIC Length = 14 ft. P1 = 5678 lbs from 15+2+HIP P2 = 1862 lbs from RIDGE w: Roof = ( 38 psf) ( 20/2 + 0 ) = Wall = ( 14 psf)( 0+ 0)= Floor = ( 52 psf) ( 0 + 0 ) = D. L. of Beam = w Fb = 2900 psi. M = 34337 ft-lb= 412 in-k @ L1 = 7.5 ft. @ L2 = 3.5 ft. 380.0 pif 0.0 0.0 15.0 395.0 pif S = Moment 1.250 Fb = 113.7 in"3 Reactions: *RL= 6798 lbs Fv = 290 psi. ; d = 14 in. *RR= 6272 lbs V = R(max)-(w*d)= 6337 lbs. A = 1.5 V / 1.250 Fv = 26.2 in"2 Allow deft = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 865 in"4 USE 5.25x SI / FME FILE: B 15 Req'd Sec. Properties: * S = 113.7 in"3 *A = 26.2 sq. in. * I = 865.3 inA4 Estimated deft = 0.505 in. 14 P=L 1 Prov'd 171.50 73.50 1200.50 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (17) (18 BM@ M.BR Length = 10 ft. P1 = 0 Ibs from 8 P2 = 0 Ibs from 1 w: Roof = ( 38 psf) ( 16/2 + Wall ( 14-psf)(- - 0+ Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 1050 psi. M = 3988 ft-Ib= 47.85 in-k S = Moment 1:250 Fb = 36.5 in"3 Fv = 95 psi ; d = 9.25 in. V = R(max)-(w*d)= 1349 Ibs. A = 1.5 V / 1.250 Fv = 17.0 in"2 Allow defl = L / 240 = E = 1.6 x 10**6 psi I=5*M*LA2 / 48*E*d= 90 in"4 USE 4 0.50 in x 0 )= 0 )= 0 )= w = Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 304.0 pif 0.0 - -- 0.0 15.0 319.0 pif Reactions: *RL= 1595 Ibs *RR= 1595 Ibs 1.5 ft. 7 ft. Req'd Sec. Properties: *S = 36.5 in"3 *A = 17.0 sq. in. * I = 89.7 inA4 Estimated defl = 0.194 in. 10 WCDF # 1 Prov d 49.91 32.38 230.84 BM@ HER BATH Length = 14 ft. P1 = 3301 Ibs from2+2+17- P2 = 608 Ibs from RIDGE w: Roof = ( 38 psf) ( 0 + Wall =( 14 psf)( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 2900 psi. M = 8963 ft-Ib= 107.6 in-k S = Moment 1.250 Fb = 29.7 inA3 Fv = 290 psi ; d = 12 in. V = R(max)-(w*d)= 3227 Ibs. A = 1.5 V / 1.250 Fv = 13.4 inA2 Allow defl = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 226 in"4 USE 5.25 x SI / FME FILE: B 17 w 0 )= 0 )= 0 )= @L1 = 11 ft. .@ L2 = 12.5 ft. 0.0 pif 0.0 0.0 15.0 15.0 pif Reactions: *RL= 878 lbs *RR= 3242 lbs Req'd Sec. Properties: *S = 29.7 in"3 *A = 13.4 sq. in. * I = 225.9 in"4 Estimated defl = 0.209 in. 12 P=L 1 ProVd 126.00 63.00 756.00 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (20 BM@ M.BR Length = 20.5 ft. P1 = 3135 Ibs from2+17 @ L1 = 10 ft. P2 = 1064 Ibs from HIP @ L2 = 15 ft. Roof = ( 38 psf) ( +4/2 + 0 ) = 76.0 pif V1/all = ( - . 14 psf) ( 0 + 0)= 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 Sheet \\, Date 3-28-98 JN. 8572 Fb = 2900 psi. M = 25120 ft-Ib= 301.4 in-k S = Moment 1.250 Fb = 83.2 in"3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 3134 Ibs. A = 1.5 V / 1.250 Fv = 13.0 in"2 Allow defl = L / 240 = E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 927 in"4 USE 1.03 in 7x w = 91.0 pif Reactions: *RL= 2824 lbs *RR= 3241 lbs Req'd Sec. Properties: * S = 83.2 in"3 *A = 13.0 sq. in. * I = 926.9 in"4 Estimated defl = 0.594 in. 14 P=L 1 Prov'd 228.67 98.00 1600.67 BM@ M.BR Length = 5 ft. P1 = 3241 Ibs from B19 P2 = 0 Ibs from RIDGE w: Roof = ( 38 psf) ( 0 + Wall =( 14 psf)( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 1050 psi. M = 3450 ft-Ib= 41.4 in-k S = Moment 1.250 Fb = 31.5 inA3 Fv = 95 psi ; d = 9.25 in. V = R(max)-(w*d)= 2295 lbs. A = 1.5 V / 1.250 Fv = 29.0 inA2 Allow deft = L / 240 = E = 1.6 x 10**6 psi I=5*M*L"2 / 48*E*d= 39 in"4 USE SI / FME FILE: B 19 0.25 in 4x 0 )= 0 )= 0 )_ w = @ L1 = 1.5 ft. @ L2 = 12.5 ft. 0.0 pif 0.0 0.0 15.0 15.0 pif Reactions: *RL= 2306 lbs *RR= 1010 lbs Req'd Sec. Properties: * S = 31.5 in"3 * A = • 29.0 sq. in. * I = 38.8 inA4 Estimated defl = 0.042 in. 10 WCDF # 1 Prov d 49.91 32.38 230.84 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (21> (22> BM@ M.BR Length = 20.5 ft. P1 = 2060 lbs from2+ P2 = 3648 lbs from RIDGE w: Roof = ( 38 psf) ( 0 + Wall = ( -14 psf) ( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 2900 psi. M = 27030 ft-lb= 324.4 in-k S = Moment 1.250 Fb = 89.5 in^3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 3431 lbs. A= 1.5 V / 1.250 Fv = 14.2 inA2 Allow defl = L / 240 = E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 997 in^4 USE 1.03 in 7x w 0 )_ 0 )_ 0 )_ Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 0.0 pif 0.0 0.0 15.0 15.0 pif Reactions: *RL= 2567 Ibs *RR= 3449 lbs 8 ft. 14 ft. Req'd Sec. Properties: * S = 89.5 in"3 * A = 14.2 sq. in. * I = 997.4 in^4 Estimated defl = 0.639 in. 14 P=L 1 Prov'd 228.67 98.00 1600.67 BM@ M.BR Length = 8.5 ft. P1 = 2824 lbs from 19OR21 P2 = 0 lbs from RIDGE w: Roof = ( 38 psf) ( +8/2 + Wall =( 14 psf)( 2 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 2900 psi. M = 3090 ft-lb= 37.08 in-k S = Moment 1.250 Fb = 10.2 in^3 Fv = 290 psi ; d = 9.5 in. V = R(max)-(w*d)= 3332 lbs. A = 1.5 V / 1.250 Fv = 13.8 in^2 Allow deft = L / 240 = 0.43 in E = 2 x 10**6 psi I=5*M*LA2 / 48*E*d= 47 in^4 USE 3.5x SI / FME FILE: B 21 w 0 )_ 0 ) = 0 )_ @ L 1 = 0.5 ft. @ L2 = 12.5 ft. 152.0 pif 28.0 0.0 15.0 195.0 pif Reactions: *RL= 3487 lbs *RR= 995 lbs Req'd Sec. Properties: *S = 10.2 in^3 *A = 13.8 sq. in. * I = 47.3 inA4 Estimated defl = 0.080 in. 9.5 P=L 1 Prov'd 52.65 33.25 250.07 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. <23) (24) Sheet Date 3-28-98 JN. 8572 BM@ GUEST Length = 16 ft. P1 = 0 lbs from2+ @ L1 = 8 ft. P2 = 0 Ibs from RIDGE @ L2 = 14 ft. w: Roof = ( 38 psf) ( 16/2 + 0 ) = 304.0 pif Wall =( 14 psf)( 0 + 0 )= 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = 319.0 pif Fb = 2900 psi. M = 10208 ft-Ib= 122.5 in-k S = Moment 1.250 Fb = 33.8 in"3 Reactions: *RL= 2552 Ibs Fv = 290 psi ; d = 14 in. *RR= 2552 lbs V = R(max)-(w*d)= 2180 Ibs. A = 1.5 V / 1,250 Fv = 9.0 in"2 Req'd Sec. Properties: *S = 33.8 in"3 Allow deft = L / 240 = 0.80 in *A = 9.0 sq. in. E = 2 x 10**6 psi * I = 294.0 inA4 I =5*M*L"2 / 48*E*d= 294 in"4 Estimated defl = 0.294 in. USE 3.5 x 14 P=L 1 Prov'd 114.33 49.00 800.33 BM@ BR4 Length = 19 ft. P1 = 0 lbs from @ L1 = 0.5 ft. P2 = 0 lbs from @ L2 = 12.5 ft. w: Roof = ( 38 psf) ( 20/2 + 0 ) = 380.0 plf Wall =( 14 psf)( 0 + 0 )= 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = . 395.0 plf Fb = 2900 psi. M = 17824 ft-lb= 213.9 in-k S = Moment 1.250 Fb = 59.0 in"3 Reactions: *RL= 3753 Ibs Fv = 290 psi ; d = 14 in. *RR= 3753 Ibs V = R(max)-(w*d)= 3292 Ibs. A = 1.5 V / 1.250 Fv = 13.6 inA2 Req'd Sec. Properties: *S = 59.0 in"3 Allow defl = L / 240 = 0.95 in *A = 13.6 sq. in. E = 2 x 10**6 psi * I = 609.6 in"4 I=5*M*L"2 / 48*E*d= 610 in"4 Estimated defl = 0.482 in. USE 5.25 x 14 P=L 1 Proid 171.50 73.50 1200.50 SI / FME FILE: B 23 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (25 K26 Sheet \-1 Date 3-28-98 JN. 8572 BM@ GUEST Length = 14 ft. P1 = 3750 lbs from 24 @ L1 = 10 ft. P2 = 0 lbs from RIDGE @ L2 = 14 ft. w: Roof = ( 38 psf) ( +7/2 + 0 ) = 133.0 plf Wall = ( 14 psf) ( 0 + 0 ) = 0.0- Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w 148.0 plf Fb = 2900 psi. M = 14340 ft-lb= 172.1 in-k S = Moment 1.250 Fb = 47.5 in^3 Fv = 290 psi ; d = 12 in. V = R(max)-(w*d)= 3567 lbs. A = 1.5 V / 1.250 Fv = 14.8 in^2 AIIow deft = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 361 inA4 USE 5.25 x Reactions: *RL= 2107 lbs *RR= 3715 Ibs Req'd Sec. Properties: * S = 47.5 in^3 * A = 14.8 sq. in. * I = 361.4 inA4 Estimated defl = 0.335 in. 12 P=L 1 Prov'd 126.00 63.00 756.00 BM@ LIBRARY Length = 16 ft. P1 = 0 lbs from P2 = 0 lbs from w: Roof = ( 38 psf) ( 17/2 + Wall =( 14 psf)( 0 + Floor = ( 52 psf) ( 0 + D. L. of Beam Fb = 2900 psi. M = 10816 ft-Ib= 129.8 in-k S = Moment 1.250 Fb = 35.8 in^3 Fv = 290 psi ; d = 12 in. V = R(max)-(w*d)= 2366 Ibs. A = 1.5 V / 1.250 Fv = 9.8 inA2 Allow defl = L / 240 = 0.80 in E = 2 x 10**6 psi I=5*M*LA2 / 48*E*d= 312 inA4 USE 3.5x SI / FME FILE: B 25 w 0 )= 0 ) = 0 )= @L1 = 0.5 ft. •@ L2 = 12.5 ft. 323.0 plf 0.0 0.0 15.0 338.0 plf Reactions: *RL= 2704 Ibs *RR= 2704 Ibs Req'd Sec. Properties: * S = 35.8 in^3 *A = 9.8 sq. in. * I = 311.5 inA4 Estimated defl = 0.494 in. 12 P=L 1 Prov'd 84.00 42.00 504.00 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (28 L2 41Li 4•P1 R1 R2 c) Sheet ` Date 3-28-98 JN. 8572 BM@ FAM Length = 25 ft. P1 = 0 Ibs from @ L1 = 10 ft. P2 = 0 Ibs from @ L2 = 14 ft. w: Roof = ( 38 psf) ( 14/2 + 0 ) = 266.0 plf Wall `( 14 psf)( 0 + 0 )= 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam = 15.0 w = 281.0 pif Fb = 2400 psi. M = 21953 ft-Ib= 263.4 in-k S = Moment 1.250 Fb = 87.8 in^3 Reactions: *RL= 3513 Ibs Fv = 165 psi ; d = 16.5 in. *RR= 3513 Ibs V = R(max)-(w*d)= 3126 Ibs. A = 1.5 V / 1.250 Fv = 22.7 in^2 Req'd Sec. Properties: *S = 87.8 inA3 Allow defl = L / 240 = 1.25 in *A = 22.7 sq. in. E = 1.8 x 10**6 psi * I = 1097.7 in^4 I=5*M*LA2 / 48*E*d= 1098 in^4 Estimated deft = 0.543 in. USE 6.75 x 16.5 GLB 1 Proud 306.28 111.38 2526.82 BM@ FAM, Length = 12 ft. P1 = 3513 Ibs from 27 P2 = 0 Ibs from w: Roof = ( 38 psf) ( 0 + 0 ) = P2 Wall =( 14 psf)( 2 + 0 )= Floor = ( 52 psf) ( 0 + 0 ) = D. L. of Beam w @ L1 = 5.5 ft. @L2 = 12.5ft. 0.0 pif 28.0 0.0 15.0 43.0 pif Fb = 2900 psi. M = 11240 ft-lb= 134.9 in-k S = Moment 1.250 Fb = 37.2 in^3 Reactions: *RL= 2161 Ibs Fv = 290 psi ; d = 12 in. *RR= 1868 lbs V = R(max)-(w*d)= 2118 lbs. A = 1.5 V / 1.250 Fv = 8.8 in^2 Req'd Sec. Properties: *S = 37.2 in^3 Allow defl = L / 240 = 0.60 in *A =. 8.8 sq. in. E = 2 x 10**6 psi * I = 242.8 in^4 I=5*M*L"2 / 48*E*d= 243 in^4 Estimated defl = 0.289 in. USE 3.5x 12P=L 1 Prod 84.00 42.00 504.00 SI / FME FILE: B 27 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (29) BM@ MEDIA Length = 16 ft. P1 = 2283 lbs from 5 P2 = 2283 lbs from 5 w: Roof = ( 38 psf) ( +6/2 + 0 ) = Wall =( 14-psf)( 10+ 0 )= Floor = ( 62 psf) ( 1.33 + 0 ) = D. L. of Beam = w Sheet i \ Date 3-28-98 JN. 8572 @ L1 = @ L2 = 114.0 pif 140.0 82.5 15.0 351.5 pif 2 ft. 6 ft. Fb = 2900 psi. M = 23803 ft-Ib= 285.6 in-k S = Moment 1.250 Fb = 78.8 inA3 Reactions: *RL= 6236 Ibs Fv = 290 psi ; d = 14 in. *RR= 3953 lbs V = R(max)-(w*d)= 5826 lbs. A = 1.5 V / 1.250 Fv = 24.1 inA2 Req'd Sec. Properties: *S = 78.8 in^3 Allow defl = L / 240 = 0.80 in *A = 24.1 sq. in. E = 2 x 10**6 psi * I = 685.5 inA4 I=5*M*LA2 / 48*E*d= 686 inA4 Estimated defl = 0.457 in. USE 5.25 x 14 P=L 1 Prov'd 171.50 73.50 1200.50 BM@ KIT Length = 17 ft. P1 = 6800 lbs from 16 @ L1 = 6 ft. P2 = 0 lbs from @ L2 = 12.5 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 plf Wall =( 10 psf)( 5 + 0 )= 50.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 15.0 w = 147.5 plf Fb = 2900 psi. M = 31727 ft-Ib= 380.7 in-k S = Moment 1.250 Fb = 105.0 in^3 Reactions: *RL= 5653 lbs Fv = 290 psi ; d = 14 in. *RR= 3653 lbs V = R(max)-(w*d)= 5481 lbs. A = 1.5 V / 1.250 Fv = 22.7 in^2 Req'd Sec. Properties: *S = 105.0 in^3 Allow defl = L / 240 = 0.85 in *A = 22.7 sq. in. E = 2 x 10**6 psi * I = 970.8 inA4 I=5*M*LA2 / 48*E*d= 971 inA4 Estimated deft = 0.516 in. USE 7 x 14 P=L 1 Prov'd 228.67 98.00 1600.67 SI / FME FILE: B 29 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (31> L2 R1 R2 (32 Sheet Date 3-28-98 JN. 8572 BM@ KIT Length = 7 ft. P1 = 3650 Ibs from 30 @ L1 = 5.5 ft. P2 = 0 Ibs from @ L2 = 6 ft. w: Roof = ( 38 psf) ( +12/2 + 0 ) = 228.0 plf Wall = ( 14 psf) ( 12 + 0 ) = 168.0 - Floor = ( 62 psf) ( 17/2 + 0 ) = 527.0 D. L. of Beam = 15.0 w = 938.0 pif Fb = 2900 psi. M = 10047 ft-Ib= 120.6 in-k S = Moment 1.000 Fb = 41.6 in^3 Reactions: *RL= 4065 Ibs Fv = 290 psi- ; d = 9.5 in. *RR= 6151 Ibs V = R(max)-(w*d)= 5408 lbs. A = 1.5 V / 1.000 Fv = 28.0 in"2 Req'd Sec. Properties: *S = 41.6 in^3 Allow defl = L / 240 = 0.35 in *A = 28.0 sq. in. E = 2 x 10**6 psi * I = 126.6 in^4 I=5*M*LA2 / 48*E*d= 127 in^4 Estimated deft = 0.177 in. USE 3.5x 9.5P=L 1 Prov d 52.65 33.25 250.07 BM@ KIT Length = 17 ft. P1 = 3000 Ibs from RIDGE @ L1 = 6 ft. P2 = 0 Ibs from @ L2 = 12.5 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 pif Wall =( 10 psf)( 5 + 0 )= 50.0 Floor = ( 62 psf) ( 1.33 + 0 )= • 82.5 D. L. of Beam = 15.0 w = 147.5 plf Fb = 2900 psi. M = 16974 ft-lb= 203.7 in-k S = Moment 1.250 Fb = 56.2 in^3 Reactions: *RL= 3195 lbs Fv = 290 psi ; d = 14 in. *RR= 2312 lbs V = R(max)-(w*d)= 3023 lbs. A= 1.5 V / 1.250 Fv = 12.5 in^2 Allow defl = L / 240 = 0.85 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 519 in^4 USE 5.25 x SI / FME FILE: B 31 Req'd Sec. Properties: * S = 56.2 in^3 * A = 12.5 sq. in. * I = 519.4 in^4 Estimated deft = 0.368 in. 14 P=L 1 ProVd 171.50 73.50 1200.50 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (33> L2 L1 '4 P1 R1 (34.