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Specifications (3) FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. IIICity of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT = Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: fciM DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: � J I Pi kw�� JAk YOYi COMPANY: E V Gram. _cW ( tivcii /Ay, t'y„ ,� CITY OF TIGARD PHONE: k-7) o25 /`�� y BUILDING DIVISION BY EMAIL: C/9,'AJW @tet 1,1 a-in Sr/V.r v/r RE: /Su>I /r .✓V91)w ,f. e}Z4 c2r)/r-C)0 (Site Address) (Permit Number) J4�.l a/✓s Rll J7 -5 s~t3o (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): (L /tit/a -OAKS' t u !7/1 � ei ,6,rr1,„L REMARKS: FOR OFFICE USE ONLY Route Permit Technician: Date: I 0,30 a Initials: �"' Fees Due: Yes ❑No Fee Description: Amount Due: � 1,5 )*u r AJ Fn rtz V eh/ $ Cis- $ Special Instructions: Reprint Permit(per PE): ❑ Yes NE No ❑ Done Applicant Notified: itiegir Date: ,913 y Initials: I:\Building\Forms\TransmittalLetter-R io s_073120.doc OFFICE COPY Peyton-Tomita & Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd. #240 Fullerton, CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE CS15 Ver 2016.10.02 www.struware.com REVISION APPROVED RECEIVED � up ao l 8 - ©o o JAN 8 Mg - J a CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR 44X55 CANOPY c/4. ,s s 11290 S.W. BULL MOUNTAIN RD., TIGARD, OR •t9 E. PEY?, '9, ovwAsttO4 j . ONAL��O 1-6-22 EXP.1-22-23 Page 1 of 36 x p Peyton-Tomita &Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE www.struware.com Code Search Code: OSSC 2014 Occupancy: Occupancy Group= M Mercantile Risk Category& Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.00/12 0.0 deg Building length(L) 55.0 ft Least width (B) 44.0 ft Mean Roof Ht (h) 16.0 ft • Parapet ht above grd 18.8 ft Minimum parapet ht 2.8 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Page 2 of 36 1 ,. Peyton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Wind Loads : ASCE 7 - 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif. Open Building Internal pressure +/-0.00 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.585 I Type of roof Monoslope V(Z) ' Speed-up Topographic Factor (Kzt) fit( ) u xdu Pind) (downwind) Topography Flat Hill Height (H) 0.0 ft H< 60ft;exp B HJ2 Half Hill Length(Lh) 0.0 ft . Kzt=1.0 Lh H12 H Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest:x= 50.0 ft I Bldg up/down wind? downwind V(z) Z H/Lh= 0.00 Ki= 0.000 Speed-up x/Lh= 0.00 K2= 0.000 V(2) x(upwind) x(downwind) �_. z/Lh= 0.00 K3= 1.000 H/2 H At Mean Roof lit: Lh H/2 Kzt=(1+KiK2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Page 3 of 36 Y Peyton-Tomita &Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP _ DATE 8/29/18 CHECKED BY DATE Wind Loads - Open Buildings: 0.25 < h/L <_ 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 0.0 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.59 Base pressure(qh)= 18.3 psf Roof pressures -Wind Normal to Ridge Wind Load Wind Direction Flow Case o&180 deg Cnw CM Cn= 1.20 0.30 Clear Wind A p= 18.7 psf 4.7 psf Flow Cn= -1.10 -0.10 p= -17.2 psf -1.6 psf NOTE: 1).Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2).Cnw is pressure on windward half of roof.Cnl is pressure on leeward half of roof. 3).Positive pressures act toward the roof.Negative pressures act away from the roof. Roof pressures-Wind Parallel to Ridge,y=90 deg Wind Load Horizontal Distance from Windward Flow Case Edge h= 16.0 ft sh >h 5 2h >2h 2h= 32.0 ft Cn= _ �0.80 -0.60- -0.30 •Clear Wind A p= -12.5 psf -9.4 psf -4.7 psf Flow B Cn= 0.80 0.50 0.30 p= 12.5 psf 7.8 psf 4.7 psf Fascia Panels -Horizontal pressures qp= 18.3 psf Windward fascia: 27.5 psf (GCpn=+1.5) Leeward fascia: -18.3 psf (GCpn=-1.0) Components & Cladding -roof pressures Kz=Kh(case 1)= 0.70 a= 4.4 ft a2= 19.4 sf Base pressure(qh)= 22.0 psf 4a2= 77.4 sf G= 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_19.4 sf 2.40 -3.30 1.80 -1.70 1.20 -1.10 CN >19.4,<_77.4 sf 1.80 _ -1.70 1.80 -1.70 ----1.20 - -1.10- >77.4 sf 1.20 -1.10 1.20 -1.10 1.20 -1.10 s 19.4 sf 44.8 psf -61.6 psf _ 33.6 psf -31.7asf ---22.4 psf 20.5_psf Wind >19.4,s 77.4 sf 33.6 psf -31.7 psf 33.6 psf -31.7 psf 22.4 psf_ -20.5 psf pressure >77.4 sf 22.4 psf -20.5 psf 22.4 psf -20.5 psf 22.4 psf -20.5 psf Page 4 of 36 x Peyton-Tomita &Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. - 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Location of Wind Pressure Zones L L CNW � Cati. Jyr +` NW 44 C�NL WIND j T �l�1 W➢iD f7ls=ZrA DIRECTION .0 DIRECnoN A y:0',180' y=0',180' L___y r> PITCHED 1ROUGH L L nO. 05L , 04. 051 ��C HP l ij L. A�� A. NW WIND firjr WIND DIRECTION DIRECTION y= o• i A ya 180• MONC6LOPE WIND DIRECTION y= 0°. 180' L L L Z. P`. c / j:}a► AI $, WIND DcEox j,] DIREcTION DICTION 7 MONOSLOPED TROUGH WIND DIREC'11ON y= 90° MAIN WIND FORCE RESISTING SYSTEM 3 - 3 = 3 3 cc _' (1 2 3 1 1 1 1 1 -, -) , -2 J 3 3 3 3 e< 10° a>10° MONOSLOPE PITCHED ORTROUGHED ROOF COMPONENTS AND CLADDING Page 5 of 38 1 r Peyton-Tomita&Assoc., LLC JOB nTLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Snow Loads : ASCE 7-10 Nominal Snow Forces • Roof slope = 0.0 deg Horiz.eave to ridge dist(W)= 44.0 ft Roof length parallel to ridge(L)= 55.0 ft Type of Roof Monoslope Ground Snow Load Pg = 10.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 8.4 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 Balanced Snow Load Ps = 8.4 psf Rain on Snow Surcharge Angle 0.88 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 5.0 psf Ps plus rain surcharge = 13.4 psf Minimum Snow Load Pm = 10.0 psf NOTE:Alternate spans of continuous beams Uniform Roof Design Snow Load = 13.4 psf use 25.0 and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect-see code. Windward Snow Drifts 1 -Against walls, parapets.etc more than 15'long Upwind fetch lu = 44.0 ft Projection height h = 2.8 ft Snow density g = 15.3 pcf Balanced snow height hb = 0.55 ft hd = 1.28ft hc = 2.24 ft Surcharge Load hc/hb>0.2=4.1 Therefore,design for drift Duals Drifting Drift height(hd) = 1.28 ft Drift width pd=y*hd= 19.613 ft psf h f1C hd pd r rNf3 Surcharge load: s ,_ Balanced Snow load Balanced Snow load: = 8.4 psf 28.0 psf h� Windward Snow Drifts 2-Against walls,parapets,etc>15' w .j Upwind fetch lu = 55.0 ft Lu Projection height h = 2.8 ft Snow density g = 15.3 pcf Balanced snow height hb = 0.55 ft hd = 1.47ft hc = 2.24 ft hc/hb>0.2= 4.1 Therefore,design for drift Drift height(hd) = 1.47 ft Drift width w = 5.87 ft Surcharge load: pd=y*hd= 22.5 psf Balanced Snow load: = 8.4 psf 30.9 psf Page 6 of 36 Peyton-Tomita&Assoc., LLC JOB TITLE 44X55 CANOPY 1370 Brea Blvd.#240 Fullerton,CA 92835 JOB NO. BCE17858 SHEET NO. 714-404-6370 CALCULATED BY DEP DATE 8/29/18 CHECKED BY DATE Seismic Loads: ASCE 7-10 Strength Level Forces Risk Category: ll Importance Factor(I): 1.00 Site Class: D Ss(0.2 sec)= 95.80%g S1 (1.0 sec)= 42.00%g Fa= 1.117 Sms= 1.070 SDS= 0.713 Design Category= D Fv= 1.580 Sm1 = 0.664 SDI= 0.442 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: error Seismic resisting system: Steel ordinary cantilever column system DL<20 PSF, H<65 FT, OK System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height(hn)= 16.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 1.25 Over-Strength Factor(Do)= 1.25 Deflection Amplification Factor(Cd)= 1.25 SD5= 0.713 SDI = 0.442 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2SDs D = p QE +/- 0.143D QE=horizontal seismic force Special Seismic Load Effect(Em)= no QE+1-0.2SD5 D =1.3 QE +1- 0.143D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CTh, = 0.160 sec x=0.75 Tmax=CuTa= 0.224 User calculated fundamental period(T)= 0 sec Use T= 0.160 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= SDSI/R= 0.571 need not exceed Cs= sdf I/RT= 2.212 but not less than Cs= 0.044Sdsl= 0.031 USE Cs= 0.571 Design Base Shear V= 0.571W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Page 7 of 36 DECK CANTILEVER LOADS LENGTH=L= 4.00 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT.=W= 3 PSF FASCIA WT.=P= 15 PLF MOMENT=WLA2/2+PL=MD= 84 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT=Lr*L^2/2=ML= 160 FT-LBS/FT SNOW LOAD=Pf= 25 PSF MOMENT=Pf*LA2/2=MS= 200 FT-LBS/FT SNOW DRIFT LOADS W1 @ FASCIA= 19.6 PSF DRIFT WIDTH= 5.13 FT W2 @ SUPPORT= 4.32 PSF MOMENT=W2*L^2/2+.5(W1-W2)L*2/3L=MDR= 116 FT-LBS/FT WIND PRESSURES ZONE 3 DOWN=pv= 44.8 PSF FASCIA H= 2.79 FT ZONE 3 UPLIFT=pv= -61.6 PSF C.O.A.=d= 0.98 FT FASCIA WINDWARD=ph= -27.5 PSF MW WIND= -75 FT-LBS/FT FASCIA LEEWARD=ph= 18.3 PSF MW LEE= 50 FT-LBS/FT MOMENT=pv*L^2/2+ph*H*d=MW= 408 FT-LBS/FT -568 FT-LBS/FT LOAD COMBINATIONS MD= 84 FT-LBS/FT MD+MLr= 244 FT-LBS/FT MD+MS+MDR= 400 FT-LBS/FT MD+0.6MW= 329 FT-LBS/FT MD+.75(MS+0.6MW)= 418 FT-LBS/FT MAXIMUM= 418 FT-LBS/FT= 6.685 IN-K/PNL. OK ALLOWABLE= 7.309 IN-K/PNL. .6MD-0.6MW= -290 FT-LBS/FT= 4.646 IN-K/PNL. OK ALLOWABLE= 10.321 IN-K/PNL. Page 8 of 36 DECK SPAN LOADS LENGTH=L= 9.00 FT DECK WT.= 2.5 PSF MISC. WT.= 0.5 PSF DEAD WT.