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Home My WebLink AboutSTRUCTURAL CALCULATIONS - 407 W 1st N - Homestead Bldg 3 - Addition Structural Calculations for Homestead Assisted Living Building 3 Addition Rexburg Idaho Scope of Work: Foundations and Pedestal Framing Project - Number June, 2017 Homestead 3 - Page 1 of 18 06/24/2017 TBSE 1 of 1 Homestead 3 Notes Design notes/comments to help understand the design philosophy and steps: 2017 06 24 1. Footing and foundation package sent in before entire building was designed. Therefore, included in that package was enough of the lateral calculations to understand the overturning effect of the lateral system along with enough of the vertical loads to properly size the footings. Hold downs were required at the interior wall ends. The 2 interior bearing wall lines were increased in size (from just the gravity) to incorporate the uplift forces. Top and bottom steel is in these footings. The exterior footings have the frost wall to spread overturning forces out and to have positive and negative moment strength. 2. Allowable bearing pressure of 1500 psf was used as there is no soil's report specifically for this addition. A previous soils report indicated bearing upto 2500 psf could be obtained with soil removal/structural fill replacement, but with the light loads and residential like construction, the lower bearing pressure was used. 3. Complete calculations will be provided with the entire package submittal. 4. Bolting for walls - Interior walls will use titen HD anchors after casting of floor. Exterior walls are intended to have bolts cast (although we all an option for the contractor to use titen HD anchors there also). 5. Two types of interior footings were used: 1) is cast intergal to the slab, or thickened slab footing. These are along the non-bearing shear wall lines, 2) is a 2 pour footing. The footing is cast lower than the slab seperately, then the slab is cast over the top. This allows better quality assurance for this footing has positive and negative bending and is the bearing of most of the roof. DLB 6/24/2017 Homestead 3 Notes.xmcd Homestead 3 - Page 2 of 18 TBSE Inc. TBSE Inc. STRUCTURAL ENGINEERS 233 North 1250 West, #201 PROJECT:Homestead 3 Centerville, Utah 84014 Our Job #: Phone 801-298-8795 Engineer:DLB Fax 801-298-1132 Date:6/24/2017 Arch: DESIGN CRITERIA USED International Building Code Used 2012 Risk Category = III Dead Loads: Roof 25 psf Floor -psf Live Loads: Roof 20 psf Snow Drift included where required 1st Floor Corridor/Lobby -psf Reducible Live Load Rooms - Snow Loads Ground 50 psf Roof 38.5 psf Ce 1.00 Is 1.10 Ct 1.00 Wind: Wind Exposure =B Ultimate Wind Speed =120 mph Pressure used =Various psf Internal Pressure Coef. =0.18 + or - Component and Cladding =Various psf at corners Seismic Force Resisting System:Light frame walls with wood structural panels