> R2 BM@ KIT Length = 5.5 ft. P1 = 0 Ibs from 30 P2 = 0 Ibs from w: Roof = ( 38 psf) ( 0 + P2 Wall = ( 10 psf ) ( 5 + Floor = ( 62 psf) ( 24/2 + D. L. of Beam Fb = 1050 psi. M = 3059 ft-Ib= 36.71 in-k S = Moment 1.000 Fb = 35.0 in"3 Fv = 95 psi ; d = 9.25 in. V = R(max)-(w*d)= 1601 Ibs. A = 1.5 V / 1.000 Fv = 25.3 in"2 Allow deft = L / 240 = E = 1.6 x 10**6 psi I=5*M*L"2 / 48*E*d= 38 in"4 USE 0.28 in 4x w 0 )= 0 ) = 0 )= Sheet ' Date 3-28-98 JN. 8572 @ L1 = •@ L2 = 0.0 plf 50.0 744.0 15.0 809.0 pif Reactions: *RL= 2225 lbs *RR= 2225 Ibs 5.5 ft. 6 ft. Req'd Sec. Properties: * S = 35.0 in"3 * A = 25.3 sq. in. * I = 37.9 in"4 Estimated defl = 0.045 in. 10 WCDF # 1 ProVd 49.91 32.38 230.84 BM@ LIV Length = 21 ft. P1 = 3200 Ibs from 12 P2 = 0 Ibs from 11 w: Roof = ( . 38 psf) ( 0 + Wall =( 10 psf)( 0 + Floor = ( 62 psf) ( 1.33 + D. L. of Beam Fb = 2900 psi. M = 20306 ft-Ib= 243.7 in-k S = Moment 1.250 Fb = 67.2 in"3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 3043 Ibs. A= 1.5 V / 1.250 Fv = 12.6 in"2 Allow defl = L / 240 = E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 768 in"4 USE SI / FME FILE: B 33 1.05 in 7x w 0 ) = 0 )= 0 )= @ L1 = @ L2 = 0.0 pif 0.0 82.5 15.0 97.5 plf Reactions: *RL= 2090 Ibs *RR= 3157 lbs 14 ft. 17 ft. Req'd Sec. Properties: * S = 67.2 in"3 *A = 12.6 sq. in. * I = 767.6 in"4 Estimated deft = 0.504 in. 14 P=L 1 Prov'd 228.67 98.00 1600.67 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (35 L2 L7 i P1 R1 (36 R2 BM@ Iiv Length = P1 = P2 = w: Roof = ( P2 Wall = ( Floor = ( D. L. of Beam 16 ft. 2090 Ibs from 34 9380 Ibs from 42 38 psf) ( 0 + 10 psf)( 9+ 62 psf) ( 20/2 + Fb = 1315 psi. M = 47844 ft-Ib= 574.1 in-k S = Moment 1.000 Fb = 436.6 in"3 Fv = 95 psi ; d = -0.5 in. V = R(max)-(w*d)= 15213 Ibs. A = 1.5 V / 1.000 Fv = 240.2 in"2 Allow defl = L / 240 E = 1.6 x 10**6 I=5*M*L"2 / 48*E*d= 0.80 in psi 1722 in"4 0 )_ 0 )_ 0 )_ w = Sheet 22 Date 3-28-98 JN. 8572 @ L1 = .@ L2 = 0.0 pif 90.0 620.0 15.0 725.0 plf Reactions: *RL= 7887 lbs *RR= 15183 lbs 9 ft. 14 ft. Req'd Sec. Properties: * S = 436.6 in"3 *A = 240.2 sq. in. * I = 1722.4 in"4 Estimated defl =******** in. Prov'd -0.02 0.25 0.01 USE WF x STEEL SEE STEEL FRAME FOR STL SIZE BM@ LIV Length = 16.5 ft. P1 = 1500 Ibs from 13 P2 = 1000 Ibs from 13 w: Roof = ( 38 psf) ( +12/2 + Wall =( 14 psf)( 12 + Floor = ( 62 psf) ( +2/2 + D. L. of Beam Fb = 2900 psi. M = 25551 ft-Ib= 306.6 in-k S = Moment 1.250 Fb = 84.6 inA3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 4805 Ibs. A = 1.5 V / 1.250 Fv = 19.9 in"2 Allow defl = L / 240 = 0.83 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 759 in"4 USE 5.25 x SI / FME FILE: B 35 0 )_ 0 )_ 0 ) = w = @ L1 = @ L2 = 228.0 pif 168.0 62.0 15.0 473.0 plf Reactions: *RL= 4948 lbs *RR= 5357 lbs 1 8 ft. 12 ft. Req'd Sec. Properties: Prod * S = 84.6 in"3 * A = 19.9 sq. in. * I = 758.9 in"4 Estimated defl = 0.522 in. 14 P=L 1 171.50 73.50 1200.50 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (37) L2 P1 R1 (38 R2 BM@ DECK Length = 14 ft. P1 = 0 lbs from 34 P2 = 0 lbs from w: Roof = ( 38 psf) ( 0 + Wall = ( 10 psf) ( - 0 + Floor = ( 72 psf) ( 1 + D. L. of Beam Fb = 875 psi. M = 1813 ft-Ib= 21.76 in-k S = Moment 1.000 Fb = 24.9 in^3 Fv = 95 psi ; d = 11.25 in. V = R(max)-(w*d)= 448.6 Ibs. A = 1.5 V / 1.000 Fv = 7.1 in^2 Allow deft = L / 240 = E = 1.6 x 10**6 psi I=5*M*L"2 / 48*E*d= 57 U S E2- w 0)= 0 )= 0 )= Sheet Date 3-28-98 JN. 8572 @ L1 = @ L2 = 0.0 pif 0.0 72.0 2.0 74.0 pif Reactions: *RL= 518 Ibs *RR= 518 lbs 9 ft. 6 ft. Req'd Sec. Properties: * S = 24.9 in^3 0.70 in *A = 7.1 sq. in. * I = 57.1in^4 inA4 Estimated deft = 0.225 in. 2 x 12 WCDF # 2 Prov'd 31.64 16.88 177.98 © 12" O.C. & NO NOTCH W/ .25"/FT SLOPE BM@ TERRACE Length = 13 ft. P1 = 0 lbs from 13 P2 = 0 lbs from 13 w: Roof = ( 38 psf) ( 0 + Wall = ( 14 psf) ( 0 + Floor = ( 72 psf) ( 16/2 + D. L. of Beam Fb = 2900 psi. M = 12485 ft-lb= 149.8 in-k S = Moment 1:000 Fb = 51.7 inA3 Fv = 290 psi ; d = 12 in. V = R(max)-(w*d)= 3251 lbs. A = 1.5 V / 1.000 Fv = 16.8 in^2 Allow defl = L / 240 = 0.65 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 292 in^4 USE 5.25 x SI / FME FILE: B 37 w 0 )= 0 ) = 0 ) = @ L1 = @ L2 = 0.0 pif 0.0 576.0 • 15.0 591.0 pif Reactions: *RL= 3842 lbs *RR= 3842 lbs 8 ft. 12 ft. Req'd Sec. Properties: * S = 51.7 in^3 * A = 16.8 sq. in. * I = 292.1 in^4 Estimated defl = 0.251 in. 12 P=L 1 Prov'd 126.00 63.00 756.00 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/15/98 Sheet 2- Date JLJL 1 0 f JN. 8572 Page: MULTI -SPAN STEEL BEAM DESIGN IBAR DEV @ dine to stair 39 40 41 42 43 44 45 GENERAL DATA 1 2 3 4 5 6 7 All Spans Simple Support ?? : YES Span Lengths ft : 21.00 10.00 21.00 7.00 21.00 20.00 5.00 End Fixity: : Pin:Pin . Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w12x50 w12x35 w12x35 w12x26 w12x45 w12x30 w12x26 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 20201 21600 12995 21600 18265 11624 23760 fb - Actual. psi : 12132 8960 8933 4873 7708 6984 1161 fv - Actual psi : 2502 3065 1480 3338 1453 1399 920 Moment @ Left k-ft : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-ft : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k-ft : 65.4 34.0 33.9 13.6 37.3 22.4 3.2 X-Dist ft : 12.04 3.53 10.08 3.08 10.08 10.00 2.50 Shears: Left k : 10.0 11.5 4.1 7.6 4.4 4.5 2.6 Right k : 11.3 8.5 5.5 9.4 5.9 4.5 2.6 Reactions: Left:Dead k : 4.84 5.63 2.79 4.37 2.66 2.09 2.58 Live k : 5.17 5.86 1.26 3.19 1.76 2.40 0.00 __Total k : 10.01 11.49 4.05 7.57 4.42 4.49 2.58 Right:Dead k : 5.62 4.19 3.44 4.96 3.18 2.09 2.58 Live k : 5.66 4.30 2.11 4.42 2.69 2.40 0.00 Total k : 11.29 8.49 5.55 9.38 5.87 4.49 2.58 Max. Defl. @ Mid Span in : -0.432 -TCT.066 -0:300 -0:021 -0.262 -6234 -0.002 X-Dist ft : 10.78 4.73 10.64 3.50 10.64 10.00 2.50 BEAM DESIGN DATA Le: Unsupported Length ft : 21.00 10.00 21.00 7.00 21.00 20.00 5.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 14.70 10.30 10.30 7.65 13.20 8.79 7.65 Beam Depth in : 12.190 12.500 12.500 12.220 12.060 12.340 12.220 Beam Width in : 8.080 6.560 6.560 6.490 8.045 6.520 6.490 Flange Thickness in : 0.640 0.520 0.520 0.380 0.575 0.440 0.380 Web Thickness in : 0.370 ' 0.300 0.300 0.230 0.335 0.260 0.230 Ixx in4 : 394.0 285.0 285.0 204.0 350.0 238.0 204.0 lyy in4 : 56.30 24.50 24.50 17.30 50.00 20.30 17.30 rt in : 2.17 1.74 1.74 1.72 2.15 1.73 1.72 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Uniform DL k/ft : 0.28 0.50 0.13 0.58 0.14 0.21 1.03 LL k/ft : 0.35 0.50 0.00 0.55 0.00 0.24 0.00 Point DL k : 0.50 4.80 2.00 2.80 2.00 LL k : 0.50 5.20 1.45 1.30 2.74 X-Distance ft : 3.00 3.50 10.00 2.00 10.00 Point DL k : 2.00 1.00 2.50 1.00 LL k : 1.49 1.32 2.50 1.71 X-Distance ft : 12.00 14.00 6.00 17.00 Point DL k : 2.00 0.50 LL k : 1.49 0.60 X-Distance ft : 15.00 19.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 10.01 11.49 4.05 7.57 4.42 4.49 2.58 Moment k-ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 V4.4C1 (c) 1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/22/98 Page: MULTI -SPAN STEEL BEAM DESIGN IBAR DEV. @ STAIRS GENERAL DATA All Spans Simple Support ?? Span Lengths End Fixity: AISC Section CALCULATED VALUES Fb - Allowable fb -Actual. fv - Actual Moment @ Left Moment @ Right Max. Mom. @ Mid -Span X-Dist Shears: Left Right Reactions: Left:Dead Live Total Right:Dead Live Total Max. Defl. @ Mid Span X-Dist BEAM DESIGN DATA Le: Unsupported Length Fy Section Area Beam Depth Beam Width Flange Thickness Web Thickness lxx lyy rt 2 47 48 4 5 -7- NO ft : 5.00 4.00 17.00 5.00 17.00 . Pin:Pin Pin:Free Pin:Pin Pin:Free Pin:Pin : w12x26 w12x26 w12x35 w12x35 w12x30 -OK- -OK- -OK- -OK- -OK- psi : 23760 23760 21600 23760 13675 psi : 6606 6606 7105 7105 1356 psi : 1335 1679 650 2347 550 k-ft : 0.0 -18.4 0.0 -27.0 0.0 k-ft : -18.4 0.0 -27.0 0.0 0.0 k-ft : 0.0 0.0 0.0 0.0 4.4 ft : 0.00 4.00 0.00 0.00 4.99 k : 3.6 4.7 0.7 8.8 1.8 k : 3.8 0.0 2.4 2.0 0.7 k : -3.60 8.47 -0.62 10.32 -0.28 k : 0.00 0.00 -0.12 0.92 2.04 k : -3.60 8.47 -0.74 11.24 1.76 k : 8.47 0.00 10.32 0.00 -1.33 k : 0.00 0.00 0.92 0.00 2.04 k : 8.47 0.00 11.24 0.00 0.71 in : 0.009 -0.064 0.083 -0.178 -0.018 ft : 2.90 4.00 10.20 5.00 6.12 ft : 5.00 4.00 17.00 5.00 17.00 ksi : 36.0 36.0 36.0 36.0 36.0 in2 : 7.65 7.65 10.30 10.30 8.79 in : 12.220 12.220 12.500 12.500 12.340 in : 6.490 6.490 6.560 6.560 6.520 in : 0.380 0.380 0.520 0.520 0.440 in : 0.230 0.230 0.300 0.300 0.260 in4 : 204.0 204.0 285.0 285.0 238.0 in4 : 17.30 17.30 24.50 24.50 20.30 in : 1.72 1.72 1.74 1.74 1.73 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Uniform DL k/ft : 0.03 0.03 0.10 1.20 0.12 LL k/ft : 0.00 0.00 0.00 0.16 0.24 Point DL k : 2.60 2.00 -3.60 LL k : X-Distance ft : 3.90 5.00 11.00 Point DL k : 2.00 LL k : X-Distance ft : 4.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 Shear k : -3.60 4.72 -0.74 8.80 1.76 Moment k-ft : -0.00 -18.38 -0.00 -27.00 -0.00 Deflection in : 0.000 0.000 0.000 0.000 ' 0.000 V4.4C1 (c)1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/15/98 Sheet 2 Lp Date JUL 10 1998 JN. 0 Page: MULTI -SPAN STEEL BEAM DESIGN IBAR DEV. GALL, DINE, FAM 56 49 50 51 52 53 54 55 56 GENERAL DATA 1 2 3 4 5 6 7 8 All Spans Simple Support ?? : YES Span Lengths ft : 14.00 8.00 20.00 7.00 - 20.00 - 13.00 17.00 11.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w12x35 w12x35 w12x45 w10x26 w12x53 w12x26 w12x58 w12x40 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 19493 21600 19179 21600 21600 17032 21600 21600 fb-Actual. psi : 6183 6570 7784 4670 9197 6462 14184 6770 fv - Actual psi : 2418 2352 1864 2034 2596 3224 6970 2344 Moment @ Left k-ft : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-ft : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k-ft : 23.5 25.0 37.6 10.9 54.0 18.0 92.1 29.3 X-Dist ft : 7.65 4.53 10.00 2.01 10.27 11.01 6.12 6.01 Shears: Left k : 7.8 7.2 7.5 5.5 10.8 1.9 30.6 7.8 Right k : 9.1 8.8 7.5 2.2 10.4 9.1 18.2 8.3 Reactions: Left:Dead k : 2.53 3.29 3.53 2.60 6.00 1.15 14.88 3.94 Live k : 5.32 3.88 4.00 2.86 4.80 0.71 15.71 3.81 Total k : 7.85 7.18 7.53 5.46 10.80 1.86 .__ 30.59. 7.76 ------------ Right:Dead k :- 3.79 4.14 3.53 1.10 5.80 5.17 8.34 4.25 Live k : 5.28 4.68 4.00 1.14 4.60 3.89 9.89 4.01 Total-._._.k,.:......9.07_,_.._...._8.82_....---753:__.._....2.25.._.._.__1.0.-40 9..06...____�.1.8.23.-.._ 8.26. Max. Defl. @ Mid Span in : -0.104 -0.030 -0.267 -0.018 -0.316 -0.068 -0.354 -0.064 X-Dist ft : 7.19 4.16 10.00 3.13 10.00 7.37 8.05 5.57 BEAM DESIGN DATA Le: Unsupported Length ft : 14.00 8.00 20.00 7.00 20.00 13.00 17.00 11.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 10.30 10.30 13.20 7.61 15.60 7.65 17.00 11.80 Beam Depth in : 12.500 12.500 12.060 10.330 12.060 12.220 12.190 11.940 Beam Width in : 6.560 6.560 8.045 5.770 9.995 6.490 10.010 8.005 Flange Thickness in : 0.520 0.520 0.575 0.440 0.575 0.380 0.640 0.515 Web Thickness in : 0.300 0.300 0.335 0.260 0.345 0.230 0.360 0.295 Ixx in4 : 285.0 285.0 350.0 144.0 425.0 204.0 475.0 310.0 lyy in4 : 24.50 24.50 50.00 14.10 95.80 17.30 107.00 44.10 rt in : 1.74 1.74 2.15 1.54 2.71 1.72 2.72 2.14 APPLIED LOADS • Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Yes Uniform DL k/ft : 0.28 0.28 0.35 0.03 0.54 0.04 0.60 0.44 LL k/ft : 0.44 0.44 0.40 0.00 0.42 0.00 0.80 0.52 Point DL k : 0.28 2.00 3.50 0.50 5.80 11.60 3.40 LL k : 2.04 2.35 4.00 0.50 4.60 10.50 2.10 X-Distance ft : 1.00 4.50 2.00 12.00 11.00 3.00 6.00 Point DL k : 2.09 3.18 0.50 1.00 LL k : 2.40 2.69 0.50 1.00 X-Distance ft : 12.00 4.75 4.00 13.00 Point DL k : 0.50 LL k : 0.50 X-Distance ft : 16.