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Specifications (18) 1 -= tsi Precision 1\1'i°)3O t,� 1 =_ Structural I i STRUCTURAL RECEIVED ENGINEERING 52018 1 CITE'OF TIGARID 1 CA L C U LAT I O N S 1 o nivzsioN I I PROJECT: Dirksen Nature Park Restroom 18507 I PROJECT LOCATION: Tigard & Tiedman I Tigard, OR I PSE PROJECT NUMBER: Romtec 216-41 1 1 DATE: June 22, 2016 1 6-A3--i6 .„,„ PROF�s BY: Ral h Hall, P.E. 6. 4 1 pLi:',-1 75 .4FE/ -r--- i 1 ��Iti 07, 2 1 EXPIRES: i,, 1-7.--1 I '- 1 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 1 Klamath Falls, OR. 97601 Web: www.structurel.com fax(541) 850-6233 1 = _ Precision Ammissma: _i Structural == Engineering, Inc. Table of Contents: I ' Subject: Page: 1- References / Software: 10-99 ' 2- Design Criteria: 100-199 ' 3- Roof Framing Analysis & Design: 1 ,000 — 1 ,999 ' 4- First Floor Framing Analysis & Design: 2,000 — 2,999 5- Lateral Analysis & Design: 3,000 — 3,999 1 1 1 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 Klamath Falls,OR. 97601 Web: www.structurel.com fax(541) 850-6233 Os IPrecision=mans - -- == Structural %11Yf1�lYZ:•��w% �t;t fir;=;�:: Engineering, Inc. uitii%. 1 References: 1- Literature: ' a. 2014 Oregon Structural Specialty Code (OSSC) based on the 2012 International Building Code (IBC). ' b. Design of Wood Structures, Donald E. Breyer 4th ED. c. Masonry Designers' Guide, TMC 5th Edition 2- Software: a. RISA 3D Version 13.0, RISA Technologies 26212 Dimension Dr. Suite 200 b. RISA Foot Version 4.0, RISA Technologies, 26212 Dimension Dr. Suite 200 ' c. Wood Works Design Office Version 10.0, American Forest & Paper Association 1 1 1 1 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 Klamath Falls,OR. 97601 Web: www.structurel.com fax(541) 850-6233 I ::•. Ails Precision 100 = _ =_- -- • Structural Engineering, Inc. Wu Design Criteria: III 1- Location: Tigard & Tiedman St. Tigard, OR I (Lat. 45°26' 08" Long. 122° 47' 14") 2- Seismic: RC II SDC D I Site Class D Ss 0.969 Si 0.423 I SDs 0.719 SD1 0.445 I R 1 .0 R 5 I 3- Wind: Basic wind speed 120 mph (3s.gust) Exposure C i RC II 4- Snow Load: 20 psf (flat roof) I 5- Soil Bearing Capacity: 1500p sf I 6- Gravity Loads: DL Floor: 15 psf LL Floor: 40 psf I DL Roof: 10 psf Exterior Walls: 81 psf I 7- Deflection Criteria: Floor LL Deflection: L/480 Roof TL Deflection: L/180 I **Other criteria assumed as stated in design calculations. 1 I 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 I Klamath Falls,OR. 97601 Web: www.structurel.com fax(541) 850-6233 . .... i ,,,,,,,.,...%,,,,IrZ.-,;71161' ,44:7',7.,,,‘",,,,J'7..,. 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I `'YwP 'rg wt 4 *` � ,. # •; H�,.� .: r rt'a,, z?a µ ti .'t' ''. + 4.',,f':7-.14,;;.! $ .P . ' • ',! o as,:j `'�uW ,,, ra ,k_.'--,,7,..,:t `"" ,as e."1.„.7.,* ,5 °` �0, .. a 4do • r p +i q. z, '` ''''' 'k..,-.,.r zi i M'� ,:" ' �".r �.a><.a.�,. �i ...e: Y k ..ate Vrt�; �,- P q USGS-Provided Output �� I S _s 0.969 g SMS = 1.078 g SDS = 0.719 g S1 = 0.423 g SM1 = 0.667 g SD1 = 0.445 g been calculated from,, steko,,,, . (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. IMCER Response Spectrum Design Response Spectrum I 1.10 0.72 0.99 O. 0.22 0.56 0.77 I Y 0.42 a.66 pi RI 0.55 0.40 r 0.44 Ln 0.32 t 0.23 0.24 0.22 0.16 0.11 0.02 I 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.24 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sect' tFor PGA,, TL, CRS, and CR! values, please view the detailed report. I Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. /03 1IBC SEISMIC DESIGN EQUIVALENT LATERAL FORCE PROCEDURE JOB NUMBER Romtec 216-41 DESIGNER RMH 1 Design Information *ON"4: •1) * y, 4�..SQVRC . I S1= 0.423 Seismic Design Parameters(Software) SMs: Max considered spectral response acceleration for short SMs= 1.078 Seismic Design Parameters(Software) periods SM1= 0.667 Seismic Design Parameters(Software) SM1: Max considered spectral I response acceleration for IE 1.0 ASCE 7-10 Table 1.5-2 1-second period Risk 2 ASCE 7-10 Table 1.5-1 IE:Seismic importance factor Category 1 R 5 ASCE 7-10 Table 12.2-1 R: Response modification factor h„ 11 Height per ASCE 7-10 Ct 0.02 ASCE 7-10 Table 12.8-2 1 1) Design spectral response acceleration SDs:5% Damped spectral response acceleration at short periods 1 SD1:5%Damped spectral response acceleration at 1 second period SDs=2/3(Sms) SDs= 2/3 X 1.078 SDs= 0.719 [IBC Eq. 16-39] SD1=2/3(Sm1) SD1= 2/3 X 0.667 SD1= 0.445 [IBC Eq. 16-40] I 2) Seismic design category From Table IBC 1613.3.5(1) D Governing Design D From Table IBC 1613.3.5(2) D Category 3) Determine design base shear(V) I Equivalent Force Procedure Cs: Seismic Response Coefficient [ASCE 7-10, 12.8.1] V=Cs x W W:Total dead load and other 1 applicable loads A. [ASCE 7-10, 12.8.1.1, Eq. 12.8-2] SDS Cs R/I Cs= 0.719 1.0 Cs= 0.144 I B. Nor greater than Cs= SD1 [ASCE 7-10, 12.8.1.1, Eq. 12.8-3] T=Ta=Ct(ha") [ASCE 7-10, 12.8.2.1, Eq. 12.8-7] 1 T(R/I) _ 0.445 X 1 Ta:Approximate Fundamental Period 1 Cs 0.121 X 5 0.75 Cs= 0.736 T= 0.020 X11 T= 0.121 C. Nor less than [ASCE 7-10, 12.8.1.1, Eq. 12.8-5] 1 Cs= 0.044(SDs) (I) Cs=0.044 X 0.719 X1 Cs= 0.0316 1 Governing Cs = 0.144 I V=Cs x W V=0.144 X W Refer to sheet two for W and Calculated V 1 OF 3 I I 1 r0� IBC SEISMIC DESIGN I VERTICLE FORCE DISTRIBUTION EQUIVALENT LATERAL FORCE PROCEDURE JOB NUMBER Romtec 216-41 DESIGNER RMH 1 1.Determine dead load at each level of building. Structural portion DL(PSF) Area(SF) Length(FT) Height(FT) Total Weight(LB) I a)Roof Diaphram elevation from the base level in ft 8 Roof 10 1479 NA NA 14790 Misc. 0 0 0 0 0 Misc.(LBS) 0 NA NA NA 0 Ic)5th floor Diaphram elevation from the base level in ft 0 Ext.Walls 0 NA 0 0 0 Int.Walls 0 NA 0 0 0 Floor 0 0 NA NA 0 Misc. 0 0 0 0 0 I Misc.(LBS) 0 NA NA NA 0 d)4th floor Diaphram elevation from the base level in ft 0 Ext.Walls 0 NA 0 0 0 Int.Walls 0 r NA 0 0 0 I Floor 0 0 NA NA 0 Misc. 0 0 0 0 0 Misc.(LBS) 0 NA NA NA 0 e)3rd floor Diaphram elevation from the base level in ft 0 Ext.Walls 0 NA 0 0 0 I Int.Walls 0 NA 0 0 0 Floor 0 0 NA NA 0 Misc. 0 0 0 0 0 Misc.(LBS) 0 NA NA NA 0 I f)2nd floor Diaphram elevation from the base level in ft 0 Ext.Walls 0 NA 0 0 0 0 Int.Walls 0 NA 0 0 Floor 0 0 NA NA 0 I Misc. 0 0 0 0 0 Misc.(LBS) 0 NA NA NA 0 g)1st floor Ext.Walls 81 NA 124 8 80352 Int.Walls 0 NA 0 0 0 Misc. 0 0 0 0 0 I TOTAL DEAD LOAD(LB)= 95142 2)Determine verticle force distribution at each level ASCE 7-10 12.8-3 I F„=C,„x V ASCE 7-10 Eq. 12.8-11 w x h " Cvx x E w;h;k ASCE 7-10 Eq. 12.8-12 I F,:Lateral seismic force at any level V:Seismic base shear(Kips) wx&w; :The portion of the total gravity load of the structure(W)located or assigned to level i or x hX&hx:The height(ft)from the base to level i or x diaphram. I k : An exponent related to the structures period(T)as follows; T<0.5 sec k =1 T>2.5 sec k =2 0.5<T<2.5 Interpolate between 1 &2 Refer to sheet one for V ki•s T= 0.1208 I V=0.144 X W V=0.144 X 95142 V= 13.675 k= 1 Level(floor) Wall Height Diaphram Wk Allowable (ft) Height(Ft) x(kips) W,`h, C Fx(kips) Fx(kips) I Roof 8 8 54.966 440 1.000 13.68 9.77 5 0 0 0.000 0 0.000 0 0.00 4 0 0 0.000 0 0.000 0 0.00 3 0 0 0.000 0 0.000 0 0.00 2 0 0 0.000 0 0.000 0.00 0.00 I 54.966 440 1.000 13.68 9.8 Note: The Total Shear shown in the right hand column is an"allowable"load. 2 OF 3 I I / (25 I STRUCTURAL DESIGN OREGON I ,,, ;,, ;... ,,-.- :9. • A k ff. _ I COLL41.18I A 1 1 I - 1):*W1-j-- 10 All HOOD I 1 .' /4 MULTN M RIVER -1-- rri. ........:..'.. ......*.:• WALL..tA _45.3cv I l';4r".a4Ckibssjgail Ift :.:1.:::::•::i:1::i...k.:::::*...::•::.v::::.:.•:2E, :.: 1...m:0:;;.:1 0y.w, Z1 UNION' 1 , ' F. :.9.92..,.... ::.::.::::.:11 / ::::::::::::::::vii6a.,..i. .......:: 1 co is IA::.'A. 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All areas with full exposure to ocean winds shall be designed 135 mph areas. I 2. Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed 135 mph areas. , z A 135 mph . I 120 mph 110 mph I For SI: I mile per hour=0.44 m/s. I FIGURE 1609A I ULTIMATE DESIGN WIND SPEED, V,,S,TFROURCTRUISRKECSATEGORY II BUILDINGS ANDOTHER I I• I I362 2014 OREGON STRUCTURAL SPECIALTY CODE II ID6 II MecaWind Pro v2 . 2 . 7 . 0 per ASCE 7-10 II Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 6/16/2016 Project No. : JobNo Company Name : True Designed By : Engineer Address : Address Description : Description I City : City Customer Name : Customer State State Proj Location : Location File Location: C:\Users\Ralph.Hall\AppData\Roaming\MecaWind\Default.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) I Basic Wind Speed(V) 120.00 mph Structural Category C Natural Frequency • N/• AII Exposure Category Flexible Structure No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft II At0.11 Bt 1.00 Am • 0.15 Bm • 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 4.8 : 12 Slope of Roof(Theta) = 21.80 Deg II h: Mean Roof Ht10.80 ft Type of Roof = GABLED RHt: Ridge Ht • 13.60 ft Eht: Rave Height • 8.00 ft OH: Roof Overhang at Eave= 1.00 ft Overhead Type = Overhang Bldg Length Along Ridge = 20.00 ft Bldg Width Across Ridge= 28.00 ft II Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 II Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht ft lzm: Cc*(33/Zm)^0.167 = = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 I Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 I Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 II 11 4 lik 44 AP AIL da will MO IP IP 11111 IN II 11 10 10 MIN iIIII II IN IN 10 UM 11 IN 10 zl iiii, h11 II B 11 10 iiii II 11 IN 10 iil .10 Mil II II IN II 11 I 111,1111 M B44 B 1 I(97 i Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 II Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 15.96 psf 1 Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 603.14 ft^2 Reduction Factor based on Roof Area = 0.85 MWFRS-Wall Pressures for Wind Normal to 20 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of j .6 / II Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall -0.42 -8.57 -2.82 II Side Walls -0.70 -12.37 -6.62 Wall Elev Kz Kzt Cp qz Press Press Total II ft psf +GCpi -GCpi +/-GCpi Windward 8.00 0.85 1.00 0.80 15.96 7.98 13.73 1 16.55 / Roof Location Cp Pressure Pressure II +GCpi(psf)-GCpi(psf) Windward - Min Cp -0.32 -7.21 -1 1/� Windward - Max Cp 0.15 -0.84 ilig /�/ Leeward Norm to Ridge -0.60 -11.01 I. , II Overhang Top (Windward) -0.32 -4.34 -4.34 Overhang Top (Leeward) -0.60 -6.14 -8.14 Overhang Bot (Windward only) 0.80 10.85 10.85 Notes - Normal to Ridge IINote (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) IINote (5) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 21.8 Deg, h/l= 0.54 Note (6) No internal pressure considered (GCpi = 0) for Overhang Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (9) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf IINote (10) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS-Wall Pressures for Wind Normal to 28 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure II +GCpi (psf) -GCpi (psf) Leeward Wall -0.50 -9.66 -3.91 Side Walls -0.70 -12.37 -6.62 II Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi Windward 13.60 0.85 1.00 0.80 15.96 7.98 13.73 17.64 II Windward 8.00 0.85 1.00 0.80 15.96 7.98 13.73 17.64 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) II Roof: 0.0 ft to 5.4 ft -0.92 -15.31 -9.56 Roof: 5.4 ft to 10.8 ft -0.88 -14.86 -9.12 Roof: 10.8 ft to 20.0 ft -0.52 -9.87 -4.13 OH Top : 0.0 ft to 5.4 ft -0.92 -18.18 -18.18 1 Overhang Top : 5.4 ft to 10.8 ft -0.88 -17.74 -17.74 Overhang Top : 10.8 ft to 20.0 ft -0.52 -12.75 -12.75 Notes - Along Ridge II Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.54 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. II 1 IOregon Snow Loading I The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. I Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard (ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ILatitude - Longitude Lookup IResults Latitude: 45.4355 Longitude: -122.7872 Snow 10.0 psf Load: j Modeled Elevation: 295 ft I Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively I ; flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be i quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid I elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. I ; Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow I ' loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study I is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. I It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof I ; configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. I *ASCE Standard (ASCE/SEI 7-10) Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. .. I ©Copyright 2010-2013 seao.org All rights reserved. =' Precision _dzitat, Structural alatisevieragO. Engineering, Inc. Anowimisivit ROOF FRAMING ANALYSIS & DESIGN: Pages 1 ,000 - 1 ,999 I 1 I I I I I 1 1 I I 1 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax(541)850-6233 Precision Structural Engineering,Inc. Medford Office I 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 T," �• Tel(541)850-6300•FAX(541)850-6233 z,�„ a Tel(541)858-8500 ` f www.structural.com•Email:info@structurel.com ` �• t'1'..,:'‘-..101:-. • m„ PROJECT NO. 200E '/6—t/./ OO OF .r..t ,,: :. ;u F•_ ,. SHEET IO =� ., � r PROJECT NAME Di*krem ?k-k R&s+room DESIGNED BY 2 i DATE SUBJECT Roar I g5d ICHECKED BY DATE 12 o c ' ID C /c/`A__t DI_ = ,C3Ns-"P 01 Sp 4 c `J = b C , r, .- --, Jz• I 4- 6o-.c-' i I 1 DI = IGS ,, -f ,.5 .../7 Ni- ...-- v i G 7—,-;t, = 4, S / Pi II I I I I I I /001 I COMPANY PROJECT di WoodWorks® SOFTWARE FOR WOOD DESIGN I June 16, 2016 13:52 Roof Decking I Design Check Calculation Sheet WoodWorks Sizer 10.4 IILoads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10. 00 (6.0") psf II Load2 Snow Full Area 25.00 (6.0") psf Self-weight Dead Full UDL 2.0 plf IILoad magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : I 7'-5.4" I 0' 6'-8.5" II Unfactored: Dead 25 25 IISnow 42 42 Factored: Total 67 67 Bearing: IIF'theta 685 685 Capacity Joist 1883 1883 Support 1836 1836 II Anal/Des Joist 0.04 0.04 Support 0.04 0.04 Load comb #2 #2 II Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 IICb min 1.00 1. 00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports I Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 6.0" c/c; Total length: 7'-5.4"; volume = 0.4 cu.ft.; Pitch: 4.8/12; Lateral support: top= full, bottom= full; Oblique angle: 90.0 deg; Repetitive factor: applied where permitted (refer to online help); I I I 1ocQ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN IRoof Decking WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : IICriterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 207 kips fv/Fv' = 0.00 I y-y fv = 11 Fv' = 207 psi fv/Fv' 0.05 x-x fb = 0 Fb' = 1547 kip-ft fb/Fb' = 0.00 y-y fb = 654 Fb' = 1779 kip-ft fb/Fb' = 0. 37 Live Defl'n 0.27 = L/324 0. 48 = L/180 in 0. 55 Total Defl'n 0.51 = L/170 0. 72 = L/120 in 0.70 I Additional Data: FACTORS: F/E (psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# II Fvy' 180 1. 15 1. 00 1.00 - - - - 1.00 1. 00 - 2 Fby' 900 1. 15 1.00 1.00 1.000 1.300 1.15 1. 15 1.00 1. 00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1. 00 - - E' 1. 6 million 1.00 1.00 - - - - 1. 00 1.00 - 2 I Emin' 0.58 million 1.00 1.00 - - - 1. 00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 62, V design = 60 lbs II Bending(+) : LC #2 = D+S, M = 112 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake II All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2 EIy = 2.47e06 ib-in2 I "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3. 10. 3 IIDesign Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the I National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I 4. SLOPED BEAMS: level bearing is required for all sloped beams. I I I I I 1003 I di COMPANY PROJECT WoodWorks® ii SOFTWARE FOR WOOD DESIGN June 16, 2016 13:55 Roof Beam I Design Check Calculation Sheet WoodWorks Sizer 10.4 I Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End IILoadl Dead Full Area 10.00 (4.75' ) psf Load2 Snow Full Area 25.00 (4 .75' ) psf Self-weight Dead Full UDL 9.0 plf IILoad magnitude does not include Normal Importance factor from Table 4 .2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : I / 14'-1" I 0' 14'-0.5" Unfactored: II Dead 398 398 Snow 836 836 Factored: I Total 1234 1234 Bearing: Capacity IIBeam 1281 1281 Support 1719 1719 Anal/Des Beam 0. 96 0. 96 IISupport 0.72 0.72 Load comb #2 #2 Length 0.50* 0. 50* Min req'd 0.50* 0.50* IICb 1.00 1.00 Cb min 1. 00 1.00 Cb support 1.07 1. 07 Fcp sup 625 625 II *Minimum bearing length setting used: 1/2" for end supports Glulam-Unbal., West Species, 24F-1.7E WS, 5-1/8"x9" I 6 laminations, 5-1/8" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 14'-1.0"; volume= 4.5 cu.ft.; I Lateral support: top=full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : II Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 241 psi fv/Fv' = 0.15 Bending(+) fb 749 Fb' = 2760 psi fb/Fb' = 0.27 IILive Defl'n 0.20 = L/858 0.70 = L/240 in 0.28 Total Defl'n 0.34 = L/501 0. 94 L/180 in 0.36 I /ooc WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN IRoof Beam WoodWorks®Sizer 10.4 Page 2 Additional Data: I FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 210 1. 15 1.00 1.00 - 1.00 1. 00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1. 00 1.00 1.00 - 2 I Fcp' E' 500 - 1. 00 1. 00 - _ _ 1.00 _ - - 1.7 million 1.00 1.00 - 1.00 2 Eminy' 0. 69 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: I Shear : LC #2 = D+S, V = 1230, V design = 1095 lbs Bending(+) : LC #2 = D+S, M = 4319 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) I D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: IDeflection: EI = 529e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. IDesign Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. I 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 I 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). I I 1 I I I I I I Precision Structural Engineering,Inc. Medford Office 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 9750141\.„41; Tel(541)850-6300•FAX(541)850-6233 Tel(541)858-8500 ^�' t { www.structurel.com•Email:info@structurel.com .i;..�t.� -r� ••U- ' w., a PROJECT NO. IKami e c -9,16-- 71/ SHEET /0 /C) OF : "., .`�.i._'.'.. I r"fir`�,i`a: ,�_?`�3.L ,-� PROJECT NAME 4)i'"k$e17 Park PcSif000r, DESIGNED BY 12 DATE SUBJECT Roo I E5n7" CHECKED BY DATE 1 PorCi-\ -1-0vss P p: p( 1003 P t P LL. = _398 4• .2 796 It ,'-7 L = Z36 IA, - ,Z z.- 167,2_ li iiT:'7iiilliiiii\-* ' I O 13'I4' I4/ P 7 6� to DF L �'�'- DO -R0-1-1-002Ddr�l USE l k S' Dr= L 4,1 �— /91 0�is�5 2� X II __\ C ` ' c I EG v et Carry e c-td d,7, V= 14 k p r) 21. x° .3/j / cop, /1= 3`8 k ® o ' J - -- 4 ccp L = 33 k T= I LI lc I * 10 Hs r7j, = 19 ,x/3,3 IAN z. 4.02_ b01-1-s- I Ds [S— -" 0 Da 1.1j I I i I I I I Precision Structural Engineering,Inc. Medford Office ' 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 i. Tel(541)850-6300•FAX(541)850-6233 Tel(541)858-8500 7�•., rr � w _.., wwwstrudurel.com•Email:info@structurel.com PROJECT NO. Roa4tc 216-4/ SHEET f a f/ OF IPROJECT NAME a\rk5C/7 Pik ReSf<o DESIGNED BY �/l�t DATE SUBJECT �� /�� CHECKED BY DATE ). ;c0(01C CO t7 I J1')/= k cep C= l (.l k ►; Qoike •,?-V3,ak/ /4 1s T= k U_SF —% //(0 0,171-jj 1 k 1'4_5 PoS' -- -/-o 8o 1 fpm Ch or ci 1 �• T fC J ' 3 /i • Cap. . = 6 /c F04.5 C-4ord ?7 ); / _ ?, /c 1 1 I ' 1 I 1 1 1 Bolt Design Value (Z) I Parallel to Grain D (in.) = 0.75 NDS 11.3.6 1 Fyb(psi) = 45,000.00 NDS Tables 11A thru 11R Rd 1= 4.00 NDS Table 11.3.1B Rd II = 3.60 NDS Table 11.3.1B Rd III = 3.20 NDS Table 11.3.1B Im (h.) = 6.00 1 Is (in.) = 0.25 Fern (psi) = 5,600.00 NDS Table 11.3.2 Fes (psi) = 87,000.00 NDS Table 11.3.2 Re= 0.06 Rt= 24.00 k 1 = 0.63 k2 = 0.49 k3 = 10.52 Yeild Mode Double Shear Im Z (lb.) = Z (lb.) = 6,300.00 Is Z (lb.) = Z (lb.) = 8,156.25 II Z (lb.) = Illm Z (lb.) _ Ills Z (lb.) = Z(lb ) = r 34277 ". 1 IV Z (lb.) = Z(lb.) = 4,416.84 Note: Choose the smallest value from the yield limit equations as the nominal design value. 33(0 >e1b1 '7) = 3831b 1 1 1 1 1 1 i o (3 ' 17 137;17 Value Z ( y 25 degrees to Grain D (in.) = 0.75 NDS 11.3.6 Fyb(psi) = 45,000.00 NDS Tables 11A thru 11R Rd 1= 4.28 NDS Table 11.3.1B ' Rd II = 3.85 NDS Table 11.3.1B Rd lIl = 3.42 NDS Table 11.3.1B /m (In.) = 6.00 I /s (in.) = 0.25 Fen, (psi) = 4,643.00 NDS Table 11.3.2 ' Fes (psi) = 87,000.00 NDS Table 11.3.2 Re = 0.05 Rt= 24.00 k1 = 0.53 k2 = 0.49 ' k3 = 11.60 ' Yeild Mode Im Z(lb.) = Double- IZ (lb.) = 4,88 1.66 S ' Z(lb.) = Z (lb.) = 7,622.66 II Z(lb.) = Illm Z(lb.) = I I IS Z(lb.) = --- 1V Z (Ib.) = • Z (Ib.) _ 2,877:25 Z (Ib,) = 3,782.65 Note: Choose the smallest value from the yield limit equations as the nominal design value. /2877 Id. . ice. I 1 I I I IID / Bolt Design Value (Z) I 60 degrees to Grain D (in.) = 0.75 NDS 11.3.6 ' Fyb(psi) = 45,000.00 NDS Tables 11A thru 11R Rd 1= 4.66 NDS Table 11.3.1B Rd II = 4.20 NDS Table 11.3.1B Rd III = 3.73 NDS Table 11.3.1B In, (in.) = 6.00 ' Is (in.) = 0.25 Fen, (psi) = 3,200.00 NDS Table 11.3.2 Fee (psi) = 87,000.00 NDS Table 11.3.2 , Re = 0.04 Rt= 24.00 k1 = 0.37 kz = 0.49 k3 = 14.11 Yeild Mode Double Shear Im Z(lb.) = Z (lb.) = 3,090.13 Is Z (lb.) = Z (lb.) = 7,001.07 i II Z(lb.) = Illn, Z(lb.) = Ills Z (lb.) = Z (lb.) = ' IV Z (lb.) = Z (lb.) = 2,902.26 Note: Choose the smallest value from the yield limit equations as the nominal design value. 