Vertical Irregularities Plan Irregularities None 2 Seismic Design Procedure Equivalent Seismic Response Coef. Cs 0.08 g Portion of Snow Included 0 % Soil Site Class D Seismic Design Category C R =6.5 Omega =3 Cd =4 Ie =1.25 Ss =0.44 S1 =0.16 SDs =0.43 SD1 =0.23 Geotechnical: Allowable Soil Pressure 1500 psf (Max.) 1500 psf (Min.) Active Lateral Earth Pressure NA pcf At Rest NA pcf Passive NA pcf Friction Coefficient - Soil Weight 120 pcf Frost Depth 36 inches Min. Use 42 MATERIAL AND STRENGTH REQUIREMENTS Concrete: Design Weight 150 pcf Columns 4000 psi Footings 4500 psi Elevated Decks 4000 psi Foundation Walls 4500 psi Beams -psi Slabs on Grade 4000 Interior 4000 psi Exterior 4500 psi w/ 6% Air +/- 1% Masonry:f'm =1500 psi Mortar Type:S Is Special Inspection Required? =No Steel: Beams 50 ksi Columns: PL's NA ksi Pipe ksi Ledger Bolts NA Tube 46 ksi Foundation Bolts 55 Rolled Sections 50 ksi Steel to Steel Bolts 60 Reinf Steel: Concrete & Masonry Construction -ksi Wood: Joist or Post Species NA Grade No.2 or Better Glu-Lam's:Fb =NA psi E =NA psi LVL's:Fb =NA psi E =NA psi PSL's:Fb =NA psi E =NA psi APA Rated Roof Sheathing: Panel Index NA NA " thickness or equivalent APA Rated Floor Sheathing: Panel Index NA NA " thickness or equivalent APA Rated Wall Sheathing: Panel Index NA NA " thickness or equivalent SDC 6/24/2017 Homestead 3 - Page 3 of 18 Homestead 3 - Page 4 of 18 TBSE 1 of 4 Input IBC 2012 Updated: 2013 08 27 OccCat IE IS IW Ss S1 SC R Ω Cd Inp1                             Project: Homestead 3 ID: ASCE 7-10 Occupancy Category 3 Seismic Use Group II Importance Factors suggestion IE 1.25 1.25 IS 1.10 1.1 IW 1.00 1 Seismic SS 0.44 g S1 0.156 g Site Class D D 4 5 R 6.5 6.5 W 3.0 3 Cd 4.0 4 Ht 10 ft CT 0.02 0.02 gen., 0.03 EBF, 0.028 SMRF, 0.016 Conc MRF x 0.75 0.75 gen., 0.8 SMRF, 0.9 Conc MRF rho 1 Regular Bldg Y "Y"es or "N"o TL 6 (8 Wasatch Front, 6 UT) See Fig 22-12 := Ht Inp10 ft:=CT Inp11:=xperiod Inp12:=ρ Inp13:=REG Inp14:=TL Inp15:= OccCat 3=IE 1.25=IS 1.1=IW 1=TL 6= DLB 6/24/2017 Input IBC2012 Homestead 3.xmcd Homestead 3 - Page 5 of 18 TBSE 2 of 4 Map Ss (0.2 second)Ss 0.44= Map S1 (1 second)S1 0.156= Site Class SC "D"= Seismic Use Group SUG if OccCat 1=1, OccCat 1-, ( ):=SUG 2= R (Table 1617.6)R 6.5= TabFa 0.8 1.0 1.2 1.6 2.5 0.8 1.0 1.2 1.4 1.7 0.8 1.0 1.1 1.2 1.2 0.8 1.0 1.0 1.1 0.9 0.8 1.0 1.0 1.0 0.9           :=W (Table 1617.6)Ω 3= Cd (Table 1617.6)Cd 4= Building Height Ht 10ft= Period Coefficient CT 0.02= Period "x" factor xperiod 0.75= TabFv 0.8 1.0 1.7 2.4 3.5 0.8 1.0 1.6 2.0 3.2 0.8 1.0 1.5 1.8 2.8 0.8 1.0 1.4 1.6 2.4 0.8 1.0 1.3 1.5 2.4           :=Redundancy ρ 1= Regular 5 stories or less REG "Y"= Find interpolated table values for Fa and Fv r if SC "A"=0, if SC "B"=1, if SC "C"=2, if SC "D"=3, if SC "E"=4, 999, ( ), ( ), (), (), ():=r 3= ac1 ceil Ss .25 1- :=ac1 1=ac2 floor Ss .25 1- :=ac2 0=ac2 if ac2 4>4, if