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Specifications (7) /u 5 Vols--UUUZ>/ (0/3/ S w ,mac 4 PWU ENGINEERING INC. Email: pwuengineeringacomcast.net 4., „ Ph: (503) 810-8309 Structural Calculations: Job # LEN15441 Date: 12/14/15 Project: Marquam A Master Reuse Garage Left Lot 37, Oak Crest, Tigard, OR Lennar Homes </ 19421 PEe/P 4 AEGON � Y22 ��U N/LI P \N Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. --OPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Marquam A Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=24.0' approximately. res 4111 , Direction End Zones 41104 111 s 110 Direction 2a End Zones Note: End zone may occur at any corner of the building. a=.10*40' =4' or for h =24' a= .4(h)= .4(24')=9.6' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R=6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf r Wind per ASCE 7 < pWU ENGINEERING INC. Project Marquam A \� Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) -44-1>,., 105mph B 26.6 1.00 40.0 24.0 6:12 5 a= 4.0 ft aredon End Zone ,�a A 21.3 psf ora= 9.6 ft B 6.8 psf Check 10psf min and a> 1.6 ft C 15.8 psf load across all and a> 3.0 ft zap D 6.0 psf zones. End Zones oe:EM zone may occur at any corner Of the 2a 8.0 ft bu�d�. WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 he(ft) 4.0 hp(ft) 7.0 W(plf) 0.0 132.4 105.1 132.4 0.0 0.0 0.0 0.0 0.0 0.0 150.0 WR AVG 116.1 plf 100.0 10psf min load: 110.0 plf 50.0 Governing value: 116.1 plf 0.o W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hg(ft) he(ft) 10.0 hp(ft) W(plf) 0.0 212.6 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVG 180.1 plf 200.0 .64 10psf min load: 100.0 plf too Governing value: 180.1 plf o.o W1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value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r2M1111•111111111111111111111111111111i11111111\ 1111111111101 II 111111011N111/411111011111111111111111111111111111 10111111111M NIP 11111111111111111111111111111111111IIIIIIIIIIVII111110141111111iIIIIK 111011111111311 dl 1i1111110 11111111111111111111111111111141111111111111•1111111111111111111111111111111111111111111111111111i.,,,I11111110111 11111111101:111111t4d1111111M111111111111111111111111111 IIIIIIIIIIIIIIIIIIII 1111111111111111111169111111111111111111111.1111111111111111111111111411111111%,614111:111111114141tellith ?or KATE IIII 11131111111011111111M111111111111111111111111111 11111111111111111111111111111111121111111111111111111111111111111:111111111111111111111111111 '''— ,,,IIIIIIIIIIIM1111,111111111ill I I -II -I II-I -I I I I III ill MI-i III i I i ' a , - ITIMMININ11011 i it MI= WIMII IMMONIMOMMI 1 IIKIIIN 111•0111 14 i IMMII -316 MON WII I a 4 IN MIN 111111E ..... ... • =11111 NMI MEM . II. IPIMEili. TCP PLATO '1WM1111,r- - I NMI INIIIIIIMI=I =M11111. IMIMIM1==.111111111.1.1....11M. _1111111,=:=Lnimmmill1111....: -........ mu.. -........ ..... ..... ......... ii. ........ ... ... .... ...... 0 ...pi. . ..... ......... ............... MINN 11111111 I `1111111111111111. .11 111111:1M111MNM \II el115.4.Lle. \ REAR ELEVATION I/4.•V.O. 1 r Wind per ASCE 7 E�PWU ENGINEERING INC. Project Marquam A Direction Side to Side 3s Gust Roof Least -‘4Speed Exp. Angle A W(ft) hAVG(ft) 105mph B 26.6 1.00 40.0 24.0 'w�1- 6:12S a= 4.0 ft arena" 1g adzones `����.• A 21.3 psf ora= 9.6 ft46111 B 6.8 psf Check 10psf min and a> 1.6 ft / p C 15.8 psf load across all and a> 3.0 ft 2a' End Zones D 6.0 psf zones. 