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Specifications mST�-o \q- 000utq l oo g s�o )0ho,o0 Si-. RECEIVED MAR 0 4 2019 CITY OF TIGARD BUILDING DIVISION SW Barbur Blvd. Suite200B Portland, OR 97219 Consulting Engineers Ph: 503.892.9700 Fax 503.892.9797 STRUCTURAL CALCULATION Project: SW Johnson St House Remodeling Re: Existing Detached Garage Structural Analysis Client: Buzzard Lake Properties LLC 4207 SE Woodstock Blvd Suite 493 Portland,OR Job No.: 19-1003-1 Date: Feb 26th,2019 Pages 1 thru 28 and S-1.0 thru S-5.0 contain the lateral and gravity calculations and details for existing detached garage located in Tigard, OR. This set of calculations is based on the loads and assumptions stated within the set. If these loads and assumptions are not correct, this set should be revised. The adequacy of the existing structure is the responsibility of others. 4,,`0 PROFFs �cp. �GINEF� S%49 71266PE .� _,. .. ` , 0; •N (\, poi-1/,, • 10 qS KAMP EXPIRES: 6/30/19 Structural Construction Management Engineering Drafting 10175 SW Barbur Blvd. Suite200B Portland, OR 97219 Consulting Engineers Ph: 503.892.9700 Fax: 503.892.9797 Scope of Project: Lateral and gravity structural analysis for existing detached garage. Additional structural members will be added to reinforce the structural. Any damaged or rotted wood members shall be replaced by the contractor. Structural Construction Management Engineering Drafting 2/20/2019 ATC Hazards by Location 1 OTCHazards by Location Search Information Address: 10085 SW Johnson St,Tigard,OR 97223, USA Vancouver F 161ft Coordinates: 45.4311111,-122.78058770000001 land 1ool,, Hill.homo Elevation: 161 ft .��r"i o �fr�av,Orr) CGr-'' '. r� Timestamp: 2019-02-20T19:04:25.571Z , Hazard Type: Seismic Reference ASCE7-10 s Document: Map data©2019 Google Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.80 0.60 0.60 ` 0.40 0.40 0.20 0.20 0.00 .o° W..-.�w:�.u._r,�.,,-. 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description Ss 0.969 MCER ground motion(period=0.2s) S1 0.423 MCER ground motion(period=1.0s) SMS 1.078 Site-modified spectral acceleration value SM1 0.667 Site-modified spectral acceleration value SDS 0.719 Numeric seismic design value at 0.2s SA SD1 0.444 Numeric seismic design value at 1.0s SA '' d. ttiionat t rtformatibil Name Value Description SDC D Seismic design category Fa 1.112 Site amplification factor at 0.2s Fv 1.577 Site amplification factor at 1.0s https://hazards.atcouncil.org/#/seismic?lat=45.4311111&Ing=-122.78058770000001&address=10085%20SW%20Johnson%20St%2C%20Tigard%2C... 1/2 2/20/2019 ATC Hazards by Location 2 CRs 0.897 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.424 MCEG peak ground acceleration FPGA 1.076 Site amplification factor at PGA PGAM 0.456 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.969 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.081 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.046 Factored deterministic acceleration value(0.2s) Si RT 0.423 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.485 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.677 Factored deterministic acceleration value(1.0s) PGAd 0.746 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=45.4311111&Ing=-122.78058770000001&address=10085%20SW%20Johnson%20St%2C%20Tigard%2C... 2/2 ) ,4 3 4 STRUCTURAL DESIGN OREGON I 1 1 1 1 - I 1 7 1 1 I ,,41,15 COLLIMBIA I 1 1 I I 1 I 1 W 46.---- ../" ...„. YmMk --I- 3 I _I_ MULTN NAH HOOD I d,4 RIVER I WALLOWA gif / '4:::-‘,I:Ad::-1:11AC 1Aioi t. :.. .,vASCO __ ... . --45' 1134:::: it, I WHEELER I II IP I 1 BAKER/ I I ..41:a, ....:f 7:::::K::::?.."4:::.:. 1II 1 i I I 'CROOK GRAN I ".• I r -,,,,.. ...:,.,..... •.::-.--...:-..,::: ..:::-•::::::., DE+HUTES I I I I I I 1 I I +--- +VI ALH-TIR- -- 4::..: : .....':."':...1:E i I I i I t::DOUG. :: .:.::::f:::.::::::i: g:f::1: I HORNEY I 2. 1 1 1 ---43' :'.. -....".f"...:".::....::..T:1::::"::::...:.:':::::::::::i.:::::::E:::::::E LAKE ) :::::::.:.:Y.1.:::::::.:"..:*:I.:.:1:".:::::.::::.::-:::4::::•:::::::.:.:::.:.::::?-::'::•:-:::::f:::: . I I 1 __, :2...: i,..4: ::.'El... :"':...•.: :::.:K14`Yig..1..::: ::: ' ::.-.Jt)SiI44 ..7.17,.176a.tt.:''....:•••Itar.t."-",....t.. ---+--I -+-----. -...:,y,%.. :ly ::: : 1 .•...::-:.....y.::..../.:.F: I , 1 -:.-::•:.::::. '1::: .::::-....::: k:.:::::::::::::::::::::::::::::::::3::::::::.:::•::::.::::::' I 43.-___ •...'' .' ':•.-' S--:'::::::::::::: X. . I I I I I I I I I I I I -a- & i-zi • ;.- ‘, ,2- - lo 1. All areas with full exposure to ocean winds shall be designed 135 mph areas. 2. Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed 135 mph areas. 135 mph = 120 mph 110 mph For SI: 1 mile per hour=0.44 m/s. FIGURE 1609A ULTIMATE DESIGN WIND SPEED, V„p F00121SK.CATEGORY It BUILDINGS AND OTHER STRUC:TURr 362 2014 OREGON STRUCTURAL SPECIALTY CODE INTERNATIOML CODE COUNCIL' Agreement.No or licensed by,ICC(ALL RIGHTS RESERVED);accessed by Chuck Du Fault on Aug 26,2014 3:05:45 PM pursuant to License further reproductions authorized. 