ac2 0<0, ac2, ( ), ( ):= ac1 if ac1 4>4, ac1, ( ):=ac1 1=a_int Ss .25 ac1-:=a_int 0.76= vc1 ceil S1 .1 1- :=vc1 1=vc2 floor S1 .1 1- :=vc2 0=vc2 if vc2 4>4, if vc2 0<0, vc2, ( ), ():= vc1 if vc1 4>4, vc1, ( ):=vc1 1=v_int S1 .1 vc1-:=v_int 0.56= Fa1 TabFar ac1, :=Fa1 1.40=Fa2 TabFar ac2, :=Fa2 1.60=Fa Fa2 Fa2 Fa1-( ) a_int-:= Fv1 TabFvr vc1, :=Fv1 2.00=Fv2 TabFvr vc2, :=Fv2 2.40=Fv Fv2 Fv2 Fv1-( ) v_int-:= T CT Ht ft 1-( ) xperiod :=(12.8.2.1)T 0.112=Fa 1.45=Fv 2.18= SMS Fa Ss:=(11.4-1)SMS 0.637= SM1 Fv S1:=(11.4-2)SM1 0.339= SDS 2 3 SMS:=(11.4-3)SDS 0.425= SD1 2 3 SM1:=(11.4-4)SD1 0.226= DLB 6/24/2017 Input IBC2012 Homestead 3.xmcd Homestead 3 - Page 6 of 18 TBSE 3 of 4 Cs SDS R IE :=(12.8-2) Calculated Cs 0.082= Csmax1 SD1 R IE T :=(12.8-3) Maximum Csmax1 0.387= Csmax2 SD1 TL R IE T2 :=(12.8-4) Maximum Csmax2 20.643= Csmax if T TL>Csmax2, Csmax1, ( ) :=Csmax 0.387= Csmin 0.01:=(12.8-5) Minimum Csmin 0.010= Csmin2 0.5 S1 R IE :=(12.8-6) when in E or F Csmin2 0.015= E if Csmax Cs<Csmax, if Csmin Cs>Csmin, Cs, ( ), ():= E if SC "E"=if Cs Csmin2<Csmin2, E, ( ), if SC "F"=if Cs Csmin2<Csmin2, E, ( ), E, (), ():=(12.8.1.1) E (Chose appropiate Cs)E 0.082=E 1.4 0.058= Vertical Component (Mainly LRFD Methods) Evert if SDS 0.125£0, 0.2 SDS, ( ):=(12.14.3.1.2)Evert 0.085= Calculate the Seismic Design Category (TABLES 11.6-1 & 11.6-2) i_SDS ceil SDS 6( ):=SDS 0.425=i_SDS 3= i_SD1 ceil SD1 15( ):=SD1 0.226=i_SD1 4= i if i_SDS i_SD1>i_SDS, i_SD1, ( ):=i 4= SDtab1 "A" "B" "C" "D"         :=SDtab2 "A" "C" "D" "D"         :=i if i 4>3, i 1-, ( ):=i 3= SDC if SUG 3=SDtab2i, SDtab1i, ( ) := SDC if S1 0.75>if SUG 3="F", "E", ( ), SDC, ( ):=SDC "D"= SDCSDSonly SDtab1i_SDS 1-:=SDCSDSonly "C"= DLB 6/24/2017 Input IBC2012 Homestead 3.xmcd Homestead 3 - Page 7 of 18 TBSE 4 of 4 Diaphragm Force Fp_diaphragm_min 0.2 SDS ρ IE 1.4‚:=(12.10.1.1)Fp_diaphragm_min 0.076= Fp_diaphragm_max 0.4 SDS ρ IE 1.4‚:=(12.10.1.1)Fp_diaphragm_max 0.152= Collector Elements Collector_Factor Ω:=(12.10.2.1)Collector_Factor 3= (Category C-F) Structural Walls and their anchorage Fp_wall max 0.4 SDS IE 0.1, ( ) 1.4‚:=(12.11.1)Fp_wall 0.152= Concrete or masonry walls have a minimum of 200 plf (working stress) spaced 4' or closer w/o designing resistance between anchors. Anchorage of Conc. or Mas. Walls to Flexible Diaphragms Fp_wall_conc_and_mas 0.8 SDS IE 1.4‚:=(9.5.2.6.1.1)Fp_wall_conc_and_mas 0.303= (Category C-F) Building Drift DLB 6/24/2017 Input IBC2012 Homestead 3.xmcd Homestead 3 - Page 8 of 18 TBSE Simplified Wind Design Wind Design Loads for the Main Wind Force Resisting System IBC 2012 (section 1609) / ASCE 7-10 Section 28.5 & 30.5 ASD Note: Check ASCE 7-10 sections 28.5 & 38.5 for limitations Simplified Method OK Eave Ht 9 Eave Height =9.0 ft Wall L 150 Mean Roof Height =20.0 ft Least horizontal Dimension =69.0 ft Ultamate Wind Speed =120 mph : 3 second gust speed Mean Roof