1 I I 1 1 ' /0/s Bolt Design Value (Z) I Perpendicular to Grain D (in.) = 0.75 NDS 11.3.6 Fyb(psi) = 45,000.00 NDS Tables 11A thru 11R Rd 1= 5.00 NDS Table 11.3.1B ' Rd 11 = 4.50 NDS Table 11.3.1B Rd III = 4.00 NDS Table 11.3.1B /m (in.) = 6.00 ' IS (in.) = 0.25 Fen, (psi) = 2,800.00 NDS Table 11.3.2 ' Fee (psi) = 87,000.00 NDS Table 11.3.2 Re = 0.03 Rc= 24.00 ki = 0.32 k2 = 0.50 k3 = 15.13 ' Yeild Mode Double Shear 1m Z (lb.) = Z (lb.) = 2,520.00 1s Z (lb.) = Z (lb.) = 6,525.00 II Z (Ib.) _ Illm Z (lb.) ' Ills Z (lb.) = Z (Ib.) = 1,95407Y` '' IV Z (lb.) = Z (lb.) = 2,537.19 Note: Choose the smallest value from the yield limit equations as the nominal design value. � 959 i1. 1. !5 = 1 1 1 1 I E X -.796k -.796k -.796k MO\ 4475 -.796k -.796k V M\0 4\19 • 4474 9 9\15 c o- M'3 M r M$ 444 14\5 MQ IM16 M17 q M18 o M21 o M20 M19 T 1 N4 N11 N8 N12 N6 JN Loads:BLC 1,Dead Envelope Only Solution Precision Structural Engineering, Inc. SK- 1 RMH Porch Truss June 16, 2016 at 2:07 PM Romtec 216-41 TimberTruss.r3d 11111 M1111 M MI I N MN En MN E MN all M UN 11111 MI M 11111 all NM M MI N NM NM N M S 1 I MI N UN M M NM M 1 Y 171r x -1.672k -1.672k -1.672k -sn- M\'\ 4175 -1.672k -1.672k 1,0 9\19 .n e M/4 '4\15 E - M Mg N /3 1 N M$ M4 M5 4112 I M16 .-Q M17 o M18 • M21 T M20 M19• [I 1 N4 N11 N8 N12 N6 IN • Loads:BLC 2,Snow Envelope Only Solution _ Precision Structural Engineering, Inc. SK-2 RMH Porch Truss June 16, 2016 at 2:07 PM Romtec 216-41 Timber Truss.r3d -- -�-- Code Check (Env) No Glc I x -.0 .90.1.0 .15.90 50..15 0..50 3b •3S oiD,,.,,,.?...,' .. 1q f. N 96 15 .Ts co p o Co CO .:- 31 .02 0 0 DZ .3? .58 70 .57 .81 ill 1 .81 D .57 !' _ .58 - i'1 N4 N11 N8 N12 N6 Member Code Checks Displayed(Enveloped) Envelope Only Solution Precision Structural Engineering, Inc. SK- 3 O RMH Porch Truss June 16, 2016 at 2:07 PM ti Romtec 216-41 Timber Truss.r3d Ell 11111 IIIMII 1E1 MIN MIMI NMI 11111 IMO NM 11111 MIR MN AIN NE MINI MI MINI 111111 111111 111111 N N 1 M M NM V 11111 M S n 1 111111 111111 11111 E E AIL x 5 s a�11 :i. ,� ��i� — t..�I�i� 14.1 ii.. — '•�U . i — ri moo. - —..ai� i�„ 1nu� 1.1 — -1.-"" ._ 1 3.9 . io� — u. _. C111111•"" - g ■..lK._ 11.1111111."- - - 1111� 0.3 - — 0 14.4 1 1� • ' __\ _ Eviummal ;' �� - 15.1 _ !.ate 34.8 —2.8 3!4�.8E _ �w•5.2 -1 II I1a:llllllll III: 1111111 IEIII II III III 11EII I I IIS° . -14 Envelope Only Solution Member Axial Forces(k)(Enveloped) _ Precision Structural Engineering, Inc. SK-4 RMH Porch Truss June 16, 2016 at 2:07 PM Romtec 216-41 Timber Truss.r3d iOLo Company : Precision Structural Engineering, Inc. June 16,2016 IiIRISA Des 2:07 PM Job(gner : RMH Number Romtec 216-41 Checked By: TECHNOLOGIES Model Name : Porch Truss I Wood Material Properties I Label Type Database Species Grade Cm Emod Nu Th... Dens... 1 DF#2 Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 .3 .3 .035 I 2 24F-1.8E DF Unbala... Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 .3 .3 `.035' 3 DF#1 Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 .3 .3 .035 4 DF S.S. Solid Sawn Visually Graded Douglas Fir-Larch Select Structural 1 .3 .3 .035 Wood Section Sets I Label Shape Type Design List Material Design Ru... A[in2] lyy[in4] lzz[in4] J [in4] 1 Top Chord 6X8FS Beam Rectangular DF#2 Typical 48 144 256 311.016 I 2 Bottom Chord 6X1OFS Beam Rectangular DF S.S. Typical 60 180 500 450.779 3 Webbing 6X8FS Beam Rectangular DF#2 Typical 48 144 256 311.016 Wood Desiqn Parameters ' Label Shape Length[ft_ le2[ft] le1[ft] le-bend to... le-bend bo... Kvy Kzz CV Cr y sway z sway 1 M1 Webbing 2.8 Lbvv I 2 M2 " Webbing 2.8 Lbyy 3 M3 Webbing 5.6 Lbvv 4 M4 Webbing 3.77 Lbyy 5 M5 Webbing 3.77 Lbvv 6 M6 Webbing 4 Lbyy 7 M7 Webbing 4 Lbvv 8 M8 Top Chord 3.77 Lbyy I 9mg Top Chord 3.77 Lbvv 10 M10 Top Chord 3.231 Lbyy 11 M11 Top Chord 4.308 Lbvv 12 M12 Top Chord 3.77 Lbyy I 13 M13 Top Chord 3.77 Lbvv 14 M14 Top Chord 3.231 Lbyy 15 M15 Top Chord 4.308 Lbvv 16 M16 Bottom Ch.. 7 Lbyy I 17 M17 Bottom Ch.. 3 Lbw 18 M18 Bottom Ch.. 4 Lbyy 19 M19 Bottom Ch.. 7 Lbvv I 20 M20 Bottom Ch.. 3 Lbyy 21 M21 Bottom Ch.. 4 Lbyy Basic Load Cases I BLC Description Category X Gra...Y Gra..Z Gra... Joint Point Distri...Area(Memb...Surface(Plate/... 1 Dead DL -1 5 I 2 Snow SL 5 Load Combinations Description Solve PDelta S... BLC Fa... BLC Fa...BLC Fa...B...Fa... B...Fa... BLC Fa...B...Fa...B...Fa... B...Fa...B...Fa... 1 IBC 16-8 Yes Y DL 1 2 IBC 16-10 (b) Yes Y DL 1 SL 1 , Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^2/ft,k*s^2*ft)] I 1 N5 L Y -.796 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 1 I ICompany : Precision Structural Engineering, Inc. June 16,201I6°,9ZI IIIRISA Designer : RMH 2:07 PM Job Number • Romtec 216-41 Checked By: ITECHNOLOGIES Model Name : Porch Truss I Joint Loads and Enforced Displacements (BLC 1 : Dead) (Continued) Joint Label L,D,M Direction Maonitude[(k,k-ft),(in,rad), (k*s^2/ft,k*s^2*ft)1 2,. N7 L Y ` -.796 3 N9 L Y -.796 I 4 N10 L Y -.796 5 N3 L Y -.796 I Joint Loads and Enforced Displacements (BLC 2 : Snow) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad). (k*s"2/ft. k*s^2*ft)] 1 N5 L Y -1.672 2 N7 LY -1.672 I 3 N9 L Y -1.672 4 N10 L Y -1.672 5 N3 L Y -1.672 IEnvelope Member Section Forces IiMember Sec Axial[k] LC y Shear[k] LC z Shear...LC Torque[...LC y-y Mo... LC z-z Moment[k-ft] LC M 1 1 max 1.137 2 0 1 0 1 0 1 0 1 0 1 2 min .327 1 0 1 , 0 1 0 1 0 1 0 1 3 2 max 1.129 2 0 1 0 1 0 1 0 1 0 1 I 4 min .319 1 0 1 0 1 0 1 0 1 0 1 5 3 max 1.121 2 0 1 0 1 0 1 0 1 0 1 6 min .311 1 0 1 0 1 0 1 0 1 0 1 7 4 max 1.113 2 0 1 0 1 0 1 0 1 0 1 8 min .303 1 0 1 0 1 0 1 0 1' 0 1 I 9 5 max 1.105 2 0 1 0 1 . 0 1 0 1 0 1 10 min .294 1 0 1 0 1 0 1 0 1 0 1 11 M2 1 max 1.137 2 0 1 0 1 0 1 01 0 1 I 12 min `.327 1 0 1 0 1 0 1 0 1 0 1 13 2 max 1.129 2 0 1 0 1 0 1 0 1 0 1 . 14 min .319 1 0 1 0 1 0 1 0 1 0 1 15 3 max 1.121 2 0 . 1 0 1 0 1 0 1 0 1 I16 min 311 1 0 1 0 1 0 1 0 1 0 1 17 4 max 1.113 2 0 1 0 1 0 1 0 1 0 1 18 min .303 1 0 1 0 1 0 1 0 1 0 1 I 19 5 max 1.105 2 0 1 0 1 0 1 0 1 0 1 20 min .295 1 0 1 0 1 0 1 0 1 0 1 21 M3 1 max -2.809 1 0 1 0 1 0 1 0 1 0 1 22 min -7.595 2 0 1 0 1 0 1 0 1 0 1 I 23 2 max -2.825 1 0 1 0 1 0 1 0 1 0 1 24 min -7.611 2 0 1 0 1 0 1 0 1 0 1 25 3 max -2.841 1 0 1 0 1 0 1 0 1 0 1 26 min 7.628 2 0 1 0 1 0 1 0 1 0 1 I 27 4 max -2.858 1 0 1 0 10 1 0 1 0 1 28 min -7.644 2 0 1 0 1 0 1 0 1 0 1 29 5 max -2.874 1 0 1 0 1 0 1 0 1 0 1 30 min 7.66 ` 2 0 1 0 1 0 1 0 1 0 1 I 31 M4 1 max .858 2 .02 1 0 1 0 1 0 1 0 1 32 min .367 1 .02~ 2 0 1 0 1 0 1 0 1 33 2 max .862 2 .01 1 0 1 0 1 0 1 -.014 2 I 34 min .371 1 .01 2 0 1 0 1 0 1 -.014 1 35 3 max .866 2 0 1 0 1 0 1 0 1 -.019 2 36 min .375 1 0 1 0 1 0 1 0 1 -.019 1 37 4 max .87 2 -.01 1 0 1 0 1 0 1 -.014 2 I 38 min .379 1 -.01 2, 0 1 0 1 0 1 -.014 1 39 5 max .874 2 -.02 1 0 1 0 1 0 1 0 1 40 min .383 1 -.02 2 0 1 0 1 0 1 0 1 I RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\RoofTimber Truss.r3d] Page 2 1 oaa Company : Precision Structural Engineering, Inc. June 16,2016 1 IIIRISA Designer : RMH 2:07 PM Job Number Romtec 216-41 Checked By: TECHNOLOGIES Model Name : Porch Truss I Envelope Member Section Forces (Continued) I Member Sec Axial[k] LC y Shear[k] LC z Shear...LC Torque[...LC y-y Mo... LC z-z Moment[k-ft] LC 41 M5 1 max .858 2 .02 1 0 1 0 1 0 1 0 1 42 min .367 1 02 2 : 0 1 0 1< 0 ,jar 1 0 ' FAki 43 2 max .862 2 .01 1 0 1 0 1 0 1 -.014 2 I 44 min .371 1 .01 2 0 1 0 1 0 ; .. 1 -.014 1 45 3 max .866 2 0 1 0 1 0 1 0 1 -.019 2 46 min .375 1 0 1 0 1 0 1 0 1 -.019 1 47 4 max .87 2 -.01 1 0 1 0 1 0 1 -.014 2 I 48 min .379 1 -.01 2 0 1 0 1 0 1 -.014 1 49 5 max .874 2 -.02 1 0 1 0 1 0 1 0 1 50 min .383 1 -.02 2 0 1 0 1 0 1 0 1 1 51 M6 1 max 3.118 2 0 1 0 1 0 1 0 1 0 1 52 min 1.101 1 0 1 0 1 0 1 0 1 0 1 53 2 max 3.107 2 0 1 0 1 0 1 0 1 0 1 54 min 1.089 1 0 1 0 1 0 1 0 1 0 1 I 55 3 max 3.095 2 0 1 0 1 0 1 0 1 0 1 56 min 1.078 1 0 1 0 1 0 1 0 1 0 1 57 4 max 3.083 2 0 1 0 1 0 1 0 1 0 1 58 min 1.066 ,> 1 0 1 0 1 0 1 0 1 0 1 I 59 5 max 3.072 2 0 1 0 1 0 1 0 1 0 1 60 min 1.054 1 0 1 0 1 0 1 0 1 0 1 61 M7 1 max 3.118 2 0 1 0 1 0 1 0 1 0 1 62 min 1.101 1 0 1 0 1 0 1 0 1 0 1 63 2 max 3.107 2 0 1 0 1 0 1 0 1 0 1 64 min 1.089 1 0 1 0 1 0 1 0 1 0 1 65 3 max 3.095 2 0 1 0 1 0 1 0 1 0 1 66 min 1.077 1 0 1 0 1 0 1 0 1 0 1 1 67 4 max 3.083 2 0 1 0 1 0 1 0 1 0 1 68 min 1.066 1 0 1 0 1 0 1 0 1 0 1 69 5 max 3.072 2 0 1 0 1 0 1 0 1 0 1 I 70 min 1.054 1 0 1 0 1 0 1 0 1 0 1 71 M8 1 max 15.074 2 .171 2 0 1 0 1 0 1 0 1 72 min 5.59 1 .074 1 0 1 0 1 0 1 0 1 73 2 max 15.07 2 .161 2 0 1 0 1 0 1 -.065 1 I 74 min 5.586 1 .064 1 0 1 0 1 0 1 -.156 2 75 3 max 15.066 2 .151 2 0 1 0 1 0 1 -.12 1 76 min 5.582 1 .054 1 0 1 0 1 0 1 -.303 2 i 77 4 max 15.062 2 .14 2 0 1 0 1 0 1 -.166 1 78 min 5.578 1 .043 1 0 1 0 1 0 1 -.44 2 79 5 max 15.058 2 .13 2 0 1 0 1 0 1 -.202 1 80 min 5.573 1 .033' 1 0 1 0 1 0 1 -.568 2 ' 81 M9 1 max 14.424 2 .685 2 0 1 0 1 0 1 -.202 1 I _ 82 min 5.294 1 .268 _ 1 0 1 0 1 0 1 -.568 2 83 2 max 14.42 2 .675 2 0 1 0 1 0 1 -.45 1 84 min 5.29 1 .258 1 0 1 0 1 0 1 -1.209 2 I 85 3 max 14.416 2 .665 2 0 1 0 1 0 1 -.688 1 86 min 5.286 1 .248 1 0 1 0 1 0 1 -1.84 2 87 4 max 14.412 2 .655 2 0 1 0 1 0 1 -.917 1 88 min 5.282: 1 .238 1 0 1 0 ; 1 0 1 -2.462 2 I 89 5 max 14.408 2 .644 2 0 1 0 1 0 1 -1.137 1 90 min 5.278 1 .228 1 0 1 0 1 0 1 -3.074 2 91 M10 1 max 13.904 2 -.245 1 0 1 0 1 0 1 -1.137 1 92 min 5.092 < 1" -.673 2 0 1 0 1 0 1 -3.074 2 93 2 max 13.901 2 -.254 1 0 1 0 1 0 1 -.935 1 94 min 5.088 1 -.682 2 0 1 0 1 0 1 2.527 2 95 3 max 13.897 2 -.263 1 0 1 0 1 0 1 -.727 1 , 96 min 5.085 1 -.691 2 0 1 0 1 0 1 -1.972 2 97 4 max 13.894 2 -.271 1 0 1 0 1 0 1 -.511 1 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 3 I I Company � a� Precision Structural Engineering, Inc. June 16,2016 Designer RMH 2:07 PM Job Number Romtec 216 41 Checked By: I . TECHNOLOGIES Model Name : Porch Truss I Envelope Member Section Forces (Continued) Member Sec Axialfkl LC v Shearfkl LC z Shear...LC Torauef...LCv-v Mo... LC z-z Momentfk-ftl LC 98 min 5.081 1 -.699 2 0 1 0 1 0 1 -1.411 2 99 5 max 13.89 2 -.28 1 0 1 0 1 0 1 -.288 1 I 100 min 5.078 1 -.708 2 0 1 0 1 0 1 -.842 2 101 M11 1 max 14.118 2 -.044 1 0 1 0 1 0 1 -.288 1 102 min 5.174 1 .172 2 0 1 0 1 0 1 -.842 2 103 2 max 14.113 2 -.055 1 0 1 0 1 0 1 -.235 1 I 104 min: 5.169 1 -.184 2 0 1 0 1 0 1 -.651' 2 105 3 max 14.109 2 -.067 1 0 1 0 1 0 1 -.169 1 106 min 5.165 1 -.196 2 0 1 0 1 0 1 .446 2 I 107 4 max 14.104 2 -.079 1 0 1 0 1 0 1 -.091 1 108 min 5.16 1 -.207 2 0 1 0 1 0 1 -.229 2 109 5 max 14.099 2 -.09 1 0 1 0 1 0 1 0 1 110 min 5.155 1 -.219 2 0 1 0 1 0 1 0 1 I 111 M12 1 max 15.074 2 .171 2 0 1 0 . 