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Specifications RECEIVED MAY 2 6 2015 STRUCTURAL CALCULATIONS CITY OF TIGARD BUILDING DIVISION for Cooper Design Builders for Turley Residence Remodel 7458 SW Ashford Street Tigard, OR 97224 Project No. 1515 May 7, 2015 Table of Contents Sheet Roof Plan P-1 Partial Main Floor Plan P-2 Design Criteria 1 New Structure 2 Foundation Design `p � _. .._..— Lateral Analysis 3 __ C Shear Wall Analysis \C'JLN -�4— Lateral Design SPECIAL INS$EC:TION REQUIRED Calculation Printouts 563 z L n n State of @r $tructural Specialty Code CITY OF TIGARD 1 ORBGON f/❑ e and Reinforcing Steel \ rGi y 9,se O REVIEWED FOR CODE MP 4 01/ Botts Installed in Concrete C CO UANCB qqka J. Approved: I - ❑ Special Moment-Resisting Concrete Frame OTC: ( 6/30/2016 ❑ Reinforcing Steel&Prestressing Steel Tendons Permit #: ttle5T 2015-CO:D7n'j ❑ Structural Welding Address: -721\. . 610.) ASH Y !� i i tc ❑ High-Strenght Bolting #: 1 ❑ Structural Masonry Date: �j ��j Reinforced Gypsum Concrete - . ❑ Y OFFICE COPY ❑ Insulating Concrete Fill ❑ Spray Applied Fire-Resistive Materials ❑ Pilings,Drilled Piers and Caissons Willamette Building Solutions ❑ Shotcrete 7310 SW Florence Lane Portland,OR 97223 ❑ Special Grading,Excavation and Filling phone 503.246.2960 ❑ Smoke-Control Systems ❑ Other Inspections • • • 1 I - • mew,._. ym:w. .........- t..4 mirk-&aliFrrFC..ae.+`� � 0 A"- -7>kfx^"` �r , III A o OVEN -----J </ \ 0 KITCHEN r- I 00 A 00 t _ NOOK FAMILY o I (V ROOM w tia,QY� 1�� •PL 1-Z DESIGN CRITERIA Provide structural engineering for new slider in Family Room Plans provided by Cooper Design Builders LOADS DLroof= 17 psf trusses LLroof= 25 psf DLfoor= 12 psf LLfloor= 40 psf DLwa i= 12 psf Seismic Design Category D1, Soil Type SD Wind: Vu,, = 120 mph, Exposure B Max. Allowable Soil Bearing: 1500 psf(assumed) Willamette Building Solutions by: DJW 7310 SW Florence Lane date: 5/7/2015 Portland,OR 97223 job no: 1515 phone: 503.246.2960 sh: 1 . NEW STRUCTURE H10 Roof trib = 20.00 ft tributary width (ooL = 340 plf = DL * trib coLL = 500 plf = LL *trib Floor trib = 10.50 ft tributary width woL = 126 plf = DL * trib cuLL = 420 plf = LL * trib L = 12.50 ft length ALL = 0.352 in LL deflection --> L / 426 > 360 4TH = 0.526 in TL deflection --> L/ 285 > 240 Roy = 3026 lbs RLL = 5750 lbs RTC = 8776 lbs Header 10: (3) 1.75x14 LVL (C-1) POST / FOUNDATION DESIGN A Poi = 3026 lbs max dead load PLL = 5750 lbs max live load PTA = 8776 lbs max total load A: (3) 2x6 to(E)foundation (C-2 to 3) Willamette Building Solutions by: DJW 7310 SW Florence Lane date: 5/7/2015 Portland,OR 97223 job no: 1515 phone: 503.246.2960 sh: 2 . LATERAL ANALYSIS Wind 120 mph, Exposure B Story Height: - Grade to Main = 2.0 ft 2.0 ft Main to Upper = 8.0 ft 10.0 ft Upper to Roof= 8.0 ft 18.0 ft Roof= 10.0 ft 28.0 ft Roof Slope = 5:12 23 degrees Alternate all-heights method OSSC 1609.6 Pnet = 0.00256 * V2 * Kz * Cnet * Kzt OSSC Equation 16-35 V„it = 120 mph OSSC Fig. 1609A Vasd = 93.0 psf OSSC Table 1609.3.1 Kz = 0.70 0-30' changes with Exposure ASCE 7 Table 6-3 Cnet = 0- .94 walls OSSC Table 1609.6.2 Cnet = 1- .09 roof, wind parallel to ridge OSSC Table 1609.6.2 Cnet= 0- .58 roof, wind perpendicular to ridge OSSC Table 1609.6.2 Kz1 = 1.0 ASCE 7 6.5.7.2 P walls= 14.6 psf P root= 16.9 psf, gable end Proof= 9.0 psf Wind governs by observation Wind Longitudinal Direction Grid 1 Reaction * Trib = R •If ft lbs Rroof= 143 20 2855 Rupper= 117 8.5 991 Rmain = 58 8.5 495 4341 lbs Willamette Building Solutions by: DJW 7310 SW Florence Lane date: 5/7/2015 Portland,OR 97223 job no: 1515 phone: 503.246.2960 sh: 3 SHEAR WALL ANALYSIS Transverse Direction Grid 1 Upper Level - no change Main Level V= 3.85 kips floorDL= 12 psf wallop= 12 psf h = 8ft trib= 7 ft height= 8 ft L = 35 ft WDL-fIr+rf= 424 plf WDL_waii = 96 plf of= 110 plf factor= 0.67 factor= 0.67 length (ft) v,., (plf) WDL (k) MDT (k-ft) MRES (k-ft) Ra (k) Rb(k) A 5.75 669 2.00 30.8 5.8 -4.35 6.35 E 5.75 5W-1 HTT5 sill force = 167 plf 1/2"AB @ 48 LATERAL DESIGN Sheathing Structural I Sheathing SW-1: 7/16" plywood w/8d nails @ 3"oc at edges and @ 12" oc in field Vanow= 708 plf vmax = 669 plf Note: If> 350 plf, then must use 3x frmg @ adjoining panel edges Sill Bolting 1/2" 4 bolts in 2x PT sill plate V = 590 lbs/ bolt per NDS Cd = 1.33 short term increase Vanow= 785 lbs/ bolt = V* Cd bolt spacing (ft) va„ow 4.00 196 plf Holdowns T = 4349 lbs maximum uplift Tallow= 4670 lbs Simpson 'HTT5' Tallow= 4600 lbs 5/8” diam. x 10" embed using Simpson SET-XP adhesive Willamette Building Solutions by: DJW 7310 SW Florence Lane date: 5/7/2415 Portland, OR 97223 job no: 1515 phone: 503.246.2960 sh: 4 . WBS Title: Turley Residence Job#1515 7310 SW Florence Lane Dsgnr: Date: 10:54AM, 7 MAY 15 Description: Portland,OR 97223 503.246.2960 Scope: Rev: 580000 User:KW-0605678,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam (c)1983-2003 ENERCALC Engineering Software 1515.ecw:Calculations Description New Structure-Cd=1.15- LVL General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Weyerhaeuser,Microllam LVL 2.0E Fb:Basic Allow 2,600.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv:Basic Allow 285.0 psi Load Duration Factor 1.150 Timber Member Information Description H10 Span ft 12.50 Timber Section Microlam:5.25x Beam Width in 5.250 Beam Depth in 11.875 End Fixity Pin-Pin Le:Unbraced Length ft 0.00 Member Type Loads Live Load Used This Span? Yes Dead Load #/ft 340.00 Live Load #/ft 500.00 Dead Load #/ft 126.00 Live Load #/ft 420.00 Start ft End ft 12.500 Dead Load @ Left #/ft 18.20 Dead Load @ Right #/ft 18.20 Live Load @ Left #/ft Live Load @ Right #/ft . Start ft End ft 12.500 Results ` - Mmax @ Cntr in-k 329.1 @ X= ft 6.25 Max @ Left End in-k 0.0 Max @ Right End in-k 0.0 fb:Actual psi 2,667.3 Fb:Allowable psi 2,990.0 Bending OK