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 7.85 7.18 7.53 5.46 10.80 1.86 30.59 7.76 Moment k-ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 V4.4C1 (c)1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/15/98 Sheet 7 i Date jVi I 0 1gg8 JN. 8 5 7 Page: MULTI -SPAN STEEL BEAM DESIGN IBAR DEV 57 GENERAL DATA 1 All Spans Simple Support ?? : YES Span Lengths ft : 14.00 End Fixity: Pin:Pin AISC Section : w12x35 CALCULATED VALUES -OK- Fb-Allowable psi : 19493 fb -Actual. psi : 8748 fv - Actual psi : 4007 Moment @ Left k-ft : 0.0 Moment @ Right k-ft : 0.0 Max. Mom. @ Mid -Span k-ft : 33.2 X-Dist ft : 7.84 Shears: Left k : 8.5 Right k : 15.0 Reactions: Left:Dead k : 4.02 Live k : 4.49 Total k : 8.51 — Right:Dead k : 7.40 Live k : 7.63 Total k : 15.03 _-- Max. Defl. @ Mid Span in : -0.145 X-Dist ft : 7.19 BEAM DESIGN DATA Le: Unsupported Length ft : 14.00 Fy ksi : 36.0 Section Area in2 : 10.30 Beam Depth in : 12.500 Beam Width in : 6.560 Flange Thickness in : 0.520 Web Thickness in : 0.300 ha in4 : 285.0 lyy in4 : 24.50 rt in : 1.74 APPLIED LOADS Use Live Load on This Span ? Yes Uniform DL k/ft : 0.51 LL k/ft : 0.58 Point DL k : 4.30 LL k : 4.00 X-Distance ft : 12.50 QUERY VALUES Location ft : 0.00 Shear k : 8.51 Moment k-ft : 0.00 Deflection in : 0.000 V4 4C1 Ic11983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. ( 5 (59) Sheet Date 3-28-98 JN. 8572 BM@ NOOK Length = 18 ft. P1 = 2550 Ibs from 17 @ L1 = 5 ft. P2 = Ibs from @ L2 = 12 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 pif Wall = ( 10 psf) ( 0 + 0 )= 0.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 20.0 w = 102.5 pif Fb = 2900 psi. M = 13358 ft-Ib= 160.3 in-k S = Moment 1.000 Fb = 55.3 in^3 Reactions: *RL= 2764 Ibs Fv = 290 psi ; d = 14 in. *RR= • 1630 Ibs V = R(max)-(w*d)= 2644 Ibs. A = 1.5 V / 1.000 Fv = 13.7 in^2 Req'd Sec. Properties: *S = 55.3 in^3 Allow defl = L / .240 = 0.90 in *A = 13.7 sq. in. E = 2 x 10**6 psi * I = 432.8 inA4 I=5*M*LA2 / 48*E*d= 433 inA4 Estimated defl = 0.324 in. USE 5.25x 14P=L 2 Prod 171.50 73.50 1200.50 BM@ NOOK Length = 18 ft. P1 = 4526 lbs from 18 @ L1 = 12.5 ft. P2 = 0 lbs from @ L2 = 12 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 pif Wall = ( 10 psf) ( 9 + 0 ) = 90.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 15.0 w = 187.5 pif Fb = 2900 psi. M = 24879 ft-Ib= 298.5 in-k S = Moment 1.000 Fb = 102.9 inA3 Reactions: *RL= 3070 lbs Fv = 290 psi ; d = 14 in. *RR= 4830 lbs V = R(max)-(w*d)= 4611 lbs. A = 1.5 V / 1.000 Fv = 23.9 inA2 Req'd Sec. Properties: *S = 102.9 in"3 Allow defl = L / 240 = 0.90 in *A = 23.9 sq. in. E = 2 x 10**6 psi * I = 806.1 inA4 I=5*M*L^2 / 48*E*d= 806 inA4 Estimated defl = 0.453 in. USE 7 x 14 P=L 1 Prov'd 228.67 98.00 1600.67 SI / FME FILE: B 58 ESI/•FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (so) Sheet 29 Date 3-28-98 JN. 8572 BM@ NOOK Length = 11 ft. P1 = 1630 Ibs from 58 @ L1 = 7 ft. P2 = 4830 Ibs from 59 @ L2 = 10 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 pif Wall =( 10 psf)( 0 + 0 )= 0.0 Floor = ( 62 psf) ( 24/2 + 0 ) = 744.0 D. L. of Beam = _ 20.0 w = 764.0 pif Fb = 2900 psi. M = 20096 ft-Ib= 241.1 in-k S = Moment 1.000 Fb = 83.2 inA3 Reactions: *RL= 5234 Ibs Fv = 290 psi ; d = 14 in. *RR= 9630 Ibs V = R(max)-(w*d)= 8739 Ibs. A = 1.5 V / 1.000 Fv = 45.2 inA2 Req'd Sec. Properties: *S = 83.2 inA3 Allow defl = L / 240 = 0.55 in *A = 45.2 sq. in. E = 2 x 10**6 psi * I = 397.9 in"4 I=5*M*L"2 / 48*E*d= 398 in"4 Estimated deft = 0.273 in. USE 3.5x 14P=L 2 Prov d 114.33 49.00 800.33 BM@ NOOK Length = 13 ft. P1 = 0 lbs from @ L1 = 12.5 ft. P2 = 0 lbs from @ L2 = 12 ft. w: Roof = ( 38 psf) ( 16/2 + 0 ) = 304.0 pif Wall =( 14 psf)( 9 + 0 )= 126.0 Floor = ( 62 psf) ( 3 + 0 ) = 186.0 D. L. of Beam = 15.0 w = 631.0 pif Fb = 2900 psi. M = 13330 ft-Ib= 160 in-k S = Moment 1.000 Fb = 55.2 inA3 Reactions: *RL= 4102 lbs Fv = 290 psi ; d = 14 in. *RR= 4102 lbs V = R(max)-(w*d)= 3365 lbs. A = 1.5 V / 1.000 Fv = 17.4 inA2 Allow deft = L / 240 = 0.65 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 312 in"4 USE 3.5 x SI / FME FILE: B 60 Req'd Sec. Properties: * S = 55.2 inA3 * A = 17.4 sq. in. * I = 311.9 inA4 Estimated defl = 0.253 in. 14 P=L 1 Prov d 114.33 49.00 800.33 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (62 (63 BM@ GRG Length = 16 ft. P1 = 8350 lbs from 49 P2 = 0 lbs from w: Roof = ( 38 psf) ( 0 + Wall = ( 10 psf) ( 9 + Floor = ( 62 psf) ( 1.33 + D. L. of Beam Fb = 2900 psi. M = 31049 ft-Ib= 372.6 in-k S = Moment 1.000 Fb = 128.5 inA3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 7543 Ibs. A = 1.5 V / 1.000 Fv = 39.0 inA2 Allow defl = L / 240 = E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 894 in^4 USE 0.80 in 7x 0 )= 0 )= 0 )= w = Sheet 3-o Date 3-28-98 JN. 8572 @ L1 = @ L2 = 0.0 pif 90.0 82.5 15.0 187.5 plf Reactions: *RL= 7762 lbs *RR= 3587 lbs 4 ft. 10 ft. Req'd Sec. Properties: * S = 128.5 in"3 *A = 39.0 sq. in. * I = 894.2 in^4 Estimated defl = 0.447 in. 14 P=L 2 Proud 228.67 98.00 1600.67 BM@ GRG Length = 14 ft. P1 = 2300 lbs from P=L P2 = 0 lbs from w: Roof = ( 38 psf) ( +12/2 + Wall = ( 10 psf) ( 9 + Floor = ( 62 psf) ( +4/2 + D. L. of Beam Fb = 2900 psi. M = 19247 ft-lb= 231 in-k S = Moment 1.000 Fb = 79.6 in^3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 3816 lbs. A = 1.5 V / 1.000 Fv = 19.7 inA2 Allow defl = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 485 inA4 USE 3.5x SI / FME FILE: B 62 0 )= 0 )= 0 )= w = @ L1 = @ L2 = 228.0 plf 90.0 124.0 15.0 457.0 pif Reactions: *RL= 4349 lbs *RR= 4349 lbs 7 ft. 12 ft. Req'd Sec. Properties: *S = 79.6 in^3 *A = 19.7 sq. in. * I = 485.0 in"4 Estimated defl = 0.424 in. 14 P=L 1 Prov d 114.33 49.00 800.33 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (64> (65> BM@ GRG Length = 10 ft. P1 = 2250 Ibs from UP P2 = 800 Ibs from STAIR w: Roof = ( 38 psf) ( +12/2 + 0 ) = Wall = ( 10 psf) ( 20 + 0 ) = Floor = ( 62 psf) ( 1.33 + 0 ) = D. L. of Beam = w Sheet 3 j Date 3-28-98 JN. 8572 @ L1 = @ L2 = 228.0 pif 200.0 82.5 15.0 525.5 pif 6 ft. 3 ft. Fb = 2900 psi. M = 13648 ft-Ib= 163.8 in-k S = Moment 1.000 Fb = 56.5 in^3 Reactions: *RL= 4087 Ibs Fv = 290 psi ; d = 14 in. *RR= 4217 lbs V = R(max)-(w*d)= 3604 Ibs. A = 1.5 V / 1.000 Fv = 18.6 inA2 Req'd Sec. Properties: *S = 56.5 in^3 Allow defl = L / 240 = 0.50 in *A = 18.6 sq. in. E = 2 x 10**6 psi * I = 245.7 in^4 I=5*M*L^2 / 48*E*d= 246 inA4 Estimated deft = 0.153 in. USE 3.5 x 14 P=L 2 Proud 114.33 49.00 800.33 BM@ GRG Length = 10 ft. P1 = 4460 Ibs from 33+ P2 = 0 Ibs from w: Roof = ( 38 psf)( 0 + 0 )= Wall =( 10 psf)( 9 + 0 )= Floor = ( 62 psf) ( 1.33 + 0 ) = D. L. of Beam = w @ L1 = @ L2 = 0.0 pif 90.0 82.5 15.0 187.5 pif Fb = 2900 psi. M = 13047 ft-Ib= 156.6 in-k S = Moment 1:000 Fb = 54.0 in^3 Reactions: *RL= 2721 lbs Fv = 290 psi ; d = 14 in. *RR= 3613 Ibs V = R(max)-(w*d)= 3395 Ibs. A = 1.5 V / 1.000 Fv = 17.6 in^2 Allow defl = L / 240 = 0.50 in E = 2 x 10**6 psi I=5*M*LA2 / 48*E*d= 235 in^4 USE 3.5 x SI / FME FILE: B 64 6 ft. 12 ft. Req'd Sec. Properties: * S = 54.0 in^3 * A = 17.6 sq. in. * I = 234.9 in^4 Estimated defl = 0.147 in. 14 P=L 1 Prodd 114.33 49.00 800.33 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (66> (67) Sheet 32 Date 3-28-98 JN. 8572 BM@ GRG Length = 10 ft. P1 = 2230 Ibs from UP @ L1 = 6 ft. P2 = 0 Ibs from STAIR .@ L2 = 3 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 plf Wall = ( 10 psf) ( 0 + 0 ) = 0.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 15.0 w = 97.5 plf Fb = 2900 psi. M = 6570 ft-Ib= 78.84 in-k S = Moment 1.000 Fb = 27.2 inA3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 1712 Ibs. A = 1.5 V / 1.000 Fv = 8.9 inA2 Allow defl = L / 240 = 0.50 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 118 inA4 USE 3.5 x BM@ GRG Length = P1 = P2 = w: Roof = ( Wall = ( Floor = ( Reactions: *RL= 1379 Ibs *RR= 1825 Ibs Req'd Sec. Properties: * S = 27.2 inA3 *A = 8.9 sq. in. * I = 118.3 inA4 Estimated defl = 0.074 in. 14 P=L 2 Prov'd 114.33 49.00 800.33 10 ft. 5650 Ibs from 57 0 Ibs from 38 psf) ( 0 + • 10 psf)( 0+ 62 psf) ( 1.33 + @ L1 = @ L2 = 0)= 0.0plf 0) = 0.0 0 )= 82.5 D. L. of Beam = 15.0 Fb = 2900 psi. M = 14778 ft-lb= 177.3 in-k S = Moment 1.000 Fb = 61.2 inA3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= 3764 lbs. A = 1.5 V / 1.000 Fv = 19.5 in^2 Allow deft = L / 240 = 0.50 in E = 2 x 10**6 psi I=5*M*LA2 / 48*E*d= 266 inA4 USE 3.5x SI / FME FILE: B 66 w = 97.5 pif Reactions: *RL= 2747 lbs *RR= 3877 lbs 6 ft. 12 ft. Req'd Sec. Properties: * S = 61.2 inA3 * A = 19.5 sq. in. * I = 266.0 inA4 Estimated defl = 0.166 in. 14P=L 1 Prov'd 114.33 49.00 800.33 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (68> (69) Sheet 33 Date 3-28-98 JN. 8572 BM@ GRG Length = 9 ft. P1 = 3200 Ibs from UP @ L1 = 5 ft. P2 = 0 Ibs from @ L2 = 3 ft. w: Roof = ( 38 psf) ( 0 + 0 ) = 0.0 plf Wall = ( 10 psf) ( 15 + 0 ) = 150.0 Floor = ( 62 psf) ( 20/2 + 0 ) = 620.0 D. L. of Beam = 15.0 w = 785.0 plf Fb = 2900 psi. M = 15059 ft-Ib= 180.7 in-k S = Moment 1.000 Fb = 62.3 in"3 Reactions: *RL= 4955 Ibs Fv = 290 psi ; d = 14 in. *RR= 5310 Ibs V = R(max)-(w*d)= 4394 Ibs. A = 1.5 V / 1.000 Fv = 22.7 inA2 Req'd Sec. Properties: *S = 62.3 in"3 Allow defl = L / 240 = 0.45 in *A =. 22.7 sq. in. E = 2 x 10**6 psi * I = 244.0 in"4 I=5*M*L"2 / 48*E*d= 244 in"4 Estimated defl = 0.137 in. USE 3.5x 14P=L 2 Prov'd 114.33 49.00 800.33 BM@ GRG Length = 14 ft. P1 = 0 Ibs from 57 @ L1 = 6 ft. P2 = 0 Ibs from @ L2 = 12 ft. w: Roof = ( 38 psf) ( +12/2 + 0 ) = 228.0 pif Wall = ( 10 psf) ( 9 + 0 ) = 90.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 15.0 w = 415.5 pif Fb = 2900 psi. M = 10179 ft-Ib= 122.1 in-k S = Moment 1.000 Fb = 42.1 in"3 Reactions: *RL= 2908 lbs Fv = 290 psi ; d = 14 in. *RR= 2908 Ibs V = R(max)-(w*d)= 2424 Ibs. A = 1.5 V / 1.000 Fv = 12.5 inA2 Allow defl = L / 240 = 0.70 in E = 2 x 10**6 psi I=5*M*L"2 / 48*E*d= 257 in"4 USE 3.5x SI / FME FILE: B 68 Req'd Sec. Properties: *S = 42.1 in"3 *A = 12.5 sq. in. * I = 256.5 in"4 Estimated defl = 0.224 in. 14 P=L 1 Prov'd 114.33 49.00 800.33 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/24/98 Sheet S Date JUL1 0 1998 JN. 857?_ Page: MULTI -SPAN STEEL BEAM DESIGN BEAMS 0/ GRG- IBAR DEV. 77 70 71 72 73 74 75 76 77 GENERAL DATA 1 2 3 4 5 6 7 8 - All Spans Simple Support ?? : YES Span Lengths ft : 17.00 22.00 17.00 21.00 23.00 23.00 17.00 32.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w12x35 w18x86 w12x35 w12x79 w18x76 w24x104 w12x58 w24x176 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 16053 21107 16053 21600 17916 18250 21600 21385 fb -Actual. psi : 14858 16784 15434 14040 13503 14258 15569 12356 fv - Actual psi : 3165 3084 3857 3979 9636 2899 7195 2299 Moment @ Left k-ft : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-ft : 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 Max. Mom. @ Mid -Span k-ft : 56.5 232.7 58.6 125.1 164.4 306.2 101.1 463.4 X-Dist ft : 7.93 12.03 8.27 11.48 9.97 11.96 8.50 21.12 Shears: Left k : 11.9 22.7 14.5 20.0 74.6 32.0 18.3 23.2 Right k : 9.6 27.2 12.9 23.2 14.8 34.9 31.6 43.5 Reactions: Left:Dead k : 5.31 10.56 6.81 9.05 35.17 14.65 8.06 11.45 Live k : 6.56 12.13 7.65 10.93 39.41 17.34 10.24 11.72 Total k : 11.87 22.69 14.46 19.98 74.58 31.99 18.30 23.18 Right:Dead k : 4.16 - 12.71 6.04 10.60 7.08 16.01 14.41 20.75 Live k : 5.42 14.51 6.85 12.55 7.67 18.87 17.16 22.78 Total k : 9.57 27.22 12.89 23.15 14.75 34.88 31.57 43.52 Max. Defl. @ Mid -Span in : -0.335- -0.385 -0.378 -0.492 -0.372 -0.276 -0.362 -0.410 X-Dist ft : 8.27 11.29 8.50 10.64 10.73 11.65 8.50 17.28 BEAM DESIGN DATA Le: Unsupported Length ft : 17.00 22.00 17.00 21.00 23.00 23.00 17.00 32.