4 MWFRS Wind Loads Job No: 19-1003-1 ASCE 7-10 Designer: AK Enclosed&Partially Enclosed Buildings of All Heights Checker: Notes: -f 7_AR ,i,F RE ols ,_ Date: 2'20,2019 Basic Parameters Risk Category II Table 1.5-1 Basic Wind Speed,V 120 mph Figure 26.5-1A Wind Directionality Factor,K5 0.85 Table 26.6-1 Exposure Category B Section 26.7 Topographic Factor,Kr, 1.00 Section 26.8 Gust Effect Factor,G or Gf 0.850 Section 26.9 Enclosure Classification Enclosed Section 26.10 Internal Pressure Coefficient,GCp, +/-0.18 Table 26.11-1 Terrain Exposure Constant,a 7.0 Table 26.9-1 Terrain Exposure Constant,zg 1,200 ft Table 26.9-1 Wall Pressure Coefficients Windward Wall Width,B 25.00 ft Side Wall Width,L 22.00 ft L/B Ratio 0.88 Windward Wall Coefficient,Cp 0.80 Figure 27.4-1 Leeward Wall Coefficient,Cp -0.50 Figure 27.4-1 Side Wall Coefficient,Cp -0.70 Figure 27.4-1 Roof Pressure Coefficients Roof Slope,0 28 6' Median Roof Height,h 13 ft Velocity Pressure Exposure Coef.,Kh 0.57 Table 27.3-1 Velocity Pressure,qh 18.0 psf Equation 27.3-1 h/L Ratio 0.59 Windward Roof Area 't NC Roof Area Within 7 ft of WW Edge 4-i2 Location Min/Max Horiz Distance From Windward Edge Oft 7ft 13 ft 26 ft Windward Roof Coefficient Min -0.25 -0.25 -0.25 -0.25 Figure 27.4-1 Normal to Ridge,Cp Max 0.19 0.19 0.19 0.19 Leeward Roof Coefficient Min -0.60 -0.60 -0.60 -0.60 Normal to Ridge,Cp Max -0.60 -0.60 -0.60 -0.60 Roof Coefficient Min -0.97 -0.97 -0.54 -0.37 Parallel to Ridge,C5 Max -0.18 -0.18 -0.18 -0.18 Structure Pressure Summary(Add Internal Pressure q,GC0 or q,,GC0 as Necessary) Roof Height,z K Walls Normal to Ridge Parallel Internal 9 WW LW WW+LW Side WW LW to Ridge Positive Negative ft 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf ft 0.57 18.0 psf 12.2 psf 19.9 psf Min: Min: Min: 3.2 psf 3 ft 0.57 18.0 psf 12.2 psf 19.9 psf -3.8 psf -9.2 psf -14.9 psf 3.2 psf i ft 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf 5 ft 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf 0.57 18.0 psf 12.2 psf -7.7 psf 19.9 psf -10.7 psf 3.2 psf -3.2 psf i3 It, 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf ft 0.57 18.0 psf 12.2 psf 19.9 psf Max: Max: Max: 3.2 psf 0.57 18.0 psf 12.2 psf 19.9 psf 2.9 psf -9.2 psf -2.8 psf 3.2 psf :.2`t 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf i?Nt 0.57 18.0 psf 12.2 psf 19.9 psf 3.2 psf Page 1 of 1 5 JOB I VZ 'fjP-' s 1A11a Dt rnoN11-14i jr` "� AZH CONSULTING ENGINEERS SHEET NO. 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I i � _i _ -STRUCTUPFA- -COIN TPJCTIOt.11.V I GEI.MEtJf- -:iE lvtiC BF-ACING_ -EIJGII.221t1G O?f:•7ING• 8 sem= _-_-_,-,-.7 ++ ��--,,,' / JOB �i 1.12-2.-A \� lam- ilcg mktG'i..��t.3; ' _\//' AZH CONSULTING ENGINEERS SHEET NO. OF e 10175 SW BAREUR BLVD. SUITE 2008 PORTLAND, OR 97219 CALCULATED BY ALL DATE PH: 503.892.9700 -''- FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. ' 6/- /0 C*--I 1 1 ' I I I I 1 J I 1 , — L 1 L 1 , r _ I 1IH11 - I 1 U7 ,1 1 1 I 1 - - . . j G _11 I _ i b b i III I 1 1 I I_ ��l II t � �A 1 - I -- i I- i I f 1 �1_ ! , j- I I I .l i I • I i I+ — — — �__ i I - J. J± i ' I 1 I — _ 1 1 ;- I � I j I. l i th . k4&_4�_s-Ild - .1 1 I I- 1 ( I , iiia I _ I I_ I .hHH - rr . " 11I I 1- I I I j l 1 I - — I !- 1 ' 1 1 �__ 1 1 _ I I I I _ I 1 I + 1 _( 1 I I I I 1 I 1 1 -- I I 1 1 I 1 I I • I-- I — I I- i I ! i _J I —I II i I I 1 i ;-_ - ; - - - -i _ 1---—1 —;— 1 I I I I 1--T [_ I _1. 1 I 1 1- - I _ 1 I I - ;. I_ — I I. 11 1 —1--!— j _ 1 I 1 !_ 1 I tJt ! III I I I i ' II 11111 11 111i11 -STRUCTUPJd• COIJ!iTrJCTIOU IMO/40 EAACIR• -5[151411C FSEACING- ENC-KEERING D.NRINC-- 9 E-W Shearwall Design Loads from SW Distribution(lbs) SW Level Diaphragm Floor Level Vwind-ASD(PLF) Inputs Formulas First Roof 108 East-West a=Tribtary(ft) C=Diaphragm Shear(plf)*a/b Direction b=Wall segment length(ft) R=Roof DL(psf)*d+Wall DL(psf)*e d=Floor DL Tributary(ft) G=Mot(ft-lbs)=C*b*e e=Wall height(ft) H=Mres(ft-lbs)=F*b*(b/2) 1=Uplift(lbs)=(Mot-0.6*Mres)/(b-0.5) Shearwall Design Forces Load direction: E-W Direction Level: First Roof EXT.Wall DL= I.0 psf INT.Wall DL= 8 psf Roof DL= <.2 psf '" C d e F G H J Roof DL Wall Mot(ft- Mres(ft- Uplift Grid Tributary(ft) Wall length(ft) Vwall PLF Tributary(ft) height DL(PLF) lbs) lbs) (lbs) SW-# HD/Strap A 12.5 13 104 1.33 9 63.576 12150 5372 SW-6 HDU2-SDS2.5 segment 1 6.5 208 1.33 9 63.6 6075 1343 ` 9 SW-6 HDU2-SDS2.5 segment 2 b.5 208 1.33 9 63.6 6075 1343 789 SW-6 HDU2-SDS2.5 B 12.5 6 225 1.33 9 63.6 12150 1144 2001 SW-2 HDU2-SDS2.5 segment 1 1 450 1.33 9 63.6 2804 286 1007 SW-2 HDU2-SDS2.5 segment 2 3 1x56 1.33 9 63.6 2804 286 1007 SW-2 HDU2-S0S2.5 10 N-S Shearwall Design Loads from SW Distribution(lbs) SW Level Diaphragm Floor Level Vwind-ASD(PLF) Inputs Formulas First Roof 108 North-South a=Tribtary(ft) C=Diaphragm Shear(plf)*a/b Direction b=Wall segment length(ft) R=Roof DL(psf)*d+Wall DL(psf)*e d=Floor DL Tributary(ft) G=Mot(ft-lbs)=C*b*e e=Wall height(ft) H=Mres(ft-lbs)=F*b*(b/2) .1=Uplift(lbs)=(Mot-0.6*Mres)/(b-0.5) Shearwall Design Forces Load direction: N-S Direction Level: Second Roof EXT.Wall DL= 10 psf INT.Wall DL= 8 psf Roof DL= 12 psf a b C d e F G H J Roof DL Wall Mot(ft- Mres(ft- Uplift Grid Tributary(ft) Wall length(ft) Vwall PLF Tributary(ft) height DL(PLF) lbs) lbs) (lbs) SW-# HD/Strap 1 11 25 48 13 9 147.6 10692 46125 - SW-6 - .- 2 2 11 5.67 210 13 9 147.6 10692 2373 1609 SW-6 - segment 1 6 39S 9 147.6 2566 2657 1.6 SW-6 - segment 2 10.5 . 1".', 9 147.6 4491 8136 365 SW-6 - 11 SHEAR WALL SCHEDULE PANEL EDGE REDUCED CAPACITY FOR NAILING FIELD NAILING(10d NOMINAL SHEAR ASD SHEAR 3.5:1 ASPECT RATIO** (PLF) SW-N* PLYWOOD SIDES (10d NAILS) NAILS) CAPACITY(PLF) CAPACITY(PLF) (factor =0.714) SW-6 1/2 1 6"O.C. 12"O.C. 620 221 SW-4 1/2 1 — 4"O.C. 12"O.C. 920 329 SW-3 1/2 1 3"O.C. 12"O.C. 1200 SW-2 1/2 1 2"O.C. 12"O.C. 1540 _,J SW-6(2) 1/2 2 6"O.C. 12"O.C. 1240 443 SW-4(2) 1/2 2 4"O.C. 12"O.C. _ 1840 SW-3(2) 1/2 2 3"O.C. 12"O.C. 2400 SW-2(2) 1/2 2 2"O.C. 12"O.C. 3080 *N denotes edge nailing spacing,(2)denotes 2 sided sheathin€ **Aspect ratio between 2:1 and 3.5:1 are designed based on reduced shear capacity factor of 2bs/h minimum bs for 10ft wail=10/3.5= 2.86 ft limiting bs at 2:1=10/2= 5 ft max reduction factor=2*2.86/10= 0.714 HOLDOWN SCHEDULE SIMPSON FASTENERS TO HOLDOWN STUD/POST ANCHOR BOLT MIN STUD/POST LOAD RATING(LBS) HDU2-SDS2.5 (6)SDS 1/4"X 2 1/2" SSTB24(5/8"DIA.) (2)2X HDU4-SDS2.5 (10)SOS 1/4"X 2 1/2" SSTB24(5/8"DIA.) (2)2X HDU8-SDS2.5 (20)SDS 1/4"X 2 1/2" PABS W/10"EMBED (2)2X HD12 — (4)1"DIA.BOLTS PAB9 W/13"EMBED 6X6 12 JOB lav . x(411 Lf...y..41, Ra(+1C3twi.1/4 y AZH CONSULTING ENGINEERS SHEET NO. OF '10175 SW BARBUR BLVD. SUITE 2005 PORTLAND, O R 97219 CALCULATED BY I DATE PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS q PROJECT NO. t t P((a()1, - , _ __ _ _ I ..1/__>(.6._+_11L61.4_-__I ; ; R''d' R e I I 1 I I ,___-_i_. � jH .J �_ i ( I `` j i 1. I - ! — I _ 1 i L ia I I I L'15 g X.