1 0 1 0 1 112 min 5.59 1 .074 1 0 1 0 1 0 1 0 1 113 2 max 15.07 2 .161 2 0 1 0 1 0 1 -.065 1 114 min' 5.586 1 .064 1 0 1 0 1 0 1 -.156 2 I 115 3 max 15.066 2 .151 2 0 1 0 1 0 1 -.12 1 116 min 5.582 1 .054 1 0 1 0 1 0 1 -.303 2 117 4 max 15.062 2 .14 2 0 1 0 1 0 1 -.166 1 I 118 min 5.578 1 .043 1 0 1 0 1 0 1 =.44 2 119 5 max 15.058 2 .13 2 0 1 0 1 0 1 -.202 1 120 min 5.573 1 .033 1 0 1 0 1 0 1 -.568 2 121 M13 1 max 14.424 2 .685 2 0 1 0 1 0 1 -.202 1 I 122 min 5.294 1 .268 1 0 1 0 1 0 1 .568 2 123 2 max 14.42 2 .675 2 0 1 0 . 1 0 1 -.45 1 124 min 5.29 1 .258 1 0 1 0 1 0 1 -1.209 2 125 3 max 14.416 2 .665 2 0 1 0 1 0 1 -.688 1 I 126 min 5.286 ` 1 .248 1 0 1 0 1 0 1 1.84' 2 127 4 max 14.412 2 .655 2 0 1 0 1 0 1 -.917 1 128 min 5.282 1 .238 1 0 1 0 1 0 1 -2.462 2 129 5 max 14.408 2 .644 2 0 1 0 1 0 1 -1.137 1 I130 min 5.278 1 .228 1 0 1 0 1 0 1 -3.074 2 131 M14 1 max 13.904 2 -.245 1 0 1 0 1 0 1 -1.137 1 132 min 5.092 1 -.673 2 0 1 0 1 0 1 -3.074 2 I 133 2 max 13.901 2 -.254 1 0 1 0 1 0 1 -.935 1 134 min 5.088 1 -.682 2 0 1 0 1 0 1 -2.527 2 135 3 max 13.897 2 -.263 1 0 1 0 1 0 1 -.727 1 136 min 5.085 1 -.691 2 0 . 1 0 1 0 1 -1.972 2 I 137 4 max 13.894 2 -.271 1 0 1 0 1 0 1 -.511 1 138 min 5:081 1 .699 2 0 1 0 1 0 1 -1.411 2 139 5 max 13.89 2 -.28 1 0 1 0 1 0 1 -.288 1 140 min 5:078 1 -.708 2 0 1 0 1 0 1 -.842 2 I 141 M15 1 max 14.118 2 142 min 5:174 1 -.044 1 0 1 0 1 0 1 -.288 1 -.172 2 0 1 0 1 0 1 .842 2 143 2 max 14.113 2 -.055 1 0 1 0 1 0 1 -.235 1 144 min 5.169 1 .184 2 0 1 0 1 0 1 .651 2 I145 3 max - -.169 1 146 min 5.16514.109 2 1 -.196.067 21 0 0 1 1 0 0 1 1 0 0 1 1 -.446 2 147 4 max 14.104 2 -.079 1 0 1 0 1 0 1 -.091 1 I 148 min 5.16 1 -.207 2 0 1 0 1 0 1 -.229 2 149 5 max 14.099 2 -.09 1 0 1 0 1 0 1 0 1 150 min 5.155 1 -.219 2 0 1 0 1 0 1 0 1 151 M16 1 max -5.166 1 .958 2 0 1 0 1 0 1 0 1 I 152 min -13.956 2 . .383 1 0 1 0 1 0 1 0 153 2 max -5.166 1 .932 2 0 1 0 1 0 1 -.647 1 154 min -13.956 2 .357 1 0 1 0 1 0 1 -1.654 2 1 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 4 I D,(I- Company : Precision Structural Engineering, Inc. June 16,2016 1 IiIRISA Designer RMH 2:07 PM Job Number : Romtec 216-41 Checked By: TECHNOLOGIES Model Name : Porch Truss I Envelope Member Section Forces (Continued) I Member Sec Axial[k] LC y Shear[k] LC z Shear...LC Torque[...LC y-y Mo... LC z-z Moment[k-ft] LC 155 3 max -5.166 1 .907 2 0 1 0 1 0 1 -1.25 1 156 min -13.956 2 .332 1 0 1 0 1 0 1 -3.264 2 157 4 max -5.166 1 .881 2 0 1 0 1 0 1 -1.808 1 1 158 min -13.956 2 .306 1 0 1 0 1 0 1 -4.828 2 159 5 max -5.166 1 .856 2 0 1 0 1 0 1 -2.321 1 160 min -13.956 2 .281 1 0 1 0 1 0 1 -6.348 2 161 M17 1 max -4.818 1 -.2 1 0 1 0 1 01 -2.321 1 I 162 min -13.156' 2 -.568' 2 0 1 0 1 0 _ 1 6.348 ` 2 163 2 max -4.818 1 -.211 1 0 1 0 1 0 1 -2.167 1 164 min -13.156 2 -.579 2 0 1 0 1 0 1 -5.919 2 . I 165 3 max -4.818 1 -.222 1 0 1 0 1 0 1 -2.005 1 166 min 13.156' 2 .59 2 0 1 0 1 0 1 -5.48 2 167 4 max -4.818 1 -.233 1 0 1 0 1 0 1 -1.834 1 168 min -13.156 2 -.601 2 0 1 0 1 0 1 -5.034 2 I 169 5 max -4.818 1 -.244 1 0 1 0 1 0 1 -1.656 1 170 min -13.156 2 -.612 2 0 s 1 0 1 0 1 -4.58 2 171 M18 1 max -4.818 1 -1.342 1 0 1 0 1 0 1 -1.656 1 172 min -13.16 2 -3.712 2 0 1 0 1 0 1 -4.58 2 I 173 2 max -4.818 1 -1.357 1 0 1 0 1 0 1 -.306 1 174 min -13.16 2 3.727 2 0 1 0 1 0 1 -.86 2 175 3 max -4.818 1 -1.372 1 0 1 0 1 0 1 2.874 2 176 min 13.16 2 -3.741 2 0 1 0 1 0 1 1.058 1 I 177 4 max -4.818 1 -1.386 1 0 1 0 1 0 1 6.623 2 178 min` 13.16 2 -3:756 2 0 1 0 1 0 1 2.437 1 179 5 max -4.818 1 -1.401 1 0 1 0 1 0 1 10.386 2 180 min -13.16 2 -3.77 2 0 1 0 1 0 1 3.83 1 181 M19 1 max -5.166 1 .958 2 0 1 0 1 0 1 0 1 182 min -13.956 2 .383 1 0 1 0 1 0 1 0 1 183 2 max -5.166 1 .932 2 0 1 0 1 0 1 -.647 1 1 184 min -13.956 2 .357 1 0 1 0 1 0 1 -1.654 2 185 3 max -5.166 1 .907 2 0 1 0 1 0 1 -1.25 1 186 min -13.956 2 .332 1 0 1 0 1 0 1 -3.264 2 187 4 max -5.166 1 .881 2 0 1 0 1 0 1 -1.808 1 I 188 min -13.956 2 .306 1 0 1 0 1 0 1 -4.828 2 189 5 max -5.166 1 .856 2 0 1 0 1 0 1 -2.321 1 190 min 13.956 2 .281 1 0 1 0 1 0 1 -6.348 2 191 M20 1 max -4.818 1 -.2 1 0 1 0 1 0 1 -2.321 1 I 192 min -13.156 2 -.568 2 0 1 0 1 0 1 -6.348' 2 193 2 max -4.818 1 -.211 1 0 1 0 1 0 1 -2.167 1 194 min 13.156 2 -.579 2 0 1 0 1 0 1 -5.919 2 I 195 3 max -4.818 1 -.222 1 0 1 0 1 0 1 -2.005 1 196 min -13.156 2 -.59 2 0 1 0 1 0 1 -5.48 2 197 4 max -4.818 1 -.233 1 0 1 0 1 0 1 -1.834 1 198 min 13.156 2 -.601 2 0 1 0 1 0 1 5.034' 2 199 5 max -4.818 1 -.244 1 0 1 0 1 0 1 -1.655 1 I 200 min -13:156' 2 -.612 2 0 1 0 1 0 1 -4.579 2 201 M21 1 max -4.818 1 -1.342 1 0 1 0 1 0 1 -1.655 1 202 min ` -13.16 2 3.712 2 0 1 0 1 0 1 4.579 2 I 203 2 max -4.818 1 -1.357 1 0 1 0 1 0 1 -.306 1 204 min -13.16 2 -3.727 2 0 1 0 1 0 1 -.86 2 205 3 max -4.818 1 -1.371 1 0 1 0 1 0 1 2.874 2 206 min -13.16 2 -3.741 2 0 1 0 1 0 1 1.058 1 207 4 max -4.818 1 -1.386 1 0 1 0 1 0 1 6.623 2 208 min 13.16 2 3.756 2 0 1 0 1 0 1 2.437 1 209 5 max -4.818 1 -1.401 1 0 1 0 1 0 1 10.386 2 , 210 min -13.16 2 -3.77 2 0 1 0 1 0 1 3.83 1 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\RoonTimber Truss.r3d] Page 5 1 lots ICompany : Precision Structural Engineering, Inc. June 16, 2016 II ISA Designer : RMH 2:07 PM Job Number Romtec 216-41 Checked By: ITECHNOLOGIES Model Name : Porch Truss 111 Envelope Member Section Deflections Member Sec x[in] LC y[in] LC z[in] LC x Rotat...LC (n)Uy Ratio LC (n)Liz Ratio LC 1 M1 1 max -.112 1 -.005 1 0 1 0 1 NC 1 NC 1 I 2 min "-.304 2 -.012 2 0 1 0 1 NC 1 NC 1 3 2 max -.112 1 -.012 1 0 1 0 1 NC 1 NC 1 4 min -.304 2 -.034 2 0 1 0 1 NC 1 NC 1 5 3 max -.112 1 -.02 1 0 1 0 1 NC 1 NC 1 I 6 min -.304 2 -.055 2 0 1 0 1 NC 1 NC 1 7 4 max -.112 1 -.028 1 0 1 0 1 NC 1 NC 1 8 min -.304 2 -.077` 2 0 1 0 1 NC 1 NC 1 I 9 5 max -.112 1 -.036 1 0 1 0 1 NC 1 NC 1 I 10 min -.304 2 -.099 2 0 1 0 1 NC 1 NC 1 11 M2 1 max -.112 1 -.013 1 0 1 0 1 NC 1 NC 1 12 min -.304 2 -.035 2 0 1 0 1 NC 1 NC 1 ' 13 2 max -.112 1 -.005 1 0 0 1 NC 1 NC 1 14 min; .304; 2 -.014 2 0 1 0 1 NC 1 NC 1 15 3 max -.112 1 .008 2 0 1 0 1 NC 1 NC 1 16 min -.304 2 .003 1 0 1 0 1 NC 1 NC 1 1 17 4 max -.112 1 .03 2 0 1 0 1 NC 1 NC 1 18 min -.304 2 :011 1 0 1 0 1 NC 1 NC 1 19 5 max -.112 1 .051 2 0 1 0 1 NC 1 NC 1 20 min .304 2 .019 1 0 1 0 1 NC 1 NC 1 1 I 21 M3 1 max -.066 1 -.009 1 0 1 0 1 NC 1 NC 1 22 min -.18 2 -.024 2 0 1 0 1 NC 1' NC 1 23 2 max -.065 1 -.009 1 0 1 0 1 NC 1 NC 1 24 min -.178" 2 -.024 2 0 1 0 1 NC 1 NC 1, I 25 3 max -.065 1 -.009 1 0 1 0 1 NC 1 NC 1 26 min -.176 2 -.024' 2 0 1 0 1 NC 1 NC 1 27 4 max -.064 1 -.009 1 0 1 0 1 NC 1 NC 1 ' 28 min -.174; 2 -.024 2 0 1 0 1 NC 1 NC 1 29 5 max -.063 1 -.009 1 0 1 0 1 NC 1 NC 1 30 min -.172 2 -.024 2 0 1 0 1 NC 1 NC 1 31 M4 1 max .125 2 -.054 1 0 1 0 1 NC 1 NC 1 32 min .046 1 -.147 2 0 1 0 1 NC 1 NC 1 33 2 max .125 2 -.066 1 0 1 0 1 NC 1 NC 1 34 min .046 1 -.179 2 0 1 0 1 NC 1 NC 1 35 3 max .124 2 -.078 1 0 1 0 1 NC 1 NC 1 I 36 min .046 1 -.212 2 0 1 0 1 NC 1 NC 1 37 4 Max .124 2 -.09 1 0 1 0 1 NC 1 NC 1 38 min .046 1 -.245 2 , 0 1 ; 0 1 NC 1 NC 1 39 5 max .124 2 -.102 1 0 1 0 1 NC 1 NC 1 I 40 min .046 1 -.277 2 0 1 0 1 NC 1 NC 1 41 M5 1 max .081 2 -.061 1 0 1 0 1 NC 1 NC 1 42 min .03 1 -:164 2 0 1 0 1 NC 1 NC 1 I 43 2 max .08 2 -.073 1 0 1 0 1 NC 1 NC 1 44 min .03 1 .197 2 0 1 0 1 NC 1 NC 1 45 3 max .08 2 -.085 1 0 1 0 1 NC 1 NC 1 46 min .03 1 -.23 2 0 1 0 1 NC 1 NC 1 I 47 4 max .08 2 -.097 1 0 1 0 1 NC 1 NC 1 48 min .03 1 -:262 2 0 1 0 1 NC 1 NC 1 49 5 max .08 2 -.109 1 0 1 0 1 NC 1 NC 1 50 min .03 1 -.295 2 0 1 0 1 NC, 1 NC 1 I 51 M6 1 max -.102 1 -.006 1 0 1 0 1 NC 1 NC 1 52 min -:278 2 .017 2 0 1 0 1 NC 1 NC 1 53 2 max -.103 1 -.012 1 0 1 0 1 NC 1 NC 1 I54 min -.279 2 -.033 2 0 1 0 1 NC 1 NC 1 55 3 max -.103 1 -.018 1 0 1 0 1 NC 1 NC 1 56 min ` -.28 2 -.049 2 0 1 0 1 NC 1 NC 1 I RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 6 /a06 Company : Precision Structural Engineering, Inc. June 16,2016 I RIS . June 2:07 PM16 umber : RMMRomtec 216-41 Checked Jckkee d By: TECHNOLOGIES Model Name : Porch Truss I Envelope Member Section Deflections (Continued) I Member Sec x[in] LC y[in] LC z[in] LC x Rotat...LC (n) L/y Ratio LC (n) Liz Ratio LC 57 4 max -.103 1 -.024 1 0 1 0 1 NC 1 NC 1 58 min -.28 2_> -.064 2 0 1 0 1 NC 1 NC 1 59 5 max -.103 1 -.029 1 0 1 0 1 NC 1 NC 1 I 60 min -.281 2 -.08 2 0 1 0 1 NC 1 NC 1 , 61 M7 1 max -.102 1 -.011 1 0 1 0 1 NC 1NC 1 62 min .278 2 -.03 2. 0 1 0 1 NC 1 NC 1 63 2 max -.103 1 -.005 1 0 1 0 1 NC 1 NC 1 I 64 min -.279 2 -.015 , 2 0 1 0 1 NC 1 NC 1 65 3 max -.103 1 .001 2 0 1 0 1 NC 1 NC 1 66 min -.28 2 0 1 0 1 0 1 NC 1 NC 1 67 4 max -.103 1 .017 2 0 1 0 1 NC 1 NC 1 ' 68 min -.28 2 .006 1 0 1 0 1 NC 1 NC 1 69 5 max -.103 1 .033 2 0 1 0 1 NC 1 NC 1 70 min -.281 2 .012 1 0 1 0 1 NC 1 NC 1 I 71 M8 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 72 min; 0 1 0 1 0 1 0 1 NC 1 NC 1 73 2 max -.001 1 -.018 1 0 1 0 1 NC 1 NC 1 74 min` -.003 2 -.05 2 0 1 0 1 NC 1 NC 1 75 3 max -.002 1 -.037 1 0 1 0 1 NC 1 NC 1 76 min -.005 2 -.099 2 0 1 0 1 NC 1 NC 1 77 4 max -.003 1 -.054 1 0 1 0 1 NC 1 NC 1 78 min'' -.008 2 -.147 2 0 1 0 1 NC 1 NC I 79 5 max -.004 1 -.071 1 0 1 0 1 NC 1 NC 1 80 min -.011 2 -.192 2 0 1 0 1 NC 1 NC 1 81 M9 1 max -.004 1 -.071 1 0 1 0 1 NC 1 NC 1 82 min' -.011 2 -.192 2 0 1 0 1 NC ` 1 NC 1 I 83 2 max -.005 1 -.087 1 0 1 0 1 NC 1 NC 1 84 min -.014' 2 -.235 2 0 1 0 1 4019:157 2 NC 1 85 3 max -.006 1 -.101 1 0 1 0 1 7157.846 1 NC 1 86 min -.016 2 -.273 2 0 1 0 1 2670.295 2 NC 1 1 87 4 max -.007 1 -.111 1 0 1 0 1 8578.506 1 NC 1 88 min -.019 2 -.301 2 0 1 0 1 3198.135 2 NC 1 89 5 max -.008 1 -.118 1 0 1 0 1 NC 1 NC 1 I 90 min -.021 2 -.319 2 0 1 0 1 NC 1 NC 1 91 M10 1 max -.008 1 -.118 1 0 1 0 1 NC 1 NC 1 92 min -.021 2 -.319 2 0 1 0 1 NC 1 NC 1 93 2 max -.009 1 -.119 1 0 1 0 1 9605.265 1 NC 1 I 94 min; -.024' 2' -.323 2 0 1 0 1 3540.016 2 NC 1 95 3 max -.009 1 -.117 1 0 1 0 1 7901.385 1 NC 1 96 min` =.026' 2 -.318 2 0 1 0 1 2904.866 2 NC 1 97 4 max -.01 1 -.113 1 0 1 0 1 NC 1 NC 1 ' 98 min -.028 2 -.307 2 0 1 0 1 4278.331 2 NC 1 99 5 max -.011 1 -.107 1 0 1 0 1 NC 1 NC 1 100 min -.03 2 , -.29 2 0 1 0 1 NC 1 NC 1 101 M11 1 max -.011 1 -.107 1 0 1 0 1 NC 1 NC 1 102 min -.03 2 -.29 2 0 1 0 1 NC 1 NC 1 103 2 max -.012 1 -.097 1 0 1 0 1 NC 1 NC 1 104 min .033 2 -.264 2 0 1 0 1 NC 1 NC 1 105 3 max -.013 1 -.086 1 0 1 0 1 NC 1 NC 1 106 min -.036 2 -.235' 2 0 1 0 1 9707.691 2 NC 1' 107 4 max -.014 1 -.074 1 0 1 0 1 NC 1 NC 1 108 min -.039 2 -.202 2 0 1 0 1 NC 1 NC 1 ' 109 5 max -.015 1 -.062 1 0 1 0 1 NC 1 NC 1 110 min -.042 2 -.168 2 0 1 0 1 NC 1 NC 1 111 M12 1 max -.016 1 .018 2 0 1 0 1 NC 1 NC 1 I 112 min ;-.044 2 .006 1 0 1 0 1 NC 1 NC 1 113 2 max -.017 1 -.012 1 0 1 0 1 NC 1 NC 1 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 7 1 9027 ' Company Precision Structural Engineering, Inc. June 16,2016 IIHRISA Designer : RMH 2:07 PM Job Number Romtec 216-41 Checked By: ITECHNOLOGIES Model Name : Porch Truss Envelope Member Section Deflections (Continued) IMember Sec x finl LC v finl LC z finl LC x Rotat...LC (n)Uv Ratio LC (n) Liz Ratio LC 114 min_ -.047 2 -.032 2 0 1 0 1 NC 1 NC 1 115 3 max -.018 1 -.03 1 0 1 0 1 NC 1 NC 1 I 116 min -.05 2 -:081 2 0 1 0 1 NC 1 NC 1 117 4 max -.019 1 -.048 1 0 1 0 1 NC 1 NC 1 118 min -.052 2 -.129 2 0 1 0 1 NC 1 NC 1 119 5 max -.02 1 -.065 1 0 1 0 1 NC 1 NC 1 I120 min -.055 2 -.175 2 0 1 0 1 NC 1 NC 1 121 M13 1 max -.02 1 -.065 1 0 1 0 1 NC 1 NC 1 122 min' .055 i 2 -.175 2 0 1 0 1 NC 1 NC 1 123 2 max -.021 1 -.08 1 0 1 0 1 NC 1 NC 1 I 124 min ,"-.058 2 -.218 2 0 1 0 1 4019.183 2 NC 1 125 3 max -.022 1 -.094 1 0 1 0 1 7157.983 1 NC 1 126 min -.06 2 -.255 2 0 1 0 1 2670.314 2 NC 1 I 127 4 max -.023 1 -.105 1 0 1 0 1 8578.686 1 NC 1 128 min' -.063'- 2 -.284. 