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 10.30 25.30 10.30 23.20 22.30 30.60 17.00 51.70 Beam Depth in : 12.500 18.390 12.500 12.380 18.210 24.060 12.190 25.240 Beam Width in : 6.560 11.090 6.560 12.080 11.035 12.750 10.010 12.890 Flange Thickness in : 0.520 0.770 0.520 0.735 0.680 0.750 0.640 1.340 Web Thickness in : 0.300 0.480 0.300 0.470 0.425 0.500 0.360 0.750 Ixx in4 : 285.0 1530.0 285.0 662.0 1330.0 3100.0 475.0 5680.0 lyy in4 : 24.50 175.00 24.50 216.00 152.00 259.00 107.00 479.00 rt in : 1.74 2.97 1.74 3.31 2.95 3.35 2.72 3.44 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Yes Uniform DL k/ft : 0.29 0.23 0.46 0.53 0.16 0.50 0.50 0.10 LL k/ft : 0.44 0.32 0.60 0.61 0.16 0.57 0.67 0.00 Partial DL k/ft : 0.10 LL k/ft : 0.10 X-Left ft : 12.00 X-Right ft : 23.00 Point DL k : 2.50 13.00 2.00 1.00 21.70 10.60 3.00 14.40 LL k : 2.50 13.00 1.90 1.70 25.40 12.60 3.20 17.20 X-Distance ft : 5.00 12.00 3.00 3.00 1.00 12.00 6.50 21.00 Point DL k : 2.00 5.30 1.00 0.60 7.50 4.50 3.00 14.60 LL k : 2.00 6.60 0.80 0.60 7.50 4.60 4.20 17.30 X-Distance ft : 8.00 13.00 6.00 6.00 2.00 12.00 8.50 21.25 Point DL k : 2.00 4.00 2.50 3.00 8.00 LL k : 1.60 4.70 2.80 4.80 8.70 X-Distance ft : 12.00 11.50 6.00 12.00 16.00 Point DL k : 3.00 6.80 LL k : 3.70 7.70 X-Distance ft : 18.00 10.00 V4.4C1 (c) 1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/24/98 Sheet, Date I 0 1 E? JN. 8572 Page: MULTI -SPAN STEEL BEAM DESIGN BEAMS 0/GRG- IBAR DEV. ( continued) QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 11.87 22.69 14.46 19.98 74.58 31.99 18.30 23.18 -_ Moment k-ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 V4.4C1 (c) 1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 07/07/98 Sheet 3 p. _ _ Datest 10 S JN. 8577 Page: MULTI -SPAN STEEL BEAM DESIGN BMS @ GRG - IBAR DEV. 78 79 80 81 82 GENERAL DATA 1 2 3 4 5 All Spans Simple Support ?? : YES Span Lengths ft : 13.00 23.00 19.00 16.00 22.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w12x45 w18x76 w12x30 w12x30 w12x22 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- Fb- Allowable psi : 21600 17916 12236 14530 6282 fb -Actual. psi : 13076 15579 7552 7963 4010 fv - Actual psi : 5162 3884 1593 6863 481 Moment @ Left k-ft : 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-ft : 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k-ft : 63.2 189.6 24.3 25.6 8.5 X-Dist ft : 7.97 11.96 9.50 2.03 11.00 Shears: Left k : 15.1 30.1 5.1 22.0 1.5 Right k : 20.9 29.4 5.1 2.2 1.5 Reactions: Left:Dead k : 6.59 14.94 3.97 11.49 1.54 Live k : 8.48 15.11 1.14 10.53 0.00 Total k : 15.07 30.06 5.11 22.02 1.54 Right:Dead k : 8.98 14.61 3.97 1.41 1.54 Live k : 11.88 14.78 1.14 0.78 0.00 Total k : 20.86 29.39 5.11 2.18 1.54 Max. Defl. @ Mid Span in : -0.175 -0.448 -0.229 -0.126 -0.163 X-Dist ft : 6.67 .11.65 9.50 6.93 11.00 BEAM DESIGN DATA Le: Unsupported Length ft : 13.00 23.00 19.00 16.00 22.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 13.20 22.30 8.79 8.79 6.48 Beam Depth in : 12.060 18.210 12.340 12.340 12.310 Beam Width in : 8.045 11.035 6.520 6.520 4.003 Flange Thickness in : 0.575 0.680 0.440 0.440 0.425 Web Thickness in : 0.335 0.425 0.260 0.260 0.260 Ixx in4: 350.0 1330.0 238.0 238.0 156.0 lyy in4 : 50.00 152.00 20.30 20.30 4.66 rt in : 2.15 2.95 1.73 1.73 1.02 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Uniform DL k/ft : 0.58 0.95 0.42 0.05 0.14 LL k/ft : 0.72 0.96 0.12 0.00 0.00 Point DL k : 1.00 1.50 8.10 LL k : 1.60 1.50 10.20 X-Distance ft : 2.00 1.00 1.00 Point DL k : 5.00 4.00 4.00 LL k : 6.20 4.00 1.10 X-Distance ft : 8.00 12.00 2.00 Point DL k : 2.00 2.20 LL k : 3.20 2.20 X-Distance ft : 12.75 16.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 Shear k : 15.07 ' 30.06 5.11 22.02 1.54 Moment k-ft : 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 V4.4C1 (c) 1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. (83> Sheet Date 3-28-98 JN. 8572 BM@ DINE EXT Length = 10 ft. P1 = 0 Ibs from UP @ L1 = 5 ft. P2 = 0 Ibs from @ L2 = 3 ft. w: _ _ Roof = ( 38 psf) ( +12/2 + 0 ) = 228.0 pif Wall = ( 14 psf) ( 10 + 0 ) = 140.0 Floor = ( 62 psf) ( 21/2 + 0 ) = 651.0 D. L. of Beam = 15.0 w = 1034.0 pif Fb = 2900 psi. M = 12925 ft-Ib= 155.1 in-k S = Moment 1.000 Fb = 53.5 in^3 Reactions: *RL= 5170 Ibs Fv = 290 psi ; d = 14 in. *RR= 5170 lbs V = R(max)-(w*d)= 3964 Ibs. A = 1.5 V / 1.000 Fv = 20.5 inA2 Req'd.Sec. Properties: *S = 53.5 inA3 Allow defl = L / 240 = 0.50 in *A = 20.5 sq. in. E = 2 x 10**6 psi * I = 232.7 inA4 I=5*M*L^2 / 48*E*d= 233 inA4 Estimated defl = 0.145 in. USE 3.5x 14P=L 2 ProVd 114.33 49.00 800.33 BM@ ba4 Length = 8 ft. P1 = 2085 lbs from WALL @ L1 = 4.5 ft. P2 = 2511 lbs from FLOOR @ L2 = 2.25 ft. w: Roof = ( 38 psf) ( +4/2 + 0 ) = 76.0 pif Wall = ( 14 psf) ( 9 + 0 ) = 126.0 Floor = ( 62 psf) ( 1.33 + 0 ) = 82.5 D. L. of Beam = 15.0 w = 299.5 pif Fb = 2900 psi. M = 10561 ft-Ib= 126.7 in-k S = Moment 1.000 Fb = 43.7 in^3 Reactions: *RL= . 3915 lbs Fv = 290 psi ; d = 9.5 in. *RR= 3077 lbs V = R(max)-(w*d)= 3678 lbs. A = 1.5 V / 1.000 Fv = 19.0 in^2' Allow deft = L / '240 = 0.40 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 152 inA4 USE 3.5 x SI / FME FILE: B 83 Req'd Sec. Properties: *S = 43.7 in^3 *A = 19.0 sq. in. * I = 152.1in^4 Estimated deft = 0.243 in. 9.5 P=L 1 Proud 52.65 33.25 250.07 ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL SHEAR NOTES (rev. 6 / 97 ) (1994 UBC; SEISMIC ZONES 3 & 4) AVERTICAL: Sheet -) JN. Q c„7.2 FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d c000ler nails @ T. o.c. at edges & field at face layer 125 plf 2 --1/2" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC) 50 plf 3 - 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC) 58 plf 4 — 1/2" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) 63 plf 5 -- 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) 73 plf 6 - 1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) 75 plf 7 - 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) 88 Of 8 - 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC) 180 plf 9 - 7/8" Stucco over approved lath with 16 gauge staples © 3" o.c. at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report No. 1254, or equal) 260 plf 10 — 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 23-I-K-1 UBC) 260 plf 11 — 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 23-I-K-1 UBC) 380 plf 12 -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23-I-K-1 UBC) 490 plf 13 - 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC) 640 IA 14 --1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23-I-K-1 UBC) 770 Of 15 --1 /2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23-I-K-1 UBC) 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories ( this includes OSB ) These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Provide 3x blocking at horizontal plywood panel joints with edge nailing of 2" o.c. Provide 2x blocking otherwise. c. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. d. Where nails are spaced at 2" o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior (Tables 23-I-J-1 and 23-I-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR : Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg, PI 48/24, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. "Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE # 97LATSHR F E S I ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. L1 Vb ti. h= D `0 0 17) s D(min) 21 ft. 80 ft. 0 0 F2 F1 4— LATERAL ANALYSIS LONGITUDINAL / TRANSVERSAL Sheet ^ r_� Date 6-20-98 JN. 8572 D.L. Roof : Roof = ( 18 )( 75 ) = 1350 plf Wall = ( 14 )( +9/2 )( 2 )= 126 10 )( +9/2 )( 3 )= 135 TOTAL DL = 1611 plf D.L. 1st FIr. : Roof = ( 18 )( 4 ) = 72 plf Floor = ( 22 )( 80 ) = 1760 Wall = ( 14 )( 21/2 )( 2 )= 294 10 )( 21/2 )( 2 )= 210 TOTAL DL = 2336 plf 1994 UNIFORM BUILDING CODE: ** ZONE 4: Based on U. B. C. Table No. 16-1, Z = 4 ** Bldg. Importance: Table No. 16-K : 1 = 1 ** Natural Per. T = Ct (hn)**3/4 ... Ct = 0.020 0.20 sec. . . . (hn 21 ft. ) ** Site Resonance S = 1.5 ( Assuming S3 coefficient ) ** Rw = 6 ( Light -framed walls w. shear panel ) ** C = 1.25 * S / T**2/3 = 5.49 (C max = 2.75 ) ** C / Rw = 0.4583 (Cmin =0.075) Avg. Ce = ** BASE SHEAR Vb = Z* I * C * W(dI) / Rw ** = .4*1*2.75*W / 6 = 0.1833 W ( dead load ) Distribution of Forces: Fx = Vb (Wxhx) / c sum Wi hi ) WI hi (ft-lb) :. Roof 1 1611 2336 21 11 33831 25696 411.3 312.4 (15* 1.06+5* 1.13+5* 1.19+2* 1.23)/2 1.11 WIND CRITERIA: P = Cq * Ce * qs * I 70 MPH / EXP. B P = 1.3 * 0.92 * 12.6 *1 724 P 15 psf Control. Force ( 26-16 )*P= 150 ( 26-5.5 )*P= 308 411 724 Base 3947 0 59527 724 FILE: L1 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR D=V. T1 Vb D(min) h= 21 ft. D 48 ft. A LATERAL ANALYSIS LONGITUDINAL / TRANSVERSAL F2 Sheet Date 6-20-98 JN. 8572 D.L. Roof : Roof = ( 18 )( 48) = 864 plf Wall = (14 )( +9/2 )( 2 )= 126 10 )( +9/2 )( 3 )= 135 FI TOTAL DL = 1125 plf D.L. 1st Fir. : Roof = ( 18 )( 0) = 0 pif Floor = ( 22 )( 48 ) = 1056 Wall = ( 14 )( 21/2 )( 2 )= 294 10 )( 21/2 )( 1 )= 105 TOTAL DL = 1455 pif 1994 UNIFORM BUILDING CODE: ** ZONE 4: Based on U. B. C. Table No. 16-1, Z = 4 ** Bldg. Importance: Table No. 16-K : I = 1 ** Natural Per. T = Ct (hn)**3/4 ... Ct = 0.020 0.20 sec. . . . (hn 21 ft. ) ** Site Resonance S = 1.5 ( Assuming S3 coefficient ) ** Rw = 6 ( Light -framed walls w. shear panel ) ** C = 1.25 * S / T**2/3 = 5.49 (C max = 2.75 ) ** C / Rw = 0.4583 (Cmin =0.075) Avg. Ce =(15*1.06+5*1.13+5*1.19+2*1.23)/2 1.11 ** BASE SHEAR Vb = Z* I * C * W(dl) / Rw ** WIND CRITERIA: P = Cq * Ce * qs * I = .4*1*2.75*W / 6 = 0.1833 W ( dead load) 70 MPH / EXP. B • P = 1.3 * 0.92 * 12.6 *1 Distribution of Forces: Fx = Vb (Wxhx) / (sum Wi hi) P 15 psf Control Levei Wi hi Fx Story Shear Wl d " ( i.: orce lht (ft-lb) Roof 1125 21 23625 282.0 ( 26-16 )*P= 150 282 1 1455 11 16005 191.0 473 ( 26-5.5 )*P= 308 473 Base 2580 0 39630 473 FILE: T1 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV LATERAL ANALYSIS ,y Sheet Date 6-20-98 JN. 8572 * 1 = Wind Governs 2 = Seismic Governs Wind Load . . = ( 70 mph/ Exp. C ) = 1.3 x 0.915 x 12.6 = 15.0 psf Base Shear. . Vb = Z * I * C * W(dl) / Rw=0.4*1*2.75 / 6 0.1833 W ( dead load ) LONGITUDINAL: @ BR4 (L2) Wind: . . . . _ ( 15.0 psf)( NA - 5 ) = -75 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 32 ) = 576 Wall = ( 14 psf)( 10 - 5 ) 1 ) = 70 _( 10psf)( 10- 5) 2)= 100 Floor= ( 12 psf)( .0 ) = 0 746 x( 0.1833 )= 137 pif ...Controlling Lateral Force: 137 pif ( 2 )* TRANSVERSE: @ BR4 (T2) Wind. = ( 15.0 psf)( Seismic: Roof = ( 18 psf)( IL Wall = ( 14 psf)( _ ( 10 psf)( Floor ( 12 psf)( 16- 5) = 22) = 10- 5) 2)= 10- 5) 1 )_ 0) _ 165 plf for Wind Loads. 396 140 50 0 586 x( 0.1833 )= 107 plf ...Controlling Lateral Force: 165 plf ( 1 )* LONGITUDINAL: @ FAMILY (L 3) Wind. = ( 15.0 psf)( 13 - 5 ) = 120 plf for Wind Loads. Seismic: Roof = ( 18 psf)( 28 ) = 504 Wall = ( 14 psf)( 10 - 5 ) 2 ) = 140 _( 10psf)( 10- 5) 0)= 0 --0- Floor= ( 12 psf)( .0 ) = 0 644 x( 0.1833 )= 118 plf ...Controlling Lateral Force: 120 plf ( 1 )* TRANSVERSE: @ FAMILY (T 3) Wind. = ( 15.0 psf)( N/A - Seismic: Roof = ( 18 psf)( 15 ) Wall = ( 14 psf)( 11 - _ ( 10 psf)( 11 - Floor= ( 12 psf)( 0 ) 4) = 5.5) 1 )_ 5.5) 1 )_ -60 plf for Wind Loads. 270 77 55 0 402 x( 0.1833 )= 74 plf LT2-3 ...Controlling Lateral Force: 74 plf ( 2 )* ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 0 Wall (s) @ LEFT M.BR Sheet Date 6-20-98 JN. 8572 L = 6.5+5+3.5+3 = 18 ft. LOAD = ( 282 lbs/ft )( 22.0 ft/2 + 0) = LOAD = ( 0 lbs/ft)( 22.0 ft/2+ 0) = 110 SHEAR = LOAD / L = 3102 Ibs / 18 ft. = U S E /11: w/ 16d S.P.N. @ 8 " o.c. C13 UpI. L= 3 C14 PI. ht.= 9 G15 D.L. = (18*2/2+14*C14)*C13^2/2 = 648 Ibs Uplift = (I10*C14*C13-G15)/C13 = 1335 Ibs Use Simp. ST6224 or MST37 at each post to BEAM or POST below resp. 3102 Ibs. 0 Ibs. 172.3 Ibs / ft SPN8 Wall (s) @ M.BR/ M.BA L = 7+6.5+14 = 27.5 ft. LOAD = ( 282 Ibs / ft)( 47.0 ft / 2 + 0 ) = 6627 Ibs. LOAD = ( 0 Ibs / ft)( 0.0 ft / 2 + 0 ) = 0 Ibs. 123 SHEAR = LOAD / L = 6627 Ibs / 27.5 ft. = 241.0 Ibs / ft U S E /1C: w/16dS.P.N.@ 6 "O.C. C26 UpI. L= 6.5 C27 PI. ht.= 9 G28 D.L. = (18*2/2+10*C27)*C26^2/2 = 2282 Ibs Uplift = (123*C27*C26-G28)/C26 = 1818 lbs Use Simp. ST6224 or MST37 at each post to BEAM or POST below resp. SPN6 0 Wall (s) @ BR2 & 3 L = 18+17 LOAD = ( 282 lbs / ft )( 48.0 ft / 2 + 0 ) = 6768 lbs. LOAD = ( 0 Ibs/ft)( 0.0 ft/2+ 0 ) = 0 136 SHEAR = LOAD / L = 6768 lbs / 35 ft. = 193.4 Ibs / ft U S E , 10 w/ 16d S.P.N. @ 8 " o.c. C39 UpI. L= 17 C40 PI. ht.= 9 G41 D.L. = (18*12/2+14*C40)*C39^2/2 = 33813 lbs Uplift = (136*C40*C39-G41)/C39 = -249 Ibs NO HOLDOWN 35 ft. SPN8 W1 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. Wall (s) @ STAIR & BR3 & FOYER Sheet 0 Date 6-20-98 JN. 8572 L = 12+15+14 = 41 ft. LOAD = ( 282 lbs / ft)( 28.0 ft / 2 + 0 ) = 3948 lbs. LOAD = ( 0 lbs/ft)( 22.0 ft/2+ 0 ) = 0 Ibs. iio SHEAR = LOAD / L = 3948 lbs / 41 ft. = 96.3 lbs / ft U S E AN)w/16dS.P.N.