- .1p b Hi- --21e---- 0_11 Ci),,C....1 1 ___ __ _ _ _ 1 1 _,_ _11 I 1, ___._,...,_,_ _ _.,+_____ ig_ 0.6'.,i __4C31)__) 1 1 I_ — f 1 I l ■_- ■ I I ', _ i 1 �1GI�IN 013 i,ii: I I 1- 1. _ --- _ __ -- L _ - � _ 1 _I _. -1_ I 1 I I 1 i i 1 1 1_ _ I _ ii II 6,0-]_ _ gI..D F-1 # 6-I L.) I H,o os it 1 1 1 1_ I I i i 1 I 4 a=� �� _ ( C1� _ 12,5_ .. ot , - I I I i I , , ! � - I ; 1 1 — f. , 1 L , 1 �. 11 1 i_ 11 — -- - 1 1 I i _ , — — Hf I , , � 1I H I 1t _� -- I I 1 I . I - 1 II-jii_. I L 1 i - � 1- 1 • I I _ ---,5 I — i ! 1 I �, !i I- ; �.. I I i_ I 1 I l �� 1 I i — — — L _ I I I I I_ j4)1_1 � 1 � — 1t1 I-- &-k-2-;14- �4- --i I__. 41 _ i l 1� AG . I_ I 14,-s la- t , , 1 _ _ _ .- - 1 I I I I I I ; 11111 11II1i1 ; � STRUCTURAL- .COIJBTRJCTIOU MAtIA6EMEIJT- -SEISMIC BRACING• .21JGII.PE-'.ING D,A`filJC.- 13 ROOF-CEILING CONSTRUCTION TABLE R802.5.1(5) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow Toad=30 psf,ceiling attached to rafters,L/A=240) DEAD LOAD=10 psf DEAD LOAD=20 psf 2x4 2x6 2x8 2x10 2x12 2x4 2x6 2x8 2x10 2x12 RAFTER Maximum rafter spansa SPACING (feet- (feet- (feet- (feet- (feet- (feet- (feet- (feet- (feet- (feet- (inches) SPECIES AND GRADE inches) inches) inches) inches) inches) inches) inches) inches) inches) inches) Douglas fir-larch SS 9-1 14-4 18-10 24-1 Note b 9-1 14-4 18-10 24-1 Note b Douglas fir-larch #1 8-9 13-9 18-2 22-9 Note b 8-9 13-2 16-8 20-4 23-7 Douglas fir-larch #2 8-7 13-6 17-5 21-4 24-8 8-5 12-4 15-7 19-1 22-1 _ Douglas fir-larch #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8 Hem-fir SS 8-7 13-6 17-10 22-9 Note b 8-7 13-6 17-10 22-9 Note b Hem-fir #1 8-5 13-3 17-5 22-2 25-9 8-5 12-10 16-3 19-10 23-0 Hem-fir #2 8-0 12-7 16-7 21-0 24-4 8-0 12-2 15-4 18-9 21-9 12 Hem-fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8 Southern pine SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-6 23-8 Note b Southern pine #1 8-9 13-9 18-2 23-2 Note b 8-9 13-9 18-2 22-2 Note b Southern pine #2 8-7 13-6 17-10 22-3 Note b 8-7 12-11 16-8 19-11 23-4 Southern pine #3 7-7 11-2 14-3 16-10 20-0 6-9 10-0 12-9 15-1 17-11 Spruce-pine-fir SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 17-5 22-3 Note b Spruce-pine-fir #1 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1 22-1 Spruce-pine-fir #2 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1 22-1 Spruce-pine-fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8 Douglas fir-larch SS 8-3 13-0 17-2 21-10 Note b 8-3 13-0 17-2 21-3 24-8 Douglas fir-larch #1 8-0 12-6 16-2 19-9 22-10 7-10 11-5 14-5 17-8 20-5 Douglas fir-larch #2 7-10 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2 Douglas fir-larch #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6 Hem-fir SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 20-8 24-2 Hem-fir #1 7-8 12-0 15-9 19-3 22-3 7-7 11-1 14-1 17-2 19-11 Hem-fir #2 7-3 11-5 14-11 18-2 21-1 7-2 10-6 13-4 16-3 18-10 16 Hem-fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6 Southern pine SS 8-1 12-9 16-10 21-6 Note b 8-1 12-9 16-10 21-6 Note b Southern pine #1 8-0 12-6 16-6 21-1 25-7 8-0 12-6 16-2 19-2 22-10 Southern pine #2 7-10 12-3 16-2 19-3 22-7 7-10 11-2 14-5 17-3 20-2 Southern pine #3 6-7 9-8 12-4 14-7 17-4 5-10 8-8 11-0 13-0 15-6 Spruce-pine-fir SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 19-9 22-10 Spruce-pine-fir #1 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2 Spruce-pine-fir #2 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2 Spruce-pine-fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6 Douglas fir-larch SS 7-9 12-3 16-1 20-7 25-0 7-9 12-3 15-10 19-5 22-6 Douglas fir-larch #1 7-6 11-8 14-9 18-0 20-11 7-1 10-5 13-2 16-1 18-8 Douglas fir-larch #2 7-4 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6 Douglas fir-larch #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2 Hem-fir SS 7-4 11-7 15-3 19-5 23-7 7-4 11-7 15-3 19-1 22-1 Hem-fir #1 7-2 11-4 14-4 17-7 20-4 6-11 10-2 12-10 15-8 18-2 Hem-fir #2 6-10 10-9 13-7 16-7 19-3 6-7 9-7 12-2 14-10 17-3 19.2 Hem-fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2 Southern pine SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 20-2 24-7 Southern pine #1 7-6 11-9 15-6 19-7 23-4 7-6 11-9 14-9 17-6 20-11 Southern pine #2 7-4 11-5 14-9 17-7 20-7 7-1 10-2 13-2 15-9 18-5 Southern pine #3 6-0 8-10 11-3 13-4 15-10 5-4 7-11 10-1 11-11 14-2 Spruce-pine-fir SS 7-2 11-4 14-11 19-0 23-1 7-2 11-4 14-9 18-0 20-11 Spruce-pine-fir #1 7-0 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6 Spruce-pine-fir #2 7-0 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6 Spruce-pine-fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2 (continued) 2014 OREGON RESIDENTIAL SPECIALTY CODE 8-17 14 ROOF-CEILING CONSTRUCTION TABLE R802.4(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable attics without storage,live load=10 psf,L/A=240) DEAD LOAD=5 psf 2x4 2x6 2x8 2x10 CEILING JOIST Maximum ceiling joist spans SPACING (inches) SPECIES AND GRADE (feet-inches) (feet-inches) (feet-inches) (feet-inches) Douglas fir-larch SS 13-2 20-8 Note a Note a Douglas fir-larch #1 12-8 19-11 Note a Note a Douglas fir-larch #2 12-5 19-6 25-8 Note a Douglas fir-larch #3 10-10 15-10 20-1 24-6 Hem-fir SS 12-5 19-6 25-8 Note a Hem-fir #1 12-2 19-1 25-2 Note a Hem-fir #2 11-7 18-2 24-0 Note a 12 Hem-fir #3 10-10 15-10 20-1 24-6 Southern pine SS 12-11 20-3 Note a Note a Southern pine #1 12-8 