2a 8.0 ft Note:End none tnnY occur et any corner of the buidig. WR L(ft) 8.0 22.0 18.0 8.0 hA(ft) 4.0 7.5 ha(ft) 6.0 he(ft) 4.0 7.5 hp(ft) 6.0 3.0 W(plf) 0.0 125.7 99.2 136.7 159.5 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 123.6 plf 10psf min load: 98.0 plf 100.0 Governing value: 123.6 plf 0 0 W2 L(ft) 8.0 40.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hD(ft) W(pif) 0.0 212.6 158.4 0.0 212.6 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 173.9 plf 200.0v. 10psf min load: 100.0 plf 100.0 Governing value: 173.9 plf 0.0 W1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W (pif) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 6V _ i I I 1 1 1 1 1 1 II 1 I l I l I I ` n 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 'N11116 IIIIIIII12 IIIIIIII10 1747 le 111111111111111111111111111111111111111111111111r:11111111111111111111111111110" \ 1111!111111C711!:X1111►1111111M11111111111111111111111111111111111111111111111111111111111111111111111111r" ` \ 11111'1111111;\I li'i11111Gr111innu 11111111111111111111111111111111111r1111111111111111111111111br" �� 1111111i111M111!:.111111C�111111N11111p1111p1111111111 itim11111111111�:4111111111111111r- Tor n.Aie ) 1 111 1 z �I I ', _ I _ it I I _ I - I 1 _ I _' I _ t Ir' _ - _ _ _ _ _ — ___ l .„,,_ 1 II 1 1 1 1 1 1 , I „gni 11111 �.�, v�►� 1 ilkrig 1 , I -11' A . _ 1 11 III #- - - 11I , C. ..\\\1\\:' _ ,hiL9 \\. - 1, 6-0. 1 RICHT SIDE ELEVATION v4 .I-0" 0 1111111111011111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111E111111111111111111111111111111111 IIMIIIIIMIIIIIBIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIEIIIIIIIIIIIIIIIIIIIIIIIIIIIWIHFIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII nomiiiimaiiiiiiimiltimminiiimiliiimicimaiii 111111111111111N111111111111111110'-'1111111111111111111111111111111111111 111111111M11111111111111111111111111111111111111111111111111111111111111111111111111P1111111111P," ,,, 11111111111111111111111.1111 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111MAIIIPP",,----1.,76,-;,.. ."11111147111111111111111111 111111.1111111111111111111111111111111M1111111111111111111111111111111111111111M110111w -.,-illiql11114 -4110.1,11111111111111 111111111111N1,1111111111111111111111111111111111111111N3111.1111311 111111111111111110" „411111111111116,,, '4111111111111i1 1111111111111111111111111111111111111111111111111111111111111111111111111111110' ,---- pl, --....ilimja,, -1111111111 iiiiinummitoilitlintliiiimimilimiimummingiP.- ,aill111.1 --.4111111111 mgankb . -"tick .....Ta•KAT IIIIMIIIZIMIVIIIIIIMMIMIIMIIIMIIIIMIIIIIMIIIIIIIIP' --... - 1111111111111111111N111111111111111111111111111111111111111111110 . 1 i I ilinimmimdii ____1 1 r I 111111111111111111111111111M1111111111111111111111111111111111 .011 1111 it i 111111111111111111111121111111111111111111111111111111111111111E111111 • 1an1111i1111111111311111111111111111111111111111111111111111131111111111 1111 II .._, gle1 IV iP • nommismiliticaitistamenstpuiticumistmim me 111111111111111111111111111111111111,' -41111111111111111111111111111111 % 111111111111111111111,11.111111111111r- 1., "111111111111111111111111 11111111111111RIM:41111P- ...ilithil "411111111111111111111111 ail I ir maimmiLihr„, ,,,,0610,,,, -..lincimils _ _ i,,,_• _ 6,...,... . ...•_ .... __ e4 , IMIIIIIP'. Ad . 111\ "11111111.... - ..1 -- - - - -- - 1"1"1"111' contimincomi ,..