@ 16 "o.C. C13 UpI. L= 12 C14 PI. ht.= 9 G15 D.L. = (18*12/2+14*C14)*C13^2/2 = 16848 Ibs Uplift = (110*C14*C13-G15)/C13 = -537 lbs NO HOLDOWN Wall (s) @ REAR OF MASTER SPN16 L = 42 = 42 ft. LOAD = (411*48/75 Ibs / ft)( 24.0 ft / 2 + 0 ) = LOAD = ( 0 lbs/ft)( 0.0 ft/2+ 0 ) = 123 SHEAR = LOAD / L = 3156.5 Ibs / 42 ft. = U S E /1(: w/ 16d S.P.N. @ 16 " o.c. C26 Upl. L= 42 C27 PI. ht.= 9 G28 D.L. = (18*2/2+10*C27)*C26^2/2 = 95256 lbs Uplift = (123*C27*C26-G28)/C26 = -1592 Ibs NO HOLDOWN Wall (s) @ BR 3 L = LOAD = (411*28/75 Ibs / ft)( 19.0 ft / 2 + 0) = LOAD = ( 0 lbs/ft)( 0.0 ft/2+ 0 ) = 136 SHEAR = LOAD / L = 1457.7 Ibs / 7 ft. _ 8"o.c. C39 UpI. L= coo PI. ht.= U S E 10 w/ 16d S.P.N. @ 7 9 3156 Ibs. 0 lbs. 75.2 Ibs / ft SPN16 7= 7ft. 1458 Ibs. 0 208.2 Ibs / ft SPN8 G41 D.L. = (18*2/2+14*C40)*C39"2/2 = 3528 Ibs Uplift = (136*C40*C39-G41)/C39 = 1370 lbs Use Simp. ST6224 or MST37 at each post to BEAM or POST below resp. W4 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. Wall (s) @ BR3 & HER CLOSET Sheet " a, Date 6-20-98 JN. 8572 L = 21+17+14+9 = 61 ft. LOAD = ( 411 lbs/ft)( 40.0 ft / 2 + 0) = LOAD = ( 0 lbs/ft)( 22.0 ft / 2 + 0 ) = 110 SHEAR = LOAD / L = 8220 Ibs / 61 ft. _ U S E AN)w/ 16d S.P.N. @ 12 " c.c. C13 UpI. L= 14 C14 PI. ht.= 9 G15 D.L. = (18*2/2+10*C14)*C13^2/2 = 10584 Ibs Uplift = (I10*C14*C13-G15)/C13 = 457 Ibs NO HOLDOWN 8220 lbs. 0 Ibs. 134.8 Ibs / ft SPN12 Wall (s) @ M.BR & SITT'G & FOYER L = 18+13+9 = 40 ft. LOAD = ( 411 Ibs / ft)( 28.0 ft / 2 + 0 ) = 5754 Ibs. LOAD = ( 0 Ibs / ft)( 0.0 ft / 2 + 0 ) = 0 Ibs. 123 SHEAR = LOAD / L = 5754 Ibs / 40 ft. = 143.9 lbs / ft U S E 10 w/ 16d S.P.N. @ 10 " o.c. C26 UpI. L= 9 C27 PI. ht.= 9 G28 D.L. = (18*6/2+14*C27)*C26"2/2 = 7290 Ibs Uplift = (I23*C27*C26-G28)/C26 = 484.7 Ibs NO HOLDOWN SPN10 OWall (s) @ BR2 & STAIR L = 10+5+5 LOAD = (411*40/75 Ibs / ft)( 20.0 ft / 2 + 0 ) = 2192 Ibs. LOAD = ( 0 Ibs/ft)( 0.0 ft/2+ 0 ) = 0 136 SHEAR = LOAD / L = 2192 Ibs / 20 ft. = 109.6 Ibs / ft U S E /1:1 w/16dS.P.N.@ 12 "o.c. C39 UpI. L= 8 c40 PI. ht.= 9 G41 D.L. = (18*8/2+14*C40)*C39"2/2 = 6336 lbs Uplift = (136*C40*C39-G41)/C39 = 194 Ibs NO HOLDOWN 20 ft. SPN12 W7 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 10 Wall (s) @ GUEST L = LOAD = ( 165 Ibs / ft)( 14.0 ft / 2 + 0 ) = LOAD = ( 0 lbs/ft)( 14.0 ft/2 + 0) = iHo> SHEAR = LOAD / L = 1155.00 Ibs / 6.0 ft. _ U S E AC\ w. % " dia. x 10" A.B.'s 48 "o/c C13> Upl. L= 6 C14> Pl. ht.= 10 G15> D.L. =(18*2/2+14*1*C14+12*0/2)*C13"2/2 2844 Ibs Uplift = (110*C14*C13-G15)/C13 = 1451 Ibs Use Simp. HD2A or HPAHD22 at each post. 11 Wall (s) @ WIC 5 LOAD = ( 165 Ibs / ft)( 30.0 ft / 2 + 0) = LOAD = ( 0 lbs/ft)( 30.0 ft/ 2 + 0) = 123> SHEAR = LOAD / L = 2475.00 Ibs / 5.5 ft. = U S E 12 w. '/2 " dia. x 10" A.B.'s 16 "o/c C26 > UpI. L= 5.5 C27> PI. ht.= 9 G28> D.L. _ (18*2/2+10*1*C27+12*0/2)*C26"2/2 1634 Ibs Uplift = (I23*C27*C26-G28)/C26 = 3753 Ibs Use Simp. HD5A or HTT22 at each post. 12 Wall (s) @ BR4 L= 5+6.5 LOAD = ( 107 lbs/ft)( 18.0 ft/2 + 0) = LOAD = ( 473*20/48/2 Ibs / ft)( 12.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 1554.3 Ibs / 11.5 ft. = U S E 10 w. '/ " dia. x 10" A.B.'s 72 "o/c C39 > UpI. L= 5 C4o> Pl. ht.= 9 G41 > D.L. =(18*2/2+10*1*C40+12*0/2)*C39"2/2 1350 lbs Uplift = (136*C40*C39-G41)/C39 = 946 lbs NO HOLDOWN Sheet Date 6-20-98 JN. 8572 6 = 6 ft. 1155.00 Ibs. 0.00 192.5 Ibs / ft AB48 L= 5.5 = 5.5 ft. 2475.00 Ibs. 0.00 450.0 Ibs / ft AB16 = 11.5 ft. 963.00 lbs. 591.25 Ibs. 135.2 Ibs / ft AB72 W 10 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. cD1 Wall (s) @ MEDIA, LIBRARY L = 22+16 Sheet '4, 1.2 Date 6-20-98 JN. 8572 = 38 ft. LOAD = ( 473 Ibs / ft)( 28.0 ft / 2 + 0 ) = 6622.00 Ibs. LOAD = ( 107 Ibs/ft)( 16.0 ft / 2 + 0) = 856.00 i10 > SHEAR = LOAD / L = 7478.00 lbs / 38.0 ft. = 196.8 Ibs / ft U S E /11\1 w. '/ " dia. x 10" A.B.'s 48 "o/c j AB48 C13 > Upl. L= 16 C14> PI. ht.= 13 G15> D.L. =(18*8/2+14*2*C14+12*0/2)*C13^2/2 55808 Ibs Uplift = (I10*C14*C13-G15)/C13 = -930 Ibs NO HOLDOWN 14 Wall (s) @ MEDIA, LIV L= 22+13 LOAD = ( 473 Ibs / ft )( 40.0 ft / 2 + 0 ) = LOAD = ( 0 Ibs/ft)( 30.0 ft/2+ 0 ) = 123> SHEAR = LOAD / L = 9460.00 lbs / 35.0 ft. = U S E m w. I/2 " dia. x 10" A.B.'s 32 "o/c C26> Upl. L= 13 C27 > PI. ht.= 11 G28 > D.L. =(18*2/2+10*2*C27+22*20/2)*C26^2/2 38701 Ibs Uplift = (123*C27*C26-G28)/C26 = -3.9 lbs NO HOLDOWN 15 Wall (s) @ KIT, LIV L= ROOF LOAD = ( 282 Ibs / ft)( 46.0 ft / 2 + 20/4 ) = 7896.00 lbs. FLR LOAD = ( 473-282 lbs / ft)( 60.0 ft / 2 + 0 ) = 5730.00 Ibs. 136> SHEAR = LOAD / L = 13526.0 Ibs / 2.0 ft. = 6813.0 Ibs / ft 35 ft. 9460.00 Ibs. 0.00 270.3 Ibs / ft AB32 U S E FRAME AS FOLLOWS 2 = 2 ft. W 13 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers Job , 1921 E. Carnegie Avenue, #3J Page =;ants Ana, CA 92705 Date 8 _BAR DEV . NCE /115A Jnits Option : US Standard .MSC Code Checks : 9th Edition ASD :hear Deformation: No P-Delta Effects : No Redesign : No -:dge Forces : No 1.S.I,F. . 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 18.00 11.00 0.00 4 18.00 0.00 R R 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) (inA4) BM W12X35 STL 10.30 285.000 1.20 20L W12X35 STL 10.30 285.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 18.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 l'SI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J manta Ana, CA 92705 'BAR DEV.NCE J15A Job Page _ Datet5 (4 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 2 LL 1 3 S 1 _Todal Loads, BLC 1: DL 2 2 1 1 Node Number Global X Global Y Moment (K) (K) (K-ft)---- 3 0.000 -2.660 0.000 "Iember Point Loads,BLC 1: DL Memb I J No Node Node Direction Magnitude Location (K,K-ft,F) (ft) 2 2 - 3 Y -1.000 10.000 2 2 - 3 Y -4.380 14.000 `Tember Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.310 -0.310 0.000 18.000 Nodal Loads, BLC 2: LL Node Number Global X Global Y Moment (K) (K) (K-ft)---- 3 0.000 -1.760 0.000 Member Point Loads,BLC 2: LL RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 _BAR DEV.NCE A115A Job \-\;1 Page Date 8 572 Memb I J No Node Node Direction 2 2 - 2 2 - 3 3 Y Y Member Distributed Loads,BLC'2: LL Magnitude (K,K-ft,F) - 1.100 - 5.000 Location (ft) 10.000 14.000 Memb I J No Node Node Dir 2 2 - 3 Nodal Loads, BLC 3: S Start Magnitude (K/ft,F) -0.400 End Magnitude (K/ft,F) -0.400 Start Location (ft) End Location (ft)---- 0.000 18.000 Node Number 2 Global X (K) 3.400 Global Y (K) 0.000 Moment (K-ft) --- 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC No. Description Dir Fac Fac Fac Fac Fac Fac W E DYNA S V 1 DL 2 DL+LL+S 3 DL+S 4 DL+LL-S 5 DL-S Y -1 Y -1 Y -1 Y -1 Y -1 1 1 1 1 1 1 1 1 •1 1 Dynamic Analysis Data i'Tumber of modes (frequencies) Basic Load Case for masses 3LC mass direction of action =Lcceleration of Gravity ENVELOPE SOLUTION Nodal Displacements • • • • • • 2 1 2 1 3 1 3 1 3 -1 3 -1 3 None X only 32.20 ft/sec**2 Y Y Y Y Y Y Y Y Y Node Global X (in) LC 1 max 0.00000 3 min -0.00000 4 2 max 0.26246 3 min -0.34437 4 Global Y (in) LC - 0.00000 3 - 0.00000 4 - 0.00117 3 -0.00530 4 Rotation (rad) LC 0.00410 4 - 0.00217 3 0.00035 5 - 0.00235 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 ;BAR DEV.NCE 715A Job SO Page Date 8 572 Node 3 max min 4 max min Global X (in) ENVELOPE SOLUTION Reactions 0.26038 - 0.34498 0.00000 -0.00000 Global Y LC (in) LC 3-0.00347 5 4-0.00966 2 2-0.00000 5 5-0.00000 2 Rotation (rad) LC- 0.00321 4 0.00005 3 0.00256 5 -0.00323 2 Node 1 max min 4 max min Global X Global Y Moment (K) LC (K) LC (K-ft)----LC- 4.24235 4 12.18653 4 0.00000 1 - 0.51784 3 2.83097 3 0.00000 1 0.51401 5 22.05097 2 0.00000 1 - 4.23852 2 8.03542 5 0.00000 1 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 12.19 4 12.09 4 11.99 4 11.90 4 11.80 4 2.83 3 2.73 3 2.64 3 2.54 3 2.45 3 V 0.52 3 0.52 3 0.52 3 0.52 3 0.52 3 - 4.24 4 -4.24 4 -4.24 4 -4.24 4 -4.24 4 M 0.00 2• 11.67 4 23.33 4 35.00 4 46.67 4 -0.00 4 -1.42 3 -2.85 3 -4.27 3 -5.70 3 D 0.000 1 0.132 4 0.246 4 0.323 4 0.344 4 0.000 1 -0.071 3 -0.140 3 -0.205 3 -0.262 3 2 2- 3 A 4.24 2 4.24 2 4.24 2 4.24 2 4.24 2 - 0.51 5 -0.51 5 -0.51 5 -0.51 5 -0.51 5 V 11.80 4 8.45 4 5.10 4 0.94 5 -4.99 5 2.45 3 0.89 3 -0.66 3 -4.51 2 -17.25 2 M 46.67 4 5.54 5 -13.69 5 -3.77 3 46.62 2 - 5.70 3 -17.64 2 -29.41 2 -37.40 4 -5.65 5 D 0.000 1 -0.028 5 -0.082 5 -0.047 3 -0.002 5 0.000 1 -0.124 2 -0.180 2 -0.156 4 -0.011 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Eanta Ana, CA 92705 BAR DEV.NCE 415A Job 51 Page Date 0 C 7 Cs Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 3 3- 4 A 21.67 2 21.76 2 21.86 2 21.95 2 22.05 2 7.65 5 7.75 5 7.84 5 7.94 5 8.04 5 V 4.24 2 4.24 2 4.24 2 4.24 2 4.24 2 -0.51 5 -0.51 5 -0.51 5 -0.51 5 -0.51 5 M 46.62 2• 34.97 2 23.31 2 11.66 2 0.00 3 -5.65 5 -4.24 5 -2.83 5 -1.41 5 -0.00 2 D 0.000 1 0.099 4 0.187 4 0.268 4 0.345 4 0.000 1 -0.021 3 -0.080 3 -0.164 3 -0.260 3 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.485 4 0.06 4 0.17 4 0.27 4 0.38 4 0.48 4 0.06 4 2 2- 3 0.648 2 0.62 4 0.27 2 0.42 2 0.50 4 0.65 2 0.24 2 3 3- 4 0.533 2 0.53 2 0.43 2 0.32 2 0.22 2 0.11 2 0.06 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 11.921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 _MBAR DEV W15B Job a Page Date 0 Units Option : US Standard MSC Code Checks : 9th Edition ASD Shear Deformation: No -Delta Effects : No Redesign : No Edge Forces : No 1.S.I.F. : 1.333 ;lode Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 10.00 11.00 0.00 4 10.00 0.00 R R 0.00 laterial Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) 3M W12X22 STL 6.48 156.000 1.20 :OL W14X26 STL 7.69 245.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 10.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 E;SI/FME, Inc., Structural Engineers Job 1921 E. Carnegie Avenue, #3J Page n Janta Ana, CA 92705 Date :BAR DEV ,415B I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb-out_Lc In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 2 LL 1 3 S 1 Member Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 10.000 Member Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 10.000 fodal Loads, BLC 3: S Node Number Global X Global Y Moment (K) (K) (K-ft)---- 2 5.100 0.000 0.000 C:oad Combination Self Wt BLC BLC BLC BLC BLC W E Jo. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL 2 DL+LL+S 3 DL+S Y -1 Y -1 Y -1 2 1 3 1 3 1 Y Y Y Y Y RISA-2D (R) Version 3.03 2'SI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 -BAR DEV ;d15B Job Page Dated , 0 Dynamic Analysis Data Jumber of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min 4 max min Global X (in) ENVELOPE SOLUTION Reactions 0.00000 - 0.00000 0.47971 0.00001 0.47806 - 0.00001 0.00000 0.00000 LC 3 1 2 1 3 1 2 1 Global Y (in) 0.00000 - 0.00000 0.00311 - 0.00021 - 0.00021 - 0.00359 - 0.00000 - 0.00000 LC 3 1 3 1 1 2 1 2 Rotation (rad) 0.00001 - 0.00467 - 0.00002 - 0.00157 0.00002 - 0.00152 - 0.00001 -0.00468 LC 1 3 1 2 1 3 1 2 Node 1 max min 4 max min Global. X Global Y Moment (K) LC (K) LC (K-ft)----LC- 0.02170 1 0.49809 1 0.00000 1 - 2.53070 3-5.11191 3 0.00000 1 - 0.02170 1 6.20809 2 0.00000 1 -2.57961 2 0.49809 1 0.00000 1 ENVELOPE SOLUTION Member Section Results Nodes No I J Member Quarter Points I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 0.50 1 -5.11 3 V 2.53 -0.02 M 0.00 -0.00 D 0.000 0.000 3 1 1 2 1 1 0.43 - 5.18 2.53 - 0.02 0.06 - 6.96 0.000 -0.152 1 0.35 1 3 -5.26 3 3 2.53 3 1 -0.02 1 1 0.12 1 3 -13.92 3 1 0.000 1 3 -0.291 3 0.28 1 - 5.33 3 2.53 3 - 0.02 1 0.18 1 - 20.88 3 0.000 1 - 0.404 3 0.21 - 5.40 2.53 - 0.02 0.24 -27.84 -0.000 -0.479 1 3 3 1 1 3 1 2 RISA-2D (R) Version 3.03 E;SI/FME, Inc., Structural Engineers i.921 E. Carnegie Avenue, #3J Tanta Ana, CA 92705 IBAR DEV W15 B Job _- Page Date D Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 2 2- 3 A 2.58 2 2.58 2 2.58 2 2.58 2 2.58 2 0.02 1 0.02 1 0.02 1 0.02 1 0.02 1 V 0.21 1 0.11 1 0.00 1 -0.11 1 -0.21 1 -5.40 3 -5.50 3 -5.61 2 -5.77 2 -5.92 2 M 0.24 1 -0.16 1 -0.29 1 13.84 3 28.38 2 -27.84 3 -14.28 2 -0.45 2 -0.16 1 0.24 1 D 0.000 1 -0.001 1 -0.001 1 0.010 3 -0.000 1 0.000 1 -0.020 2 -0.005 2 -0.001 1 -0.007 2 3 3- 4 A 5.92 2 5.99 2 6.06 2 6.14 2 6.21 2 0.21 1 0.28 1 0.35 1 0.43 1 0.50 1 V 2.58 2 2.58 2 2.58 2 2.58 2 2.58 2 0.02 1 0.02 1 0.02 1 0.02 1 0.02 1 M 28.38 2 21.28 2 14.19 2 7.09 2 0.00 2 0.24 1 0.18 1 0.12 1 0.06 1 -0.00 3 D 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 -0.074 3 -0.187 3 -0.326 3 -0.478 3 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.475 3 0.02 3 0.12 3 0.24 3 0.36 3 0.47 3 0.04 3 2 2- 3 0.764 2 0.75 3 0.40 2 0.05 2 0.39 3 0.76 2 0.10 2 3 3- 4 0.542 2 0.54 2 0.42 2 0.30 2 0.18 2 0.06 2 0.04 2 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 16 Wall (s) @ TERRACE ROOF LOAD = ( 282 Ibs / ft)( 10.0 ft / 2 + 0 ) = FLR LOAD = ( 473-282 Ibs / ft)( 44.0 ft / 2 + 0 ) = 110> SHEAR = LOAD / L = 5612.00 Ibs / 1.0 ft. = U S E FRAME AS FOLLOWS Sheet SL Date 6-20-98 JN. 8572 L= 1= 1ft. 1410.00 Ibs. 4202.00 5612.0 Ibs / ft 17 Wall (s) @ LEFT OF FAMILY L= 1 = 1 ft. LOAD = ( 120 Ibs/ft)( 14.0 ft / 2 + 0) = 2* LOAD = ( 120 Ibs/ft)( 14.0 ft / 2 + 0 ) _ 123> SHEAR = LOAD / L = 1680.00 Ibs / 1.0 ft. = U S E COLUMN AS FOLLOWS 18 Wall (s) @ GUEST BR L= LOAD = ( 165 Ibs/ft)( 14.0 ft/2 + 0 ) = 2* LOAD = ( 165 Ibs / ft)( 14.