19-11 Note a Note a Southern pine #2 12-5 19-6 25-8 Note a Southern pine #3 11-6 17-0 21-8 25-7 Spruce-pine-fir SS 12-2 19-1 25-2 Note a Spruce-pine-fir #1 11-10 18-8 24-7 Note a Spruce-pine-fir #2 11-10 18-8 24-7 Note a Spruce-pine-fir #3 10-10 15-10 20-1 24-6 Douglas fir-larch SS 11-11 18-9 24-8 Note a Douglas fir-larch #1 11-6 18-1 23-10 Note a Douglas fir-larch #2 11-3 17-8 23-0 Note a Douglas fir-larch #3 9-5 13-9 17-5 21-3 Hem-fir SS 11-3 17-8 23-4 Note a Hem-fir #1 11-0 17-4 22-10 Note a Hem-fir #2 10-6 16-6 21-9 Note a 16 Hem-fir #3 9-5 13-9 17-5 21-3 Southern pine SS 11-9 18-5 24-3 Note a Southern pine #1 11-6 18-1 23-1 Note a Southern pine #2 11-3 17-8 23-4 Note a Southern pine #3 10-0 14-9 18-9 22-2 Spruce-pine-fir SS 11-0 17-4 22-10 Note a Spruce-pine-fir #1 10-9 16-11 22-4 Note a Spruce-pine-fir #2 10-9 16-11 22-4 Note a Spruce-pine-fir #3 9-5 13-9 17-5 21-3 Douglas fir-larch SS 11-3 17-8 23-3 Note a Douglas fir-larch #1 10-10 17-0 22-5 Note a Douglas fir-larch #2 10-7 16-7 21-0 25-8 Douglas fir-larch #3 8-7 12-6 15-10 19-5 Hem-fir SS 10-7 16-8 21-11 Note a Hem-fir #1 10-4 16-4 21-6 Note a Hem-fir #2 9-11 15-7 20-6 25-3 19.2 Hem-fir #3 8-7 12-6 15-10 19-5 Southern-pine SS 11-0 17-4 22-10 Note a Southem pine #1 10-10 17-0 22-5 Note a Southern pine #2 10-7 16-8 21-11 Note a Southern pine #3 9-1 13-6 17-2 20-3 Spruce-pine-fir SS 10-4 16-4 21-6 Note a Spruce-pine-fir #1 10-2 15-11 21-0 25-8 Spruce-pine-fir #2 10-2 15-11 21-0 25-8 Spruce-pine-fir #3 8-7 12-6 15-10 19-5 (continued) 2014 OREGON RESIDENTIAL SPECIALTY CODE 8-5 :i F4 RT E" :,EMBER PFPOPT PASSED 15 Level,Garage Header REV 1 piece(s)4 x 12 Douglas Fir-Larch No.2 Overall Length:16'9 1/2' El 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual m Location Allowed Result LOP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1016 @ 2" 7656(3.50") Passed(13%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam lbs u Building Use:Residential Shear (lbs) 867 @ 1'2 3/4" 5434 Passed(16/o) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 4096 @ 8'4 3/4" 7004 Passed(58%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.186 @ 8'4 3/4" 0.329 Passed(11999+) -- 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.301 @ 8'4 3/4" 0.823 Passed(L/657) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/600)and TL(1./240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'10"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-DF 3.50" 3.50" 1.50" 386 630 1016 None 2-Stud wall-DF 3.50" 3.50" 1.50" 386 630 1016 None Dead Snow - Loads Location(Side) Tributary Width (0.90) (L15) Comments 0-Self Weight(PLF) 0 to 16'9 1/2" N/A 10.0 -- 1-uniform(PSF) 0 to 16'9 1/2"(Front) 3' 12.0 25,0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing 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 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 certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 1 ForteWEB Software Operator Job Notes 2/25/2019 9:07:39 PM UTC Adnan Kamati AZH Engineers ForteWEB v1.5,Engine:W.3.1.294,Data:V7.2.0.2 (503)892-9700 adnan@azhengineers.com File Name: 19-1003 Page 1/1 16 4C)L.4 4 JOB g V Z -A,P-1) L tal 2_ /'n 'LJACI I m a. AZH CONSULTING ENGINEERS SHEET NO. OF '4. 10175 SW EARBUR BLVD. SUITE 2008 '`., ,� PORTLAND, ❑R 97219 CALCULATED BY /41-i— DATE PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. L i -/co 3---o 1I 1 I I I I I I 1 ! I I I I lI , .. 's .). l _I _I f I l I I i I I I01?N1-rII� __ `,5icN I(.c.114-14,__ I I i i 1 1 ii 1 I I ti n L - fI I 1_ 1 . , J. _i_. —I. I —I I�^al.� 1 I j I i 1 1 —1 • ! lL ! 1Jl1i I LI — i l -17-7 ! j i � — I Rloo;F I ,t`I =4 '- ') j 1 J. __,_ _ ,2_,i- pl_s - 1 _ 1Th I , I I Ii 1 i i ! I 1 SpA) Jf�LL I I I 1 _. .- W , 1.6 Ps~ I _ . 1 I l j i. I I 1 I ; l a -1_ I ! . . 1 I L - M.i+) - .1, --I - . I 1 - I i I -- 1 Ltd I. -- !-- —I j I- - 5 - Iv—�{�,I- u ( 7)_ I 4II I_ 1 1—_1 1 - - 1 I Mfr} I I --. I- 71 I Mir l ( I j j J. _1—_1_ I HH U 5, M.4+? rI4 r_ - J I_ I • i t JI 1I1 1 l II (! , -- —. 1— -- – I --- I H i 11 _ .,_____,.._ , ,- ,-- ,- - 111H.111 , 1 , , , , I I1 i ; I L ISI , , , ___, , _, —L- I a_ ! I i 11 1 , 1 1 , 1 1 1 I � ,, , , , I , , , i 1 , , , I I I I I I I 1 ! i I I 1 I ! ! 1 Ii i� 5TRUCTU PtL- -cousTRuCTIOU MnIJ.GEMEI.R- -SEISMIC BP-AC113G- EIJGII2EE IIJG U',4 T111G- Title Block Line 1 17 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:22PM Beam on Elastic Foundation File=2:12MA709-HNRGL4V-K112MTGM-OIREV-11Calcslfooting.ec6. Software copyright ENERCALC,INC.1983.2019,Build:10.19.127. Lec.#:KW-06009328 " Licensee: DESCRIPTION: N-S Footing CODE REFERENCES Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 Material Properties Pc1/2 3.0 ksi 4 Phi Values Flexure: 0.90 fr= Pc1/2 7.50 = 410.792 psi Shear: 0.750 • kir Density = 145.0 pcf 131 = 0.850 Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi/(inch deflection) Load Combination ASCE 7-10 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups =29,000.0 ksi Stirrup Bar Size# = # 3 • Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundations -_ g g D .0Q VO.05) gpan=t370 Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=24.0 in,Top Flange Width=12.0 in, Flange Thickness=4.0 in Span#1 Reinforcing.... 2-#4 at 3.0 in from Bottom,from 0.0 to 24.0 ft in this span 1-#4 at 3.0 in from Top,from 0.0 to 24.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.0 ft,(ROOF) Uniform Load: D=0.90 k/ft, Tributary Width=1.0 ft,(Wall) Moment: W=18.90 k-ft,Location=11.0 ft from left end of this span,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.399: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied -9.056 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi:Allowable 22.712 k-ft Max Downward Total Deflection 0.030 in Load Combination +1.20D+0.50S+W Max Upward Total Deflection 0.000 in Location of maximum on span 10.824 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 1.094 ksf at 11.50 ft LdComb: D Only Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span#1 1 11.094 9.44 36.91 0.26 +1.40D 18 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:22PM Beam on Elastic Foundation File=Z:t2MA7a9-M1RGL4V-K112MTGM-otREV-11Calcsitooting.ec6. Software copyright ENERCALC,INC.1983-2019,Buld:10.19.1.27. Lic.