=W= 3 PSF MOMENT<=WLA2/8=MD= 30 FT-LBS/FT LIVE LOAD=Lr= 20 PSF MOMENT<=Lr*L^2/8=ML= 203 FT-LBS/FT SNOW LOAD=Pf= 25 PSF MOMENT<=Pf*LA2/8=MS= 253 FT-LBS/FT SNOW DRIFT LOADS W1 @ FASCIA= 22.5 PSF DRIFT WIDTH= 5.87 FT W2 @ 1st RIB= 17.39 PSF MOMENT<=W2*LA2/8=MDR= 176 FT-LBS/FT WIND PRESSURES EFFECTIVE AREA=L*L/3= 27.00 SQ.FT. ZONE 3 DOWN= 33.60 PSF ZONE 3 UPLIFT= -31.70 PSF MOMENT<=pv*LA2/8=MW= 340 FT-LBS/FT -321 FT-LBS/FT LOAD COMBINATIONS MD= 30 FT-LBS/FT MD+MLr= 233 FT-LBS/FT MD+MS+MDR= 460 FT-LBS/FT MD+0.6MW= 234 FT-LBS/FT MD+.75(MS+0.6MW)= 373 FT-LBS/FT MAXIMUM= 460 FT-LBS/FT= 7.353 IN-K/PNL. OK ALLOWABLE= 10.321 IN-K/PNL. .6MD-0.6MW= 346 FT-LBS/FT= 5.536 IN-K/PNL. OK ALLOWABLE= 7.309 IN-K/PNL. Page 9 of 36 CFS Version 5.0.3 Page 1 Section: BRDECK40.sct David Peyton BESTWORTH-ROMMEL GR 40 DECK Peyton-Tomita &Associates Rev. Date: 6/14/2006 8:06:38 AM Section Inputs Material: A653 SQ Grade 40 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 40 ksi Tensile Strength, Fu 55 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in '4 Part 1, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.625 90.000 0.093750 None 0.000 0.000 0.313 2 1.250 180.000 0.093750 None 0.000 0.000 0.625 3 3.035 270.000 0.093750 Nested 0.000 0.000 1.517 4 16.000 180.000 0.093750 None 0.000 0.000 8.000 5 3.000 90.000 0.093750 Nested 0.000 0.000 1.500 6 1.078 0.000 0.093750 None 0.000 0.000 0.539 7 0.438 270.000 0.093750 None 0.000 0.000 0.219 Page 10 of 36 , CFS Version 5.0.3 Page 2 Section: BRDECK40.sct David Peyton BESTWORTH-ROMMEL GR 40 DECK Peyton-Tomita &Associates Rev. Date: 6/14/2006 8:06:38 AM Full Section Properties Area 0.86263 in^2 Wt. 0.0029330 k/ft Width 24. 932 in Ix 1.070 in^4 rx 1.114 in Ixy 0.409 in^4 Sx(t) 0.4651 in^3 y(t) 2.301 in a -89.239 deg Sx(b) 1.4583 in^3 y(b) 0.734 in Height 3.035 in Iy 31.805 in^4 ry 6.072 in Xo -0.554 in Sy(1) 3.8690 in^3 x(1) 8.221 in Yo -1.948 in Sy(r) 3.5359 in^3 x(r) 8. 995 in jx 0.597 in Width 17.215 in jy 10.699 in I1 31.810 in^4 ri 6.073 in I2 1.065 in^4 r2 1.111 in Ic 32.875 in^4 rc 6.173 in Cw 46.566 in^6 Io 36.415 in^4 ro 6.497 in J 0.000344 in^4 Fully Braced Strength - 2004 North American Specification - US (ASD) Compression Positive Moment Positive Moment Pao 6.413 k Maxo 10.321 k-in Mayo 51.176 k-in Ae 0.28859 in^2 Ixe 1.012 in^4 Iye 23.439 in^4 Sxe(t) 0.4309 in^3 Sye(1) 3.7533 in^3 Tension Sxe(b) 1.4735 in^3 Sye(r) 2.1366 in^3 Ta 21.033 k Negative Moment Negative Moment Maxo 7.309 k-in Mayo 50.083 k-in Shear Ixe 0.504 in^4 Iye 21.938 in^4 Vay 2.240 k Sxe(t) 0.3638 in^3 Sye(1) 2.0909 in^3 Vax 0.000 k Sxe(b) 0.3051 in^3 Sye(r) 3.2630 in^3 Page 11 of 36 PURL IN LOADS: PURLIN TRIB DL Lr Pf +W -W EF A 9.389 49.83 187.8 234.72 210.3 -192.5 140.83 B 8.111 17.67 162.2 202.78 181.7 -166.3 121.67 C 9.000 27.00 180.0 225.00 201.6 -184.5 135.00 D 8.111 17.67 162.2 202.78 181.7 -166.3 121.67 E 9.389 49.83 187.8 234.72 210.3 -192.5 140.83 TOTALS 44.000 162.0 880.0 1100.0 985.6 -902.0 660.00 PURLIN NA NB SD ED A 175.6 -161.5 63.07 211.25 B 151.7 -139.5 -12.79 182.50 C 105.3 -84.6 0.00 202.50 D 38.1 -13.0 -12.79 182.50 E 44.1 -15.0 63.07 211.25 TOTALS 514.8 -413.6 100.5 990.0 WINDWARD FASCIA 27.5 PSF LEEWARD FASCIA 18.3 PSF FASCIA HEIGHT 2.79 FT LATERAL WIND LOAD 127.86 PLF NO. OF PURLINS 5 25.6 PLF/PURLIN SEISMIC LOAD VE= 0.571 W WE= 18.5 PLF/PURLIN PE= 75.4 LBS/PURLIN Page 12 of 36 Company : PEYTON-TOMITA&ASSOCIATES Aug 29, 2018 I 'IR'SA Designer DEP 11.18AM Job Number BCE17858 Checked By Model Name : OUTSIDE PURLIN Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu _ Therm(11E..Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 A53 Gr.B 29000 11154 1 .3 .65 .49 35 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul.. A[in 2] lyy[in4] Izz[in 4] JJin4 1 HR1A W14x26 Beam Wide Flange A992 T Typical 7.69 8.91 245 .358 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diaphragm 1 N1 0 0 0 0 2 N2 13.5 0 0 0 3 N3 41.5 0 0 0 4 N4 55 0 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[Win] X Rot.[k-ft/rad] Y Rot. k-ft/ra Z Rot. k-ft/rad 1 N2 Reaction Reaction Reaction Reaction _ 2 N3 ' Reaction Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(...Section/Sh... Type Design List Material Design Rules 1 M1 N1 N2 i HR1A Beam Wide Flange A992 Typical 2 M2 N2 N3 ' HR1A Beam Wide Flange A992 Typical 3 M3 N3 N4 HR1A Beam Wide Flange _ A992 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset]in] T/C Only Physical Analysis Offset[i... Inactive Seismic Design Rules 1 M1 Yes None 2 M2 Yes None 3 M3 Yes None Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft] L-torque[ft] Kyy Kzz Cb Functi... 1 M1 1 HR1A 13.5 Lbyy (Lateral 2 M2 HR1A 28 9.333 9.333 9.333 Lateral 3 M3 HR1A 13.5 Lbyy Lateral RISA-3D Version 15.0.2 [C:\CAD FILES\BARGHAUS\BCE17858\OP.r3d] Page 1 Page 14 of 36 Company : PEYTON-TOMITA&ASSOCIATES Aug 29, 2018 II .IRAS Designer : DEP AM Job Number : BCE17858 Checked By. Model Name : OUTSIDE PURLIN Joint Loads and Enforced Displacements(BLC 1 :D) Joint Label L,D,M _ Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] Ni L Y -.141 1 2 1 N4 ] L Y -.141 Joint Loads and Enforced Displacements(BLC 7 :E) Joint Label LD,M Direction Maw itude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*f8] 1 N 1 L 2 -.075 2 N4 L Z -.075 Member Distributed Loads (BLC 1 :D) Member Label Direction Start Magnitude[lb/ft,F,ksf] End Magnitude[Iblft,F,ksf] Start Location[ft End Location[ft,... 1 I M1 Y -49.83 -49.83 0 0 2 M2 Y -49.83 -49.83 0 0 3 M3 Y -49.83 -49.83 0 0 Member Distributed Loads (BLC 2 :Pt) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitude[lbfit,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Y -234.72 -234.72 0 0 2 M2 Y -234.72 -234.72 0 0 L 3- M3 Y -234.72 -234.72 0 0 Member Distributed Loads (BLC 3 :SD) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitude[Ibift,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Y -63.07 -63.07 0 0 2 M2 Y -63.07 • _ -63.07 0 0 3 M3 Y -63.07 -63.07 0 0 Member Distributed Loads (BLC 4 : ED) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitudeflb/ft,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Y -211.25 0 0 5.87 Member Distributed Loads (BLC 5: +W) Member Label Direction Start Magnitude[Ibrft,F,ksf] End Magnitude[IbmH,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Y -210.3 -210.3 0 0 2 M2 Y -210.3 -210.3 -_ 0 0 3 M3 Y -210.3 -210.3 0 0 4 M1 Z -25.6 - -25.6 0 0 5 M2 Z -25.6 -25.6 0 0 6 M3 Z -25.6 -25.6 0 0 Member Distributed Loads (BLC 6 :-W) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitude[Ibift,F,ksf] Start Location[11,..End Location[ft,... 1 M1 Y 192.5 192.5 0 0 2 M2 Y 192.5 192.5 0 0 3 M3 Y 1925 192.5 0 0 4 M1 Z -25.6 -25.6 0 0 5 i M2 Z -25.6 -25.6 0 0 RISA-3D Version 15.0.2 [C:1CAD FILES\BARGHAUS\BCE178581 OP.r3d] Page 2 Page 15 of 36 Company : PEYTON-TOMITA&ASSOCIATES Aug 29, 2018 I Designer : DEP 11:18 AM 1 RISA JModel Name : OUTSIDEPURLIN Checked By Member Distributed Loads (BLC 6 :-W) (Continued) Member Label Direction Start Magnitude[Ib/ft,F,ksfl End Magnitude[Iblft,F,ksf] Start Location[ft,..End Location[ft,... 6 M3 Z -25.6 -25.6 0 0 I Member Distributed Loads (BLC 7:E) _ Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitude[Ib/ft,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Z -18.5 -18.5 0 0 2 M2 Z 1 -18.5 I -18.5 0 0 3 M3 Z -18.5 -18.5 0 0 Member Distributed Loads (BLC 8: USL1) Member Label _ Direction Start Magnitude[Ib/ft,F,ksil End Meg nitude[Ibift,F,kst] Start Location[ft,..End Location[ft,... 1 I M1 Y -1.17.36 -117.36 0 0 M2 Y -234.72 -234.72 0 0 3 M3 Y -117.36 -117.36 0 0 Member Distributed Loads (BLC 9 : USL2) Member Label Direction Start Magnitude[Ib/ft,F,ksf] End Magnitude[lb/ft,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 Y -234.72 -234.72 0 0 2 _ M2 Y -234.72 -234.72 0 0 3 M3 Y -117.36 -117.36 0 0 Basic Load Cases BLC Description Category_ X Gravity GravityZ Gravity Joint Point Disk ibu..Area(M...Surface... 1 D DL -1 . 2 3 2 Pf SL 3 3 SD SL 3 4 ED SL 1 5 +W WL 6 6 -W WL 6 7 E EL -.571 2 3 8 USL1 SL 3 9 USL2 SL 3 Load Combinations Description So...P... S... BLC Fac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 1 D Yes Y 1 1 2 D+Pf+SD+ED Yes Y 1 1 2 1 3 1 4 1 3 D+.6W Yes Y 1 1 5 .6 4 .6D-.6W Yes Y 1 .6 6 .6 5 D+.75(Pf+.6W) Yes Y 1 1 2 .75 5 .45 6 1.1D+.7E Yes Y 1 1.1 7 .7 7 D+USL1 Yes Y 1 1 8 1 8 D+USL2 Yes Y 1 1 9 1 RISA-3D Version 15.0.2 [C:\CAD FILES 1BARGHAUS\BCE17858\OP.r3d1 Page 3 Page 16 of 36 Company : PEYTON-TOMITA&ASSOCIATES Aug 29, 2018 Des II'R'SA er OUTS17 IDEBPURLIN Che$kedBy Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry FootingsAlum inum Connecti... 1 D Yes Yes Yes Yes Yes 1 Yes Yes Yes 2 D+Pf+SD+ED 1 Yes Yes Yes Yes Yes Yes Yes Yes 3 D+.6W Yes Yes Yes Yes Yes Yes Yes Yes 4 .6D-.6W Yes Yes 1 Yes Yes 1 Yes Yes Yes _ Yes 5 D+.75(Pf+.6W) Yes Yes Yes Yes Yes Yes Yes Yes 6 1.1D+.7E Yes Yes Yes Yes Yes Yes Yes Yes 7 D+USL1 Yes Yes Yes Yes Yes _Yes Yes Yes 8j D+USL2 Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loci... LC Shear..Loc[..DirLCPnc/o... Pnt/om...Mnyy/o..Mnzz/o..Cb Eqn_ 1 M1 W14x26 .435 13.5 2 .082 13.5 y 2 51.03 230.2413.82299.1732.. H1-lb 2 M2 W14x26 .608 0 ' 2 .077 0 y 2 104.332 230.24 13.822 70.90111 111-lb 3 M3 W14x26 .410 0 5 .073 0 y 2 51.03 230.24 13.822 100.299 2.. H1-1b RISA-3D Version 15.0.2 [C:1CAD FILES\BARGHAUSIBCE178581OP.r3d] Page 4 Page 17 of 36 Company PEYTON-TOMFVA &ASSOCIATES Aug 29, 2018 : DEP 11:2 A 5 M IDesignerIR'CA Job Number : BCE17858 Checked By__ JJ Model Name CARRYING BEAM Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1E..Density[k/ft... Yield[ksi] Ry Finks] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 6 A53 GR.B 29000 11154 .3 .65 .49 35 1.5 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A pn21 lyy[in4] Izz[in4] J[in4] 1 HR1 W14x68 j Beam Wide Flange A992 Typical 20 121 722 3.01 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diaphragm 1 N1 0 0 0 0 2 N2 9 0 0 0 3 N3 10.5 0 0 0 4 N4 18 0 0 0 5 N5 25.5 0 0 0 6 N6 27 0 0 0 7 N7 36 0 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Zlk/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot,[k-ft/rad] N3 Reaction Reaction Reaction Fixed 1d N5 Reaction Reaction Reaction Fixed j Member Primary Data Label I Joint J Joint K Joint Rotate(...Section/Sh... Type Design List Material Design Rules 1 M1 N1 N3 HR1 Beam Wide Flange A992 Typical 2 M2 N3 N5 HR1 Beam Wide Flange A992 Typical 3 M3 N5 N7 HR1 Beam Wide Flange A992 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis Offseli... Inactive Seismic Design Rules 1 M1 Yes None 2 M2 Yes None 3 M3 Yes None RISA-3D Version 15.0.2 [C:\CAD FILES\BARGHAUS\BCE178581CB.r3d] Page 1 Page 20 of 36 Company : PEYTON-TOMITA &ASSOCIATES Aug 29, 2018 II1 RISA Designer DEP AM Job Numbere : BCE17858 BEAM Checked Checc keded By Model Nam CARRYING Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft] L-torque[ft] Kyy Kzz Cb Functi... 