Shear @ Left k 8.78 Shear @ Right k 8.78 fv:Actual psi 180.2 Fv:Allowable psi 327.8 Shear OK Reactions& Deflection DL @ Left k 3.03 LL @ Left k 5.75 Total @ Left k 8.78 DL @ Right k 3.03 LL @ Right k 5.75 Total @ Right k 8.78 Max.Deflection in -0.526 @ X= ft 6.25 C-1 WBS Title : Turley Residence Job# 1515 7310 SW Florence Lane Dsgnr: Date: 10:54AM, 7 MAY 15 Portland, OR 97223 Description 503.246.2960 Scope: • Rev: 580000 ' User:KW-0605678,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software 1515.ecw:Calculations I Description Footing A [General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 ` Allowable Soil Bearing 1,800.0 psf Dimensions... 1 Short Term Increase 1.330 Width along X-X Axis 1.500 ft Seismic Zone 4 Length along Y-Y Axis 4.000 ft Footing Thickness 7.00 in Live&Short Term Combined Col Dim,Along X-X Axis 6.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 48.00 in Fy 60,000.0 psi Base Pedestal Height 12.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads I Applied Vertical Load... Dead Load 3.246 k ...ecc along X-X Axis 0.000 in Live Load 5.750 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k ' Summary I Footing Design OK 1.50ft x 4.00ft Footing, 7.0in Thick, w/Column Support 6.00 x 48.00in x 12.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,632.2 1,632.2 psf Max Mu 0.307 Allowable 1,800.0 2,394.0 psf Required Steel Area 0.151 "X'Ecc,of Resultant 0.000 in 0.000 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 12.538 93.113 psi X-X Min.Stability Ratio No Overturning 1.500 :1 2-Way 16.422 136.931 psi Y-Y Min.Stability Ratio No Overturning [rooting Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 16.42 psi 14.05 psi 3.26 psi 136.93 psi One-Way Shears... Vu @ Left 12.54 psi 10.73 psi 2.49 psi 93.11 psi Vu @ Right 12.54 psi 10.73 psi 2.49 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 0.31 k-ft 0.26 k-ft 0.06 k-ft 27.8 psi 0.15 in2 per ft Mu @ Right 0.31 k-ft 0.26 k-ft 0.06 k-ft 27.8 psi 0.15 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.01 in2 per ft Mu @ Bottom 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.01 in2 per ft C-2 WBS Title : Turley Residence Job# 1515 7310 SW Florence Lane Dsgnr: Date: 10:54AM, 7 MAY 15 Description: . Portland, OR 97223 503.246.2960 Scope: ' Rev: 580000 User:KW-0605678,Ver 5.80.1-Dec-2003 General Footing Analysis & Design L(01983-2003 ENERCALC Engineering Software 1515.ecw:Calculations Description Footing A _Soil Pressure Summary I Service Load Soil Pressures Left Right Top Bottom DL+LL 1,632.25 1,632.25 1,632.25 1,632.25 psf DL+LL+ST 1,632.25 1,632.25 1,632.25 1,632.25 psf Factored Load Soil Pressures ACI Eq.C-1 2,572.65 2,572.65 2,572.65 2,572.65 psf ACI Eq.C-2 2,217.48 2,217.48 2,217.48 2,217.48 psf ACI Eq.C-3 563.02 563.02 563.02 563.02 psf _ACI Factors (per ACI 318-02,applied internally to entered loads) ' ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 C-3