#:KW-06009328 Licensee: DESCRIPTION: N-S Footing Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio Span#1 1 22.729 -0.00 36.91 0.00 +1.20D Span#1 1 22.729 -0.00 36.91 0.00 +1.200+0.50S Span#1 1 22.729 -0.00 36.91 0.00 +1.20D+0.50W Span#1 1 11.094 4.72 36.91 0.13 +1.20D+1.60S Span#1 1 22.729 -0.00 36.91 0.00 +1.20D+1.60S+0.50W Span#1 1 11.094 4.72 36.91 0.13 +1.200+W Span#1 1 11.094 9.44 36.91 0.26 +1.20D+0.50S+W Span#1 1 11.094 9.44 36.91 0.26 +1.20D+0.20S Span#1 1 22.729 -0.00 36.91 0.00 +0.90D+W Span#1 1 11.094 9.44 36.91 0.26 +0.90D Span#1 1 22.729 -0.00 36.91 0.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span Span 1 1 0.0304 11.500 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.40D 1 0.00 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.27 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.54 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.81 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.08 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.35 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.62 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.89 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 2.16 21.00 -0.22 0.22 0.35 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 2.44 21.00 -0.26 0.26 0.45 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 2.71 21.00 -0.30 0.30 0.56 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 2.98 21.00 -0.35 0.35 0.68 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 3.25 21.00 -0.39 0.39 0.81 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 3.52 21.00 -0.44 0.44 0.95 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 3.79 21.00 -0.48 0.48 1.11 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.06 21.00 -0.53 0.53 1.27 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.33 21.00 -0.57 0.57 1.45 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.60 21.00 -0.62 0.62 1.64 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.87 21.00 -0.66 0.66 1.85 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.14 21.00 -0.71 0.71 2.06 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.41 21.00 -0.75 0.75 2.29 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.68 21.00 -0.80 0.80 2.53 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.95 21.00 -0.84 0.84 2.79 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.22 21.00 -0.89 0.89 3.05 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.49 21.00 -0.93 0.93 3.33 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.76 21.00 -0.97 0.97 3.61 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.04 21.00 -1.01 1.01 3.91 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.31 21.00 -1.05 1.05 4.22 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.58 21.00 -1.09 1.09 4.54 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.85 21.00 -1.13 1.13 4.88 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.12 21.00 -1.16 1.16 5.22 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 Title Block Line 1 Project Title: 19 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:22PM File'Z:12MA7i]9-f111RGL4V-K112MTGM-OIREV-11C�csltooting.ec6. Beam on Elastic Foundation Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06009328Licensee: DESCRIPTION: N-S Footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Phi*Vs Spacing(in) Load Combination Number Comment ft ( ) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+W 1 8.39 21.00 -1.20 1.20 5.57 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.66 21.00 -1.23 1.23 5.93 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.93 21.00 -1.26 1.26 6.30 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 9.20 21.00 -1.28 1.28 6.68 1.00 10.96 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0.90D+W 1 9.47 21.00 -1.31 1.31 7.06 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 9.74 21.00 -1.33 1.33 7.45 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.01 21.00 -1.34 1.34 7.85 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.28 21.00 -1.35 1.35 8.25 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.55 21.00 -1.36 1.36 8.65 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.82 21.00 -1.37 1.37 9.05 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.09 21.00 -1.36 1.36 9.44 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.36 21.00 -1.36 1.36 9.03 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.64 21.00 -1.34 1.34 8.63 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.91 21.00 -1.33 1.33 8.23 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.18 21.00 -1.31 1.31 7.83 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.45 21.00 -1.29 1.29 7.44 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.72 21.00 -1.26 1.26 7.06 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.99 21.00 -1.23 1.23 6.68 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 13.26 21.00 -1.20 1.20 6.31 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 13.53 21.00 -1.17 1.17 5.95 1.00 10.96 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0.90D+W 1 13.80 21.00 -1.13 1.13 5.60 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.07 21.00 -1.10 1.10 5.25 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.34 21.00 -1.06 1.06 4.92 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.61 