-----..1 Boni" -— — — -.• • . .. . .... -.411Miti". ---I-- — , A TOP PLATS I -4111111 1 1111 I UN L . I 11t II - Mg _ = MN in 11111.111 ?MI 1110 III _ 1, 0 1212 1111111 111111 1101 11111 1111111111 11111111 SIM . =1 I I I 1 in ..._ 1 — 14-7-41 J1111111111 11111 11111+111111 111111 111111 111111 1,c17,...=_, 1 7.21rtz7.1 I I I illier _!.• .-,-,-------;,,,-........ ..._ .....,..........-,-,, --'Aiiiii lig Iiiii --igw- .:..•.r.---1 1....— — - .....••tr. ......, - the5." mann."... I1111 11111HIIII! IIIIII III 11'''''Zi `17.-- --f -4'41Z. -4-4.-s — — .i i 1 i 1 1 1 i , i il Ay — i.----91-ra_ ONI-W- -ed.ii----=;:r1,-61, WOKS/0 OVKIWEAD DOOR \ / 1.-4. *LW r-ile Ak WI, FRONT ELEVATION V4A•I.-Cr IP vl+I�nummi llnlnulmnlsinimmrinnimitia u11unt11Enmunnuitlumlu •� •Isiiimi1nIim11o11mmincommunininemimmin nmruloNluil�mllttlnl `.miniI militiniti mrlolulli11111�miormisi111Ie11UnI1111�11111�11111�111tammenmmnimmuni "If�I1111r imou 1ctitrI�I111intacitaint11�111tann11�11111 insis11111s11113■IItll�lllllllllisinl `,"• k;.i�Ir�r�Irur�ItWariariralrural�Yr�ifirildinitir�l���lrhl iiii�r�lrl��lr�l -r-...41,7mt/1snuomicontionmannuntmmmnuluomntmm�unmmmellln n+ I u mu pus no +• um owl 1 oil poi sol ow 1 In 1 n TO"PLATO,, lLerAJllunkra!!irnl4risig a ll ailirdvik 1,,rafUrn��ll�r��a}1+a�& — ' h �i „Iimilimiluit II { -�atlummnllululun11m11nuwrt�migii i° pirtiimminupponsupt I.ri A�11 hiCllNi1 i I I ISI■i■i i °■i■+un.iu1 i stithco.Im utmit11a11'1,11r®1111t1'l11_ _._._ -___ -- __ ._-_--_ _- ..... 'tll !c ,.l 111!1 1 IlilfilJ1llig eue.l4A,� I +ii I ni 11im I i�l i �i71 ■i U 111■11111111111I111i1111111111111A1 ro PLATE IiIlhinii4111111.IIIII11Mi11711111r11 — MI MI 1111Yron..-4115 44 _ tmor��_ n=- tA:. rA arn:ri; eue-r-R en LEFT SIDE ELEVATION } f Seismic & Governing Values `c,,PWU ENGINEERING INC. Project Marquam A `v Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x 1.4)]W Category R SOS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load:6psf V= 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 48 ft] = 110.6 plf < 116.1 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 110.6 plf= 262.2 plf < 296.1 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 262.2 plf= 262.2 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 123.6 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf= 200.4 plf < 297.5 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 200.4 plf= 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads �PwU ENGINEERING INC. Project Marquam A High Roof Diaphragm -Upper Floor Walls Line A P = 1.22 k LTOTAL = 19.5 ft v = 1.22 k / 19.5 ft = 62 plf Type A Wall h = 8.0 ft LWORST = 19.5 ft MOT = 62 plf * 8.0 ft * 19.5 ft = 9.75 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (19.5ft)2 / 2 * 0.6 = 14.37 kft + (0lb * 0.0ft) + (0lb * 0.0ft) = 0.00 kft + 14.37kft = 14.37kft T = (9.75kft - 14.37kft) / 19.5 ft = 0.00 k + _i 0.00 k = 0.00 k No hd req'd Line B P = 2.32 k LTOTAL =,13.5 ft v = 2.32 k / 13.5 ft = 172 plf Type A Wall h = 8.0 ft LWORST = 13.5 ft MOT = 172 plf * 8.0 ft * 13.5 ft = 18.57 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 9.35 kft + (0 lb * 00 ft) + (0 lb * 0.0 ft) = 0.00 kft + 9.35 kft = 9.35 kft T = (18.57kft - 9.35kft) / 13.5 ft = 0.68 k +_, 0.00 k ' = 0.68 k No hd req'd Line C P = 1.10 k' LTOTAL = 20:0 ft v = 1.10 k / 20.0 ft = 55 plf Type A Wall h = 8.0 ft LWORST = 10.0 ft MOT = 55 plf * 8.0 ft * 10.0 ft = 4.41 kft MR = (15 psf * 2.0 ft '+ 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft + (0 lb * 0.0 ft) + (0 lb * OA ft) = 0.00 kft + 3.78 kft = 3.78 kft T = (4.41 kft - 3.78kft) / 10.