2 0 1 0 1 3198.161 2 NC I 129 5 max -.024 1 -.111 1 0 1 0 1 NC 1 NC 1 130 min -.065 2 -.301 2 0 1 0 1 NC 1 NC 1 I 131 M14 1 max -.024 1 -.111 1 0 1 0 1 NC 1 NC 1 132 min -.065` 2 -.301 2 0 1 0 1 NC 1 NC 1 133 2 max -.025 1 -.113 1 0 1 0 1 9604.543 1 NC 1 134 min -.068 2 -.305 2 0 1 0 1 3539.918 2 NC 1 I 135 3 Max -.026 1 -.111 1 0 1 0 1 7900.536 1 NC 1 136 min -.07 2 -.3 2 0 1 0 1 2904.751 2 NC 1 137 4 Max -.026 1 -.106 1 0 1 0 1 NC 1 NC 1 138 min -.072 2 -:289 2 0 1 0 1 4278.101 2 NC 1 I 139 5 max -.027 1 -.1 1 0 1 0 1 NC 1 NC 1 140 min -.074 2 -.273 2 0 1 0 1 NC 1 NC 1 141 M15 1 max -.027 1 -.1 1 0 1 0 1 NC 1 NC 1 I 142 min -.074' 2 -.273 2 0 1 0 1 NC 1 NC 1 143 2 max -.028 1 -.091 1 0 1 0 1 NC 1 NC 1 144 min -.077 2 -.247 2 0 1 0 1 NC 1 NC 1 145 3 max -.029 1 -.08 1 0 1 0 1 NC 1 NC 1 146 min -.08 2 -.217 2 0 1 0 1 9705.649 2 NC 1 147 4 max -.03 1 -.068 1 0 1 0 1 NC 1 NC 1 148 min -.083 2 -.184 2 0 1 0 1 NC 1 NC 1 149 5 max -.032 1 -.055 1 0 1 0 1 NC 1 NC 1 I 150 min .086 2 -.15 2 0 1 0 1 NC 1 NC 1 151 M16 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 152 min 0 1 0 1 0 1 0 1 NC 1 NC 1 153 2 max .003 2 -.038 1 0 1 0 1 8155.874 1 NC 1 I 154 min .001 1 -.103 2 0 1 0 1 3117.049 2 NC 1 155 3 max .006 2 -.072 1 0 1 0 1 5140.428 1 NC 1 156 min .002 1 .195 2 0 1 0 1 1954.405 2 NC 1 I 157 4 max .009 2 -.098 1 0 1 0 1 5941.27 1 NC 1 158 min .003 1 -.265 2 0 1 0 1 2243.151 2 NC 1 159 5 max .012 2 -.112 1 0 1 0 1 NC 1 NC 1 160 min .005 1 -.304 2 0 1 0 1 NC 1 NC 1 I 161 M17 1 max .012 2 -.112 1 0 1 0 1 NC1 NC 1 162 min .005 1 -.304 2 0 1 0 1 NC 1 NC 1, 163 2 Max .013 2 -.113 1 0 1 0 1 9602.855 1 NC 1 164 min .005 1 -.308 2 0 1 0 1 3512.043 2 NC 1 I165 3 'fnax .015 21 -.112 1 0 1 0 1 7399.263 1 NC 1 166 min .005 1 -.304 2 0 1 0 1 2704.589 2 NC 1' 167 4 max .016 2 -.108 1 0 1 0 1 NC 1 NC 1 I 168 min .006' 1 .294 2 0 1 0 1 3706.325 2 NC 1 169 5 max .017 2 -.102 1 0 1 0 1 NC 1 NC 1 170 min .006 1 -.278 2 0 1 0 1 NC 1 NC 1 IRISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\TimberTruss.r3d] Page 8 108 Company : Precision Structural Engineering, Inc. June 16,2016 I IIIRISA Designer : RMH 2:07 PM Job Number Romtec 216-41 Checked By: TECHNOLOGIES Model Name : Porch Truss I Envelope Member Section Deflections (Continued) Member Sec x[inl LC y[in] LC z[in] LC x Rotat...LC (n)L/y Ratio LC (n)Liz Ratio LC I 171 M18 1 max .017 2 -.102 1 0 1 0 1 1320.328 1 NC 1 172 min .006 1 -.278 2 0 1 0 1 486.543 2 NC 1 173 2 max .019 2 -.091 1 0 1 0 1 1897.324 1 NC 1 174 min .007 1 -.248 2 0 1 0 1 698.682 2 NC 1 175 3 max .02 2 -.08 1 0 1 0 1 3533.391 1 NC 1 176 min .008 1 -.217 2 0 1 0 1 1301.121 2 NC 1 177 4 max .022 2 -.07 1 0 1 0 1 NC 1 NC 1 I 178 min .008 1 -.191 2 0 1 0 1 4250.798 2 NC 1 179 5 max .024 2 -.066 1 0 1 0 1 NC 1 NC 1 180 min .009 1 -.18 2 0 1 0 1 NC 1 NC 1 I 181 M19 1 max -.017 1 0 1 0 1 0 1 NC 1 NC 1 182 min -.047 2 0 1 0 1 0 1 NC 1 NC 1 183 2 max -.016 1 -.038 1 0 1 0 1 8155.774 1 NC 1 184 min -.044 2 -.103 2 0 1 0 1 3117.034 2 NC 1 185 3 max -.015 1 -.072 1 0 1 0 1 5140.365 1 NC 1 186 min -.041 2 -.195 2 0 1 0 1 1954.396 2 NC 1 187 4 max -.014 1 -.098 1 0 1 0 1 5941.196 1 NC 1 188 min -.038 2 -.265 2 0 1 0 1 2243.14 2 NC 1 I 189 5 max -.013 1 -.112 1 0 1 0 1 NC 1 NC 1 190 min -.035 2 -.304 2 0 1 0 1 NC 1 NC 1 191 M20 1 max -.013 1 -.112 1 0 1 0 1 NC 1 NC 1 192 min -.035 2 -.304 2 0 1 0 1 NC 1 NC 1 ' 193 2 max -.013 1 -.113 1 0 1 0 1 9603.135 1 NC 1 194 min -.034 2 -.308 2 0 1 0 1 3512.081 2 NC 1 195 3 max -.012 1 -.112 1 0 1 0 1 7399.552 1 NC 1 196 min -.033 2 -.304 2 0 1 0 1 2704.628 2 NC 1 I 197 4 max -.012 1 -.108 1 0 1 0 1 NC 1 NC 1 198 min -.032 2 -.294 2 0 1 0 1 3706.392 2 NC _ 1 199 5 max -.011 1 -.102 1 0 1 0 1 NC 1 NC 1 I 200 min -.03 2 -.278 2 0 1 0 1 NC 1 NC 1 201 M21 1 max -.011 1 -.102 1 0 1 0 1 1320.424 1 NC 1 202 min -.03 2 -.278 2 0 1 0 1 486.556 2 NC 1 203 2 max -.011 1 -.091 1 0 1 0 1 1897.498 1 NC 1 I 204_ min -.029 2 -.248 2 0 1 0 1 698.705 2 NC 1 205 3 max -.01 1 -.08 1 0 1 0 1 3533.837 1 NC 1 206 min -.027 2 -.217 2 0 1 0 1 1301.182 2 NC 1 207 4 max -.009 1 -.07 1 0 1 0 1 NC 1 NC 1 208 min -.025 2 -.191 2 0 1 0 1 4251.141 2 NC 1 209 5 max -.009 1 -.066 1 0 1 0 1 NC 1 NC 1 210 min -.024 2 -.18 2 0 1 0 1 NC 1 NC 1 1 Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC I 1 N5 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N3 max 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 1 0 1 0 1 0 1 0 1 I 5 N7 max 0 1 0 1 0 1 0 1 0 1 0 1 6 min 0 1 0 1 0 1 0 1 0 1 0 1 7 N1 max 0 2 6.706 2 0 1 0 1 0 1 0 1 8 min 0 1 2.526 1 0 1 0 1 0 1 0 1 9 N2 max 0 1 6.706 2 0 1 0 1 0 1 0 1 10; min , 0 1 2.526 1 0 1 0 1 0 1 0 1 11 Totals: max 0 2 13.412 2 0 1 I 12 min 0 1 5.052 1 0 1 RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 9 I 02 7 I Company : Precision Structural Engineering, Inc. June 16,2016 IIRISA Designer : RMH 2:07 PM Job Number Romtec 216-41 Checked By: ITECHNOLOGIES Model Name : Porch Truss IEnvelope Wood Code Checks Member Shape Code Check Loc[ft] LC Shear Ch... Loc[ftL... LC Fc'[... Ft[k...Fb1' ...Fb2'...Fv'[... Eqn 1 M1 6X8FS .027 0 2 .000 0 z 1 .862 .594 .937 .938 .153 3.6.3 I 2 M2 6X8FS .027 0 2 .000 0 z 1 .862 .594 .937 .938 ".153 3:6.3 3 M3 6X8FS .269 5.6 2 .000 0 z 1 .817 .594 .936 .938 .153 3.9-1 4 M4 6X8FS .021 3.77 2 .004 0 y 1 .851 .594 .937 .938 .153 3.6.3 5 M5 6X8FS .021 3.77 2 .004 0 y 1 .851 .594 .937 .938 .153 3.6.3 I 6 M6 6X8FS .077 0 2 .000 0 z 1 .848 .594 .937 .938 .153 3.6.3 7 M7 6X8FS .077 0 2 .000 0 z 1 .848 .594 .937 .938 .153 3.6.3 8 M8 6X8FS .369 0 2 .025 0 y 2 .851 .594 .937 .938 .213 3.6.3 9 M9 6X8FS .755 3.77 2 .101 0 v 2 .851 .594 .937 .938 .213 3.9-3 I 10 M10 6X8FS .740 0 2 .104 3.231 y _2 ..858 .594 .937 .938 .213 3.9-3 11 M11 6X8FS .349 0 2 .032 4.308 v 2 .843 .594 .937 .938 .213 3.6.3 12 M12 6X8FS .369 0 2 .025 0 y 2 .851 .594 .937 .938 .213 3.6.3 I 13 M13 6X8FS .755 3.77 2 .101 0 v 2 .851 .594 .937 .938 .213 3.9-3 14 M14 6X8FS 740 0 2 .104 3.231 y 2 .858 .594 .937 .938 .213 3.9-3 15 M15 6X8FS .349 0 2 .032 4.308 v 2 .843 .594 .937 .938 .213 3.6.3 16 M16 6X1OFS .577 7 2 .113 0 y 2 1.164 1.188 1.993 2 .213 3.9-1 I 17 M17 6X1OFS .566 0 2 .072 3 v 2 1.345 1.188 1.997 2 .213 3.9-1 18 M18 6X1OFS .808 4 2 .444 4 y 2 1.319 1.188 1.996 2 .213 3.9-1 19 M19 6X1OFS .577 7 2 .113 0 v 2 1.164 1.188 1.993 2 .213 3.9-1 20 M20 6X1OFS .566 0 2 .072 3 y 2 1.345 1.188 1.997 2 .213 3.9-1 I21 M21 6X1OFS .808 4 2 .444 4 y 2 1.319 1.188 1.996 2 .213 3.9-1 I I I I I I I I I I RISA-3D Version 14.0.1 [X:\...\...\...\Dsg Engr\Roof\Timber Truss.r3d] Page 10 _: = Precision Structural Engineering, Inc. 1 FIRST FLOOR FRAMING / FOUNDATION ANALYSIS & DESIGN: 1 Pages 2,000 - 23999 1 1 1 i 1 1 1 1 i i 1 1 1 i 250-A Main Street E-Mail: info@structurel.com ph. (541)850-6300 Klamath Falls,OR. 97601 Web: www.structurel.com fax(541) 850-6233 1 Precision Structural Engineering,Inc. Medford Office I 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 �rr�hr;� °, Tel(541)850.6300•FAX(541)850-8233 Tal(541)856-8500 .?r11?'• igi', y�' tilt;,, www.atructurel.com•Email:Info®etructurel.eom xr:T7?M.f a••.1x4: • tcxr xJ:r`x PROJECT NO. Qorn .c �/1 —/-// SHEET OF 'r ` ``• '"\ t.�TT7Z:I:::Cstt1';:i.Y:1.,.C1�� l� IPROJECT NAME .D/rk5e4 PGr1S ra (1 DESIGNED BY 2 4 DATE SUBJECT Poor I g50-- CHECKED BY DATE I rrlkf'arlry e1..A./'t'4q w 1 4. f I p L = j y ,s 45 /,(1 L = 2S . pS ` 4 (1.3 V4. - ll3 pi-{ I L- tip , 3011 11,3 i w L 2(it ipso' r • I . USE 6 CM u-/ 49 6 .32. 0, r, vcr4, '17,, r,:s7 • • Ico„4;0i.,Ow.: VII I1 F9-. o4";V I — D L _ 10 P -P ).-.(/.. . -f, 45 p l- 2L 2 5, P s-P "y,.5 44.. _ l !_3 p I- I w4.It DL : Zf Ps-c y II,- .�-4. - q/6 p/- USE Ig/'w 3' a-1; w/3 w95 ,-s 1 • • 1 . . A q`9y'yar4-, y t'S` +, f i PROJECT : Dirksen Park Restroom 18507 PAGE : r y : T*„- CLIENT : DESIGN BY : RMH M; ', JOB NO. : Romtec 216-41 DATE : REVIEW BY : Allowable Stress Design of Masonry Bearing Wall Based on TMS 402-11 /2012 IBC INPUT DATA& DESIGN SUMMARY t p1 1 SPECIAL INSPECTION(0=NO, 1=YES) 1 Yes e TYPE OF MASONRY( 1=CMU,2=BRICK) 1 CMU t V3 Mz MASONRY STRENGTH fm' = 1.5 ksi 1 REBAR YIELD STRESS fy = 60 ksi , wz (plf/ft) Shear Moment ALLOWABLE INCREASING?(IBC/CBC 1605.3.2) Yes / lik SERVICE GRAVITY LOAD P = 158 lbs/ft SERVICE LATERAL LOAD w1 = 24.2 plf/ft / L – I SERVICE PARAPET LOAD w2 = 0 plf/ft THICKNESS OF WALL t = 6 initi I PARAPET HEIGHT h = P 0 ft WALL HEIGHT h = 11.3 ft wi (plf/ft) Shear Moment ECCENTRICITY e = 0 in MASONRY SPECIFIC WEIGHT Ym = 125 pcf [THE WALL DESIGN IS ADEQUATE.] I WALL HORIZ. REINF. 1 # 4 @ 32 in o.c. (at middle) WALL VERT.REINF. 