21.00 -1.02 1.02 4.60 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.88 21.00 -0.98 0.98 4.28 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.15 21.00 -0.94 0.94 3.98 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.42 21.00 -0.90 0.90 3.69 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.69 21.00 -0.85 0.85 3.41 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.96 21.00 -0.81 0.81 3.14 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 1624 21.00 -0.77 0.77 2.89 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 16.51 21.00 -0.72 0.72 2.64 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 16.78 21.00 -0.68 0.68 2.41 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.05 21.00 -0.64 0.64 2.19 1.00 10.96 Vu<PhiVc12 Not Reqd 0.00 0.00 +0.90D+W 1 17.32 21.00 -0.60 0.60 1.98 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.59 21.00 -0.55 0.55 1.78 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.86 21.00 -0.51 0.51 1.60 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.13 21.00 -0.47 0.47 1.42 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.40 21.00 -0.43 0.43 1.26 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.67 21.00 -0.39 0.39 1.10 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.94 21.00 -0.35 0.35 0.96 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 1921 21.00 -0.31 0.31 0.83 1.00 10.96 Vu<PhiVcJ2 Not Reqd 0.00 0.00 +0.90D+W 1 19.48 21.00 -0.27 0.27 0.71 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 19.75 21.00 -0.24 0.24 0.60 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 20.02 21.00 -0.20 0.20 0.50 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 20.29 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 20.56 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 20.84 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 21.11 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 21.38 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 21.65 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 21.92 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 22.19 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 22.46 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 22.73 21.00 0.20 0.20 0.00 1.00 10.96 Vu<PhiVcI2 Not Reqd 0.00 0.00 .• 20 JOB B(e , lm-(?t., i ?„1.4.,,,,,5 4_41-71,,,,,,,,, Ole AZH CONSULTING ENGINEERS SHEET NO. OF 10175 SW BARBUR BLVD. SUITE 2008 PORTLAND, OR 97219 CALCULATED BY / DATE PH: 503.892.9700 FAX: 503.892.9797 CHECKED BY DATE CONSULTING ENGINEERS PROJECT NO. I - I viD 2- l I i 1 I II 1 I I ' I I ' I1 i l�,, _ _ I — Vzi -- L — --"--rel -, - — � �- -- I .__ ,__ .1 �S 1 ! I J. i ( 1' - 1fI I 1 — J _�;Q_ _ II -c- )_ , I 1 I 51;- RCx� I r. 1 ` i I. I � - 1 1 , I. 1 ! I , MN I- I _.I S I I j I J I I j T 1 1 1 i t S r 1 11 __ I i— — - ! _ I i ( J_ I_ I I 1 j — 1 I _ �_ ; I j I --- I - 1- ;- - , i_____ r ' 1 I I - /Y _1_ I. . .E I _�_- i 1 i j - 1 I_ ! 1 1 1 __ III P I J (7)-/f-I-44- I , -1 , - i _�TIG I W _ _.-gin' _fz S, 1 i_ 1 1 11 I 1 ! ! I-( 1 - I 1 ' -� -- � 1 -11 r_. 1 1 _ I /iii? sL =c 1 p1es I'd7` 1,z47,-... 1 I - -�- I -i, - �- '_ 1 - ' - - I 't. 1 _ ' --- — —= --- — _ 1 1 ! I I I I _ _� ( I !— ! ( 1 1 I- 1 t- — I I , I 1 I 1 ' { I I I I ! i 1 I 1 ' I — — -- — I _____I_____,__ ,- -- - -i -- --C--L_.-i- I---_-_ ...-'--_--.__ 1 I...-- --_._I I I I ; ( I 1. 1- I 1 _ _ _____ __ i I 1 1 I I 1 ; I ! I 1 1 _1 1 7 I I i r 1_ 1 i_ I. 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I -j- i 1 1_ 1 1_ I I 1 i i 1 . 11 1 I I -STF.UCTUR,gL- -CONST UCTIOId MCNCGEMENIT- -SEI:,MIC BRACING- ENGII.EMIZ OWING-TIUG- 21 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:33PM Flle=Z:12MA7Q9-M1RGL4V-K12MTGM-OIREV-11Calcs\footing.ec6. Beam on Elastic Foundation Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . #:Kw-06009328 l'`!1\, Licensee: DESCRIPTION: E-W Footing CODE REFERENCES Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Material Properties fcto = 3.0 ksi Phi Values Flexure: 0.90 fr= fc " 7.50 = 410.792 psi Shear: 0.750 yl Density = 145.0 pcf (31 = 0.850 Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi/(inch deflection) Load Combination ASCE 7-10 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups =29,000.0 ksi Stirrup Bar Size# = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, • *i_•:‘')• 2T7 iw.r pan= F Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=24.0 in,Top Flange Width=12.0 in, Flange Thickness=4.0 in Span#1 Reinforcing.... 2-#4 at 3.0 in from Bottom,from 0.0 to 25.0 ft in this span 1-#4 at 3.0 in from Top,from 0.0 to 25.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=11.0 ft,(ROOF) Uniform Load: D=0.90 k/ft, Tributary Width=1.0 ft,(Wall) Moment: W=18.0 k-ft,Location=12.50 ft from left end of this span,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.388: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied -8.805 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi:Allowable 22.712 k-ft Max Downward Total Deflection 0.033 in Load Combination +1,20D+0.50S+W Max Upward Total Deflection 0.000 in Location of maximum on span 12.353 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 1.202 ksf at 12.50 ft LdComb: D Only Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span#1 1 12.647 8.79 36.91 0.24 +1.40D Title Block Line 1 Project Title: 22 You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:33PM Beam on Elastic Foundation File=Z:12MA7Q9-H11RGL4V-KI12MTGM-0IREV-11CalcsItooting.ec6. Software copyright ENERCALC,INC.1983-2019,BuKd:10.19.1.27 . Lic.