1 ' M1 HR1 10.5 _ Segment Lateral 2 j M2 HR1 15 Segment Later 3 j M3 HR1 10.5 Segment Lateral Joint Loads and Enforced Displacements(BLC 1 :D) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)1 1 N1 L Y _ -2.226 2 N2 L Y -1.323 3 N4 L Y -1.593 4 N6 L Y -1.323 5 N7 L Y -2.226 Joint Loads and Enforced Displacements (BLC 2 :Pf) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)1_ 1 N1 L Y -6.455 2 N2 L Y _ -5.576 3 N4 L Y -6.188 4 N6 L Y -5.576 5 N7 L Y _ -6.455 Joint Loads and Enforced Displacements (BLC 3 :NA) Joint Label L D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2tt, k*s^2*ft)] 1 N1 L Y -4.828 I 2 N2 L Y -4.171 3 N4 L y -2.896 4. N6 L Y -1.048 5 N7 L j Y -1.214 Joint Loads and Enforced Displacements (BLC 4 : NB) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N1 L Y 4.441 2 N2 L Y_ 3.837 3 N4 L Y 2.327 4 N6 L Y .357 5 N7 L Y .413 Joint Loads and Enforced Displacements (BLC 5 : SD) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad),(k*s^21ft, k*s^2*ft)] - 1 r N1 L Y -1.734 2 N2 L Y 352 Joint Loads and Enforced Displacements(BLC 6 :ED) Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/ft, k*s^21)] 1 N1 L Y ! -.876 2 N2 L Y - 756 3 N4 L Y 82 4 N6 - L Y i_ -.756 5 N7 L Y I -.876 RISA-3D Version 15.0.2 [C:1CAD FILES1BARGHAUS\BCE178581CB.r3d] Page 2 Page 21 of 36 Company : PEYTON-TOMrrA&ASSOCIATES Aug 29, 2018 I I I R ISA Designer DEPBCE 11 25 AM Job Number BCE17858 Checked By Model Name : CARRYING BEAM Basic Load Cases BLC Description Category X GravityY GravityZ Gravity Joint Point Dist ribu..Area(M...S urface... 1 D DL _ -1 5 2 Pf SL 5 3 NA WL 5 4 NB WL 5 5 SD SL 2 6 ED j - SL 5 Load Combinations Description So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 1 D Yes Y 1 1 2 D+S Yes Y 1 1 SL 1 3 D+.6W Yes Y 1 1 3 .6 4 D+_75Pf+.45W Yes Y 1 1 2 .75 3 .45 5 _6D-.6W Yes Y 1 .6 14 .6 . Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Alum inum Connecti... 1 D - Yes Yes Yes Yes Yes Yes Yes Yes _2 D+S Yes Yes Yes Yes Yes Yes Yes -__Yes i 3 D+.6W Yes Yes Yes Yes ___ Yes Yes Yes Yes 4 D+.75Pf+.45W Yes Yes Yes Yes Yes Yes Yes Yes 5 .6D-.6W Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shame Code Check Loc[... LC Shear..Loc[..DirLCPnclo... Pnt/om...Mnyy/o..Mnzz/o..Cb Eqn 1 M 1 W14x68 ' .464 10.5 2 .166 10.5 y 2 494.26 598.802 92.066 286.926 1.. Hi-lb 2 M2 ' W14x68 _ .464 0 2 .052 0 y 21404.787 598.802 92.066286.926 1.. H1-1b 3 M3 W14x68 .403 0 2 .154 0 y 2 494.26598.802 02.066286.926 1.. Hi-lb RISA-3D Version 15.0.2 [C:\CAD FILES 1BARGHAUS\BCE178581CB.r3d] Page 3 Page 22 of 36 PEYTON-TOMITA &ASSOCIATES 08/29/2018 CHECK PONDING:(APPND. 2) PRIMARY W 14X68 SECOND W 14X26 Lp= 15 ft Ls= 28.00 ft S= 9.00 ft Ip= 723 in"4 Is= 245 inA4 Id= 0.759 in^4/ft > 0.164025 inA4/ft O.K. Cs= 0.0722534 Cp= 0.0062739 Cp+0.9Cs= 0.071302 < 0.25 O.K. THE ROOF SYSTEM IS STABLE AND NO FURTHER INVESTIGATION IS REQ'D. Page 23 of 36 PEYTON-TOMITA &ASSOCIATES 08/29/2018 PURLIN CONNECTION (AISC 14TH ED. ASD) PRYING W 14X26 T= 2824.000 LBS B= 9940.000 LBS d= 0.750 IN. bf= 5.025 IN. GAGE= 2.75 IN. tf= 0.42 IN. tw= 0.255 IN. b= 1.248 IN. a= 1.138 IN. b'= 0.873 IN. a'= 1.513 IN. 1.513 ROE= 0.577 1.934 d'= 0.813 IN. p= 2.495 IN. 1 DELTA= 0.674 -1.923183 BETA= 4.368 ALPHA'= 1.000 treq'd= 0.246 OK tc= 0.597 -0.632289 ALPHA= 0.000 Q= 0 TOTAL T= 2824 OK PURLIN CONNECTION PRYING W 14X68 T= 2824.000 LBS B= 9940.000 LBS d= 0.750 IN. bf= 10.035 IN. GAGE= 5.5 IN. tf= 0.720 IN. tw= 0.415 IN. b= 2.543 IN. a= 2.268 IN. b'= 2.168 IN. a'= 2.643 IN. 2.643 ROE= 0.820 3.553 d'= 0.813 IN. p= 2.513 IN. 1 DELTA= 0.677 -2.191219 BETA= 3.072 ALPHA 1.000 treq'd= 0.386 OK tc= 0.937 -0.766284 ALPHA= 0.000 Q= 0 TOTAL T= 2824 OK Page 24 of 36 Company : PEYTON-TOMlTA&ASSOCIATES Aug 29, 2018 I I I R'SA Designer DEP Ch11ec ed JobMod eNumberlNam e : COLUMNBC 58 ChecE178ked By: Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm(11E..Density[k/ft... Yield[ksi] Ry Fu[ks] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 58 _. . 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.5 _ 58 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A[in2] lyy[in4] Izz[in4] J[in4] 1 1 HR1A 16SCH10 1 Column Pipe A53 Gr.B Typical 12.37 383.664 383.664 i 767.328 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diaphragm 1 N1 1 0 0 0 0 _ 2 N2 0 17.25 0 0 Joint Boundary Conditions Joint Label Xjk/in] Y[k/in] Z[k/in] X Roi.[k-ft/rad] Y Rot.[k-ft/rad] Z RoL[k-ft/rad] 1 .1 N1 Reaction Reaction Reaction Reaction Reaction I Reaction 1 Member Primary Data Label I Joint J Joint K Joint Rotate(...Section/Sh... Type Design List Material Design Rules 1 M1 N1 N2 ! HR1A Column Pipe A53 Gr.B Typical Member Advanced Data Label I Release J Release I Offsettin] J Offset[in] T/C Only Physical Analysis Offset[i... Inactive Seismic Design Rules 1 M1 Yes None Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft] L-torque[ft] Kyy Kzz Cb Functi... 1 M1 HR1A 17.25 Lbw 2.1 2.1 Lateral Joint Loads and Enforced Displacements(BLC 1 :D) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N2 L J Y _ -5.569 Joint Loads and Enforced Displacements (BLC 2 :Pf) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N2 L Y -15.125 RISA-3D Version 15.0.2 [C:1CAD FILES1BARGHAUS1BCE178581COLUMN.r3d] Page 1 Page 28 of 36 Company : PEYTON-TOMITA &ASSOCIATES Aug 29, 2018 IIIRISA Designer DEP 1139AM Job Number BCE17858 Checked By Model Name : COLUMN Joint Loads and Enforced Displacements(BLC 3 :SD) Joint Label LD,M _ Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*ft)] 1 N2 7 L Y -2.561 Joint Loads and Enforced Displacements(BLC 4 :ED) Joint Label LD,M Direction Magnitude((k,k-ft), (in,rad), (k*s"2/ft, k*s^2*f)] 1 N2 L Y 1 -2.052 Joint Loads and Enforced Displacements(BLC 5 :NA) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2Jft, k*s^2*ft)] 1 N2 L Y -13.289 2 N2 L X 1.758 Joint Loads and Enforced Displacements(BLC 6 :NB) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft, k*s^2*f)] 1 N2 L X 1.758 2 N2 L Y 12.609 Joint Loads and Enforced Displacements(BLC 7 :E) Joint Label L,D,M Direction Mgnitud(kck ft),(injad), (k*s^2/ft, k*s^2*ft)] 1 1 N2 L X -3.18 , Member Distributed Loads (BLC 5:NA) Member Label Direction Start Magnitudetk/ft,F,ksI] End Mapnitude[k/ft,f,ksfj Start Location[ft,..End Location[ft,... Li M1 X .03 .03 J 0 J 16 Member Distributed Loads (BLC 6 :NB) Member Label Direction Start Magnitude[k/ft,F,ksf] End Maonitude[k/ft,F,ksf] Start Location[ft,..End Location[ft,... 1 M1 1 X .03 .03 0 16 Basic Load Cases BLC Description Category X Gravit Y Gravit_Z Gravit_ Joint Point Distribu..Area(M...Surface... 1 D DL -1 1 2 Pf SL 1 3 SD SL 1 4 ED SL 1 5 NA WL 2 1 6 NB WL 2 1 7 E EL -.571 1 Load Combinations Description So...P... S... B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...B LC Fac...BLC Fac...B LC Fac... 1 D Yes Y 1 1 2 D+Pf+SD+ED .Yes' Y 1 1 2 1 3 1 4 1 3 D+.6NA Yes Y 1 1 5 .6 1 4 D+.75(Pf+.6NA) Yes Y 1 1 2 .75 5 .45 5 .6D+.6NB Yes Y , 1 , .6 , 6 .6 , RISA-3D Version 15.0.2 [C:\CAD FILES\BARGHAUS\BCE17858\COLUMN.r3d] Page 2 Page 29 of 36 Company : PEYTON-TOMEEA&ASSOCIATES Aug 29, 2018 I I I RISA del Habeer : COEUMN8 Checked By Load Combinations (Continued) Description So...P... S... BLCFac...BLCFac...BLCFac_.BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 6 1.1 D+.7E Yes Y 1 1.1 7 .7 7 .5D+.7E Yes Y 1 .5 7 .7 8 1.1 D+1.25(.7E) i Y 1 1.1 7 .875 9 .5D+1.25(.7E) Y 1 .5 7 .875 Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings AluninumConnecti... 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 D+Pf+SD+ED Yes Yes Yes Yes Yes Yes Yes Yes 3 D+.6NA Yes Yes Yes Yes Yes Yes Yes Yes 4 D+.75(Pf+.6NA) Yes Yes Yes Yes Yes Yes Yes Yes 5 .6D+.6NB 1 Yes Yes Yes Yes Yes Yes Yes Yes 6 1.1D+.7E Yes Yes Yes Yes Yes Yes Yes Yes 7 .5D+.7E Yes Yes Yes Yes Yes Yes Yes Yes 8 1.1D+1.25(.7E) Yes Yes , Yes Yes Yes Yes Yes Yes 9 .5D+1.25(.7E) Yes Yes Yes Yes Yes Yes Yes Yes Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loc[... LC Shear..Loc[..DirLCPnc/o... Pnt/om...Mnyy/o..Mnzz/o..Cb Eqn 1 M1 16SCH10 .409 0 6 .033 0 6 189.8 259.251 106.531106.531 1.. H1-lb RISA-3D Version 15.0.2 [C:\CAD FILES 1BARGHAUS\BCE17858\COLUMN.r3d] Page 3 Page 30 of 36 PEYTON-TOMITA & ASSOCIATES 08/29/2018 TOP OF COLUMN CONNECTION: .6D+.6NB= 4224 LBS USE: 4-3/4 DIA. A307 BOLTS IN TENSION T= 1056.00 LBS Ta= 9940.00 LBS OK USE: 3/4" X 16" X 1'-10" PLATE M= 3168.0 IN-LBS Mn/1.67=Fy*Z/1.67= 18188.6 IN-LBS OK USE: 6" OF 1/4 FILLET EA. SIDE fweld= 352.00 PLI Fw= 3712.00 PLI OK CHECK AS SEISMIC DRAG 1.25*0.7*VE= 2.78 K 1.2*Va*4 BOLT& 25.44 K OK 1.2*Fweld= 53.45 K OK Page 31 of 36 BASE CONNECTION LOAD CASE .5D+1.25(.7E) LOADS: Py= 3.148 K Vx= 3.145 K Vz= 0 K Mz= 51.517 FT-K Mx= 0.00 FT-K T= 0 FT-K DATA: COL. W= 16 IN. BASE PL. T= 1.25 IN. A.R. SPCNG= 16 IN. d1= 17.25 IN. d2= 17.25 IN. Mz/d1/2= 17.92 K Mx/d2/2= 0.00 K P/4= -0.79 K TBOLT= 17.13 K ALLOWABLE INCREASE= 1.2 (ASCE 7-10 12.4.3.3) USE: 1.25 IN. DIA. F1554 GR. 36 ANCHOR ROD Ta= 32.04 K OK M PL.