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 2310.0 Ibs / 1.0 ft. = U S E COLUMN AS FOLLOWS 840.00 Ibs. 840.00 1680.0 Ibs / ft 1 = 1 ft. 1155.00 Ibs. 1155.00 Ibs. 2310.0 Ibs / ft W 16 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers Job 1921 E. Carnegie Avenue, #3J Page Elanta Ana, CA 92705 Date8 5 ,� IBAR DEV W16 Units Option : US Standard 'RISC Code Checks : 9th Edition ASD ;hear Deformation: No -Delta Effects : No Redesign : No Edge Forces : No k.S.I.F. : 1.333 Jode Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 15.00 11.00 0.00 4 15.00 0.00 R R 0.00 Aaterial Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) (inA4) BM W12X35 STL 10.30 285.000 1.20 COL W12X35 STL 10.30 285.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 15.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 SI/FME, Inc., Structural Engineers Job J' 1921 E. Carnegie Avenue, #3J Page �^ Santa Ana, CA 92705 Date I MBAR DEV - 16 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 2 LL 1 3 S 1 Iember Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 15.000 Aember Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 15.000 Nodal Loads, BLC 3: S Node Number Global X Global Y Moment (K) (K) (K-ft)---- 2 5.600 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL 2 DL+LL+S 3 DL+S Y -1 Y -1 Y -1 2 1 3 1 3 1 Y Y Y Y Y RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Ranta Ana, CA 92705 IBAR DEV `'n116 Job 1 Page .,c - Date 0 1 Dynamic Analysis Data Eumber of modes (frequencies) 1asic Load Case for masses 1LC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements • • • • • 3 None X only 32.20 ft/sec**2 Node Global X (in) LC 1 max 0.00000 3 min -0.00000. 1 2 max 0.44034 2 min 0.00002 1 3 max 0.43861 3 min -0.00002 1 4 max 0.00000 2 min 0.00000 1 ENVELOPE SOLUTION Reactions Global Y (in) 0.00000 - 0.00000 0.00155 - 0.00027 - 0.00027 - 0.00215 - 0.00000 - 0.00000 LC 3 1 3 1 1 2 1 2 Rotation (rad) LC- 0.00002 1 - 0.00430 3 - 0.00004 1 -0.00143 2 0.00004 1 - 0.00131 3 -0.00002 1 - 0.00434 2 Node 1 max min 4 max min Global X Global Y Moment (K) LC (K) LC (K-ft)----LC- 0.06295 1 0.79840 1 0.00000 1 - 2.74003 3-3.30827 3 0.00000 1 - 0.06295 1 5.05507 2 0.00000 1 - 2.88284 2 0.79840 1 0.00000 1 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 0.80 1 0.70 1 0.61 1 0.51 1 0.41 1 - 3.31 3 -3.40 3 -3.50 3 -3.60 3 -3.69 3 V 2.74 3 2.74 3 2.74 3 2.74 3 2.74 3 - 0.06 1 -0.06 1 -0.06 1 -0.06 1 -0.06 1 M 0.00 3 0.17 1 0.35 1 0.52 1 0.69 1 0.00 1 -7.54 3 -15.07 3 -22.61 3 -30.14 3 D 0.000 1 0.001 1 0.001 1 0.001 1 -0.000 1 0.000 1 -0.140 3 -0.268 3 -0.372 3 -0.440 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Eanta Ana, CA 92705 _BAR DEV j 16 Job rTD Page Date 14 Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 2 2- 3 A 2.88 2 2.88 2 2.88 2 2.88 2 2.88 2 0.06 1 0.06 1 0.06 1 0.06 1 0.06 1 V 0.41 1 0.21 1 0.00 1 -0.21 1 -0.41 1 -3.69 3 -3.90 3 -4.11 2 -4.39 2 -4.67 2 M 0.69 1 -0.47 1 -0.86 1 14.90 3 31.71 2 -30.14 3 -16.07 2 -1.20 2 -0.47 1 0.69 1 D 0.000 1 -0.002 1 -0.004 1 0.017 3 -0.000 1 0.000 1 -0.027 2 -0.007 2 -0.002 1 -0.005 2 3 3- 4 A 4.67 2 4.77 2 4.86 2 4.96 2 5.06 2 0.41 1 0.51 1 0.61 1 0.70 1 0.80 1 V 2.88 2 2.88 2 2.88 2 2.88 2 2.88 2 0.06 1 0.06 1 0.06 1 0.06 1 0.06 1 M 31.71 2 23.78 2 15.86 2 7.93 2 0.00 2 0.69 1 0.52 1 0.35 1 0.17 1 -0.00 1 D 0.000 1 0.001 1 0.001 1 0.001 1 0.000 1 0.000 1 -0.066 3 -0.169 3 -0.298 3 -0.438 3 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.288 3 0.01 3 0.08 3 0.15 3 0.22 3 0.29 3 0.04 3 2 2- 3 0.364 2 0.35 3 0.19 2 0.03 2 0.18 3 0.36 2 0.06 2 3 3- 4 0.313 2 0.31 2 0.24 2 0.17 2 0.10 2 0.03 2 0.04 2 ES1/FME STRUCTURAL ENGINEERS SINCE 1974 Sheet Datej'TJ . 1 0 1913 �. 8.57 9 '� 'L<-1 6 � G� Fw7V1 a MATERIAL SPEC A36 STEEL tic = 2000 psi fs = 2400 `-psi DATA = ft pa!„ lbs PT'C WIDTH = CFF DEP'rU F hd2- 0 12000 COLUMN DESIGN !4 a P li = PL3 Q = 3E1 • USE W 141COL • • FOOTING DESIGN 1.4M = u F P = .%"' As = -7, sq.in. • j jr s, ,USE (-)I f.5 BARS T & B 44/ 1/46 \SIMP CCD 246 1/46 PL. STIFP EA/S OF WED 14 U BARS.OMIT Q CONT. FT' G I 31 Jr. CON ENO (2 )14 BARS L4x4x3/2 0+Iu 0 V DRYPACX So. (4) 3/4"0 X 126 Au W/DuL NUTS ESI/FME STRUCTURAL ENGINEERS SINCE 1974 Sheet Date LiL 10 JN. • p 1A)A flf' p MATERIAL SPEC COLUMN DESIGN A36 STEEL f'c, 2000 psi fs = 2400''psi DATA H = fc P 3, lbs FT' G WIDTH = kL- EFF DEPTH = 1-I bd 2 F a 12000y, 0 u \SIm? CCO x10 A. P H = PL3 3E1 = • USE W t —X COL FOOTING DESIGN K 1.4 M = / u F As=-7isq.in. ,USE (.)1=> BARS 24' 14 U BARS.OMIT d CONT. FT'C X ZP. 1/.‘ CI)/ 1/4■Y 1/4' PL. STIFF EA/S OF WED /1 Lis CON'. END (2)14 BARS L4x4x3/I 01 y .4 11' DRYPACX • S®�(4)3/46$ X 12' ADs W/DUL NUTS ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 19 Wall (s) @ LIBRARY 2-PLACES LOAD = ( 107 Ibs/ft)( 18.0 ft/ 2 + 0) = LOAD = ( 0 lbs/ft)( 44.0 ft / 2 + 0) = iHo> SHEAR = LOAD / L = 963.00 Ibs / 1.0 ft. = USE FRAME AS FOLLOWS L= 20 Wall (s) @ LIVING AT F/P L= LOAD = ( 724*25/80 Ibs / ft)( 35.0 ft / 2 + 0 ) = LOAD = ( 0 lbs/ft)( 14.0 ft/2 + 0) = 123> SHEAR = LOAD / L = 3959.38 Ibs / 1.0 ft. = USE S'TE FRAME AS FOLLOWS 21 Wall (s) @ EXT OF DINE LOAD = ( 724*25/80 Ibs / ft)( 44.0 ft / 2 + 0 ) = LOAD = ( 32*16*0.183 Ibs / ft )( 44.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 7038.8 Ibs / 1.0 ft. = USE SrL,. FRAME AS FOLLOWS Sheet Date 6-20-98 JN. 8572 1 = 1 ft. 963.00 lbs. 0.00 963.0 Ibs / ft 1 = 1 ft. 3959.38 Ibs. 0.00 3959.4 Ibs / ft L= 1 = 1 ft. 4977.50 Ibs. 2061.31 Ibs. 7038.8 Ibs / ft W 19 RISA-2D (R) Version 3.03 ll__ ESI/FME, Inc., Structural Engineers Job �a�J 1_921 E. Carnegie Avenue, #3J Page Santa Ana, CA 92705 Date 8 57 IBAR DEV W19 Units Option : US Standard =.ISC Code Checks : 9th Edition ASD Shear Deformation: No D-Delta Effects : No Redesign : No Edge Forces : No i.S.I.F. : 1.333 gode Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 7.00 11.00 0.00 4 7.00 0.00 R R 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape -Set Inertia Coef (in"2) (in"4) BM W10X19 STL 5.62 96.300 1.20 COL W10X19 STL 5.62 96.300 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 7.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 , ,SI/FME, Inc., Structural Engineers Job 1921 E. Carnegie Avenue, #3J Page :Tanta Ana, CA 92705 Date :BAR DEV W19 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 2 LL 1 3 S 1 Member Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 7.000 `member Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 7.000 fodal Loads, BLC 3: S Node Number Global-X Global Y Moment (K) (K) (K-ft)---- 2 1.000 0.000 0.000 _oad Combination Self Wt BLC BLC BLC BLC BLC W E Ao. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL 2 DL+LL+S 3 DL+S Y -1 Y -1 Y -1 2 1 3 1 3 1 Y Y Y Y Y RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 IBAR DEV J19 Job Page ,, Date t Dynamic Analysis Data ''[umber of modes (frequencies) Basic Load Case for masses BLC mass direction of action acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min 4 max min Global X (in) ENVELOPE SOLUTION Reactions 0.00000 - 0.00000 0.18507 0.00000 0.18480 - 0.00000 0.00000 0.00000 LC 3 1 2 1 3 1 2 1 Global Y (in) 0.00000 - 0.00000 0.00108 - 0.00020 - 0.00020 - 0.00153 - 0.00000 - 0.00000 LC 3 1 3 1 1 2 1 2 Rotation (rad) 0.00001 -0.00191 - 0.00001 - 0.00038 0.00001 -0.00035 - 0.00001 - 0.00193 LC 1 3 1 2 1 3 1 2 Node 1 max min 4 max min Global X (K) LC 0.00709 1 - 0.49315 3 - 0.00709 1 - 0.51047 2 ENVELOPE SOLUTION Member Section Results Global Y (K) LC 0.34729 1 - 1.22414 3 1.98872 2 0.34729 1 Moment (K-ft)----LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 Nodes No I J 1 1- 2 Member Quarter Points I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- A 0.35 1 0.29 1 0.24 1 0.19 1 0.14 1 - 1.22 3 -1.28 3 -1.33 3 -1.38 3 -1.43 3 V 0.49 3 0.49 3 0.49 3 0.49 3 0.49 3 - 0.01 1 -0.01 1 -0.01 1 -0.01 1 -0.01 1 M 0.00 2 0.02 1 0.04 1 0.06 1 0.08 1 0.00 1 -1.36 3 -2.71 3 -4.07 3 -5.42 3 D 0.000 1 0.000 1 0.000 1 0.000 1 -0.000 1 0.000 1 -0.062 3 -0.118 3 -0.161 3 -0.185 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 IBAR DEV P119 Job (;l Page Date, '7' Nodes Member Quarter No I J I -End 1/4 1/2 (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in 2 2- 3 A 0.51 2 0.51 2 0.51 0.01 1 0.01 1 0.01 V 0.14 1 0.07 1 0.00 -1.43 3 -1.50 3 -1.57 M 0.08 -5.42 D 0.000 0.000 3 3- 4 A 1.78 0.14 V 0.51 0.01 M 5.62 0.08 D 0.000 0.000 ENVELOPE SOLUTION AISC Code Checks 1 -0.10 3 -2.91 1 -0.000 1 -0.004 2 1.83 1 0.19 2 0.51 1 0.01 2 4.21 1 0.06 1 0.000 1 -0.023 1 -0.16 2 -0.25 1 -0.000 2 -0.002 2 1.88 1 0.24 2 0.51 1 0.01 2 2.81 1 0.04 1 0.000 3 -0.066 Points 3/4 J-End )LC(K,Kft,in)LC(K,Kft,in)LC-- 2 0.51 2 0.51 2 1 0.01 1 0.01 1 1 -0.07 1 -0.14 1 2 -1.67 2 -1.78 2 1 2.65 3 5.62 2 2 -0.10 1 0.08 1 1 0.000 3 -0.000 1 2 -0.000 1 -0.003 2 2 1.94 2 1.99 2 1 0.29 1 0.35 1 2 0.51 2 0.51 2 1 0.01 1 0.01 1 2 1.40 2 0.00 1 1 0.02 1 -0.00 2 1 0.000 1 0.000 1 3 -0.122 3 -0.185 3 Nodes No I J Max lc Member Quarter Points 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 2 2- 3 3 3- 4 0.184 3 0.01 1 0.05 3 0.09 3 0.14 3 0.18 3 0.01 3 0.129 2 0.13 3 0.07 2 0.01 2 0.06 3 0.13 2 0.04 2 0.227 2 0.23 2 0.18 2 0.13 2 0.09 2 0.04 2 0.01 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J 'Tanta Ana, CA 92705 :BAR DEV 971 2 0 Job (,,SI Page Date 57 Units Option : US Standard RISC Code Checks : 9th Edition ASD =hear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 `rode Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 7.00 11.00 0.00 4 7.00 0.00 R R 0.00 1aterial Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 _0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) (in"4) BM W10X30 STL 8.84 170.000 1.20 COL W10X30 STL 8.84 170.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 7.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 BSI/FME, Inc., Structural Engineers Job 471 1921 E. Carnegie Avenue, #3J Page 3anta Ana, CA 92705 Date :BAR DEV 120 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 2 LL 1 3 S 1 qember Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 7.000 Iember Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 7.000 Jodal Loads, BLC 3: S Node Number Global X Global Y Moment (K) (K) (K-ft)---- 2 4.000 0.000 0.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E ?To. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL 2 DL+LL+S 3 DL+S Y -1 Y -1 Y -1 2 1 3 1 3 1 Y Y Y Y Y RISA-2D (R) Version 3.03 BSI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Janta Ana, CA 92705 IBAR DEV W2 0 Job la Page r r Date (5 ) a� Dynamic Analysis Data :lumber of modes (frequencies) 3asic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements • • • 3 None X only 32.20 ft/sec**2 Node 1 max min 2 max min 3 max min 4 max min Global X (in) ENVELOPE SOLUTION Reactions 0.00000 - 0.00000 0.42048 0.00000 0.41982 - 0.00000 0.00000 0.00000 LC 3 1 2 1 3 1 2 1 Global Y (in) LC 0.00000 3 - 0.00000 1 0.00306 3 - 0.00018 1 - 0.00018 1 -0.00345 2 - 0.00000 1 -0.00000 2 Rotation (rad) 0.00001 - 0.00436 - 0.00001 - 0.00084 0.00001 - 0.00081 - 0.00001 - 0.00437 LC 1 3 1 2 1 3 1 2 Node 1 max min 4 max min Global X (K) LC 0.00907 1 - 1.99200 - 3 -0.00907 1 - 2.01162 2 ENVELOPE SOLUTION Member Section Results Global Y (K) LC 0.50617 1 - 5.77955 3 6.86188 2 0.50617 1 Moment (K-ft)----LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 Nodes No I J 1 1- 2 Member Quarter Points I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- A 0.51 1 0.42 1 0.34 1 0.26 1 0.18 1 - 5.78 3 -5.86 3 -5.94 3 -6.03 3 -6.11 3 V 1.99 3 1.99 3 1.99 3 1.99 3 1.99 3 - 0.01 1 -0.01 1 -0.01 1 -0.01 1 -0.01 1 M 0.00 2 0.02 1 0.05 1 0.07 1 0.10 1 - 0.00 3 -5.48 3 -10.96 3 -16.43 3 -21.91 3 D 0.000 1 0.000 1 0.000 1 0.000 1 -0.000 1 0.000 1 -0.141 3 -0.268 3 -0.366 3 -0.420 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 :BAR DEV 120 Job J Page,0-1 Date 0 3 C, Nodes Member Quarter No I J I -End 1/4 1/2 (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in 2 2- 3 A 2.01 2 2.01 2 2.01 0.01 1 0.01 1 0.01 V 0.18 1 0.09 1 -0.00 -6.11 3 -6.20 3 -6.29 M 0.10 1 -0.13 1 -0.21 -21.91 3 -11.19 2 -0.30 D 0.000 1 -0.000 1 -0.000 0.000 1 -0.008 2 -0.004 3 3- 4 A 6.53 2 6.61 2 6.70 0.18 1 0.26 1 0.34 V 2.01 2 2.01 2 2.01 0.01 1 0.01 1 0.01 M 22.13 2 16.60 2 11.06 0.10 1 0.07 1 0.05 D 0.000 1 0.000 1 0.000 0.000 1 -0.054 3 -0.151 ENVELOPE SOLUTION AISC Code Checks Points 3/4 J-End )LC(K,Kft,in)LC(K,Kft,in)LC-- 2 2.01 2 2.01 2 1 0.01 1 0.01 1 1 -0.09 1 -0.18 1 2 -6.41 2 -6.53 2 1 10.86 3 22.13 2 2 -0.13 1 0.10 1 1 0.001 3 -0.000 1 2 -0.000 1 -0.007 2 2 6.78 2 6.86 2 1 0.42 1 0.51 1 2 2.01 2 2.01 2 1 0.01 1 0.01 1 2 5.53 2 0.00 3 1 0.02 1 -0.00 2 1 0.000 1 0.000 1 3 -0.278 3 -0.420 3 Nodes No I J Member Quarter Points Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 2 2- 3 3 3- 4 0.305 3 0.02 3 0.09 3 0.16 3 0.23 3 0.31 3 0.03 3 0.294 2 0.29 3 0.15 2 0.01 2 0.15 3 0.29 2 0.11 2 0.325 2 0.33 2 0.25 2 0.18 2 0.11 2 0.04 2 0.03 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 :BAR DEV W21 Job ?'. Page Date 0 J Units Option : US Standard ISC Code Checks : 9th Edition ASD shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No '1.S.I.F. : 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. (ft) (ft)(in,K/in)----(in,K/in)---(r,K-ft/r) (F)- 1 0.00 0.00 R R 0.00 2 0.00 11.00 STORY 1 0.00 3 10.00 11.00 0.00 4 10.00 0.00 R R 0.00 iaterial Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) (Ksi) (F) (K/ft3) (Ksi)---- STL 29000.00 0.30000 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (inA2) (in"4) BM W12X35 STL 10.30 285.000 1.20 20L W12X35 STL 10.30 285.000 1.20 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) ----(in) (ft) 1 1 - 2 COL 11.00 2 2 - 3 BM 10.00 3 3 - 4 COL 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm. Cb (ft) (ft) (ft) 1 1 - 2 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 :BAR DEV T21 Job 7.3 Page q� Date 4 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc - In Out Cm Cb (ft) (ft) (ft) 2 2 - 3 3 3 - 4 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 DL 1 1 2 LL 1 1 3 S 1 Member Point Loads,BLC 1: DL Memb I J No Node Node Direction Magnitude Location (K,K-ft,F) (ft) 2 2 - 3 Y -4.840 4.000 Member Distributed Loads,BLC 1: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 10.000 iember Point Loads,BLC 2: LL Memb I J No Node Node Direction Magnitude Location (K,K-ft,F) (ft) 2 2 - 3 Y -5.170 4.000 `[ember Distributed Loads,BLC 2: LL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 2 2 - 3 Y -0.020 -0.020 0.000 10.000 Modal Loads, BLC 3: S Node Number Global X Global Y Moment (K) (K) (K-ft)---- 2 7.100 0.000 0.000 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 IBAR DEV +121 Job Page Date 8 572 Load Combination Self Wt BLC BLC BLC BLC BLC No. Description Dir Fac Fac Fac Fac Fac Fac W E DYNA S V 1 DL 2 DL+LL+S 3 DL+S Dynamic Analysis Data Y -1 Y -1 Y -1 umber of modes (frequencies) Basic Load Case for masses BLC mass direction of action acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements 1 1 1 1 1 1 2 1 3 1 3 1 3 None X only 32.20 ft/sec**2 Y Y Y Y Y Node 1 max min 2 max min 3 max min 4 max min Global X (in) ENVELOPE SOLUTION Reactions 0.00000 - 0.00000 0.49565 0.00405 0.49396 0.00392 0.00000 0.00000 .LC 3 1 2 1 2 1 2 1 Global Y (in) 0.00000 - 0.00000 0.00196 -0.00149 - 0.00106 - 0.00547 - 0.00000 - 0.00000 LC 3 1 3 1 1 2 1 2 Rotation (rad) 0.00008 - 0.00486 - 0.00026 - 0.00172 0.00020 - 0.00099 - 0.00015 - 0.00522 LC 1 3 1 2 1 3 1 2 Node 1 max min 4 max min Global X (K) LC 0.32837 1 - 3.22488 3 - 0.32837 1 - 4.20894 2 Global Y (K) LC 3.56478 1 - 4.24522 3 12.57478 2 2.59678 1 Moment (K-ft)----LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 RISA-2D (R) Version 3.03 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J "Santa Ana, CA 92705 IBAR DEV r121 Job Page Date } 5 i 4 ENVELOPE SOLUTION Member Section Results Nodes Member Quarter Points No I J I -End 1/4 1/2 3/4 J-End (K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC(K,Kft,in)LC-- 1 1- 2 A 3.56 1 3.47 1 3.37 1 3.28 1 3.18 1 -4.25 3 -4.34 3 -4.44 3 -4.53 3 -4.63 3 ✓ 3.22 3 3.22 3 3.22 3 3.22 3 3.22 3 - 0.33 1 -0.33 1 -0.33 1 -0.33 1 -0.33 1 M 0.00 2 0.90 1 1.81 1 2.71 1 3.61 1 0.00 3 -8.87 3 -17.74 3 -26.61 3 -35.47 3 D 0.000 1 0.003 1 0.004 1 0.002 1 -0.004 1 0.000 1 -0.158 3 -0.302 3 -0.417 3 -0.495 2 2 2- 3 A 4.21 2 4.21 2 4.21 2 4.21 2 4.21 2 0.33 1 0.33 1 0.33 1 0.33 1 0.33 1 ✓ 3.18 1 3.04 1 -1.94 1 -2.07 1 -2.21 1 - 4.63 3 -4.77 3 -11.81 2 -12.00 2 -12.19 2 M 3.61 1 -4.16 1 -6.76 1 17.75 3 46.30 2 -35.47 3 -28.00 2 -13.71 2 -1.74 1 3.61 1 D 0.000 1 -0.008 1 -0.012 1 0.000 3 0.000 1 0.000 1 -0.032 2 -0.027 2 -0.007 1 -0.007 3 3 3- 4 A 12.19 2 12.29 2 12.38 2 12.48 2 12.57 2 2.21 1 2.31 1 2.40 1 2.50 1 2.60 1 ✓ 4.21 2 4.21 2 4.21 2 4.21 2 4.21 2 0.33 1 0.33 1 0.33 1 0.33 1 0.33 1 M 46.30 2 34.72 2 23.15 2 11.57 2 0.00 3 3.61 1 2.71 1 1.81 1 0.90 1 -0.00 2 D 0.000 1 0.004 1 0.004 1 0.001 1 -0.004 1 0.000 1 -0.063 3 -0.177 3 -0.325 3 -0.494 2 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc 1 1- 2 0.340 3 0.02 1 0.10 3 0.18 3 0.26 3 0.34 3 0.04 3 2 2- 3 0.443 2 0.34 3 0.28 2 0.14 2 0.18 3 0.44 2 0.17 2 3 3- 4 0.483 2 0.48 2 0.38 2 0.27 2 0.17 2 0.06 2 0.06 2 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. CS) Wall (s) @ BR4 L = Sheet Date 6-20-98 JN. 8572 23 = 23 ft. LOAD = ( 137 lbs / ft)( 22.0 ft / 2 + 0 ) = 1507.00 lbs. LOAD = ( 0 lbs/ft)( 16.0 ft / 2 + 0 ) = 0.00 tno> SHEAR = LOAD / L = 1507.00 Ibs / 23.0 ft. = 65.5 Ibs / ft U S E 10 w. 1/ " dia. x 10" A.B.'s 72 "o/c C13> Upl. L= 23 C14> PI. ht.= 10 G15> D.L. =(18*8/2+14*1*C14+12*0/2)*C13^2/2 56074 Ibs Uplift = (110*C14*C13-G15)/C13 = -1783 Ibs NO HOLDOWN 23 Wall (s) @ GUEST &BR4 L= 8+8 AB72 16 ft. LOAD = ( 137 Ibs / ft)( 22.0 ft / 2 + 0 ) = 1507.00 lbs. LOAD = ( 0 lbs/ft)( 30.0 ft/2 + 0) = 0.00 123> SHEAR = LOAD / L = 1507.00 lbs / 16.0 ft. = 94.2 lbs / ft U S E 10 w. '/ " dia. x 10" A.B.'s 72 "o/c C26> Upl. L= 8 C27> PI. ht.= 10 G28> D.L. = (18*2/2+14*1*C27+22*0/2)*C26^2/2 5056 lbs Uplift = (I23*C27*C26-G28)/C26 = 310 lbs NO HOLDOWN CDWall (s) @ FAM LOAD = ( 74 Ibs / ft)( 28.0 ft / 2 + 20/4 ) = 2* LOAD = ( 74 lbs/ft)( 28.0 ft / 2 + 0) = 136 > SHEAR = LOAD / L = 2442.0 lbs / 1.0 ft. = U S E S7(L2COL AS FOLLOWS USE W 12X22 , SEE CALC FOR WALL # 18 , SIMILAR AB72 L= 1 = 1 ft. 1406.00 lbs. 1036.00 lbs. 2442.0 Ibs / ft W 22 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 25 Wall (s) @ REAR FAMILY LOAD = ( 724*30/80 Ibs / ft)( 44.0 ft / 2 + 0) = LOAD = ( 74 lbs / ft)( 30.0 ft / 2 + 0 ) = 11o> SHEAR = LOAD / L = 7083.00 Ibs / 23.0 ft. = U S E m w. 1/2 " dia. x 10" A.B.'s 32 "o/c C13> UpI. L= 23 C14> PI. ht.= 10 G15> D.L. =(18*0/2+14*1*C14+12*0/2)*C13^2/2 37030 lbs Uplift = (I10*C14*C13-G15)/C13 = 1470 Ibs Use Simp. HD2A or HPAHD22 at each post. 26 Wall (s) @ REAR KIT, MEDIS Sheet 3.41 �j Date 6-20-98 J N. 8572 L = 23 = 23 ft. 5973.00 Ibs. 1110.00 308.0 Ibs / ft L= 7+12+3 AB32 = 22 ft. LOAD = ( 724*46/80 Ibs / ft)( 24.0 ft / 2 + 0 ) = 4995.60 lbs. LOAD = ( 0 Ibs/ft)( 30.0 ft/2+ 0 ) = 0.00 123> SHEAR = LOAD / L = 4995.60 Ibs / 22.0 ft. = 227.1 Ibs / ft U S E 10 w. '/ " dia. x 10" A.B.'s 40 "o/c C26> UpI. L= 3 C27> PI. ht.= 10 G28> D.L. = (18*6/2+14*1 *C27+22*0/2)*C26^2/2 873 lbs Uplift = (123*C27*C26-G28)/C26 = 1980 lbs • Use Simp. HD2A or HPAHD22 at each post. @ 3' PANEL ONLY AB40 EDWall (s) © GALLERY, MEDIA L= 15+11+7+10 = 43 ft. LOAD = ( 724*46/80 Ibs / ft)( 54.0 ft / 2 + 20/4 ) = 13321.60 lbs. LOAD = ( 0 Ibs / ft)( 28.0 ft / 2 + 0 ) = 0.00 lbs. 136> SHEAR = LOAD / L = 13321.6 lbs / 43.0 ft. = 309.8 lbs / ft U S E 11 w. 'h " dia. x 10" A.B.'s 32 "o/c C39> UpI. L= 7 c4o> PI. ht.= 10 G41> D.L. = (18*2/2+10*2*C40+22*1.33/2)*C39^2/ 5699 lbs Uplift = (136*C40*C39-G41)/C39 = 2284 Ibs Use Simp. HD2A or HPAHD22 at each post. AB32 W 25 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 28 Wall (s) @ RTE OF MECHANICAL L = W19 LOAD = ( 963 lbs/ft)( 2.0 ft/2 + 0) = FLR LOAD = ( 0.1833*20*2 lbs / ft)( 20.0 ft / 2 + 0 ) = Ho> SHEAR = LOAD / L = 1769.52 Ibs / 17.0 ft. = U S E WALL PER PLAN CMU shear: (1.5*110)/(7.63*12*1.33 = 1.28 < 17 U S E 8" CMU SOLID GROUTED 29 Wall (s) @ RTE OF GRG L= W12 LOAD = ( 1554 Ibs / ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*30*2 lbs./ft )( 14.0 ft / 2 + 0 ) = 123> SHEAR = LOAD / L = 2400.85 lbs / 25.0 ft. = U S E WALL PER PLAN CMU shear: (1.5*123)/(7.63*12*1.33 = 1.18 < 17 U S E 8" CMU SOLID GROUTED Sheet Date 6-20-98 JN. 8572 17 = 17 ft. 963.00 lbs. 806.52 104.1 Ibs / ft 25 = 25 ft. 1554.00 Ibs. 846.85 96.0 Ibs / ft CI Wall (s) @ RTE OF LNDRY & LEFT OF MECHANICAL L= 13 = 13 ft. W13 LOAD = ( 7478 Ibs / ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*60*2 lbs / ft)( 30.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 11107.3 Ibs / 13.0 ft. = U S E WALL PER PLAN CMU shear: (1.5*136)/(7.63*12*1.33 = 10.52 < 17 U S E 8" CMU SOLID GROUTED 7478.00 Ibs. 3629.34 lbs. 854.4 Ibs / ft W 28 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 31 Wall (s) @ LEFT OF LNDRY W14 LOAD = ( 9460 Ibs / ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*6 Ibs / ft)( 38.0 ft / 2 + 0 ) = i1o> SHEAR = LOAD / L = 14057.16 Ibs / 9.0 ft. = U S E WALL AS FOLLOWS L= CMU shear: (1.5*110)/(11.6*12*1.33 = 12.65 < 17 U S E 12" CMU SOLID GROUTED 32 Wall (s) @ LEFT OF TRASH AREA L= W15a LOAD = ( 6813/2 lbs/ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*5 Ibs / ft)( 44.0 ft / 2 + 0 ) = 123> SHEAR = LOAD / L = 7842.36 Ibs / 22.0 ft. = U S E WALL AS FOLLOWS CMU shear: (1.5*123)/(7.63*12*1.33 = 4.39 < 17 U S E 8" CMU SOLID GROUTED Sheet 7.71 Date 6-20-98 JN. 8572 9 = 9 ft. 9460.00 Ibs. 4597.16 1561.9 Ibs / ft 22 = 22 ft. 3406.50 lbs. 4435.86 356.5 Ibs / ft CI Wall (s) @ LEFT OF GRG UNDER NOOK AREA L= 5 = 5 ft. W15b LOAD = ( 6813/2 Ibs / ft)( 2.0 ft / 2 + 0 ) = 3406.50 lbs. FLR LOAD = ( 0.1833*22*3 Ibs / ft)( 22.0 ft / 2 + 0 ) = 1596.91 lbs. 136> SHEAR = LOAD / L = 5003.4 Ibs / 5.0 ft. = 1000.7 lbs / ft U S E WALL AS FOLLOWS CMU shear: (1.5*136)/(7.63*12*1.33 = 12.33 < 17 U S E 8" CMU SOLID GROUTED W 31 ESI/FME, inc. STRUCTURAL ENGINEERS IBAR DEV. Sheet 5D Date 6-20-98 JN. 8572 34 Wall (s) @ LEFT OF GRG L = 21 = 21 ft. LOAD = ( 0 lbs/ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*4 Ibs / ft)( 14.0 ft / 2 + 0 ) = ilo> SHEAR = LOAD / L = 1129.13 lbs / 21.0 ft. U S E WALL AS FOLLOWS CMU shear: (1.5*I10)/(7.63*12*1.33 = 0.66 < 17 U S E 8" CMU SOLID GROUTED 35 WaII (s) @ REAR OF GRG W26 LOAD = ( 4995 Ibs./ ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*5 lbs / ft)( 13.0 ft / 2 + 0 ) = 123> SHEAR = LOAD / L = 6305.60 lbs / 46.0 ft. _ U S E WALL AS FOLLOWS CMU shear: (1.5*123)/(7.63*12*1.33 = 1.69 < 17 U S E 8" CMU SOLID GROUTED CI Wall (s) @ FRONT OF LNDRY L= W27 LOAD = ( 13321 Ibs / ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*3 Ibs / ft)( 58.