1 # 4 @ 32 in o.c. (at middle) ANALYSIS I VERT.REINF.AREA AT EACH SIDE AS = 0.08 in2 MODULAR RATIO n = 21.48 EFFECTIVE DEPTH(TMS 1.15.3.5) d = 2.82 in REINFORCEMENT RATIO p = 0.0022 Il WIDTH OF SECTION bW = 12.00 in ALLOWABLE STRESS FACTOR SF = 1.333 EFFECTIVE THICKNESS te = 5.63 in THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 ksi STEEL ELASTICITY MODULUS ES = 29000 ksi k= 2 pn+(pn)2—pn = 0.26482 I THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF.STRESS DUE TO FLEXURE IS Fb=(SF)(0.33.331n) = 660 psi Fs=(1.33 or 1.0)(20) or 32= 32000 psi THE DISTANCE FROM BOTTOM TO M1 IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE (h+17,)2 Pe _ 1.05 wl 2 z –2 S = h+hp— — = ft M1 2w1h2[Pe+ 2 (h —hp) = 406 ft-lbs/ft 1112h hwl _ p1 =P+(wall weight) = 511 lbs lft THE GOVERNING SHEAR FORCES ARE I 2 _ Wzhp =00 ft-lbs/ft (h+hp) wl Pe M2 V1 =(h+hp)w1 — 2h + 137 lbs/ft 2 h p2 =P+(wall weight) = 158 lbs/ft I V2=hwl—VI = 137 lbs/ft THE GOVERNING SHEAR STRESS IN MASONRY IS v f mAX(V1 , V2 , V3) V3=h pW2 = 0 lbs/ft = 2.02 psi tebw DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG-3 Tab 12.2.1, Fig 12.2-12&13,page 12-25). M to 1Vl < to _ 1 M / te 1 I Pd 6d Pd (2d 3) Pd 2d 3 1.Wall is in compression and not cracked. 2.Wall is cracked but steel is in compression. 3.Wall is cracked and steel is in tension. I REGION 3 APPLICABLE FOR(M1,P1) REGION 1 APPLICABLE FOR(M2,P2) I I I 200.Z (cont'd) I CHECK REGION 1 CAPACITY L wt2 to 3447 ft-lbs/ft > Mi [Not applicable] Mm= 6 Fb—P 6 3474 ft-lbs/ft > M2 [Satisfactory] I CHECK REGION 2 CAPACITY M to 2p2 ={ 118 ft-lbs/ft < M1 [Not applicable] I3723bwFb ft-lbs/ft > M2 [Not applicable] CHECK REGION 3 CAPACITY(The moment maybe limited by either the masonry compression or steel tension, MDG-3 page 12-25). C1 kdl tel kd` rte —kc0 Mm=MIN —b kQ'Fb(,..4 -- —P d--J , ASFS d -- +PI\ I 2 3 � 2 3 , 2 3 , — 623 ft-lbs/ft > Mi [Satisfactory] I 547 ft-lbs/ft > M2 [Not applicable] THE ALLOWABLE SHEAR STRESS IS GIVEN BY(TMS 402 2.3.6) IF,_(SF)1.125I`\i f ) = 58.095 psi > f, [Satisfactory] Technical References: I1."Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001. I I I I I I I I I I 0003 Company : Precision Structural Engineering, Inc. June 16, 2016 I Designer : RMH Job Number : Romtec 216-41 Continuous Wall Footing Checked By: I Sketch 0 ft X I „ Atl B 4-1 • „:12;,in I •• 0 I 4j4 r 0 CO I L9 Z '--I 7 s4 D C D C 1 ft Details 1 A x _ B • #4NA) 4 4a � z IY #4@ 12 in . Footing Elevation Di1 ft C I Bottom Rebar Plan Geometry, Materials and Criteria Length :1 ft eX :0 in Gross Allow. Bearing :1500 psf(gross) Steel fy :60 ksi Width :1.5 ft eZ :0 in Concrete Weight :150 pcf Minimum Steel :.0018 I Thickness :8 in pX :8 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 Footing Top Bar Cover :3 in Overturning/Sliding SF :1.5 Phi for Flexure :0.9 I Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads I P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) DL .961 100 SL .113 er I +P I +Vi mom z -trig A D D C D C A D I I RISAFoot Version 4.00 [X:\...\...\...\...\...\Continuous Wall Footing -ASCE 7-10.rft] Page 1 .2©O(/ ICompany : Precision Structural Engineering, Inc. June 16, 2016 Designer : RMH Job Number : Romtec 216-41 Continuous Wall Footing Checked By: I Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE ASD 1 1 DL 1500 840.667 (A) .56 I ASCE ASD 2 1 DL+1 LL 1500 840.667 (A) .56 ASCE ASD 3(b) 1DL+1SL 1500 916 (A) .611 ASCE ASD 4(b) 1 DL+.75LL+.75SL 1500 897.167 (A) .598 IA B A B A B A B I D C D C D C D C I 1 DL 1 DL+1 LL 1 DL+1 SL 1 DL+.75LL+.75SL QA: 840.667 psf QA: 840.667 psf QA: 916 psf QA: 897.167 psf QB: 840.667 psf QB: 840.667 psf QB: 916 psf QB: 897.167 psf QC: 840.667 psf QC: 840.667 psf QC: 916 psf QC: 897.167 psf I QD: 840.667 psf QD: 840.667 psf QD: 916 psf QD: 897.167 psf NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in IFooting Flexure Design (Bottom Bars) As-min x-dir(Top Flexure): .18 inA2 As-min x-dir(T & S): .173 inA2 As-min z-dir(Top Flexure): .27 inA2 As min z-dir(T & S): .259 inA2 As-min x-dir(Bot Flexure): .18 inA2 As-min z-dir(Bot Flexure): .27 inA2 z-Dir As z-Dir As x-Dir As x-Dir As I Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided C Max (k-ft) (in"2) (in"2) UC Max (k-ft) (inA2) (inA2) ACI 9-1 1.4DL 0 0 0 I .785 .02064 .08 .004 .196 I ACI 9-2 (a) 1.2DL+1.6LL 0 0 0 .785 .01769 .07 .003 .196 ACI 9-2 (b) 1.2DL+1.6LL+.5SL 0 0 0 .785 .01856 .07 .003 .196 ACI 9-3 (b) 1.2DL+1.6SL+1 LL 0 0 0 .785 .02047 .08 .004 .196 IFooting Shear Check Two Way (Punching)Vc: NA One Way (x Dir. Cut) Vc 8.1 k One Way (z Dir. Cut) Vc: 5.4 k I Punching x Dir. Cut z Dir. Cut Description Categories and Factors Vu(k) Vu/pVc Vu(k) Vu/OVc Vu(k) Vu/VVc ACI 9-1 1.4DL NA NA .0006727 0 .037 .009 I ACI 9-2 (a) 1.2DL+1.6LL NA NA 0005766 0 .032 .008 ACI 9-2 (b) 1.2DL+1.6LL+.5SL NA NA .00060485 0 .034 .008 ACI 9-3 (b) 1.2DL+1.6SL+1 LL NA NA .000667 0 .037 .009 I I I I RISAFoot Version 4.00 [X:\...\...\...\...\...\Continuous Wall Footing -ASCE 7-10.rft] Page 2 zoos Company : Precision Structural Engineering, Inc. June 16, 2016 1 Designer : RMH Job Number : Romtec 216-41 Continuous Wall Footing Checked By: Concrete Bearing Check(Vertical Loads Only) Bearing Bc : 204 k Description Categories and Factors Bearing Bu (k) Bearing Bu/,13c ACI 9-1 1.4DL 1.345 .01 111ACI 9-2 (a) 1.2DL+1.6LL 1.153 .009 ACI 9-2 (b) 1.2DL+1.6LL+.5SL 1.21 .009 ACI 9-3 (b) 1.2DL+1.6SL+1 LL 1.334 .01 I Overturning Check(Service) Description Categories and Factors Mo-xx (k-ft) Ms-xx (k-ft) Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz I ASCE ASD 1 1 DL 0 .63 0 .946 NA NA ASCE ASD 2 1 DL+1 LL 0 .63 0 .946 NA NA ASCE ASD 3 (b) 1 DL+1 SL 0 .687 0 1.03 NA NA I ASCE ASD 4(b) 1 DL+.75LL+.75SL 0 .673 0 1.009 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC I OSF-xx: Ratio of Ms-xx to Mo-xx Sliding Check (Service) I Description Categories and Factors Va-xx(k) Vr-xx (k) Va-zz (k) Vr-zz (k) SR-xx SR-zz ASCE ASD 1 1 DL 0 .358 0 .358 NA NA ASCE ASD 2 1 DL+1 LL 0 .358 0 .358 NA NA ASCE ASD 3 (b) 1 DL+1 SL 0 .392 0 .392 NA NA ASCE ASD 4 (b) 1 DL+.75LL+.75SL 0 .384 0 .384 NA NA Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis I Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx I I I I I I I RISAFoot Version 4.00 [X:\...\...\...\...\...\Continuous Wall Footing -ASCE 7-10.rft] Page 3 I Precision Structural Engineering,Inc. Medford Office 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 Tel(541)850300•FAX(541)850233 Tel(541)858-8500 www.structurel.com•Em structur 2 Email:info el.com PROJECT NOi c �/I SHEET 20/69 OF PROJECT NAME -OC'ICSen P4rIC I� iocwn DESIGNED BY R.4//4 DATE SUBJECT Pooh" 1 g5'0CHECKED BY DATE 10rc r0S13 1;6' 15 r") /o 3 4- 10,2 Y UL= ? sX�) 4 X52 = 332 L =( 56 ) � /8O = £' 2 lb. D F- X1_0 rGG\ t�za /'✓" 111 I L 3 5L .s's ' l I I 1 I cfl COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN June 16, 2016 14:49 Porch Posts I Design Check Calculation Sheet WoodWorks Sizer 10.4 II Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit II tern Start End Start End Loadl Dead Axial (Ecc. = 0. 92") 3322 lbs Load3 Snow Axial (Ecc. = 0. 92") 5852 lbs Self-weight Dead Axial 57 lbs IILoad magnitude does not include Normal Importance factor from Table 4 . 2.3.2, which is applied during analysis. Lateral Reactions (lbs): I i 8' / ID > —1 CD 0' o 8' Unfactored: II Dead 32 -32 Snow 56 -56 Factored: IIR->L 88 Load comb #2 L->R 88 IILoad comb #2 #1 Timber-soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") I Support: Non-wood Total length: 8'; volume = 1.7 cu.ft.; Post and timber; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 8.0 = 8.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]; II Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 4 Fv' = 195 psi fv/Fv' = 0.0211 Bending(+) fb = 303 Fb' = 862 psi fb/Fb' = 0.35 Axial fc = 305 Fc' = 661 psi fc/Fc' = 0. 46 Combined (axial + eccentric moment) Eq. 15.4-3 = 0.70 II Axial Bearing fc = 305 Fc* = 805 psi fc/Fc* = 0.38 Live Defl'n 0.03 = <L/999 0.53 = L/180 in 0.06 Total Defl'n 0.06 = <L/999 0.53 = L/180 in 0.11 1 1 1 1 I 2oi,2. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN IIPorch Posts WoodWorks®Sizer 10.4 Page 2 Additional Data: - - - - II FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1. 15 1.00 1.00 1.00 1.00 2 Fb'+ 750 1. 15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 IIFc' 700 1.15 1.00 1.00 0.821 1.000 - - 1.00 1.00 2 E' 1.3 million 1.00 1.00 - - - - 1.00 1. 00 2 Emin' 0.47 million 1. 00 1.00 - - - - 1.00 1. 00 2 Fc* 700 1. 15 1 . 00 1.00 - 1.000 - - 1.00 1.00 2 I CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 88, V design = 88 lbs Bending(+) : LC #2 = D+S, M = 701 lbs-ft Deflection: LC #2 = D+S (live) II LC #2 = D+S (total) Axial : LC #2 = D+S, P = 9231 lbs Eq. 15.4-3 : LC #2 = D+S Fb'= 862 FcE= 1268 Pxe/S=fc(6xe/d)= 303 II D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 II CALCULATIONS: Deflection: EI = 99. 1e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. IDesign Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the I National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. I I I I I I I I I .2o /3 Company : Precision Structural Engineering, Inc. June 16, 2016 Designer : RMH Job Number : Romtec 216-41 Porch Footing Checked By: Sketch A X I 1.25 ft A ¢ ¢ B (t4) 3,51fAk- „, Ln 6 in 11 N H t .r L f 44 ri Z r (Y1r-1 }� t r D C 1 f ;` Df iC 3 ft Details 1 A Ax B <=--- #4@10 in q I N G'. 44 z _ ”' m D Footing Elevation C /\ #4@ 10 in Df 3 ft iC I Bottom Rebar Plan I Geometry, Materials and Criteria Length :3 ft eX :0 in Gross Allow. Bearing :1500 psf(gross) Steel fy 60 ksi Width :3 ft eZ :0 in Concrete Weight :150 pcf Minimum Steel :.0018 Thickness :12 in pX :6 in Concrete fc :2.5 ksi Maximum Steel ..0075 Height :0 in pZ :6 in Design Code :ACI 318-11 Footing Top Bar Cover :3 in Overturning/Sliding SF :1.5 Phi for Flexure :0.9 1 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 I Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf) I DL 3.322 100 SL 5.852 +P +Vxz ("+Mx rl+Mz +Over tilt I A D D C D C A D 1 RISAFoot Version 4.00 [X:\...\...\...\...\...\Porch Footing -ASCE 7-10.rft] Page 1 ICompany : Precision Structural Engineering, Inc. . 0/9June 16, 2016 Designer : RMH IJob Number : Romtec 216-41 Porch Footing Checked By: I Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE ASD 1 1DL 1500 619.111 (A) .413 IASCEASD 2 1 DL+1 LL 1500 619.111 (A) .413 ASCE ASD 3 (b) 1 DL+1 SL 1500 1269.33 (A) .846 ASCE ASD 4(b) 1 DL+.75LL+.75SL 1500 1106.78 (A) .738 1 A B A B A B A B D C D C D C D C I 1 DL 1 DL+1 LL 1 DL+1 SL 1 DL+.75LL+.75SL QA: 619.111 psf QA: 619.111 psf QA: 1269.33 psf QA: 1106.78 psf QB: 619.111 psf QB: 619.111 psf QB: 1269.33 psf QB: 1106.78 psf QC: 619.111 psf QC: 619.111 psf QC: 1269.33 psf QC: 1106.78 psf I QD: 619.111 psf QD: 619.111 psf QD: 1269.33 psf QD: 1106.78 psf NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in IFooting Flexure Design (Bottom Bars) As-min x-dir(Top Flexure): 1.02 inA2 As-min x-dir (T & S): .778 inA2 I As-min z-dir(Top Flexure): 1.02 inA2 As-min z-dir (T & S): .778 inA2 As-min x-dir(Bot Flexure): 1.02 inA2 As-min z-dir(Bot Flexure): 1.02 inA2 z-Dir As z-Dir As x-Dir As x-Dir As I Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Categories and Factors UC Max (k-ft) (inA2) (inA2) UC Max (k-ft) (inA2) (inA2) ACI 9-1 1.4DL .04183 1.21 .032 .785 .04183 1.21 .032 .785 I ACI 9-2 (a) 1.2DL+1.6LL .03586 1.04 .027 .785 .03586 1.04 .027 .785 ACI 9-2 (b) 1.2DL+1.6LL+.5SL .06217 1.8 .047 .785 .06217 1.8 .047 .785 ACI 9-3 (b) 1.2DL+1.6SL+1 LL .12007 3.48 .091 .785 .12007 3.48 .091 .785 IFooting Shear Check Two Way (Punching)Vc: 98.6 k One Way (x Dir. Cut)Vc 30.6 k One Way (z Dir. Cut)Vc: 30.6 k I Punching x Dir. Cut z Dir. Cut Description Categories and Factors Vu(k) Vu/gVc Vu(k) Vu/OVc Vu(k) Vu/g5Vc ACI 9-1 1.4DL 3.896 .053 .84 .037 .84 .037 I ACI 9-2 (a) ACI 9-2 (b) 1.2DL+1.6LL 3.34 .045 .72 .031 .72 .031 1.2DL+1.6LL+.5SL 5.791 .078 1.248 .054 1.248 .054 ACI 9-3 (b) 1.2DL+1.6SL+1 LL 11.184 .151 2.41 .105 2.41 .105 I I I IRISAFoot Version 4.00 [X:\...