#:KW-06009328 Licensee: DESCRIPTION: E-W Footing Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio Span#1 1 24.706 -0.00 36.91 0.00 +1.20D Span#1 1 24.706 -0.00 36.91 0.00 +1.20D+0.505 Span#1 1 24.706 -0.00 36.91 0.00 +1.20D+0.50W Span#1 1 12.647 4.39 36.91 0.12 +1.20D+1.60S Span#1 1 24.706 -0.00 36.91 0.00 +1.20D+1.60S+0.50W Span#1 1 12.647 4.39 36.91 0.12 +1.20D+W Span#1 1 12.647 8.79 36.91 0.24 +1.20D+0.50S+W Span#1 1 12.647 8.79 36.91 0.24 +1.20D+0.20S Span#1 1 24.706 -0.00 36.91 0.00 +0.90D+W Span#1 1 12.647 8.79 36.91 0.24 +0.90D Span#1 1 24.706 -0.00 36.91 0.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Del Location in Span Span 1 1 0.0334 12.500 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d`Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+1.60S 1 0.00 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 0.29 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 0.59 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 0.88 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 1.18 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 1.47 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 1.76 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 2.06 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 2.35 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 2.65 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 2.94 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 3.24 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.605 1 3.53 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 3.82 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.12 21.00 -0.28 0.28 0.80 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.41 21.00 -0.32 0.32 0.93 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 4.71 21.00 -0.36 0.36 1.07 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.00 21.00 -0.40 0.40 1.22 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.29 21.00 -0.44 0.44 1.38 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.59 21.00 -0.48 0.48 1.56 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 5.88 21.00 -0.52 0.52 1.75 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.18 21.00 -0.56 0.56 1.95 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.47 21.00 -0.60 0.60 2.16 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 6.76 21.00 -0.65 0.65 2.39 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.06 21.00 -0.69 0.69 2.62 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.35 21.00 -0.73 0.73 2.87 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.65 21.00 -0.78 0.78 3.14 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 7.94 21.00 -0.82 0.82 3.41 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.24 21.00 -0.86 0.86 3.70 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.53 21.00 -0.90 0.90 4.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 8.82 21.00 -0.94 0.94 4.31 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 ♦• 23 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 FEB 2019, 4:33PM Beam on Elastic Foundation File=z:t2MA7(3s-tniRGL4V-Kt12MTGM-OIREV-11CaMsVooting.ec6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06009328 DESCRIPTION: E-W Footing Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +0.90D+W 1 9.12 21.00 -0.98 0.98 4.64 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 9.41 21.00 -1.02 1.02 4.97 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 9.71 21.00 -1.05 1.05 5.32 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.00 21.00 -1.08 1.08 5.68 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.29 21.00 -1.11 1.11 6.04 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.59 21.00 -1.14 1.14 6.42 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 10.88 21.00 -1.17 1.17 6.80 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.18 21.00 -1.19 1.19 7.19 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.47 21.00 -1.20 1.20 7.59 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 11.76 21.00 -1.22 1.22 7.99 1.00 10.96 Vu<PhIVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.06 21.00 -1.23 1.23 8.39 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.35 21.00 -1.23 1.23 8.80 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.65 21.00 -1.23 1.23 8.79 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 12.94 21.00 -1.22 1.22 8.38 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 1324 21.00 -1.20 120 7.98 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 13.53 21.00 -1.19 1.19 7.57 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 13.82 21.00 -1.17 1.17 7.18 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.12 21.00 -1.14 1.14 6.79 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.41 21.00 -1.11 1.11 6.40 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 14.71 21.00 -1.08 1.08 6.03 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.00 21.00 -1.05 1.05 5.66 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.29 21.00 -1.01 1.01 5.31 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.59 21.00 -0.98 0.98 4.96 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 15.88 21.00 -0.94 0.94 4.63 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 16.18 21.00 -0.90 0.90 4.30 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 16.47 21.00 -0.86 0.86 3.99 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 16.76 21.00 -0.82 0.82 3.69 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.06 21.00 -0.77 0.77 3.40 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.35 21.00 -0.73 0.73 3.13 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.65 21.00 -0.69 0.69 2.87 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 17.94 21.00 -0.65 0.65 2.62 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.24 21.00 -0.60 0.60 2.38 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.53 21.00 -0.56 0.56 2.15 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 18.82 21.00 -0.52 0.52 1.94 