= 56.77 IN-K Beff= 7.88 IN. Mn/1.67= 79.60 IN-K OK MEMBER 16"DIA. SCH.10 PIPE LWELD= 50.27 IN. SzWELD= 201 IN.2 SyWELD= 201 IN.2 JWELD= 3217 IN.' fay= -0.063 KLI fvx= 0.063 KLI fvz= 0.000 KLI fbz= 3.075 KLI fbx= 0.000 KLI fR(SRSS)= 3.013 KLI D REQ'D= 2.705 /16THS USE 1/4" FILLET WELD CAP= 4.454 KLI OK Page 32 of 36 MAXIMUM COLUMN AXIAL LOAD DOWNWARDS= 26033 LBS MAXIMUM COLUMN BASE MOMENT= 51992 FT-LBS ALLOWABLE INCREASE= 1.2 PER ASCE 7-10 12.4.3.3 POLE FOOTING (CONSTRAINED): IBC EQ. 18-3 d2=4.25(M/S3*b) b= 4.75 FT. DIA. OR SQ. S3= 240 PSF/FT x d d= 5.79 FT. IF ROUND , USE 6 FT 5.16 FT. IF SQUARE, USE 5.5 FT BEARING PRESSURE= 1469 PSF IF ROUND ALLOWABLE= 1500 PSF OK BEARING PRESSURE= 1154 PSF IF SQUARE ALLOWABLE= 1500 PSF OK CONSTRAINT FORCE= 17325 LBS MAX. AREA OF SLAB= 605 SQ.FT. WT. OF SLAB=N= 45375 LBS F=0.3N= 13613 LBS NG. USE NONCONSTRAINED ROUND POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 3145 LBS A= 2.4208 b= 4.75 FT d= 7.93 S1xd/3= 640.00 PSF h= 16.53 FT d(assumed)= 8.00 FT USE: 8'-0" DEEP BEARING PRESSURE= 1469 PSF ALLOWABLE= 1500 PSF OK REINFORCING: B= 57.00 IN. 0.8H= 45.6 IN. Ds= 49.50 IN. 2/3*Ds= 33.00 IN. d= 39.30 IN. FTG. DEPTH= 8.00 FT M(FTG.)= 60379 FT-LBS 1.33As(Req'd)= 0.98 IN2 [As=M*12/(.875*d*24)] As(Prov'd)= 1.86 IN2 OK 12#5's VERT. SQUARE POLE FOOTING (NONCONSTRAINED): IBC EQ. 18-1 P= 3145 LBS A= 1.9566 b= 4.75 FT d= 7.00 S1xd/3= 560.00 PSF h= 16.53 FT d(assumed)= 7.00 FT USE: 7'-0" DEEP BEARING PRESSURE= 1154 PSF ALLOWABLE= 1500 PSF OK REINFORCING: d= 53.25 M= 59330 FT-LBS 1.33As(Req'd)= 0.71 IN2 [As=M*12/(.875*d`24)] As(Prov'd)= 1.24 IN2 OK 4#5's EA. FACE Page 33 of 36 ANCHOR ROD EMBEDMENT: PER AISC'S BASE PLATE AND ANCHOR ROD DESIGN GUIDE, PAGE 23, WE WILL • DEVELOP THE RODS BY LAPPING THEM WITH THE VERTICAL REINFORCEMENT. FOR#6 BARS AND SMALLER Ld=(60000/25/fc".5)db FOR LARGER BARS USE Ld=(60000/20/fc^.5)db ANCHOR ROD SPACING= 16 IN. FOOTING WIDTH= 57 IN. DISTANCE FROM A.R. TO VERT. REINF.= 16.81 FAILURE PLANE AT VERT. REINF.= 11.21 IN. ABOVE BOLT HEAD DEVELOPMENT LENGTH OF REINF.= 27.39 IN. COVER AT TOP OF FOOTING = 2 IN. EMDBED LENGTH OF ANCHOR ROD= 40.59 IN. USE: 42" Page 34 of 36 y , PEYTON-TOMITA&ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD DATE: 29-Aug-18 LAST RIB CHECK: FASCIA WT.= 15.00 PLF LIVE LOAD= 47.50 PSF RIB LOAD= 48.67 PLF SPAN= 9.00 FT MOMENT= 492.75 FT-LBS RIB CAP.= 311.63 FT-LBS REIN. REQ'D. REIN. CAP.= 527.40 FT-LBS L2.5X2X3/16 LLV TOTAL CAP.= 839.03 FT-LBS OK FLG. STAY CHECK: L2x2 CAP.= 1.79 K TENSION SCREW CAP.= 0.467 K SHEAR #SCREWS= 2 MOMENT= 43.12 FT-K DEPTH= 14.00 IN. FLG. FORCE= 36.96 K 2%*FLG. F= 0.74 K STRAP T= 0.52 K STRAP OK SCREW V= 0.26 K SCREWS OK Page 35 of 36 • . . PEYTON-TOMITA& ASSOCIATES PROJECT: CANOPY JOB NO. STANDARD • DATE: 29-Aug-18 DECK CLIP THE CLIP IS A 2 1/2" LONG, 3/16" THICK CHANNEL WITH A 1/2" DIA. A307 BOLT. THE CLIP FITS UNDER THE DOUBLED LIP OF THE TWO ADJOINING DECK RIBS. MAXIMUM DECK RIB LOAD (P)= 0.681 K CLIP CAPACITY= 0.700 K OK DEAD LOAD= 49.833 PLF LIVE LOAD= 461.054 PLF USE HEAVY DUTY CLIPS ALTERNATE SIDES OF BEAM Page 36 of 36 P , VI S S E R Project: 18-040 .IFS 530 -Tigard,OR „ ENGINEERING Client: Barghausen Date: 8/27/2018 Gravity Loads: Page: 1.1 Roof Load: Seismic Roof Load: Item: Unit Weight: Item: Unit Weight: D Membrane Roofing: I.() psf Membrane Roofing: 1.0 psf Nail-base Rigid Insulation: 2.7 psf Nail-base Rigid Insulation: 2.7 psf E Roof Sheathing-5/8": 2.1 psf Roof Sheathing - 5/8": 2.1 psf Roof Framing: 3.0 psf Roof Framing: 3.0 psf A ACT Ceiling: 2.2 psf ACT Ceiling: 2.2 psf Walls: 0.0 psf Walls: 4.0 psf D. Misc.: 2.0 psf Misc.: 2.0 psf 13.0 psf 17.0 psf Floor Load: Seismic Floor Load: L Item: Unit Weight: Item: Unit Weight: psf 0 0.0 psf 0 psf 0 0.0 psf psf 0 0.0 psf A psf 0 0.0 psf psf 0 0.0 psf D psf 0 0.0 psf 0.0 psf 0.0 psf Roof Load: L Snow Load: 25.0 psf I Roof Slope: 0.5 in 12" Roof Slope= 2.39 degrees V Rs=(S/40)- 1/2= 0.125 psf/deg E Design Snow Load: 25.00 psf Floor Load: L Item: Unit Weight: psf 0 psf psf A psf psf D psf 0.0 psf VI S S E R Prolem 18-040 IFS 530-Tgad,DR ,,, Eaa rrsr.�•c . Client:Emghame • Calculation Sheet fate:8/27/18 Page: 1.2.1 lick: M W F16-Transverse Wind Loads Wind Analysis: Low Mae Building; a•nxfonl alr m e.oeo Design Criteria: ASCE 7-lOSecdoe 28.2. Envelope Procedure Part Ia2saN(P6tL r9nis)r al • 0 toad Criteria: Risk Cot: 2 Table 1.1-1(p.2) V: 110 wind speed,mph(Figure 26.31A,8 or C based on Rick Category) 0 09 ( r Ezpwme: 8 Section 26.7.3 `/�- Building Geomer y L: S9 feet(parallel towind direction) �' /%"� '/i� © �-.- 8: 78.F7 lest(perpendicular toward direction) hD: 0 lest from gamic to first four h(2: n feel from grade to second floor .` 0Or 0 feet Eton.grade m third Door r rj hr. to leer horn grade totoot ore `t V^,@ the®' 1.19 degrees,roof pitch- (1.2•1 In 12 h' 16.29 feet-mean roof height horn grade i Is Mere a windwad pa aped; 1 I Imp: 20.0 feet from grade romp of windward pamper Iwp: k00 feet from rwf ewe to top of wirdard pamper Is thew a leeward parapo7: 1' hlp: I her from grade to top of leeward parapet Up: 300 feet from roof ewe to top of leeward parapet Design Procedure: l/.4 ...tee Wind Directionality Factor,ASCE 7-10 Table 26.6-3(p.210) its @ z=0'. 0.70 Velocity Pressure Exposure Coefficients.ASCE 7-10 Table 283.1,(p.299) 10 Cw z=hwp: 0.70 Velocity Neon Expaere Coefficient for Wmdwe d Parapet,ASCE 7-10 Table 28.3-1.(p.299) Kr @ a:hlp: 0.70 Velocity Pressure Exposure Coefficient for Leeward Pamper ASCE 7-10 Table 28.3-1,(p.299) Kh: 0.70 Velocity Pressure Exposure Coefficients.ASCE 7-10 Table 28.3-1,(p.299) Now N1 using h) Kee: LJJ Topographical Favor A9CP 7-10 Figure 26.8.1(p.252) GCpf: Exormal Pressure Coefficients,ASCE 7-10 Figure 28.4.1.(p.301) Surface 1 lE 2 2E 3 3E 4 4E ' 0.10 0.61 -0.69 -1.07 -0.37 -0.53 -0.29 -0.43 CCp': It 1 Internal Pressure.Coefficient.,ASCE 7.10 Table 26.11-1,(p.258) qr @ z=0: 18.43 paf=0.00256.14.1Gr l(d•Vebdey 2 ASCE 7-10 Egrudon 2831.(p.298) qle 18.45 pat-0.00256•lOr•KzreKd'Velodry"2 ASCE 7-10 Equadon 28.3-1,(p.298)-evaluated at h p: Design Wind Pressures=qh(GCpf-Gcpi) ASCE 7-10 Equation 26.4-1.(R 298) Surface 1 1E 2 2E 3 3F 4 4E 4.06 7.93 -16.05 -23.06 -10.15 -13.10 -8.67 -11.25 Bxtadmg Paces: pnsure Surface Force Summary(p10 lmdon Area Assure Width Force/ft angle Horizontal Venial n 00 0,00 I[ 7 4l • V.(F 0.00 MUG • ,. 4 W 0.W 793 0.00 • 0.00 Windward 30d Floor 1 4.06 8.00 32.47 0.00 32_47 0.00 LE 7.93 8.00 63.46 0.00 63.46 0.00 Windward Eave 1 4.06 8.00 32.47 0.00 32.47 0.00 2 -16.05 13.75 -220.71 88.81 -4.60 -220.66 Widward Pamper 110.68 Torok 138.35 -220.66 1E T 93 R00 63.46 0.00 63.46 0.00 2E -23.06 13.75 -317,11 88.81 -6.61 -317.05 Touts: 56.85 -317.05 Ridge 2 -16.05 13.75 -220.71 88.81 -460 -220.66 3 -10.15 13.75 -139.53 91.19 2.91 -139.50 Totals: -1.69 -360.16 2E -23.06 13.75 -317.11 88.81 -6.61 -317.05 3E -13.10 13.75 -180.11 91.19 3.75 -1E0.08 General HerlronmLnds(ASD Values) Tonle: -2.85 -497.13 FECA,5Cp7-JOSacnan l8.l Alln.Hord LoadperASCE 7-10 leeward Ewe 3 -10.15 13.75 -139.53 91.19 2.91 -139.50 Sealnn26.94 4 -867 8.00 -69.36 180.00 69.36 0.00 Roof Shear. 158.7 plf 115.2 pit Lsewad Parapet 55.34 3rd Floor. 61.1 pa 76.8 plf Torah: 127.60 -139.50 2nd Floor. 0.0 plf 0.0 plf 3E -13.10 13.75 380.12 91.19 3.75 -180.08 lst Floor 0.0 plf 0.0 pa 4F -11.25 8.00 -90.02 180.00 93.02 0.00 Toole: 93.77 -180.08 messed Comer Zone loads µSD Values) Leeward3rd Foot 4 -8.67 8.00 -69.36 180.00 69.36 0.00 Incremental Comer Loads Total Corner Lands 4E -11.25 8.00 -90.02 180.00 90.02 0.00 Roof Shear. 29.6 pit 325,5 pounds a tor!3c; c.o 3n1 Floor 31.0 plf 390.9 pounds 2nd Floor. 0.0 pit 0.0 pounds I... irlr ,rot, Ise Floor. 0.0 plc 0.0 pounds • 2e= 11.0 ft r , VISSER 1� E000at*J w< Project:18-040 IFS 530-Tigard,DB 1� Corn,Baghausen Cieuladoa Shea[ Date:827/18 Page: 1.2.2 Tide: MWERS-Longitudinal wind wads Wind Analysis: Law Rise Buildings ••urbnxw one 11.01 •1a1 pal red a)w al Design Criteria: ASCE 7-10 Section 28.2:Envelope Procedure Pan 1 Load Criteria: Risk Cat.: 2 Table 1.5-1(p 2) LL 0 �7�V: 110 wind speed,mph Qum 26.5-1A,8 sir C bead on Risk Cate aeasawnw• Exposure B Section 26.73 fl gs( 9.1 Building Geometry: L' 78.67 fen(parallel to wind direction) Br73.W feel(perpendicular in wind direction) O _,\, � \ M1: 0 feet ham grade m first floor sK,N fF' h12: 0 fen from to floor O_ Q hD: 0 feet from grade to third floor �6�s = ; ha 16 feet from grade to roof nave y- Theo: 1.19 degree h: 16.29 feet-mean roof height hose grade Is there a windward parapet?: 1 ----�- hwp: _ feet from grade to top of wiret a 6 parapet Iwp: 4.00 fees from roof ease to top of windward parapet Is there a leeward pamper?: )' hip: 70srni Inn from grade rap M leeward parapet Op: 4.00 fen from roof nave to top ofleewanl parapet Design Procedure: ld: 0.85 Wind Directionality Factor,ASCE 7-10 Table 26.6-I,(p.250) Kz @ 2=0: 0.70 Velocity Pressure Exposure Coefficients,ASCE 7.10 Tabk 2831,(p.299) Kz @ z-hap: 0.70 Velocity Pre duce Frgvsure Coefficient for Windward Pamper,ASCE 7-10 Table 28.3-1,(p.299) Ka @ z=hlp: 0.70 Velocity Pressure Exposure Coelkienr for Leeward Pamper.ASCE 7-10 Table 28.3-1,(p.299) lilt: 0.70 Velocity Pressure Exposure Coefficients,ASCE 7-10 Table 28.3.1,(p.299)(Note#1 using Fe) Rat: 1.00 Topogmphkel Factor,ASCE 7-10 Figure 26 8-1(p.252) GCpli External Pleburz Coefficients,ASCE 7-10 Figure 28.4-1,(p.301) Sartre 1 1E 2 2E 3 3E 4 4E 0.40 0.61 -0.69 -1.07 -0.37 -0.33 -0.29 -0.43 CCpl• 0.18 Internal Pressure Coefficients,ASCE 7-10 Table 26.11-1,(p.258) qz @ z=0: 18.43 psf=0.00256Yo•KeNd•Veketty"2 ASCE 7.10 Equation 28.3-1,(p.298) qh: 18.45 psf 0.00256•i(1r•Kzt•Kd'Velocity^2 ASCE 7-10 Equation 28.3.1.