\...\...\...\...\Porch Footing -ASCE 7-10.rft] Page 2 2o75 Company : Precision Structural Engineering, Inc. June 16, 2016 I Designer : RMH Job Number : Romtec 216-41 Porch Footing Checked By: I Concrete Bearing Check(Vertical Loads Only) I Bearing Bc : 153 k Description Categories and Factors Bearing Bu (k) Bearing Bu/013c ACI 9-1 1.4DL 4.651 .047 I ACI 9-2 (a) 1.2DL+1.6LL 3.986 .04 ACI 9-2 (b) 1.2DL+1.6LL+.5SL 6.912 .07 ACI 9-3 (b) 1.2DL+1.6SL+1 LL 13.35 .134 Overturning Check(Service) Description Categories and Factors Mo-xx (k-ft) Ms-xx(k-ft) Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz I ASCE ASD 1 1 DL 0 8.358 0 8.358 NA NA ASCE ASD 2 1 DL+1 LL 0 8.358 0 8.358 NA NA ASCE ASD 3 (b) 1 DL+1 SL 0 17.136 0 17.136 NA NA I ASCE ASD 4 (b) 1 DL+.75LL+.75SL 0 14.941 0 14.941 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC I OSF-xx: Ratio of Ms-xx to Mo-xx Sliding Check(Service) 111 Description Categories and Factors Va-xx (k) Vr-xx(k) Va-zz (k) Vr-zz (k) SR-xx SR-zz ASCE ASD 1 1 DL 0 1.664 0 1.664 NA NA ASCE ASD 2 1 DL+1 LL 0 1.664 0 1.664 NA NA ASCE ASD 3 (b) 1DL+1SL 0 3.42 0 3.42 NA NA ASCE ASD 4 (b) 1 DL+.75LL+.75SL 0 2.981 0 2.981 NA NA Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis I Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx I I I I I I RISAFoot Version 4.00 [X:\...\...\...\...\...\Porch Footing -ASCE 7-10.rft] Page 3 I 1 = _= Precision �• =may .:. Affe Structural ' = Engineering, Inc. �1Rivg mer:' LATERAL ANALYSIS & DESIGN: Pages 3,000 - 3,999 I 1, I I I I I I I I 250-A Main Street E-Mail: info@structurel.com @ ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax(541) 850-6233 1 Precision Structural Engineering,Inc. Medford Office 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 :' .m`,.� Tel(541)850-8300•FAX(541)8511$233 Tel(541)858-8500 'v h ' r 1 =_ _''':‘,4:-'1C-LF,-`6:114, "a� mow;. www,structurel.com•Email:Info@structuret.com 47. •ai'i`l== k4j '."',rt n(� 1 ,4.:;,:.-41-41.11*tr �, ; PROJECT NO. 1\0 e,c .\16-til SHEET 200 t) OF = f=:�,ilz,�x..!, n• 51." d:•�i:^ -•s:,,i Yi_r• •Sri PROJECT NAME D,'rl se l PArk Res+roun, ' DESIGNED BY K I4 DATE I SUBJECT 1--'k4ef5.1 -)ES®7 CHECKED BY DATE Nie a i ry .S,ea.1'w4.f P p: Db. to s_c , 4,3-.�1, :. ys -p ; L SL =2 t ‘ 1-.1] j k ' ei, /� / 5 _ps.f 5�� l P [5p //yam g' 1 J'!f I�. I - r /ogo) k 6 N. k_ -N-j -i- I M i 107- 16.6 ps- K Lt .(: ' ias-c4, ., Z/ _,,{,. 1 WL:-- 1867- ib.. I. F..L 9806.11:. a2 = .. 4 90 v lb, PI' layer I USS 6. lNl(i ... % 'l e -309 ,a, r. lip fz. k Y. I I I • I . 1 I . 1 . 1 •. .ter I 2061 › PROJECT: Dirksen Park Restroom 18507 PAGE: CLIENT: DESIGN BY: RMH ' JOB NO.: Romtec 216-41 DATE: REVIEW BY: Masonry Shear Wall Design Based on TMS 402-11 12012 IBC (both ASD and SD) INPUT DATA&DESIGN SUMMARY b11 I SPECIAL INSPECTION(O=NO,1=YES) 1 Yes 1 1 1 (This option only for local jurisdiction amendments to the code, not part of TMS.) i��ii tri TYPE OF MASONRY(1=CMU,2=BRICK) 1 CMU b11 MASONRY STRENGTH fm'= 1.5 ksi 612 I REBAR YIELD STRESS fy= 60 ksi ALLOWABLE 30%INCREASING?(IBC 1605.3.2) Yes SEISMIC PERFORMANCE CATEGORY D Seismic D 3 tW I (C,D,E,O=WIND,5=GRAVITY) J SERVICE AXIAL LOAD P= 1.264 kips,at middle of LN, SERVICE SHEAR LOAD Vx= 4.9 kips,(in-plane force) b 21 b22 I SERVICE MOMENT LOAD Mx= 39.2 ft-kips,(top flange,bfl,compression) My= 0.192 ft-kips,(out-of-plane,left b11 &b21,compression) • ,A'��'tf2 I b f2 1 I EFFECTIVE HEIGHT OF WALL hW= 8 ft LENGTH OF SHEAR WALL Lw= 8 ft,(within vertical control joints) THE WALL DESIGN IS ADEQUATE. THICKNESS OF WALL tW= 6 in I REINFORCING OF WALL 1 # 4 at each ends,with 4 in center to edge. Ash,Horizontal 1 # 4 @ 32 in o.c. A55,Vertical 1 # 4 @ 32 in o.c. ITOP FLANGE(COMPRESSION) b11= 0 in, b12= 0 in, bf1= 6 in,(TMS 1.9.4.2.3) tf1= 8 in, 1 # 4 @ 32 in o.c.,Vertical I BOTTOM FLANGE b21= 0 in, b22= 0 in, bf2= 6 in,(TMS 1.9.4.2.3) tf2= 8 in, 1 # 4 @ 32 in o.c.,Vertical ANALYSIS ICHECK FLEXURAL&AXIAL CAPACITY BY ALLOWABLE STRESS DESIGN(ASD) 350 I 3D0 IIlIIkIIh . 250 I 200 __ C P(k) 15o L l FORCE DIAGRAM 100 111 50 �� n u D11111111111111 _ 0 100 150 200 250 300 I -50 M(ft-k) E L STRAIN DIAGRAM I N I P(load)= 1.264 _kips < P(allowable)=Pa= 183.619 kips M(resultant)=(M524"My2)o.s_ 39.2005 ft-kips < M(allowable)= 81.1343 ft-kips [Satisfactory] Where Em= 1350 ksi,(TMS 1.8.2.2.1) An= 546 in2 E5= 29000 ksi,(TMS 1.8.2.1) Ast= 0.90 int IScale Factor= 1.333 ,(TMS 2.1.2.3) fs>_ 0 ksi,(TMS 2.3.3.3) Fb= 0.660 ksi,(TMS 2-18) h/r= 59 ,neglected conservatively flanges. F5= 32.00 ksi,(TMS 2.3.3.1) Pa= 183.619 kips,(TMS 2.3.4.2.1) I 3oo2 1 (cont'd) CHECK FLEXURAL&AXIAL CAPACITY BY STRENGTH DESIGN(SD) I I 700 4 1 ' 0 Y i 600 500 iri OJI 400 ---- C o- I L l 9 300 I FORCE DIAGRAM 200 100 -Ic 1 -200 1111...'"-- 200 400 600 800 °° `4 1 (1)Mn(ft-k) STRAIN DIAGRAM I I Pu=1.2 P= 1.5168 kips < OP!,= 418.926 kips,(TMS 402 3.3.4.1.1) I Mu=(1/0.7)(M52+My2)°S= 56.0007 ft-kips < (1)Mn= 186.763 ft-kips,at Pu level. [Satisfactory] Where emu= 0.0025 ,(TMS 3.3.2.c) d= 95 in = 0.9 ,(TMS 3.1.4.1) fm'= 1.5 ksi I CHECK SHEAR CAPACITY(ASD),(TMS 2.3.6) r Mr I' A„F 1 r Mry P F, =MAX{(Si—F)[ 4-1.75MIN(1 , Vd i �fm+0.25A1+0.5 A , (SF)_—ns 4-1.75MIN\1 , Vd//\I f,n+0.25A- 1 j = 59 psi > 1.5 f, = 14 psi [Satisfactory] (factor 1.5 from TMS 402 1.18.3.2.6.1.2) I F,,Maximum =(SF)MIN 3 , MAX 2 , 2+3I 1---. .))1 4f,n = 103 psi > 1.5 f, I [Satisfactory] CHECK MINIMUM REINFORCEMENTS Ash,min= 0.101 in2/ft > Ash,actual= 0.075 in2/ft [Unsatisfactory] (TMS 1.18.3.2.6) I Ssh,max= 24 in < Ssh,actual= 32 in [Unsatisfactory] (TMS 1.18.3.2.6) Asv,min= 0.047 in2/ft < Asv,actual= 0.075 in2/ft [Satisfactory] (TMS 1.18.3.2.6) Ssv,max= 24 in < Ssv,actual= 32 in [Unsatisfactory] (TMS 1.18.3.2.6) I CHECK MAXIMUM REINFORCEMENT PERCENTAGE Pmaa n f f 0.0044 > p = 0.0004 [Satisfactory] I 2f n+--7-) f”' (TMS 402 2.3.4.4) I These requirements are for Stack Bond masonry walls. I The walls on this building are Running Bond. Min. Spacing= 96"/3 = 32" Min.Area = (12" x 5.625") * 0.0007 =0.047 in2 I I I Precision Structural Engineering,Inc. Medford Office I 250 MaIn Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 •��j`� t• Tel(541)8508300•FAX(541 8508233 Tel(541)858-8500 r rri t `` .'''' /.; •�� Yr .`,1. I www.structural.com•Email:info structurel.com „E„,,,,.: � ti ,2.1«,', PROJECT NO. Ro,'►'14-e c- ,216--.Y/ SHEET 3 GIP OF j',..t. ,vS t.?...�: LA PROJECT NAME P'rkSen Pik S oan-m DESIGNED BY 1 l'i DATE SUBJECT LA-4r,,-( • Ig50- CHECKED BY DATE I F-2ol pi-P.. , ,e7.. 301 F IAC(Ci/1q 40 i?e_ Y3-7 ___( • I USE ..—_ )oi N'o, ; is 6?.. 6 rAp, - II$ 1L x 1,6 h Aa. — —1-S.5-0R. I .Ee , 4.77... : kA4, OS E iZotdt 13ec;.rv► .l rAc%ef- 4g4,. 0 5/8 r Aoc4eC L„) 1-(--- I ,-1 . • I . .. I I . ... . . • ` ' PROJECT: Dirksen Park Restroom 18507,�' gi PAGE `t- i': 30 /I CLIENT: DESIGN BY: RMH JOB NO.: Romtec 216-41 DATE: REVIEW BY Latejal Force for One-Story Wall Based on 2012 IBC INPUT LL DATA - I i� WALLETHEI THICKNESS t = 8 int , PARAPET HEIGHT h, = 0 ft loa N .,z_ WALL HEIGHT h = 11.3 ft F..1, TOTAL WALL DENSITY p = ' 125 pcf WO(p6/Ft) Shear Moment SEISMIC PARAMETER Sos = 0.719 (ASCE 7 Sec 11.4.4) I SEISMIC DESIGN CATEGOR' SDC = ``0 -- DIAPHRAGM FLEXIBLE?(0=no,l=yes) 1 Yes y SEISMIC IMPORTANCE FACTOR I. = P.1 ,(ASCE 7 Tab 11.5-1) y WIND IMPORTANCE FACTOR Iw = 1.0 (ASCE 7 Tab 1.5-2) i BASIC WIND SPEED V = 120 mph,(ASCE 7 Sec 26.5.1) IL EXPOSURE CATEGORY(B,C,D) = C - - - TOPOGRAPHIC FACTOR Kz, = 1 Flat,(ASCE 7 Tab 26.8-1) wi (pif/f I) Sheor Moment DESIGN SUMMARY I Out-of-plane force for wall design w1 = 24.2 psf(Wind governs) Out-of-plane force for parapet design w2 = 63.6 psf(Wind governs) Out-of-plane force for anchorage design F0„u, = 201 plf(Horizontal direction) (The governing seismic&wind forces have been reduced by 0.7&0.6 for ASD) WIND ANALYSIS I Out-of-plane wind force for wall design(ASCE 7,Eq.30.4-1) wl,,,,,,,,,=0.6gh[(GCp)-(GCp,)]=(0.00256KhKzrKdV 2)[(GCp)-(GCP,)] = 24.2 psf Where: Ks = 0.85 , K, = 0.85 , GC, = -1.34 , GC,,, = 0.18 I(mean roof h= 11.3 ft,changeable) (Tab.26.6-1) (corner? Yes ,TA= 15.07 ft°) (ASCE 7 Fig.26.11-1) (ASCE 7 Tab.28.3-1) (ASCE 7 30.4.2) Out-of-plane wind force for parapet design(ASCE 7,Eq.30.9-1) w2,wh,d=0.6gp[(GCp)-(GC p;)]=(0.00256KhKzIKaV2)[(GCp)-(GC Pi)] = 63.6 psf,(ASCE 7,6.5.12.4.4) I Where: Ks = 0.85 K, = 0.85 , GC, _ -1.40, GC,, = -2.80 GC„ = 0.18 (ASCE 7 Tab.28.3-1) (ASCE 7 Tab.26.6-1) = 1.00 roof,(ASCE 7 30.4.2) (ASCE 7 Fig.26.11-1) (TA l, 0 wall,(ASCE 7 30.4..4. 