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 17531.0 Ibs / 20.0 ft. = U S E WALL AS FOLLOWS CMU shear: (1.5*136)/(7.63*12*1.33 = 10.80 < 17 U S E 8" CMU SOLID GROUTED 0.00 Ibs. 1129.13 53.8 Ibs / ft L= 46 = 46 ft. 4995.00 Ibs. 1310.60 137.1 Ibs / ft 20 = 20 ft. 13321.00 Ibs. 4210.03 Ibs. 876.6 Ibs / ft W 34 ESI/FME, Inc. STRUCTURAL ENGINEERS IBAR DEV. 37 Wall (s) @ SIDES OF GRG ENTRY W19+2 LOAD = ( 963+3959 Ibs / ft)( 2.0 ft / 2 + 0 ) = 4922.00 Ibs. FLR LOAD = ( 0.1833*22*5 Ibs / ft)( 45.0 ft / 2 + 0 ) = 4536.68 r1o> SHEAR = LOAD / L = 9458.68 Ibs / 33.0 ft. = 286.6 Ibs / ft Sheet S I Date 6-20-98 JN. 8572 U S E WALL AS FOLLOWS L= 21+12 CMU shear: (1.5*I10)/(7.63*12*1.33 = 3.53 < 17 U S E 8" CMU SOLID GROUTED 38 Wall (s) @ NOT USED W26 LOAD = ( 4995 Ibs / ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*5 Ibs / ft)( 13.0 ft / 2 + 0 ) = ira> SHEAR = LOAD / L = 6305.60 Ibs / 46.0 ft. = U S E WALL AS FOLLOWS CMU shear: (1.5*123)/(7.63*12*1.33 = 1.69 < 17 USE 8" CMU SOLID GROUTED 39 Wall (s) @ NOT USED W27 LOAD = ( 13321 Ibs./ ft)( 2.0 ft / 2 + 0 ) = FLR LOAD = ( 0.1833*22*3 Ibs / ft)( 58.0 ft / 2 + 0 ) = 136> SHEAR = LOAD / L = 17531.0 Ibs / 20.0 ft. = USE fM1l WALL AS FOLLOWS CMU shear: (1.5*I36)/(7.63*12*1.33 = 10.80 < 17 USE 8" CMU SOLID GROUTED 33 ft. L= 46 = 46 ft. 4995.00 lbs. 1310.60 137.1 Ibs / ft L= 20 = 20 ft. 13321.00 Ibs. 4210.03 Ibs. 876.6 Ibs / ft W 37 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/30/98 Sheet 1 Date ��liL 1 Q f gg JN. 8572 Page: CIRCULAR CONCRETE COLUMN DESIGN DESIGN DATA f'c = 3000 psi Fy = 60000 psi Seismic Zone : 0 Live & Short Term Loads Act Together Eff. Length Factor = 1.00 Column is Braced Total Reinf. Area ...% Steel Axial Dead Load Live Load Short Term Eccentricity COLUMN DATA Column Diameter = Height = Rebar CL To Face = Using Spirals Rebar: Actual Cage Diameter = • 2.40 in2 Radial Bar Spacing = • 3.06 % Min. Spiral As = APPLIED LOADS = 20.00 k = 20.00 k 0.00 k = 0.00 in Pu : Max. Factored Pn*Phi @ Design Ecc. Mc40elta:B*M2b + Delta:S*M2S Final Eccentricity Magnification Factor Design Eccentricity Po * .80 P : Balanced Ecc: Balanced SUMMARY Moments... @Top @Bottom Dead = 0.0 0.0 k-ft Live = 0.0 0.0 k-ft Short= 0.0 0.0 k-ft 10.00 in 10.00 ft 2.00 in Yes 4-#7 6.00 in 90.00 deg 2.51 % LOAD FACTORS USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 &9-2 ST = ... Seismic = ST * ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term UBC 2625(c)4 "1.4" Factor = UBC 2625(c)4 "0.9" Factor = 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 9-1 9-2 9-3 • 62.0 46.5 18.0 k = 168.0 170.3 177.8 k OK OK OK 4.6 3.5 1.3 k-ft = 0.90 0.90 0.90 in • 1.394 1.269 1.127 • 1.25 1.14 1.01 in • 287.4 287.4 287.4 k • 22.51 62.19 62.19 k • 17.94 6.34 6.34 in Actual kLu/r Beta SLENDERNESS CHECK • 48.00 Elastic Modulus ▪ 0.85 Neutral Axis Dist Phi Limit kLu/r Beta = M:sustained/M:max Cm El = Max[(.2*Ec*Ig+Es*Is)/(1 Pc : Piz * El / (kLu)z Alpha: MaxPu/(Phi * Pc) Delta:b=Cm/(1-Alpha) Delta:b * M2b Delta:s * M2s Ecc: Ecc Lds+Moments Design Ecc = Ecc*Delta = 3122 ksi 9-1 9-2 9-3 = 8.19 in 8.38 in 8.69 in = 0.75 0.75 0.75 = 34.00 34.00 34.00 = 0.452 0.452 1.000 = 1.00 1.00 1.00 +Beta)-or-.4Eclg/(1 +Beta)J/1000000 = 427 427 310 = 292.60 292.60 212.37 = 0.283 0.212 0.113 = 1.394 1.269 1.127 = 0.0 k-ft 0.0 k-ft 0.0 k-ft = 0.0 k-ft 0.0 k-ft 0.0 k-ft = 0.900 in 0.900 in 0.900 in = 1.254 in 1.142 in 1.015 in V4.4C1 (c) 1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/30/98 Page: CIRCULAR CONCRETE COLUMN DESIGN DESIGN DATA f'c = 3000 psi Fy = 60000 psi Seismic Zone : 0 Live & Short Term Loads Act Together Eff. Length Factor = 1.00 Column is Braced Total Reinf. Area ...% Steel 2.40 in2 = 2.12 % Axial Dead Load Live Load Short Term Eccentricity Pu : Max. Factored Pn*Phi @ Design Ecc. Mc Delta:B*M2b + Delta:S*M2S Final Eccentricity Magnification Factor Design Eccentricity Po * .80 P : Balanced Ecc: Balanced 40.00 k 40.00 k 0.00 k 0.00 in SUMMARY COLUMN DATA Column Diameter = Height = Rebar CL To Face = Using Spirals Rebar: Actual Cage Diameter = Radial Bar Spacing = Min. Spiral As = APPLIED LOADS Moments... @Top @Bottom Dead = 0.0 0.0 k-ft Live = 0.0 0.0 k-ft Short= 0.0 0.0 k-ft 12.00 in 10.00 ft 2.00 in Yes 4-#7 8.00 in 90.00 deg 1.86 % LOAD FACTORS USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .. Seismic = ST * ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 "1.4" Factor = UBC 2625(c)4 "0.9" Factor = 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 9-1 9-2 9-3 = 124.0 93.0 36.0 k • 226.1 231.9 239.9 k OK OK OK • 9.9 7.4 2.9 k-ft = 0.96 0.96 0.96 in 1.380 1.260 1.124 = 1.33 1.21 1.08 in • 362.3 362.3 362.3 k = 110.26 110.26 110.26 k = 5.71 5.71 5.71 in Actual kLu/r Beta SLENDERNESS CHECK = 40.00 Elastic Modulus = Neutral Axis Dist Phi Limit kLu/r Beta = M:sustained/M:max Cm El = Max[(.2*Ec*Ig+Es*Isy(1 Pc : Pi,* El / (kLu)z Alpha: MaxPu / (Phi * Pc) Delta:b=Cm/(1-Alpha) Delta:b * M2b Delta:s * M2s Ecc: Ecc Lds+Moments Design Ecc = Ecc*Delta 0.85 9-1 • 10.33 in • 0.75 • 34.00 = 0.452 = 1.00 +Beta)-or-.4Eclg/(1 • 876 = 600.17 • 0.275 = 1.380 • 0.0 k-ft = 0.0 k-ft • 0.960 in • 1.325 in 9-2 10.56 in 0.75 34.00 0.452 1.00 +Beta)]/1000000 876 600.17 0.207 1.260 0.0 k-ft 0.0 k-ft 0.960 in 1.210 in 3122 ksi 9-3 10.90 in 0.75 34.00 1.000 1.00 636 435.61 0.110 1.124 0.0 k-ft 0.0 k-ft 0.960 in 1.079 in V4.4C1 (c)1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 ESI/FME, Inc. STRUCTURAL ENGINEERS Date: 06/30/98 Page: CIRCULAR CONCRETE COLUMN DESIGN DESIGN DATA f'c = 3000 psi Fy = 60000 psi Seismic Zone 0 Live & Short Term Loads Act Together Eff. Length Factor = 1.00 Column is Braced Total Reinf. Area ...% Steel = 2.40 in2 • 2.12 % Axial Dead Load Live Load Short Term Eccentricity = 40.00 k = 40.00 k = 0.00 k • 0.00 in Pu : Max. Factored Pn*Phi @ Design Ecc. Mclelta:B*M2b + Delta:S*M2S Final Eccentricity Magnification Factor Design Eccentricity Po * .80 P : Balanced Ecc: Balanced SUMMARY COLUMN DATA Column Diameter = Height = Rebar CL To Face = Using Spirals Rebar: Actual Cage Diameter = Radial Bar Spacing = Min. Spiral As = APPLIED LOADS Moments... @Top @Bottom Dead = 0.0 0.0 k-ft Live = 0.0 0.0 k-ft Short= 0.0 0.0 k-ft 12.00 in 10.00 ft 2.00 in Yes 4-#7 8.00 in 90.00 deg 1.86 % LOAD FACTORS USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .... Seismic = ST ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 2625(c)4 "1.4" Factor = UBC 2625(c)4 "0.9" Factor = 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 9-1 9-2 9-3 • 124.0 93.0 36.0 k = 226.1 231.9 239.9 k OK OK OK • 9.9 7.4 2.9 k-ft • 0.96 0.96 0.96 in • 1.380 1.260 1.124 • 1.33 1.21 1.08 in • 362.3 362.3 362.3 k = 110.26 110.26 110.26 k • 5.71 5.71 5.71 in Actual kLu/r Beta SLENDERNESS CHECK Neutral Axis Dist Phi Limit kLu/r Beta = M:sustained/M:max Cm El = Max[(.2*Ec*Ig+Es*Is)/(1 Pc : Piz * El / (kLu)z Alpha: MaxPu / (Phi * Pc) Delta:b=Cm/(1-Alpha) Delta:b * M2b Delta:s * M2s Ecc: Ecc Lds+Moments Design Ecc = Ecc*Delta 40.00 Elastic Modulus = 0.85 9-1 9-2 = 10.33 in 10.56 in • 0.75 0.75 • 34.00 34.00 = 0.452 0.452 = 1.00 1.00 +Beta)-or-.4Edg/(1 +Beta)]/1000000 = 876 876 = 600.17 600.17 • 0.275 0.207 • 1.380 1.260 = 0.0 k-ft 0.0 k-ft = 0.0 k-ft 0.0 k-ft = 0.960 in 0.960 in • 1.325 in 1.210 in 3122 ksi 9-3 10.90 in 0.75 34.00 1.000 1.00 636 435.61 0.110 1.124 0.0 k-ft 0.0 k-ft 0.960 in 1.079 in V4.4C1 (c)1983-96 ENERCALC ESI / FME Structural Engineers, In, kw0601567 IBAR ESI/FME, Inc. STRUCTURAL ENGINEERS FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE (Per UBC Table No. 29-B) By : Job No. 1. Continuous Footing Design: Roof : ( 38 ) ( +12/2 ) = 228 pif Wall : ( 14 ) ( 8 ) = 112 Floor : ( 52) ( 0 ) = 0 Deck : ( 72) ( 0 ) = 0 340 pif Width Required = ( 340 ) / ( 2000 - Sheet Dai-98 j572 2000 psf 50) = 0.17 ft. USE 12 in. wide x 24 in. deep cont. ftg. 1-Story w/1y-#4T/BCont. USE 15 in. wide x 24 in. deep cont. ftg. 2-Story w/',- #4 T / B Cont. 2. Point Loaded Footing : Pmax =S.B.P.*S*W/144 Pmax ( 1-Story) = 10667 lbs. Pmax (2-Story) = 13333.33 Ibs. 4 x post ( minimum ) SLAB CONT. FTG:' N 45-deg. 12-Bearing Area ol Pad# 1 : P = R ( B38 ) = 3842 Ibs Area = 3842 ) / ( 2000 - 100 ) = 2.022105 sq. ft., hence, L 1.422007 ft. ( minimum ) * Use pad 24 " square x 24 " deep IBAR ESI/FME, Inc. STRUCTURAL ENGINEERS FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 3. Pads needed : (cont'd ) Pad# 2: P = R(40L )= 11490 LBS Area = 6.05 sq. ft., 2000 - hence, L * Use pad 30 " square x 24 " deep. Sheet Date 7-7-98 8572 JN. 2000 psf 100 ) 2.46 ft. ( minimum ) Pad # 3 : P = R (40+83 ) = 8490+5170 LBS Area = ( 13660 ) / ( 2000 - 100 ) 7.19 sq. ft., hence, L 2.68 ft. ( minimum ) * Use pad 36 " square x 24 " deep. Pad # 4 : P = R (42+83 ) = 7570+5170 LBS Area = ( 12740 ) / ( 2000 - 100 ) 6.71 sq. ft., hence, L 2.59 ft. ( minimum ) * Use pad 36 " square x 24 " deep. Pad # s : P = R (51 L ) = 7530 LBS Area = ( 7530 ) / ( 2000 - 100 ) 3.96 sq. ft., hence, L 1.99 ft. ( minimum ) * Use pad 24 " square x 24 " deep or min. 12" wide x 24" deep cont. footing with (1) #4 T/B. Pad# 6: P= R(54R )_ Area = ( 9060 LBS 9060 )/( 2000 - 4.77 sq. ft., hence, L 100 ) 2.18 ft. ( minimum ) * Use pad 30 " square x 24 " deep or min. 12" wide x 24" deep cont. footing with (1) #4 T/B. Pad# 7: P= R(55L )_ Area = ( 30590 LBS 30590 ) / ( 2000 - 16.10 sq. ft., hence, L * Use pad 54 " square x 24 " deep. P1 100 ) 4.01 ft. ( minimum ) IBAR ESI/FME, Inc. STRUCTURAL ENGINEERS FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE= 3. Pads needed : (cont'd ) Pad# 8: P= R(74L+ Area _ ( Sheet S1 Date 7-7-98 JN. 8572 2000 psf ) = 74580+454 LBS . - 79128- ) / ( 2000-- - 100 ) 41.65 sq. ft., hence, L 6.45 ft. ( minimum ) * Use pad 77 " square x 24 " deep. Pad# 9: P= R(77R+ Area = ( = 43520+300 LBS 43820 ) / ( 2000 - 100 ) 23.06 sq. ft., hence, L 4.80 ft. ( minimum ) * Use pad 58 " square x 24 " deep. Pad # io : P = R ( 78+79+44+48 ) _ Area = ( 51000 LBS 51000 ) / ( 2000 - 26.84 sq. ft., hence, L * Use pad 62 " square x 24 " deep. Pad# 11 : P= R(NA Area = ( 100 ) 5.18 ft. ( minimum ) ) = 7530 LBS 7530 ) / ( 2000 - 100 ) 3.96 sq. ft., hence, L 1.99 ft. ( minimum ) * Use pad 24 " square x 24 " deep or min. 12" wide x 24" deep cont. footing with (1) #4 T/B. Pad# 12:P= R(NA Area = ( = 9060 LBS 9060 ) / ( 2000 - 100 ) 4.77 sq. ft., hence, L 2.18 ft. ( minimum ) * Use pad 30 " square x 24 " deep or min. 12" wide x 24" deep cont. footing with (1) #4 T/B. Pad# 13:P= R(NA Area = ( = 30590 LBS 30590 ) / ( 2000 - 100 ) = 16.10 sq. ft., hence, L 4.01 ft. ( minimum ) * Use pad 54 " square x 24 " deep. P2 ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN OF CONCRETE SLABS for Expansion Index = 20 or larger : Sheet Date / 0 JN. 8572 Reference: 1994 U.B.C., Chapter 18, Section 1815 Plasticity Index, P.I. = 7.8 (from soils's report) 1. Figure 18.111.4: 5. Figure 18.111.5: Cw = 15 (L 25 ft.) k = 0.82 2. Figure 18.111.8: 1 -C = 0.00 6. Figure 18.111.1: Asfy= 2600 3. Figure 18.111.7: Maximum Spacing of Bms = 25 feet 7 f y = 36 ksi As = 0.07 in2/ft. 4. Figure 18.111.6: Lc= Oft. SLAB DESIGN: Note: Max. bar spacing = 18" o.c., min. slab thickness = 4" (Sec. 1815.7) For # 4 bars, max. spacing = 18 " o.c. (18" max.) USE 4 " THICK SLAB W/ # 4 BARS @ 18 " O.C. E/W (As= 0.13 in2) DESIGN OF GRADE BEAM : Data: w = 200 psf k = 0.82 L' = 25 ft. Ic= 0 ft. Lc= k lc = 0 ft. b = 12 inches F = b d2 / 12000 = 0.44 h = 24 inches M = 1.55*w L'(Lc )2 / 2 0 k-ft d= 21 inches K= M/ F 0 p 0.0018 (see ACI Flexure Table 2.2, fc=3,000psi) As = p b d 0.45 in2 (fy 60,000 psi) USE 2 - # 5 BARS TOP & BOTTOM (As= 0.61 in2) • • • • b d SLAB ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN OF CONCRETE SLABS for Expansion Index = 20 or larger : Reference: 1994 U.B.C., Chapter 18, Section 1815 Plasticity Index, P.I. = 7.8 (from soils's report) 1. Figure 18.111.4: 5. Figure 18.111.5: Cw = 15 (L 25 ft.) k = 0.82 2. Figure 18.111.8:. 1 -C = 0.00 6. Figure 18.111.1: As fy = 2600 3. Figure 18.111.7: Maximum Spacing of Bms = 25 feet 7 f y = 36 ksi As = 0.07 in2/ft. 4. Figure 18.111.6: Lc= 0 ft. SLAB DESIGN: Note: Max. bar spacing = 18" o.c., min. slab thickness = 4" (Sec. 1815.7) For # 4 bars, max. spacing = 18 " o.c. (18" max.) USE 4 " THICK SLAB W/ # 4 BARS @ 18 " O.C. E/W (As= 0.13 in2) DESIGN OF GRADE BEAM : Data: w= k= L' = Ic = Lc = k Ic = 300 psf b = 15 inches F = b d2 / 12000 = 0.55 0.82 h = 24 inches M = 1.55*w L'(Lc )2 / 2 0 k-ft 25 ft. d = 21 inches K = M / F = 0 0 ft. 0 ft. p 0.0018 (see ACI Flexure Table 2.2, fc=3,000psi) As = p b d 0.57 in2 (fy 60,000 psi) USE 2 - # 5 BARS TOP & BOTTOM (As= 0.61 in2) • • h • —• b SLAB2