(p.298)-cvaha¢d arh p: Design Wind Pressures=qh(GCpf-Gepi) ASCE 7-10 Equation 28.4-I,(p.298) Surface 1 1E 2 2E 3 3E 4 4E 406 7.93 -16.05 -23.06 -10.15 -13.10 -8.67 -11.25 Building Forces: Pressure Surface Fame Summary(plf) Location Area Pressure Width Force/f angle Horizontal Varied 4indw.r.i I. I nor I • ' U.W 4W - I • Uo:: 0,00 • 0.00 0.00 a(c0 0,00 VAndwnd 3rd Floor I 9.06 8130 32.47 0,00 32.47 0.00 1E 7.93 8.00 63.46 0.00 63.46 0.00 Windward Five 1 4.06 8.29 33.63 0.00 33.63 0.00 2 -16.05 39.33 -631.23 88.81 -13.15 -631.09 Windward Parapet 110.68 Toms: 131.16 -031.09 lE 7.93 8.29 65.73 0.00 65.73 0.00 2E -23.06 39.33 -906.94 88.81 -18.89 -906.73 Totals: 46.84 -906.77 Ridge 2 -16.05 3933 -631.23 88.81 -13.15 -631.09 3 -10.15 39.33 -399.05 91.19 8.31 -398.97 Toads -4.84 -1030.06 2E -23.06 39.33 -906.94 80.81 -18.89 -9E6.75 3E -13.10 39.33 -315.14 91.19 10.73 -515.03 Quail Horizontal lads(ASD Vrttes) Totals: -8.16 -1421.78 Par/1$rEjlOSeedon282 Mk Wind Zoe perASCE 7-10 leeward Ease 3 -10.15 39.33 -399.05 91.19 831 -398.97 Seedon/tiff 4 -8.67 8.29 -71.84 180.00 71.84 0.00 RaalShear 168.2 plf 115.2 Of Leeward Pamper 73.79 3rd Fiver. 61.1 plf 76.8 pit Tonic: 153.94 -398.97 2nd Floor 0.0 p11 0.0 plf 3E -13.10 39.33 -515.14 91.19 10.73 -515.03 Ian Moo 0.0 plf 0.0 plf 4E -11.25 8.29 -93.24 180.00 93.24 0.00 I9tala: 103.97 -515.03 1ocokssed Corner Zone Load4(MD Values) Leeward3ed Floor 4 -8.67 8.00 -69.36 180.00 69.36 0.00 Iumammad Caner Lade Toad Caner Loads 4E -11.23 8.00 -90,02 180.00 90.02 0.00 RootShcar 28.1 'Ai 309.2 pounds 1 0.00 3rd Pion. 31.0 plf 340.9 pounds • 2nd Floor. 0.0 plf 0.0 pounds L I !SO O..' is Floor. 0.0 plf 0,0 pounds • 000 2a= 11.0 h VI S S E R Project: 18-040)FS 530-Tigard,OR ENGINEERING Clem.Barghausen Cakulubu Shea Date:8/27/18 Page: 1.2.3 Tide: Wind loads-Components and Cladding Wind Analysis: Low lase Buildings Design Crites: ASCE 7-10 Section 30.4 Load Comiu: Risk Car: 2 Table 1.5-1(p.2) V: 110 wind speed mph(Figure 26.5-1A,B or C based on Risk Category) Exposure: 5 Section 26.7 3 Building Geometry: h: 16.05 feet-mean roof height from grade '- fare-top of parapet of no parapeGz=0) Design CndBdents: la 0.85 Wind Directionality Factor,ASCE 7-10 Table 26.6-1,fp.250) Xe @ e 0.70 Velodry Pressure Exposure Coefficients,ASCE 7-10 Table 30.3-1,(p.317) Kb 0.73 Velocity Pressure Exposure Coefficients.A,fr 7-10 Table 30.3-1.(p.317) Keg 1,00 Topographical Factor,ASCE 7-10 Figura 26.8-i(p.252) GCpi: 0.18 Internal Pressure Coefficients.ASCE 7-10 Table 26.11-1,(p.2581 qh: 18.45 psf=0.00256'101.1ediKd'VeIoclry^2 eye: 18.43 psf=0.00256'KfKu•Kd•Vdodry^2 Sind Walls: 14: 11.3 fat-height of studs sal 1.11 feet-spacing of studs Ahn: 59.23 square feet-effective area GCp: External Pressure roe fvienvs,ASCE 7-10 Figure 30.41,(p.335) Suface Zone4 Zone5 Positive 0.85 085 Negative -3.03 .I.10 1 p:Design Wind Pressures=qh(GCp-GcpO ASCE 7-10 Equation 30.4-1(p.318) Surface 4(+) 4(-) 51+) 5(-) 19.00 -20.84 19.00 -23.61 Max Pressure Zone 4: 12.51 psi (ASD Values) Max Pressure Zone 5: 14.17 psi' (ASD Values) Roof Trusses: span: 11 feet-span of trusses spacing: 2 7 fat-spacing of muses 10(18_33 square leer-effective area GCp: Emma!pressure Ceellieients,ASCE 7-10 Figures 30.4-2A to 30.4-7,(p.336.344) Surface Zone 1 Zone 2 Zone 3 Positive 0,20 0.20 0.2s1 Negative -0n0 4100 .0.0 p:Design Wind Pressor==qh(GCp-GcpO ASCE 7-10 Equation 30.4.1(p.318) Surface I(+) 1(-) 2(+) 2O 3(4) 3(-) 7.01 -19.92 7.01 -19.92 7.01 -19.92 Max-Pressure Zone 1: 11.95 psf (ASD Values) Max.Pressure Zone 2: 11.95 psf (ASD Values) Max.Pressure Zone 3: 11.95 psf (ASD Values) Max.Uplift on Trussses: -4.15 psf (ASD Values) Pampeas: Aa(E I Oils square feet-effective ems GCp: External Pressure Coef lalers s,ASCE 7-10 Figures 30.4.1 m 30.4.7,(p.335-344) Roof Pressure Wail Pressure Surface Swim Zone2 Zone3 Zor.e4 Zones Positive NA NA I.10 I.03 Negative .1.00 2p41 -1.10 -1 LI p: Daipn Wind Pressures=qp(GCp-Gcpi)(Gepi=0 for typical parapet Rendition) Surfatz 4(+) 40 5(4) 5(-) -33.18 -51.61 18.43 -20.27 18.43 -25.80 Max.Pressure Case A(windward Parapet). 42.02 psi Controls (AID Values) Load Casa are per ASCE 7- Max.Pressure Case 11(Leeward Parapet): 26.54 psi (ASD Values) 10 Section 30.9 Design Maps Summary Report https://prod0l-earthquake.cr.usgs.gov/designmaps/ustsunm hfry.p 1p?t... MUSGS Design Maps Summary Report �• 3. User-Specified Input Report Title ]FS 530 Fri August 31,2018 16:58:41 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 45.41412°N, 122.7927°W Site Soil Classification Site Class C —"Very Dense Soil and Soft Rock" Risk Category i/II/III - • T vl maim; GC w 4 Beaverton • rr 1 0 Tigard, • Lake Oswego 911 lUalatin G , Sherwgod Oregon City USGS-Provided Output Ss = 0.958 g SMs = 0.974 g Sls = 0.649 g Si = 0.420 g SMl = 0.580 g SDI = 0.386 g For information on how the SS and S1 values above have been calculated from probabilistic(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. MCE=Response Spectrum Design Response Spectrum I.10 Ili} 0?0 on °z 0.10 049 0A0 a OAS yl O.Y.. N 033 030 011 0s• 0.14 0.10 um 010 om Oh. 0.31 0.40 Ob, 011.. 1.r10 1.31 141 1/11 IMO 2L40 000 0.3) 0A0 040 03 10n 1.31 1.10 Ib) 1110 2L0 Period,T ism) Period,T(sect 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. I of 1 8/31/2018,9:58 AM VI S S E R Project: 18-040 IFS 530-Tigard,OR ENCINFFRINO Client:Bargtausen Cakulation Shed Date:8/27/18 Fage: 1.3.2 Tide: Seismic Loads (Ref.2015 IBC and ASCE 7-10) Site Information Site Location:Tigard.OR Maximum Considered Earthquake,5%Damped,at short periods,Ss: 0.958 Fa: 1.02 Sms: 0.98 Mmdmum Considered Earthquake,5%Damped,at period of 1 second,Sl: 0.42 Fv: 1.38 Sml: 0.58 Site Class: , Importance Factor,4: 1 Sds: 0.65 g lot: 45.41414° Shc: 0.39 g lore: -122.7927° Seism!cDesiep Car.: D • j Building Information Design Seismic Force Resisting System: Category TV Category Ciassi8esdon R rlo Cd Height Limit Cr x X Bearing Walls Light-framed walls with plywood sheathing 6.5 3 4 65 002 0.75 Light-framed walls with steel sheets 6 3 4 65 0.02 0,75 Light-framed walls with wallboard 2 2.5 2 35 0.02 0.75 Light-framed walls with fiat soap bracing 4 2 3.5 65 0.02 0.75 Special reinforced concrete shear walls 5 2.5 5 160 0.02 0.75 Special reinforced masonry shear walls 5 2.5 3.5 160 0.02 0.75 Building Frame Special steel concentrically braced frames 6 2 5 160 0.02 0.75 Special reinforced concrete shear walls 6 2.5 5 160 0.02 0.75 Special reinforced masonry shear wails 5.5 2.5 4 160 0.02 0.75 Moment Resisting Frames Special steel moment frames 8 3 5.5 No Limit 0.028 0.8 • Intermediate steel moment frames 4.5 3 4 35 0.028 0.8 Building Classifcation light famed walls with plf resod sheathing Cs: 0.100 Inv 16.286 feet Approximate Fundamental Period,Ta: 0.162 seconds k 1 Level Unit Weight Tributary Area Wx Sooty Height,hx Wh"k Cot 1k Vi Roof 17 psf 4200 sr 71.4 kips !I.' feet 1162.9 1 7.156 i w 7.156 laps 3rd Floor 0 psf 0 sf 0 kips 0.0 feet 0 0 0 kips 7.156 kips 2nd Floor psf 0 sf 0'Ape 0.0 feet 0 0 0 laps 7.156 kips 1st Floor 0 psf 0 sf 0 lips 0.0 feet 0 C 0 has 7.156 kips W: 71.4 lips 1162.9 V 7.156 laps Redundancy rho= 1.0 (1.0 or 1.3 per ASCE 7-10 Section 12.3.4.21 ASP Design.Combmatron Samfmay-IBC Section 16053.1 Level F.r Vr Fpr(Dieploagatl Br *or Roof 5.01 lops 5.01 kips 6.51 kips 1.1926 psi 1.5504 psf Floor 0.00 kips 5.01 lops 0.00 lips 0 psi 0 psf Floor 0.00 kips 5.01 kips 0.00 lips 0 psi 0 psf Floor 0.00 lops 5.01 kips 0.00 kips 0 psf 0 psi Ke SPil..r C Project: Project Type: Roof Joist Location: Tigard, OR Folder: Folder 2. (. Date: 8/31/18 1:18 PM RedSpec'" by RedBuilt'" Designer: BTS v7.1.6 Comment: Typical Roof Joist TAPERED 32-45.5" Red-MTM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(In) % Design Allow. Design Allow. Pass/Fail Span Live 39% 1.045 2.704 L/621 L/240 PASS Span Total 46% 1.671 3.606 L/388 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction(Ib)(DOL%) 1826(115) 1829(115) Dead Reaction(lb) 1096 1098 Total Reaction(Ib)(DOL%) 2922(115) 2927(115) Bearing Bottom Chord Top Chord Support Wall Wall Bearing Clip (Red-M)Angle (Red-M)Z-Clip Clip Approx.Clip Height 0.125° 3.6875" Approx.Clip Width 6.75" 7" Assumed Bearing Width 5.5° 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Top Chord Slope: 0.25/12 it 54'-1.0" APPLICATION LOADS Type Units COL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 32" Snow Roof Joist NOTES •Building code and design methodology:2015 IBC ASO(US). •No repetitive member increase applied In design. •Truss design includes consideration for partial span application live load. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBullt recommendations. •Pricing Load(plf)= l07 •Pricing Index(pit)= 107 P:\18040 Barghausen-JFS 530-Tigard,OR\Eng\Timber\18-040_JFS 530.red 8/31/2018 1:18:35 PM Project:Folder:Roof joist Page 1 of 1 The products noted are intended for Interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed In accordance with local building code requirements and RedBullt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate,PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec",Red-I"',Red-I45TM,Red-I45L'",Red-I58TM,Red-I65TM,Red-I65T*",Red-I90"",Red-I90H'",Red-I90HS'",Red-LTM,Red-LTT",Red- W'",Red-S'",Red-MTM,Red-H",Redfern'',FloorCholce"are trademarks of RedBullt LLC,Boise ID,USA. Copyright C 2010-2017 RedBullt LLC.All rights reserved. VI S S E R Project: 18-040 JFS 530-Tigard, OR ,, i ENGINEERING Client: Barghausen Simple Beam Design Date: 8/27/18 Beam Number: 1 Page: 2.2.1 Beam Length: 19.00 feet Dead Load: Unit Weight Beg. trib width End nib width Roof: 13.0 psf 27.5 feet 27.5 feet L Floor: 0.0 psf 0 feet 0 feet Wall beginning Wall ending Int.wall: 60 plf 0 feet 0 feet 0 Ext.wall: 80 plf 0 feet 0 feet Beam Reactions: Location Reaction Beam# Canopy 2 25 feet 398 pounds A Beam# Canopy 9.5 feet 398 pounds Beam # Canopy 16.75 feet 398 pounds D Live Load: Unit Weight Beg. Crib width End trib width Floor: 0.0 psi 0 feet 0 feet - Beam Reactions: Location Reaction I Beam# Canopy 2.25 feet 0 pounds Beam# Canopy 9.5 feet 0 pounds Beam# Canopy 16.75 feet 0 pounds N Snow Load: unit weight Beg. trib width End nib width Roof: 25.0 psf 27.5 feet 27.5 feet G Beam Reactions: Location Reaction Beam# Canopy 2.25 feet 664 pounds Beam# Canopy 9.5 feet 664 pounds Required Beam# Canopy 16.75 feet 664 pounds Beating Reactions Dead Load Live Load Snow Load Total Length Beginning 3994 pounds 0 pounds 7527.4 pounds 11521 3.22 in. D End 3994 pounds 0 pounds 7527.4 pounds 11521 3.22 in. Hanger: None Member Forces Dead+Live I Dead+Live+Snow E Maximum Bending Moment: 18971 ft.-lbs. 54725.9 It-lbs. Maximum Shear:* 3413 lbs. 9823 lbs. *Taken distanced'from support,subject to NDS 3.4.3 S .Allowable Stresses Deflection(in.) Cd = 1 Cd= 1.15 Modifiers DDL= 0.199 Bearg,perp to grain 650 psi Cr = 1.00 DLL = 0 1 Bending,Fb 2,293 psi 2,637 psi CR= 1.00 DSL= 0.374 Limit Shear,Fv 240 psi 276 psi Ct = 1.00 DSL+LL= 0.374 II 360 Elasticity, E 1,800,000 psi 1,800,000 psi CL or Cv= 0.96 DTL= 0.573 L/ 240 G Required Section Properties Provided Section Properties Area,A - 53.39 m."2 Area,A = 107.25 in."2 N Sect.Mod.,S = 249.04 in.^3 Sect.Mod.,S = 348.56 in.^3 Mom.of Iner.,I = 2,050.16 in.^4 Mom. Of Iner.,I = 3398.48 in.^4 Provide: - 5.5 x 19.5 Glu-lam,24F-V4 P.T.: N Flat: N Repetitive: N Braced @ 2.67 ft spcing CALCULATION SHEET Title: 15=r ' I:7 4 VISSER ENGINEERING 0 _ JFS !'1 • Project: , - Client: g4g4N�0-5: _ Date: Page: 2, C4doPY 5L fL P� T its & ors .4 4 6 .56A-Ms -cadciarlzr 444u/TY GAS ?e°r4 c.falPlos, 18 tfelzG rig- cA,c/dpr.E3 4 Ti6 -?ays hoJ7 41,4.410 Assomprvgs c atvpy = -5 O a/ (P6Iz. • 044 A TE-Bras @ 45e • Tie-,eo, rerz,«l.FTr @ / f1 eic/v aF c.4,t/oPY. • 11& Roc? 5Pc bi LG I (Pisa A-P-4t e4AIopr /5 psi! I FP>d @ OG2,54 • _ 004) • /0,4,2,5 -T'f' 16>$7,*° %BG2.� R8,5 5 LD/1-D5 ? ,�gA-Nt5"' 4 6004 ener r1ziB re) BgkM = S 7.lx 17,1 r,o rr P. P. x 71 121,° -2,`; _ 2.25 21 5' '4'` j�('` PC/,4,2 .1- Pa. = P Czl�S4 + z�S) wx ;0 + -\41-� 7, (a25 � t57,U, Y '` u/. =71 re (cura�wdy) R ' Y - 04 Fj 2ltf.Y.f, ()pew c1al X=7,40Z5 1:42,5-)` &IOZ # CSe*M (e Q162 s MM: /2; go6) 4R- rzY 52 - i-a" 44s cx = zq7,.23 �r = 90,75-#n 3 CALCUTATION SHEET Title: VISSER ENGINEERING • Project: Client: Date: Page: S4Z. 4 /OZ6z) � 4'Z x _ - z9 _ __ 1L 7 Pe, ,E,y ' 9p,75 /e0 1-*; 2.00 p.4 < 2200 poi. raft I f 6. 3 27�Q� '` 2�9 ' 0,0-74 DI$L Ogler . pm bx Ay / !Lx /5 " EyGfj 5,, = ZD/,,3 143 i. a/oz'<z /�,7 p(rt` - °206.3 0 75.63 _:1x�F f 'y�y { Az(' * p,5 = �. 78 4" / �4. Tie? 2 5 iZ x /3' 4c �'x ` l / iat 5;) ` B4O41 an ; 6 X r sg2 p Y =-�¢29 � ti GaFrYp��t-��o�t <-jIgo : . \ .(I*0 iz A ` itg f + ( 5f- 4 ' - 3`4 El 4 td .``: z. 0 ;DLZ,5(2ID z 7 5 (- )F2'Zf5) %r$(1.z6�")i + 240,7E0I L-C3)0ti - 4 (ye 1" 3s¢ - -i ) . C. L ,;o7.lua } ,122,Qg 38 �i ,� Z g W I S S E R Project: 18-040 JFS 530-Tigard, OR ENGINEERING Client: Barghausen Simple Beam Design Date: 8/27/18 Beam Number: 3 Page: 2.2.4 Beam Length: 19.00 feet Dead Load: Unit Weight Beg. nib width End nib width Roof: 13.0 psi 2.67 feet 2.67 feet L Floor: 0.0 psf 0 feet 0 feet Wall beginning Wall ending hit.wall: 60 plf 6 feet 0 feet 0 Ext.wall: 80 plf 0 feet 0 feet Beam Reactions: Location Reaction Beam# 0 0 feet 0 pounds A Beam# 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds D Live Load: Unit Weight Beg.Crib width End nib width Floor. 0.0 psf 0 feet 0 feet Beam Reactions: Location Reaction I Beam# 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds N Snow Load: unit weight Beg. nib width End nib width Roof: 25.0 psf 2.67 feet 2.67 feet G Beam Reactions: Location Reaction Beam# 0 0 feet 0 pounds Beam# 0 0 feet 0 pounds Required Beam# 0 0 feet 0 pounds Bearin g Reactions Dead Load Live Load Snow Load Total Length Beginning 330 pounds 0 pounds 634.125 pounds 964 0.47 in. D End 330 pounds 0 pounds 634.125 pounds 964 0.47 in. Hanger: None Member Forces Dead+Live Dead+Live+Snow E Maximum Bending Moment: 1566 It.-lbs. 4578.38 ft.-lbs. Maximum Shear:* 299 lbs. 875 lbs. *Taken distance'd'from support,subject to NDS 3.4.3 S Allowable Stresses Deflection(in.) Cd= 1 Cd= 1.15 Modifiers DDL= 0.186 Beafg,peril to grain 650 psi CF= 1.00 DLL= 0 I Bending,Fb 2,378 psi 2,735 psi Ca= 1.00 DSL= 0.357 Limit Shear,Fv 240 psi 276 psi Cg,= 1.00 DSL+LL= 0.357 i,/360 Elasticity,E 1,800,000 psi 1,800,000 psi CL or Cv= 0.99 DTL= 0.543 1./240 G Required Section Properties Provided Section Properties Area,A= 4./6 in. "2 Area,A= 32.81 in.^2 N Sect.Mod.,S= 20.09 in.^3 Sect.Mod.,S = 57.42 in.^3 Mom.of frier., I= 172.24 in.^4 Mom.Of Iner.,I= 301.46 in.^4 Provide: - 3.125 x 10.5 Glu-lam.24F-V4 P.T.: N Flat: N Repetitive: N Braced @ 2.07 ft spring CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date: Page: 2) Fit ,En vP rdl 5t51. B*-t 0 cr4Lc.., �az x' Ic rZ c c& =j) L0(1)60. F3644h Cc*rl oP 01 0) ( )) /`a l4' 5,04 / AE*i4 2 6 -cc, (6/4, Ga,VOPTiaa) ExGEPT : 7;f.p = c '37. S Lox =,o / /y = /Deo z.•5 u9�/ = 141,IZ(4,75,� s .ql Gv p/Y!' r:> Mx 7,6Z5(657,5) = 9861 11 s x /8 4 GB bit ' 86DZ t 65 f= /3; 650 Fog f3/-4X/44 sEuo1ae7 ��kL2 gl4 Is`¢__.33 A az,L_n- f, /65 5-6. i zic `lr '3 4<n7g4)L I6S�/r 7 /, z 7 9 .Z .; /, = 357m4 =) szx 25 /2 �f8 z� to/ /Gv' 5 4-i./ 4,P + /low = 4(/oe.z.7). t /lo (96) = 5786, I# 9 64E4ZY 4 C 4 w G cs�!G lq t9tlE�,c� ztl o_ /lSO/=1 d6 Pry z 32f6 7 srfr 4 _ /6(02. �40) 2 Z z�)alL` = z4Er 4-a� 3s E - 2¢(47E )r L (/'?z) - 40) 4 3af0,E4)z �i /g H in¢ i X frl r�l. I F 0 R T E" MEMBER REPORT 19 Studs, Wall:Stud PASSED 1 piece(s) 1 1/2" x 5 1/2" 1.3E TimberStrand®LSL @ 16" OC 2, 3 Wall Height: 19' Member Height:18'7 1/2" 0.C.Spacing:16.00" Design Results Actual Allowed Result Lod L91d:, i iM ion 41144 Slenderness 35 50 Passed(69%) __ -- — - Compression(Ibs) 1943 3658 Passed(53%) 1.15 1.0 D+1.05 Plate Bearing(Ibs) 1943 6445 Passed(30%) -- SOD+1.0 5 Lateral Reaction(Ibs) 150 — -- 1.60 1.0D+0.6w Lateral Shear(Its) 143 3740 Passed(4%) 1.60 1.0 D+0.6 W Lateral Moment(ft-Ibs) 699 @ mid-spen 1887 Passed(37%) 1.60 1.00+0.6 W Lateral Deflection(In) 1.14 @ mid-span 1.86 Passed(096) -- 1.0 D+0,6 w _ Bending/Compression 0.78 1 Passed(78%) 1.60 1.013+0.45 W+0.75 L+0.75 S • Lateral deflection alteria:Wind(L/120) • Mal load eccentricity for this design Is 1/6 of applicable member side dimension. ? • Applicable calculations are based on N D5. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 4%Increase in the moment capacity has been added to account for repetitive member usage. . Supports Type Material System:Wall Top Obi 2X Douglas Fir-Larch Member Type:Stud Base 2X Douglas Rr•Larch Building Code:IBC 2015 Drawing is Conceptual i Max:Unbraced Length I Comments Design Methodology:ASD 1' Lateral Connections Supports Plateaus Plata Material Connector Type/Model Quantity Nailing Top Dbl 2X Douglas Fir-Larch Nails Bd x 2.5"Box(Toe) 2 Base 2X Douglas Fir-Larch Nails Bd x 2.5"Box(Toe) 2 Dead &Env Vertical Load Spacing (0.90) (1.15) Comments 1-Point(PLF) 16.00" 357.5 1100.0 Wind Lateral Load Location SPodn9 (L60) Comments 11-Uniform(PSF) Full Length 16.00" 20.1 • F, Rg ASCE/SE17-10 Sec.30.4: osure Category(B),Mean Roof Height(16),Topographic Factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(110 mph),Risk C2ory(t1),Effective Wind Area determined using full member span and trib.width. • 2015 IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. Member Notes Wall studs at Top chord roof truss bearing /�� Weyerhaeuser Notes: tly}Sl15TAINAIE FORESTRY INITt4TIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values- `Y( Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party oerdhed to sustainable forestry standards.Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product liter-ahoy and NMallation details refer to wow.weyerhaeuser.conlwoo4sroduct,/dowment-rlxary. IThe product application,Input design loads,dimensions and support information have been provided by FITS Forte Software Operator Job Notes 8/28/2018 2:49:37 PM Bryant Stanton JFS 530-Tigard.OR Forte v5.4,Design Engine Ver:V7.1.1.3 Vise r Engineering sglle o ing Company Stud walls-13.5.4te bryanswisserengineering.com Page 1 of 1 a F O R T E ` MEMBER REPORT 19Studs,Side wall stud PASSED 1 piece(s) 1 1/2"x 5 1/2ef 1.3E TimberStrand® LSE @ 16" OC 2, 3,Z Wall Height: 19' Member Height: 18'7 1/2" 0.C.Spacing:16.00" Design Results L Actual Allowed Result LDF Load:Combination 444441 Slenderness 35 50 Passed(69%) -- — Compression(ibs) ( 141 3658 Passed(4%) 1.15 1.0 D+lA S Plate Bearing(Ibs) 141 6445 Passed(2%) -- 1.0 D+1A S 5 Lateral Reaction(Ws) 150 -- -- 1.60 1.0 0+0.6 W Lateral Shear(Ibs) 143 3740 Passed(4%) 1.60 1.o D+0.6 W Lateral Moment(ft-Ibs) 699 @ mid-span 1887 Passed(37%) 1.60 3.0 0+0.6 w Lateral Deflection(In) 1.14 fli mid-span 1.86 Passed(L/196) -- 1.0 D+0.6 W Bending/Compression 0.38 1 Passed(38%) L60 3.0 D+0.6 W • Lateral deflection criteria:Wind(L/1Z0) • Axial load eccenbidty for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NOS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 9%increase In the moment capacity has been added to account for repetitive risen per usage. r i Supper, Type Material System:Wall Top Dbl 2X Douglas Fir-Larch Member Type;Stud ': . Base 2X Douglas Fir-Larch Building Code:IBC 2015 Drawing/sCorxeparal Max Unbtaoed Lepgth Comments Design Methodology:ASD 1 Lateral Connections 9 Supports Plate Size Plate Material i Connector Type/Model Quantity Malang Top i Dbl 2X Douglas Fir-Larch Nails 8d x 2.5"Box(Toe) 2 - --.._._ I Base 2X — _Douglas Fr-Larch j Nails 8d x 2.5"Box(Toe) I 2 Dead Snow Vertical Load SPadny (0.90) (L15)^Comments 1-Point(PLF) 16.00" 26.0 80.0 Wind [Lateral Load Location Spacing (1.60) Comments 1-Uniform(PSF) Full Length 16.00" 20.1 • ASCE/SEE 7-10 Sec.30.4:Exposure Category(B),Mean Roof Height(16),Topographic Factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(110 mph),Risk Category(I),Enecdve Wind Area determined using hail member span and bib.width. • 2015 IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. Member Notes Wall studs at non-bearing walls Weyerhaeuser Notes SUSTAINABLE FOLIESTRT INNWTNE Weyerhaeuser warrants that the siring of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of rids software is not intended to dreumvent the need fora design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this cakrdatlon is compatble with the overall project Accessories(Rim Board,Blocking Panels and Squash Stocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable Forestry standards.Weyerhaeuser-Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR-1153 and ESR-1367 ad/or tested In accordance with applicable AS1M standards.For current code evaluation reports, Weyerhaeuser product literature and Installation derails refer to www.wayerhaesaer.conr/waodproducWdocument4lbrary. The product application,input design loads,dimensions and support information have been provided by BIS Forte software operator Job Notes 8/28/2018 2:52:53 PM Bryan Stanton JFB sag-rgard,OR Forte v5.4,Design Engine Ver:V7.1.1.3 Vlsser Engineering Company Stud walls-13.5.4fe (253)835-0810 bryans@visserengineering.com Page 1 of 1 VI S S ER P695 0 184431)FS 530•Timed. :R ENGINES ZINC shad:Rareh00505 Date:08'27.I S Page: Title Stud Wall Schedule fw,N, 64160441, End Waal latera1 Pressure'. 5 psf Weal wrodPmsorc, 14.17 p.1 We11Height- 1.3.E feet Hearing Load Load Capacity w Paap fr Po Suess Deflection w reap fc 81 Shea Do leotioo (WA (pH) (pH) Fa Cy ec (pm) (psi) Ratio (iaeha) (WO (pC) to Pe 04) (psi) Redo finches) 24 era A6 6 oc 8203 3 2147 240 0.3 258 204 223 1.00 0.18 7 2151 Om 261 193 632 1.00 036 24 a,o*.00 a 4 Ooug-Fir 81rmA Set " 8 oc 6152 3 1535 366 0.13 258 195 298 1.00 0,24 9 1447 0.06 161 1N 843 1.00 0.49 24 ale.12 12 00: 4102 5 936 266 0.13 258 172 446 1,00 0.37 14 - 0.01 261 164 1265 1.00 NO 24 erne.16 16 on: 3076 7 645 266 0.13 258 164 595 1.00 0,49 19 - 0.01 261 140 1686 1.00 NO 24 DI .06 6 oc: 8203 3 1789 238 0.13 331 n0 223 1.00 021 7 1677 0.06 234 160 632 1.00 0A0 24 DI .08 8 oc: 6152 3 1256 238 0.13 231 to 298 1.00 027 9 1152 0.0, 234 1.6 843 1.00 0,54 24 DI .12 x J Doug F'rcgl 12 oc: 4102 5 737 238 0.3 231 140 446 1.00 0.41 14 - 0.011 234 123 1265 1.00 NO 24 DI .16 16 04: 3076 7 485 236 0.13 231 123 595 1.00 0.55 19 - 0.08 214 1el 1686 1,00 NO 24 D2 .06 6 so: 8203 3 1646 224 034 217 157 223 1.00 0.22 7 1532 0.09 220 146 632 1.00 0.43 24 D2 .08 a I 8 oc: 6152 3 1148 224 0.16 217 146 298 1.00 0.29 9 1043 0.09 220 133 843 1.00 058 24 D2 .12 - DougFir D2 12 00: 410E 5 664 224 0.14 217 127 446 1.00 0.44 14 - 0.09 220 106 1265 1.00 NG 24 D2 .16 16 00: 3076 7 4311 224 0.14 217 109 595 1.00 0,58 19 - 0.09 220 86 1686 1.00 NO 26 162 .06 6 on: 8353 3 5702 456 0.29 .Is 346 90 1.00 0.07 7 5495 0.19 430 333 256 1.00 0.14 26 HI .08 a 6 Hoo-F?412 8 cc: 6265 3 4106 420 829 us In 120 1.00 0.09 9 390E 0.19 430 315 341 1.00 0.18 26 112 .12 ' ® 12 oc 4177 5 2540 450 0.29 415 301 181 1.00 0.14 14 2344 0.19 416 284 312 1.00 0.27 26 H2 .16 16 006 3132 7 1774 450 0.29 415 223 241 1.00 0.18 19 1588 0.19 430 257 683 1.00 0.37 26 DI .06 6 cc: 12891 3 7546 528 032 536 452 90 1.00 0.05 7 7349 021 sse 443 256 1.00 0.10 26 DI .08 a ar69 8 oc 9668 3 5458 see 0.32 536 441 120 1.00 0.07 9 5251 0.21 550 424 341 1.00 0.14 26 DI .12 3 6 12 06, 6445 5 3408 586 0.13 536 413 181 1.00 0.11 14 .3199 0.21 531 318 512 1.00 021 26 DI .16 16 oc 4834 7 2403 588 0.32 536 lft 241 1.00 0.14 19 2202 031 5S1 536 683 1.00 0.28 26 D2 .06 6 arc 12891 3 6992 533 0.34 302 424 90 1..00 0.06 7 6791 0.22 524 413 256 I.00 0.11 26 D2 .08 a h DoupP(r#2 ® 8 oc 9668 3 5045 333 034 501 aA 120 1.00 0.07 9 4835 033 524 391 341 1.00 0.15 26 D2 .12 12 oc 6445 5 3131 353 034 502 380 181 1.00 0.11 14 2921 0.22 524 134 512 1,00 0.22 26 D2 .16 16 oe 4834 7 119' Sys 9.34 502 135 241 1.00 0.15 10 1001 0.22 524 12.3 683 1.00 0.30 W W • CALCULATION SHEET Title: / SS IST fSI41.1 VISSER ENGINEERING Project: I$ J`^= 530 Client: BAJg '=>t Date: Page: L, 4 , / //S s PosT pest st ; PE5140-1 F012- Axl41- 4dln P(..Ex2J2.4L c o,ic,"po,Is Lc%er e -4/A 7 1i ' a 4c7rhi= /z lzf.S /933) ' 20.5 l OU.4(.4.LOT M4& 47G4L ;' b= z ( )(/3)f ga(ln.3jzo.S Max FLE-4 z4Lr P,- = 3(315� = //4ii # �Y = (“'¢s� _ /934 4 9e„(zo.$) r r o 328© t� _ 2 if"; « (8'.97)7` /6, 0‘.64)= 3-7 4 P(14)(0 M c ly _ M = (4,74-3,4a //f= � 21e114 Py.(.4 �.74-P t 3,lo$P Mgy" (4,74-3,�8) 1,434- p 'P Mtu7 C .74t 3 0)3,20 = zZt'a�`K /12Pf he M„ '4 1 ta- 3Z42P- l204 1.60 0,55 tit= 14,7 'k PT; .414; r , CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date: Page: ., , 7K7 ALS5 7x5x g� P„ e /27 K @ //-G =19 ' p ¢+�h = 47 7 /4 I r/! �.�/ r �(0.7 Gz7 ' al07 : M �7 7 0,98 PE1z i¢!sc EIS h /-Z Pg ( �� )Z= 6,07 +0,18) 1.a _ �03 0:50 f455 7x 5x 02 E(Sg 6x 4 x 'Z f VI S S E R Project 18-040 JFS 530-Tigard,OR 11 gn61NLamt.. Client:Bargbausen Shear wall Design Date:8/27/18 Page: 3.1.1 Wall# LJ Location: tii:�l _... .. w 1 _- Wall# Total Length of Shear Panels: 55.00 feet Total Length of Shear Panels: 19.00 feet Length of Shortest(in width)Shear Panel: 55.00 feet Length of Shortest On width)Shear Panel: 19.00 feet • Plate Height: 16.00 feet Plate Height: 16.00 feet Lateral Loads: Lateral J ravels: Roof: 6241 lbs. + 326 lbs.= 6567 lbs. Roof: 6241 lbs. -I- 3'6 lbs.= 6567 lbs. te Floor. 0 lbs. + 0 lbs.= 0 lbs. '... 1,_ floor: 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + 0 lbs.= 0 lbs. 6567 lbs. 6567 lbs. u Roof: 2505 lbs. + 0 lbs.= 2505 lbs. Roof: 2505 lbs. + 0 lbs.= 2505 lbs. .� Floor: 0 lbs. + 0 lbs.= 0 lbs. 1 Floor. 0 lbs. + 0 lbs.= 0 lbs. 41 Floor: 0 lbs. + 0 lbs.= 0 lbs. Floor. 0 lbs. + 0 lbs.= 0 lbs. Floor. 0 lbs. + 0 lbs.= 0 lbs. Floor. 0 tbs. + 0 lbs.= 0 lbs. 2505 lbs. 2505 lbs. Wall Design: Wall Design: Wind Shear=Vwind/L: 119 plf. Requires l5 : I Wind Shear=Vwind/L: 346 plf. Requires Type: 2 Seismic Shear=Ve/L: 46 plf. Requires Type: 1 Seisrric Shear=VeiL: 132 plf Beguiles T)pe: I Shear Wall Aspect Ratio=bl/W: 0.3 Shear capacity reduction: 1 Shear Wall Aspect Ratio=H/W: 0.8 Shear capacity reduction: 1 Holdown Design: Holdown Design: Wind Uplift from Above: 0 pounds Wmd Uplift flo...Above: i pounds Wind Uplift=(1.3 Vwind/U*Plate Height: 24-83 pounds Wind Uplift=(1.3 Vwind/L)•Plate Height 7189 pounds Total Wind Holdown Force: 2483 pounds Total Wind Holdown Force: 7189 pounds !` Seismic Uplift from Above: 0 pounds s Seismic Uplift from Above: 0 pounds Seismic Uplift_(Ve/L)"Plate Height: 729 pounds Seismic Uplift=(Ve/L)"Plate Height: 2109 pounds Total Seismic Holdown Force: 729 pounds Total Seismic Holdown Force: 2109 pounds Holdown Selection: Kin J4-SQ52.5/321 b Holdown S&ceason; HHDQ11SD52.51341 Wall# 31 Location:t_:n:i.A —' Wall# 41 Localism:L ai,4:. Total Length of Shear Panels: I 3.0 0 feet Total Length of Shear Panels: o feet Length of Shortest(in width)Shear Panel: 13.00 feet Length of Shortest Can width)Shear Panel: 70.it feet Plate Height: 16.00 feet Plate Height II t.IV feet Lateral Loads: Lateral 1 nods: Roof: 4604 lbs. + )00 lbs.= 4934 lbs. Roof: 4624 lbs. + 309 to lbs.= 4934 lbs. Floor. .1 lbs. + lbs.= 0 lbs. 'd Floor lbs. + 0 lbs.= 0 lbs. 0 Floor ,, lbs. + lbs.= 0 lbs. Floor: 0 lbs. + lbs.= 0 lbs. Floor tl Rs. 4 0 lbs.= 0 lbs. Floor: . lbs. + 0 lbs.= 0 lbs. 4934 lbs. 4934 lbs. Roof: 2505 lbs. + 0 lbs.= 2505 lbs. = Roof: 2505 lbs. + 0 lbs.= 2505 lbs. Floor. 0 lbs. + 0 lbs. Floor. 0 lbs. + 0 lbs.= 0 lbs.Floor. 0 lbs. + 0 lbs.= 0 lam. Floor 0 lbs. } lbs.= 0 lbs. Floor. 0 lbs. + 0 lbs.= 0 lbs. Floor: 0 lbs. + tt lbs.= 0 lbs. 2505 lbs. 2505 lbs. Wall Design: Wall Design: Wind Shear=Vwind/L: 380 plf. Requires The: 3 Wind Shear=Vwind/L: 63 plf. Requires Type: 1 Seismic Shear=Ve/L.: 193 plf. Requires Type: I Seismic Shear=Ve/L: 32 plf. Requires I3pe: 1 Shear Wall Aspect Ratio=H/W: 1.2 Shear capacity reduction: 1 Shear Wall Aspect Ratio=H/W: 0.2 Shear capacity reduction: 1 Holdown Design: Holdown Design: Wind Uplift from Above: 0 pounds Wind Uplift from Above: 0 pounds Wind Uplift=(1.3 Vwind/L)*Plate Height 7894 pounds Wind Uplift=(1.3 Vwind/L)*Plate Height: 1304 pounds Total Wind Holdown Force: 7894 pounds Total Wind Holdown Force: 1304 pounds Seismic Uplift from Above: 0 pounds Seismic Uplift from Above: 0 pounds Seismic Uplift=(Ve/L)"Plate Height: 3083 pounds Seismic Uplift=(Ve/L)*Plate Height: 309 pounds Total Seismic Holdown Force. 