2) Out-of-plane wind force for anchorage design Fo h,,;ae=2 wt,,ena+hpI l+2h)Wz,crnd = 137 plf(Horizontal) I SEISMIC ANALYSIS Out-of-plane seismic force for wall design(ASCE 7,Sec.12.11.1) wt,sclsmlc=MAX(0.4ISDsWp ,0.1W p) = 0.29 W,= 24.0 psf I Where: Wo = 83.3 psf, le = 1.0 (IBC Tab 1604.5&ASCE 7 Tab 1.5-2) I Out-of-plane seismic force for parapet design(ASCE 7,Sec.13.3.1) W2.seismia=MAXI 0.3S psi pW p , MINIl 1'2AP R I pW p 1.6S DsIpw pJ] 0.86 W,= 71.9 psf L P /IJ Where: a, = 2.5 Is = 1.0 Re = 2.5 (ASCE 7 Tab.13.5-1) (ASCE 7 Sec.13.1.3) (ASCE 7 Tab.13.5-1) Out-of-plane seismic force for anchorage design I For masonry or concrete under seismic design category A&B,both flexible&rigid diaphragm(ASCE 7 Sec.12.11.2) (h+h p)2 (h+h p)2 F 0.4SosIW p 2h 0.1W p 2h , 400SosI , Fmin = 3.45 W,= 288 plf(Horizontal) (Not applicable) Where: F„,,,, = 280 plf (ASCE 7 Sec.12.11.2&11.7.3) For seismic design category C and above,flexible diaphragm(ASCE 7 Sec.12.11.2.1) I (h+hp)2 (h+hp)2 Fa„ch,se;s,»;c=MAX 0.8SpsiWp , 0.1Wp , 400S MI , Fmin = 3.45 W,= 2h 2h 288 plf(Horizontal) I - - (Applicable) For seismic design category C and above,rigid diaphragm(ASCE 7 Sec.12.11.2&Sec.13.3.1) - 11 Faaah,se;sn;a=MAX MAX 0.3S psi p , MIN( 1 2aR arl p , 1,6SDSI p I I W p 2(h+hh)z 400S DSI Fmin P JJI = 3.45 W,= 288 plf(Horizontal) (Not applicable) Where: a, = 1.0 R, = 1.5 (ASCE 7 Tab.13.5-1) (1.5,ASCE 713.4.2 or 2.5,ASCE 7 Tab 13.5-1) I NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 97 1 36 fa A Table 11N COMMON WIRE, BOX, or SINKER NAILS: Reference Lateral Design Values (Z) for Single Shear (two member) Connections1,2,3,4 I 1 I r� .. for sawn lumber or SCL with both members of identical specific gravity I " NZ ` ` . O `. N O a, N LL O, N'n V N - 6 ID iN O N C j 0. d a E a N py _ l0 m O Z 2 Y O E 2 d °O aN 0E v z LLNrn LL Zr' Nm LL Z v �lr v `LL C 8. CV 0 ra ^ S E E O N o 2 mo o trp' . a., o E x p 5 0 o E o 0 o a) II X o o II o o E uo uoa, o f u a, o 2 u a u op- " @ aao u o. Z U m Cl) OCC 02cn C70 O0Z 001 OS 00 0O o Owco Oz rte tom' t` D ' in. in. Pennyweight lbs. 3/4 0.099 6d 7d 73 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 61 55 54 51 48 47 39 38 36 0.113 6d 8d Bd 94 79 72 71 65 58 57 47 46 44 t,,5,-, 0.120 10d 107 89 80 77 71 64 62 52 50 48 ,, , 0.128 10d 121 101 87 84 78 70 68 57 56 54 0.131 8d 127 104 90 87 80 73 70, 60 58 56 0.135 16d 12d 135 108 94 91 84 76 74 63 61 58 0.148 10d 20d 16d 154 121 105 102 94 85 83 70 69 66 0.162 16d 40d 183 138 121 117 108 .99 96 82 80 77 0.177 20d 200 153 134 130 121 111:: 107 92 90 87 0,192 20d 30d 206 157 138 134 ; 125 114 p 111 3.� 96 93 90 0.207 30d 40d 216 166 147 143 t_ „ 139 _.__ 12213',. " 119 } 103_ 101 97 0,225 40d 229 178 158 154 144 132 129 112 110 106 0.244 50d 60d 234 182 162 158 147 136 132 115 113• 109 1 0.099 6d 7d 73 61 55 54 51 48 47 42 41 40 I 0.113 6d' Bd Bd 94 79 72 71 6' 63 , . T 61 55 54 51. € 60 59 56 0.120 lad 107 89 81 80 76 71 i_ 69 0.128 10d 121 101 93 91 86 80 t 79 s 66_, 64 1,_61 0.131 8d 127 106 97 95 90 84 82 68 66 63 C 0.135 16d 12d 135 113 103 101 96 89 86 71 69 66 C 0.148 10d 20d 16d 154 128 118 115 109 99 96 80 77 74 e 0.162 16d 40d 184 154 141 137 125 113 109 91 89 85 0.177 20d 213 178 155 150 138 125 " 121 102 99 95 r 0.192 20d 30d 222 183 159 154 142 128 124 105 102 98 0.207 30d 40d 243 192 167 162 149 135 131 111 109 104 - 0.225 40d 268 202 177 171 159 144 140 120 117 112 4.1 »` 0.244 50d 60d 274 207 181 175 162 148 143 123 120 115 r i 1 1-1/4 0.099 6d' 7d' 73 61 55 54 51 48 47 42 41 40 '1 0.113 6d' Bd 8d' 94 79 72 71 67 63 61 55 54 52 0.120 10d 107 89 81 80 76 71 69 62 60 59 (I 0.128 10d 121 101 93 91 86 80 79 70 69 67 I 0.131 8d' 127 106 97 95 90 84 82 73 72 70 r1 0.135 16d 12d 135 113 103 101 96 89 88 78 76 74 0.148 104 20d 16d 154 128 118 115 109 102 100 89 87 84 r 0.162 16d 40d 184 154 141 138 131 122 120 103 100 95 0 0.177 20d 213 178 163 159 151 141 136 113 110 105 G Ill 0.192 20d 30d 222 185 170 166 157 145 140 116 113 108 0.207 30d 40d 243 203 186 182 169 152 147 123 119 114 0.225 40d 268 224 200 193 177 160 155 130 127 121 0.244 50d 60d 276 230 204 197 181 163 158 133 129 124 1-1/2 0.099 7d' 73 61 55 54 51 48 47 ' 42 41 40 I 0.113 8d' 8d' 94 79 72 71 67 63 61 55 54 52 0.120 lad 107 89 81 80 76 71 69 62 60 59 0.128 10d 121 101 93 91 86 80 79 70 69 67 0.131 8d' 127 106 97 95 90 84 82 73 72 70 0.135 16d 12d 135 113 103 101 96 89 88 78 76 74 1 0.148 10d 20d 16d 154 128 f 1187115 109 102 100 89 87 84 0.162 16d 40d 184 154 141 138 131 122 120 106 104 101 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 120 0.207 30d 40d 243 203 186 182 172 161 158 135 131 125 0.225 40d 268 224 205 201 190 178 172 143 138 132 I 0.244 50d 60d 276 230 211 206 196 161 175 146 141 135 1 1-3/4 0.113 8d' 94 79 72 71 67 63 61 55 54 52 0.120 10d' 107 89 81 80 76 71 69 62 60 59 0.128 104' 121 101 93 91 86 80 79 70 69 67 I 0.135 16d 12d 135 113 103 101 96 89 88 78 76 74 0.148 104' 20d 16d 154 128 118 115 .109 102 100 89 87_:- .84 0.162 16d 40d 184 154 141 138 131 122 120 106 104 101 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 122 I 0.207 30d 40d 243 203 186 182 172 161 158 140 137 133 0.225 40d 268 224 205 201 190 178 174 155 151 144 0.244 50d 60d 276 230 211 206 196 183 179 159 154 147 1.Tabulated lateral design values(Z)shall be multiplied by all applicable adjustment factors(see Table 10.3.1). 1 2.Tabulated lateral design values(Z)are for common wire,box,and sinker nails(see Appendix L)inserted in side grain with nail axis perpendicular to wood I fibers;minimum nail penetration,p,into the main member equal to 10D;and nail bending yield strengths(Fyb):Fyb=100.000 psi for 0.099"5 D<_0.142";Fyb =90,000 psi for 0.142"<D 5 0.177"; Fyb=80,000 psi for 0.177"<D 5 0.236"; Fyb=70,000 psi for 0.236"<D<_0.273" 3.When 6D<-p<10D,tabulated lateral design values(Z)shall be multiplied by p/10D. 4.Nail length is insufficient to provide 10D penetration. Tabulated lateral design values(Z)shall be adjusted per footnote 3. IAMERICAN FOREST&PAPER ASSOCIATION 30 13 II #, 7 . � -: 4 PROJECT : Dirksen Park Restroom 18507 PAGE : --�, `` CLIENT: DESIGN BY: RMH „ter 4atigJOB NO. : Romtec 216-41 DATE REVIEW BY: Fastener •nchorage in Tension&Perpendicular Shear Based on TMS 402-11/2012 IBC I INPUT DATA&DESIGN SUMMARY ba MASONRY STRENGTH fm = 1.5 ksi II FASTENER YIELD STRESS fy = 60 ksi I SERVICE TENSION LOAD ba = 0 kips/ft / Lbe SERVICE SHEAR LOAD by = 0.201 kips/ft � I A WALL THICKNESS b = 8 in -- FASTENER DIAMETER 4) = 5/8 in P4 EFFECTIVE EMBEDMENT Lb = 6 in FASTENER SPACING S = 48 in ALLOWABLE INCREASING?(IBC/CBC 1605.3.2) Yes SECTION Aseg [THE ANCHORAGE DESIGN IS ADEQUATE.] ANALYSIS � S CHECK MIN.EMBEDMENT(TMS 402 1.17.6) b :::�♦`:: Lb,min=MIN[44,2]= 2.00 in < Lb [SATISFACTORY] , Ak IT4A..11: S CHECK TENSION CAPACITY(TMS 402 2.1.4.3.1.1) Ba=MIN[1.25Apt(fm)°.5,0.6Abfy]= 1.87 kips/fasteners > k S ba [SATISFACTORY] 111 Where Lbe= 3.50 in PLAN L=MINE Lb,Lbe]= 3.50 in,conservative value I 0=COS-1(0.5S/L)= 0.00 rad Aseg=L2[0-0.5SIN(20)]= 0.00 in2 Apt=it L2-2 ASeg= 38.54 in2(TMS 402 1.17.2) Ab=n4)2/4= 0.31 in2 I k= 3/4 CHECK SHEAR CAPACITY(TMS 402 2.1.4.2.3) I B„=MIN[1.25Apv(fm)°.5,350(Abfm)v4,2.5Apt(fm)°5,0.36Abfy]= 1.62 kips/fasteners > k S by [SATISFACTORY] Where Ap5=Apt= 38.54 in2,since L=MIN[Lb,Lbe]used above,(TMS 402 1.17.3) 1 CHECK COMBINED SHEAR AND TENSION CAPACITY(TMS 402 2.1.4.3.3) S ba/Ba+S by/B5 = 0.50 < 1.33 [SATISFACTORY] I I I I I Precision Structural Engineering,Inc. Medford Office 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 �• Tel(541)850-6300•FAX(541)850-6233 �T''�' �• -' Tel(541)858-8500 �,_�;:�y. , r,�.�' Rola)* www.strudurel.com•Email:infot�structurel.com r Kz ,r -y > PROJECT NO. Rola)*c 2 16—til SHEET 3020 OF r �'` 1 .4 ..,.,x0)1„-:,, PROJECT NAME OrkStA P“'IC l\ X060-1 DESIGNED BY it 14 DATE SUBJECT -acre, / 1850 CHECKED BY DATE 1 l�ar�, Wo /C � QTo ww 11/ - 8 "CM0, I I v _ .0 I c-8: 4'-11 = Ops 1,6 .', 2. M - — (909, I' - i USP E // Zn- 3 C44I"/ 2 - 1L ffc (. II I I I I I I I 1 30f f aot t - PROJECT : Dirksen Park Restroom 18507 PAGE �- ,, w CLIENT : DESIGN BY : RMH - ' , ,,v , JOB NO. : Romtec 216-41 DATE : REVIEW BY : Masonry Beam Design Based on TMS 402-11 INPUT DATA& DESIGN SUMMARY b fc I SPECIAL INSPECTION(0=NO, 1=YES) 1 Yes T I ' TYPE OF MASONRY(1=CMU,2=BRICK) 1 CMU pirdr ,~ MASONRY STRENGTH fm = 1.5 ksi s C a REBAR YIELD STRESS fy = 60 ksi I ALLOWABLE INCREASING?(IBC/CBC 1605.3.2) Yes s TrIF SERVICE SHEAR LOAD V = 0.875 k " A SERVICE MOMENT LOAD M = 1.902 ft-k � ! T I WIDTH b = 8 in EFFECTIVE DEPTH d = 6 in Ifs/n1 CLEAR SPAN Lc = 8.7 ft I LOAD TYPE(1=SEISMIC,o=WIND,5=GRAVITY) 1 Seismic [THE BEAM DESIGN IS ADEQUATE.] VERTICAL REINF. 0 # 4 @ 8 in o.c. TENSION REINFORCEMENT 1 # 4 I ANALYSIS ALLOWABLE STRESS FACTOR SF = 1.333 I ALLOWABLE REINF.STRESS (1.33 or 1.0)FS = 32 ksi ALLOWABLE MASONRY STRESS Fb=(SF)(0.33fm') = 0.66 ksi MASONRY ELASTICITY MODULUS Em = 1350 ksi, (TMS 402 1.8.2.2.1) STEEL ELASTICITY MODULUS ES = 29000 ksi, (TMS 402 1.8.2.1) EFFECTIVE WIDTH by, = 7.63 in [Satisfactory, Lc<32 bw] MODULAR RATIO n = 21.48 TENSION REINFORCEMENT RATIO p = 0.004 I THE NEUTRAL AXIS DEPTH FACTOR IS THE LEVER-ARM FACTOR IS k k=\12pn+(pn)2—pn = 0.349 j =1- 3 = 0.884 THE TENSILE STRESS IN REINFORCEMENT DUE TO FLEXURE IS M ,f s = A id = 21.5 ksi FS [SATISFACTORY] THE COMPRESSIVE STRESS IN THE EXTREME FIBER DUE TO FLEXURE IS I 2M 0.54 ksi Fb [SATISFACTORY] f b = jkbWd 2 = I THE SHEAR STRESS IN MASONRY IS ✓v= bid = 19.1 •psi < Fv=MIN (SF)1.125�f,,, +0.5/AvF \ , (SF)2�fm (TSM 402-11 2.3.6) = 58.0948 psi [SATISFACTORY] I I I Precision Structural Engineering,Inc. Medford Office I 250 Main Street,Suite A•Klamath Falls,OR 97601 836 Mason Way(off Sage Road)•Medford,OR 97501 " t• a, Tel(541)850 300•FAX(541)650 6233 Tel(541)856-6500 r` wwwstructurel.com•Email:info�str s:,r =` ,�S 75i,' Al. a J ucturetcom f ,, PROJECT NO. l�a/r71seC �6'�fl 3630 ,._ - '_ t, SHEET OF � i,.t � >�'-�� PROJECT NAME I bi'rk-re,, Park iRe5-�-,' rh DESIGNED BY 12 // DATE SUBJECT 1--4tR rc, ( /E(-50 7 CHECKED BY DATE I Worz., WO 1 1f ea in e 7-1;p P W4. 1/ I 36`11 1 1(), // V --L. -, 0/ , gas 'b i / (f / 05P [-6 - 16 civitit --/ ,2-----*-'/ 1,_}Ct •—i— ll 1 I I I I I I 1 I I 303 " I 1 '` PROJECT : Dirksen Park Restroom 18507 PAGE : ., M' CLIENT ,, A �-' 7� DESIGN BY : RMH ' JOB NO. : Romtec 216-41 DATE : REVIEW BY : Masonry Beam Design Based on TMS 402-11 INPUT DATA& DESIGN SUMMARYi SPECIAL INSPECTION(0=NO, 1=YES) 1 Yes 1 b 1 i fc 1 TYPE OF MASONRY(1=CMU,2=BRICK) 1 CMU Pee/, Cr MASONRY STRENGTH fm = 1.5 ksi REBAR YIELD STRESS fy = 60 ksi 11110 A ='2' ALLOWABLE INCREASING?(IBC/CBC 1605.3.2) Yes L ,— SERVICE SHEAR LOAD V = 0.875 k rlir SERVICE MOMENT LOAD M = 1.902 ft-k � r T i WIDTH b 16 in � A ifs/n1 EFFECTIVE DEPTH d = 4 in CLEAR SPAN Lc = 8.7 ftI LOAD TYPE(1=SEISMIC,O=WIND,5=GRAVITY) 1 Seismic [THE BEAM DESIGN IS ADEQUATE.] VERTICAL REINF. 0 # 4 @ 8 in o.c. TENSION REINFORCEMENT 1 # 4 I ANALYSIS ALLOWABLE STRESS FACTOR SF = 1.333 I ALLOWABLE REINF.STRESS (1.33 or 1.0)FS = 32 ksi ALLOWABLE MASONRY STRESS Fb=(SF)(0.33fm) = 0.66 ksi MASONRY ELASTICITY MODULUS Em = 1350 ksi,(TMS 402 1.8.2.2.1) I STEEL ELASTICITY MODULUS ES = 29000 ksi,(TMS 402 1.8.2.1) EFFECTIVE WIDTH by, = 15.63 in [Satisfactory, Lc<32 bw] MODULAR RATIO n = 21.48 I TENSION REINFORCEMENT RATIO p = 0.003 THE NEUTRAL AXIS DEPTH FACTOR IS THE LEVER-ARM FACTOR IS k k =V2 pn+(pn)2 —pn = 0.308 j = 1- 3 = 0.897 THE TENSILE STRESS IN REINFORCEMENT DUE TO FLEXURE IS M f s = = 31.8 ksi < FS [SATISFACTORY] Aid I THE COMPRESSIVE STRESS IN THE EXTREME FIBER DUE TO FLEXURE IS 2M 0.66 ksi Fb [SATISFACTORY] f b= = jkb„,d 2I THE SHEAR STRESS IN MASONRY IS I fv = V = 14 psi Fv= MIN (SF)1.125,f#7 +0.5/A°FSd� , (SF)2�f,,,- b„d _ A,rs � _ I (TSM 402-11 2.3.6) = 58.0948 psi [SATISFACTORY] I I I