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 19.12 21.00 -0.48 0.48 1.74 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 19.41 21.00 -0.44 0.44 1.55 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 19.71 21.00 -0.39 0.39 1.38 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 20.00 21.00 -0.36 0.36 1.21 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 20.29 21.00 -0.32 0.32 1.06 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+W 1 20.59 21.00 -0.28 0.28 0.92 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 20.88 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 21.18 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.605 1 21.47 21.00 0.27 027 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 21.76 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 22.06 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 22.35 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 22.65 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 22.94 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 2324 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 23.53 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 23.82 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60S 1 24.12 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.605 1 24.41 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.605 1 24.71 21.00 0.27 0.27 0.00 1.00 10.96 Vu<PhiVc/2 Not Reqd 0.00 0.00 ♦+ • 24 JOB 3t)7_2-,1oliz�'j u.(5 iC_(gr`�v1�!`)g7sr.l�i`--t: " AZH CONSULTING ENGINEERS SHEET NO. OF 1 10175 SW BARBUR BLVD. t SUITE zooB CALCULATED BY . -�.--=- DATE PORTLAND, OR 97219 PH: 903.092.9700 FAX: 503.1392.9797 CHECKED BY DATE CONSULTING ENGINEERS a—IUD PROJECT NO. -- itE"-- \\ 1 I ( I 1 1 II:, I I II I II111 -- .1- 1- 1- 1 I I — _I I i _ _I _ 1 1. , I ;_ ._1 I 1 I I 1 , l , • I II 1111 i I I - 11 I - i I_ __ I I. i , 1 I I" 1 �.. A I ; _ fk‘AD _I - - 1 -,: 1. _ 1 I i 1 1.. i I . I- -- I I I 1 , , ___1_.... 1 .I _, ; ice. ` -I - 1 : I_ -l- - 1. I ; I . f II ' II I II I 11 r I I_ .. I. ..� i 1.76,E._1._b. s‘ 6�) �. 1 I 1 . l � I • I_ L _J L_ 11 I - I 1 �{ I I , 1 , I I , I I I 1 I I i ' f ' 1 ` 1 j 1 I I ; i 1 i 1 , 1 ' 1 ( I , I -- ..I. I i 1. I j 1 , ji 1 , II � � � ; I � � j 11 11 1 I 1 I I I 1 , i I 1 -1- ,1 _1 I 1 I I I - ,_ _ I_ I 1 I I I I. I 1 1111111 1 I i 1 i I I I i I . 1 1 ; I I ; I ,. 1 I II 1 f I 1 •i I i , 1 I , I .; I I`.-I. I i _ i I i 1_ i I � � i I � 1 i 1 j I I i I iI _ 1 - -. 1 ! 1 i J . I I -� i ± - 1 ' I I I i I 11 " j I I l I , 1 I i -- I , ( i I ( I l" - I t , - � 1 . 1 1 I I i . 11 III __- 1 • r —_, 1 1 I 1 i 1 i i I Ir 1 1 I Ii , I i I 1 I I 1 I I 1 I f -_ 1 - ; 4 , i , , „ ! , : , . 4 ' III ; I I . I i• I 1 r 1 f I I I 1 1II I i i I � _L. .I- I I I- 1- --i i I —i —r----I- I _i i I- I 1- • Ii j I • j I ! I I _ - --- _.. -- --' lit . _ I 1 I 1 I l IJI• I 1 ! i i I I I i � I _' I 1 _ , I , , . ! I I ( I I I I 1 I I I , I i II 1j _ ' jI i � � i I ' I. 111 I II l 1 1 1 1 i � I � l !- l 11 -3TRUCTUPAL- •COIYiTRJCTIDU IAAUAC{,,,IFJf- -5.55MIC BRACING- .EHGII.EEIIIG D?.ATMG- V. • 25 SIMPSON Anchor Designer TM Company: AZH ENGINEERS Date: 2/26/2019 Engineer: ADNAN Page: 1/4 Strong-TieSoftware StrongProject: BUZZARD LAKE REMODELING Version 2.5.6582.5 Address: Phone: 5038929700 E-mail: ADNAN@AZHENGINEERS.COM 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):18.00 State:Uncracked Anchor Information: Compressive strength,f'e(psi):2500 Anchor type:Concrete screw 4ie,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:No Nominal Embedment depth(inch):4.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.990 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(Inch):6.25 cac(inch):4.50 Base Plate Cm.(inch): 1.75 Length x Width x Thickness(inch):2.00 x 2.00 x 0.50 Sm.(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: U=0.9D+1.0W Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No 1679 lb <Figure 1> • O Ib 0 lb 0 ft-Ib X 0 ft-lb O Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 26 SIMPSON Anchor Designer TM Company: AZH ENGINEERS Date: 2/26/2019 Engineer: ADNAN Page: 2/4 Strong-TieSoftware StrongProject: BUZZARD LAKE REMODELING Version 2.5.6582.5 Address: Phone: 5038929700 E-mail: ADNAN@AZHENGINEERS.COM <Figure 2> 2.00 O N CD • A O M . 3 .00 ,E Recommended Anchor Anchor Name:Titen HD®-1/2"0 Titen HD,hnom:4"(102mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 27 SIMPSON Anchor Designer TM Company: AZH ENGINEERS Date: 2/26/2019 Engineer: ADNAN Page: 3/4 Software Project: BUZZARD LAKE REMODELING Version 2.5.6582.5 Address: Phone: 5038929700 E-mail: ADNAN@AZHENGINEERS.COM 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(Ib) Vuax(lb) Vuay(Ib) 1I(Vuax)0+(Vuay)2(Ib) 1 1679.0 0.0 0.0 0.0 Sum 1679.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1679 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y x 4.Steel Strength of Anchor in Tension(Sec. 17.4.11 N.(Ib) 0 r/Nse(Ib) 20130 0.65 13085 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=ko.la ffoherl.5(Eq.17.4.2.2a) kc Aa f'O(psi) her(in) Nb(Ib) 24.0 1.00 2500 2.000 3394 OA/Ob=¢(ANO/ANOo)1Yd,NY'o,NY'op,NNb(Sec.17.3.1 &Eq. 17.4.2.1a) ANO(in2) ANco(in2) Ca,min(in) Pd,N KN 1Tcp,N Nb(Ib) 0 ONcb(Ib) 36.00 36.00 3.00 1.000 1.00 0.997 3394 0.65 2199 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,Nue(Ib) Design Strength,oNn(Ib) Ratio Status Steel 1679 13085 0.13 Pass Concrete breakout 1679 2199 0.76 Pass(Governs) 1/2"0 Titen HD,hnom:4"(102mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • • 28 SIMPSON Anchor Designer TM Company: AZH ENGINEERS Date: 2/26/2019 Engineer: ADNAN Page: 4/4 Stro Tie Software Project: BUZZARD LAKE REMODELING Version 2.5.6582.5 Address: Phone: 5038929700 E-mail: ADNAN@AZHENGINEERS.COM 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com