3083 pounds Total Seismic Holdown Force: 509 pounds No/down Selection.- FIHDQ11SDS2.51341 Holdown Selection: HDU2SDS2.5/321 CALCULATION SHEET Title: 04P4246W! d-26s/C�)f VISSER cq, ENGINEERING Project: O.0¢0 ---)FS Client: /34-Z. i Date: Page: 3, - f IA-PA-14h 17e. 1-L ; = 455 pg� P /) /n! ,i -s 0/e6Grtt?h� 0 0 ZS,G7 p. I v, 74.(e7' 2i.5 p/E I jD q s Z55-(55)= 255,5rig rcwo r z Cs-g) 'e to(° Ply' 7 Sg 5IM4ryacty , D,/0 x 2 ,41•411.5 @ /la1iz ti1 U,tl- • dr # tyF�Z �Icfo Gti`a� g l Co 3 P031,. tar It ,g Y Dts crfo, 17 stt.rc8 t egatito6 1 r CALCULATION SHEET Title: VISSER ENGINEERING Project: Client: Date: ...... ....._._. Page: . 2, 2 4 SSC4z) sg stts4r�+1>ly f o,/48 x x1.¢e4.s C./r 4Z iJ eLoc.Ir`co a<.q k 4 q Pe44 FOor_c @ 4JZ/L F < /$9 �zs�� 39�9 '`A. _> gxpt0 w44L 4.64FJe F 64> Df BEIM -4-/rfCJf CeS6e 715 E.474.I ‘,/ APS oe-e9g15 2) /A1 E-W 9/R T-ic 1 n 2� _ 3 $>C.6) +X' Sns Se-Re-45 A5Sl.¢va� lar9t'7D,4� - a5;72.Pilc =l7.1.93 — ? s Aelekrillo.14 (, J ss ® ' ei148 2 niAlL5 3280 03 = '474,.(or - 4 e 77 P' ZB,/o7 = 1'1,7 PIS' V z,.aZl V = 963# _> pr.oviv.e a5/6 s'nztP 44/0 x 8'-o w zon/y. Pac_ Zx f3to414 OT l, -101313 (tx 42) CALCULATION SHEET Title: 51t 1d4-u_ AAIceoe•itriF VISSER ro --- ENGINEERING Project- d rC/ -J Client: 54er7 Date: Page: Sive Gv4-4-t. 4,cic/foe+461 izcziF ZP N. Gv/AJC7 G4211=> 0M1 Gf/4-4/- (tom zen4R4, 4/tGL h 5I fro'�'me7' ,egAc,Trokls Tamar IGFJ Rave r 26,7 61'n 41Fezae = 9 3 e. leo #r PRet/r/.76 te-0 4GL .ove.4/c9,e,4-46 Cd 3Z oc. oa/ ed !v , @ fb D c ad C72/,� / 1 S + • pLdoR- ,4TT4 (z' ZxA [Tivqne Air n2,57" cuP' @ 474 STVG 1 26.7 (r,3 ) ° 3Fa'X/svr7. Csgs+/urf� H•Z,�T DiC2 4 /P • 4-.�c/tole f©eCA Tn acoc J4 = Ze 7(067 = 7/Z# ,4(/4Glog 5/h"1e4/4 MeV zso4Ez /4/727 4xlo ¢x¢ /Jthr-Ifiy 27767" 5r0.0 iu.4-1.4 /3LL M/./4 G"/c irz u'12)(4,"4,44 STOP AV/V./CO-re 49/c444e,2 FaPrg tiJ72 iecCF PAPN 2,c4, — /v/ C3/60 7!Z p ¢, 5 me4,films ¢(z67)-. le: 8" > 4:77-z • wf l y I/&,`/ram A. ate >/ ems& ` (0, leo 1 ( 3 1341-s) CALCULATION SHEET Title: • VISSER ENGINEERING Project: Client: Date: Page: 1' Dc'r- Of,4A/E <A a. 4slcH9 E; 4 x, LIIAli7 feg%E arf i •i- (.4sb = O./ow) 11.2 Ps, estow A' 'P LAVE 26.5 psi' e 191-0.4PET3 (t&E mhQ 2D' I- AT Fil o4 1e! ,MT 5rvp w/ o M4g, 51.,z 4per (s/PP h .4-u s) goof !/T @ /G - /7 '-Z4 P-per @ <lol f, -5, B.5E Roo'F R= 14-5IF 12-_ S5p1C _.aAasae?0 Fav (=o,6'A!) (473 0/5rti-d1 U56 TAPJSSES 6,0 SEg2444 04-11.•S k. 3z oc =,2 Fo2GE e,407(355)= 947 '/e E4 sSs v) CoA/A/e r EA 5771c, pd /E 6"X times Go/f124$regp (Y1 GoA/R/Ez.T 9rtppor t ' gorror t C.lF9gp of T?a$sr. '/4 21(91 4 772 #zo,t/6 oti/ (/o) D,!¢& "x 3'A✓4 5 To ws c/%ev (4ed)c. (i /zau -ST44 ) L rr/R Sre4P W/ 58 x G44 j5Wr 7a `7z BLme4/4 P riglE.gi.1 SWG'S .14lLEG' ; 2x44 O// P.c9,7121-1 of TWOS colee.r, ;) Galuscr Ge1441- 1' PM , io/ CALCULATION SHEET Title: PA i2APEr_/1-4.16a2g,40_— • VISSER ENGINEERING Project: In•-E1410 _JF5 5 Client: %=-4 A -4O S 6/ Date: Page: 3. 4/ 1 174-g4Pe7" GLi4-LG 4 iG o,44.E F4oe ev -Tl/,eR/i e? (4z/P c, z6es 1daT pEgaIRE P,� � ,,rL, sy,} 17 g4POT P'e le,pi/ Gfl%Io Forme 4-z Ps( ( 0•( W) /i6/4/1-1- / h , d4e/Es z-'e W aid - 5!oil , ¢Z y'/ /l V Mo r 7- A 21 nf Yetli /g¢'°l, - i/a 4-0 V= 4-zh ( � ) 3' /Z t /�q 4/2 t i', 4-' /6e3 33;( 733 z/ Met Zlhl 5' 2/O 5-25" //A p ax = 2/41(/2/;s) ` 45,$Z 42- m2GE cavP2E @ E-4C& %4C- O� 55Tu Q(l6 ICJ Nt,r X -' $7-1e ' .=ES/4ji,l Faze-6 me gr,,Pfis & A' lie c . h._.. _ `7- f.c.. , /3z 7 9 . 5PGc; o,a AftS743, 2' /M#J. --- — 73!0it „ f7c.'cj 4' 7.33 - /955 293z_ z" ` 51 //fie /528. 3€5a — /(o" a. VI S S E R Project. 18-040�- IFS 530-Tigard,OR aENGINEERING Client Barghausen .. Calculation Sheet Date: 8/27/18 Page: 4.1.1 Title: Footing Schedule Design of Pad Footings Allowable Soil Bearing: 1800 psf Ratio of Dead to Total Load: 0.4 Concrete Strength,fc': 2500 psi Steel Yield Strength: 60000 psi Column Dimension: 5 inches Flexure- Mark Load Pu wu Mu h d F Ku As min. Reinforcing 2.00 7200 lbs. 10368 lbs. 2592 psf 1296 it-lbsJft 10 in. 7 in. 0.049 26.45 0.55 (3) #4 bars 2.50 11250 lbs. 16200 lbs. 2592 psf 2025 ft-IbsJft 10 in. 7 in. 0.049 41.33 0.69 (4) #4 bars 3.00 16200 lbs. 23328 lbs. 2592 psf 2916 ft-lbs.ft 10 in. 7 in. 0.049 59.51 0.83 (5) #4 bars 3.50 22050 lbs. 31752 lbs. 2592 psf 3969 ft-lbs.ft 10 in. 7 in. 0.049 81.00 0.97 (5) #4 bars 4.00 28800 lbs. 41472 lbs. 2592 psf 5184 ft-lbs.ft 10 in. 7 in. 0.049 105.80 1.11 (4) #5 bars 4.50 36450 lbs. 52488 lbs. 2592 psf 6561 ft-lbs./ft 10 in. 7 in. 0.049 133.90 1.25 (5) #5 bars 5.00 45000 lbs. 64800 lbs. 2592 psf 8100 ft-lbs./ft 12 in. 9 in. 0.081 100.00 1.78 (5) #6 bars 5.50 54450 lbs. 78408 lbs. 2592 psf 9801 ft-lbs./ft 12 in, 9 in. 0.081 121.00 1.96 (5) #6 bars Shear: Beam Shear Punching Shear Mark wu Load'g Area Vu phi Vc Load'g Area Vu phi Vc 2.00 2592 psf 0.83 sf 2.16 kips 12.60 kips ok 3.00 sf 7.78 kips 50.40 kips ok 2.50 2592 psf 1.67 sf 4.32 kips 15.75 kips ok 5.25 sf 13.61 kips 50.40 kips ok 3.00 2592 psf 2.75 sf 7.13 kips 18.90 kips ok 8.00 sf 20.74 kips 50.40 k ps ok 3.50 2592 psf 4.08 sf 10.58 kips 22.05 kips ok 11.25 sf 29.16 kips 50.40 kips ok 4.00 2592 psf 5.67 sf 14.69 kips 25.20 kips ok 15.O0 sf 38.88 kips 50.40 kips ok 4.50 2592 psf 7.50 sf 19.44 kips 28.35 kips ok 19.25 sf 49.90 kips 50.40 kips ok 1 5.00 2592 psf 8.75 sf 22.68 kips 40.50 kips ok 23.64 sf 61.27 kips 75.60 kips ok 5.50 2592 psf 11.00 sf 28.51 kips 44.55 kips ok 28.89 sf 74.88 kips 75.60 kips ok CALCULATION SHEET • Title: bEEP $7FM L�j q ZL VISSER ENGINEERING /a rO .I^ Project: 40 .1FS _-630 Client: 4. 4L)56/.J Date: Page: 4,Z, 1?&7:4-,Jrd 5rE1 1 WV-L. 4 rivorrAl, e se cazrJoe FE To F/A/ /Ec' cj/44-p& - 3,S I �FFE !s mg N srne) At«/ b-okia6OHt6,11- 47e--r-hi ) s' `' ,4 te- - 8 4 u'A-Gt co'lFr4. 5o1L PA124AiETf-z5, II 111, �kn� 75'�a, /Po Psi' i}crit' (GL surtcH4g4E) Pa EssvAE f = SLp/lllq a r /75 '5)(ZJ ie /00(5)1` 741d 4/ 5(K)(/5a: f z(,z)</so) = 7c p/7' Sr /A/5P key = 2(/ )( z)_ /gip/71 14_ sae- i-''xr PA-4E • r .4, 2, Z. VISSER Project ENGINFEPINC Client • Retaining Wall Design Dale: Page: • Soil mlbrmadon �I� 1(,= 03 Active Soli Pressure.ABR.. 35 pcf _iT Coefficient.of Friction,m= 035 1(s= 2.57 Passive Soil Reslaaom,PEFP= 300 pef Soil Density,ws= 117 pet Allowable Soil Bearing Pressure.glallow= I800 paf 2'C18.FOR 15 BPRS_z .,. Surcharge= 100 psf 1-1 t C15 00 14um Concrete Information / F0011110 RCS Concede Weight.we.. 150 pef S Concrete Strength.fa'- 3000 psi / Reinforcement,I.= 60000 psi JJ -1. Tema Pet-Soil Pressure on Toe(D1 side) 1 -1 of Pah=Soil Pressure an Heel(D2 side) I .. 1� i _. �_{3� -1.. 1 Wf=Weight of Wall -- Wf=Weight of Footing as s I , R=Total Vertical Forces -------KEY 110016 AEPhuin=Minimum Active Soil Pressure AEPImaa-Maximum Active Soil Pressure • I Ka Pa-Total Sliding Force PEPImau=Maximum Passive Soil Pressure F=Diction-uuIt Pr..Total Sliding Resistance Wall Forces Wall Owsme y Vertical Perces H,almusd Potts DI I; D2 1h Twb Kd Kw Tf Pst Psh Ww wr R AFPiaiuAEPsna> Pa PEP,uaa F Pr (fen) I (inches) lean I Ip0) (os0 I win 1040 I (PiO 131 (1.67 5.00 0.67 10 116.75 586.4583 416.67 250 1135.5 30 175.13 587.81 550.09 397A2 901.66 1.5C 1.00 10 0 0 L' 58375 858875 8125 600 3331.8 30 262. 1166.1 1503.7 1.50 1,00 8.50 2.50 I r 12 58.375 975.625 9375 650 .71 13928 450.07 1429.7 1767.3 1.51) 1.00 950 3.1- 10 0 0 i_ ' .. 5330.1 30 332.74 1723 450.07 1865.5 2203.1 1.50 1.25 10.50 3.25 ID 0 0 .., 1209.1 5990.1 30 367.76 2088.3 450.07 20965 2434.1 1.50 1.25 11.50 3.6' 14 38.917 1306.417 1291.7 1006.2 7136. '7 24883 450.07 24979 2835.4 1.50 150 -,ram:---"?G- 10 0 0 1.1 38917 1423.167 1416.7 11083 8276 30 437.81 -2526.6 3234.2 . .. . ' “.9v »it:+ Wall Stabrllty DT. Resting Footing Load Bating Rome Soo Feast of Seedy Moroat Hemet Width Eon gists 4,Pi0 Basing far . D2 suit 111-BI8) I (+lard I (pal Pressat O.T. Sliding ., 979.69 165238 240 0,41 1277.7 0 OK 1.69 153 OK 0 0025.62 4080.77 3.'3 0.46 Ior s9( I- 41ee - 7.50 .20 7976.62 4.00 051 1475 1909 OK 2" . NG 8.50 n 4307.4 ' 433 0.66 1806.5 78.90 --We' 2.43 1.27 NG 930 n 5907.43 15397.06 "2 . ,5.49 NG 2.61 128 NG 10.50 n 7860.14 1889936 . 89. NG 2.40 1.17 NO I1.50 n woo . 5.75 0.94 24593 23.07T-"tin- 235 1.14 NG 12.50 3.87 31105.78 633 0.97 2513.2 10026 NG 2 NG 1418'9` 148""9 647 1_12 4642.1 10." Wall Design Mu Vo d I Asry Bar Spacing D2 ,8-Idp ft' oaf) Bar Sim lincha bd^b12em Kit notat(in.^2) (inches) 1.2344 0.44987 4 6.25 0.039061 31.6 0.001 0.075 15 • " 2551 0.'22:53 C 11.1875 0.06'029 38,06; 0.001 0.1'76' f 75 3. 7403 5 8.1875 0.067035 59.405 0.0015 0.147 - 8.5 5.86 1.2475. 7.625 0.058141 100.79 183 IS 9.5 8.2439 1362778 7 .5 0.003 02723 15 10.5 11.193 1.913003 8 . 0.0 . 0.004 0.36 15 11.5 14.126 2.23 . 73 0.05625 251.13 . 45 IS 12.5 -.64605 8 75 0.05625 324.75 OA068 0.6075 54 . . . . . ,.'r"gOg'_""�'.r Mu(R-R) d Ai,- tar Spacing D2 Toe Wes 4d Toe Heel • Si .limbo.)N'211u4 Ku '•. '"2) (inches) s 1277.7 638.172 n . .94 141.9715 1 6,75 0.0456 0.0003 0.0203 I' 6.5 1289 794.9075 126.4606 644.4' .•.'709 7 8.5625 n, _ 12.20 0.0005 0.0514 15 7.5 1475 1020206 1908984 737.49 239 • r. ... 0.0766 3128 0.001 0.105 15 8.5 1806.5 1241476 78.9056 903.23 3880.' 1 0.0766 50.68 0.0015 0.1575 IS 9.5 1986.5 1464.907 1454878 993^ .879 4 8.75 0.. 95.93 0.002 021 11.42157113 10.5 2164 1513.471 ' 690.6 7993.017 5 8.6875 0.0755 1. .• n 0023 02346 15 11.5 24593 175 -.07078 1921.3 11784.94 " 10.688 0.1142 103.18 0.h. •'..5 14.50292348 12.5 2 - .986 100.2619 2827.4 14253219 n 10.625 0.1129 12635 0.0025 0311. 15 .- 2842.4 2622.196 -10.4387 3197.7 18986.17 r. 10.625 0.1129 168.18 0.0033 0.4144 12.7421- .