Ht 20 ridge Exposure =B Wall L 69 Hurricanine Prone Region ?N Roof Angle =30.0 degrees max = 45 degrees Kzt = 1 per section 26.8 ASCE 7-10 ASD or LRFD Load Factor =0.6 (0.6 or 1.0) l =1 1 Lesser of No Less than Edge Strip (a) = 3.6 6.9 3.6 2.76 3 End Zone (2a) = 7.2 Avg L Avg Up A B C D E F G H EOH GOH A & C A & C Load Case 1 15.4 10.6 12.2 8.4 1.2 -9.4 0.4 -8.0 -5.4 -6.2 12.6 12.4 Load Case 2 15.4 10.6 12.2 8.4 5.9 -4.6 5.2 -3.3 -5.4 -6.2 Overhang Adjusted Main Windforce-Restisting System Loads (psf) Load Direction Horizontal Loads Vertical Loads End Zone Interior End Zone Interior Zone LJB 6/24/2017 Homestead 3 - Page 9 of 18 TBSE Simplified Wind Design Zone Area 1 10 14.2 -15.5 20 13.8 -14.8 50 13.3 -13.7 100 12.9 -12.9 2 10 14.2 -18.2 20 13.8 -17.4 50 13.3 16.3 100 12.9 -15.5 3 10 14.2 -18.2 20 13.8 -17.4 50 13.3 -16.3 100 12.9 -15.5 4 10 15.5 -16.9 20 14.8 -16.1 50 13.9 -15.2 100 13.2 -14.5 500 11.6 -12.9 5 10 15.5 -20.8 20 14.8 -19.4 50 13.9 -17.6 100 13.2 -16.1 500 11.6 -12.9 Roof Overhangs 2 10 -24.2 20 -23.5 50 -22.5 100 -21.8 3 10 -24.2 20 -23.5 50 -22.5 100 -21.8 Pressure LJB 6/24/2017 Homestead 3 - Page 10 of 18 TBSE 1 of 2 HOMESTEAD 3 Lateral WindPressure 21psf:=Full W, not 0.6W Cs 0.082:= RDL 25psf:= L 147ft:= W 69ft:= WallDL 20psf:= Wallht 9ft:= Wt L W RDL 2 L W+( )Wallht WallDL+331.34 kips=:= E Cs Wt 27.17 kips=:=0.7 E 19.02 kips= W1 WindPressure 145ft 9 2 ft 24ft+ 86.78 kips=:=0.6 W1 52.07 kips= W2 WindPressure 69ft 9 2 ft 24 2 ft+ 23.91 kips=:=0.6 W2 14.35 kips= DLB 6/24/2017 Lateral - Homestead 3.xmcd Homestead 3 - Page 11 of 18 TBSE 2 of 2 Wind controls Up Down (in orientation shown on previous page) and EQ controls Left-Right Use the interior wall in the Up Down direction Wall1 0.6 W1 22.5 6.5+( )ft 2 147ft 5.14 kips=:= Wall3 0.6 W1 22.5 6.5+15.75+( )ft 2 147ft 7.93 kips=:= Wall3.5 0.6 W1 15.75 31.5+( )ft 2 147ft 8.37 kips=:= Wall4.5 0.6 W1 31.5 31.5+( )ft 2 147 ft 11.16 kips=:= Wall5.5 0.6 W1 31.5 31.5+( )ft 2 147 ft 11.16 kips=:= Wall6 0.6 W1 15.75 23.5+( )ft 2 147ft 6.95 kips=:=22.5 6.5+15.75+31.5+31.5+15.75+23.5+147.00= Wall7 0.6 W1 0 23.5+( )ft 2 147 ft 4.16 kips=:= WallA 0.7 E 2 9.51 kips=:= Check worst wall: That appears to be grid 4: V Wall4.5 11.16 kips=:=WallL 25 15.9+( )ft 40.90ft=:=V WallL 272.81 plf=:= Wallht 9 23 8 2 12 + ft 16.67ft=:=OTF Wallht 0.6 15psf 23 2 ft Wallht-2.82 kip=:= ftg_t 6 12+( )in 18.00 in=:=req_size OTF ftg_t 150 pcf 3.54ft=:= Use 4' square footing with HDU2 Hold down. Wall shear along Grid A was designed using Enercalc. Strap above and below openings to allow aspect ratios No Hold Downs are required 0.7 E 141ft 4 7 5.33+3 3+( )ft-[ ]2 104.86 plf=:= DLB 6/24/2017 Lateral - Homestead 3.xmcd Homestead 3 - Page 12 of 18 Homestead 3 - Page 13 of 18 Homestead 3 - Page 14 of 18 Homestead 3 - Page 15 of 18 Homestead 3 - Page 16 of 18 Homestead 3 - Page 17 of 18 Homestead 3 - Page 18 of 18