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd Line 1 P = 1.61"k LTOTAL = 19.5 ft v = 1.61 k / 19.5 ft = 82 plf Type A Wall h = 8.0 ft LWORST = 2.5 ft MOT = 82 plf * 8.0 ft * 2.5 ft = 1.65 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.32 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.32 kft = 0.32 kft T = (1.65kft - 0.32kft) / 2.5 ft = 0.53 k + ;0.00 k '; = 0.53 k No hd req'd Line 2 P = 3.46 k LTOTAL = 20.5 ft v = 3.46 k / 20.5 ft = 169 plf Type A Wall h = 8.0 ft LWORST = 20.5 ft MOT = 169 plf * 8.0 ft * 20.5 ft = 27.69 kft MR = (15 psf * 5.0 ft ' + 12 psf * 8.0 ft) * (20.5ft)2 / 2 * 0.6 = 21.56 kft + (Olb * O.Oft)' + (Olb * O.Oft);,`= 0.00 kft + 21.56kft = 21.56kft T = (27.69kft - 21.56kft) / 20.5 ft = 0.30 k + '0.00 k'' = 0.30 k No hd req'd Line 3 P = 1.85 k I I LTOTAL = 11.3 ft Iv = 1.85 k / 11.3 ft = 165 plf Type A Wall See FTAO Calc r Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 3.11 k LTOTAL = 25.0 ft v = 3.11 k / 25.0 ft = 124 plf Type A Wall h ='9.0 ft LwoRST = 25.0 ft MOT = 124 plf * 9.0 ft * 25.0 ft = 27.98 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft T = (27.98kft - 25.88kft) / 25.0 ft = 0.08 k + 0.00 k = 0.08 k No hd req'd Line B P = 5.92 k LTOTAL = 18:0 ft v = 5.92 k / 18.0 ft = 329 plf Type B Wall h = 9.0 ft LwoRST = 18.0 ft MOT = 329 plf * 9.0 ft * 18.0 ft = 53.30 kft MR = (15 psf *` 2.0 ft + 12 psf * 9.0 ft) * (18.0ft)2 / 2 * 0.6 = 13.41 kft + (0 lb, * 0.0 ft) + (500 lb * 12.0 ft) = 6.00 kft + 13.41 kft = 19.41 kft T = (53.30kft - 19.41 kft) / 18.0 ft = 1.88 k + 0.00 k = 1.88 k Use type 1 hd Line C P = 2.81 kLTOTAL = 25:0 ft v = 2.81 k / 25.0 ft = 113 plf Type A WaII h = 9.0 ft LwoRST =25.0 ft MOT = 113 plf * 9.0 ft * 25.0 ft = 25.32 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft T = (25.32kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k '= 0.00 k No hd req'd Line 1 P = 3.87"k I I LTOTAL = 19.0 ft I v = 3.87 k / 19.0 ft = 204 plf Type A Wall See FTAO Calc No hd req'd Line 2 P = 8.33 k LTOTAL =20.0 ft v = 8.33 k / 20.0 ft = 417 plf Type B Wall h = 9.0 ft LwoRST = 20.0 ft MOT = 417 plf * 9.0 ft * 20.0 ft = 74.97 kft MR = (15 psf * 16.0 ft + 12 psf * 9.0 ft) * (20.0ft)2 / 2 * 0.6 = 41.76 kft + (0lb * 0.0ft) + (1000lb * '20.0ft) = 20.00 kft + 41.76 kft = 61.76kft T = (74.97kft - 61.76kft) / 20.0 ft = 0.66 k +' 0.00 k = 0.66 k No hd req'd Line 3 P = 4.46"k LTOTAL = 12.0 ft v = 4.46 k / 12.0 ft = 372 plf Type C Wall h = 7.0 ft LwoRST = 2.3 ft MOT = 372 plf * 7.0 ft * 2.3 ft = 5.86 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.17 kft + (0lb * 0.0ft) + (500Ib * 2.3 ft) '= 1.13 kft + 0.17 kft = 1.30 kft T = (5.86kft - 1.30kft) / 2.3 ft = 2.03 k + 0.00 k = 2.03 k See FTAO Calc Use type 1 hd on garage piers only ---OPWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 L = 1.8ft Lo= 1.5ft L2= 25ft V= 0.70k vA= 96 plf vp= 195 plf vF= 96 plf hu = 1.0 ft E— = 0.12 k = 0.12k F2= 0.17k yB= 165 plf yG= 165 plf ho= 3.0 ft F� = 0.12k F2= 0.17k h�= 4.0ft yc= 96 plf vE= 195 plf vH= 96 plf H = 0.98k H = 0.98k H=I (0.70k *8.0ft) /5.8ft= 0.98 k) H:W Ratios 3.Oft : 1.8ft = 1.7 : 1 vh = 0.70 k/ 4.3ft= 165 plf 3.Oft : 2.5ft = 1.2 : 1 v„= 0.98 k/ 5.0 ft= 195 plf Use: Type A Wall F= 195plf* 1.50 ft= 0.29k F1 = (0.29k* 1.8ft)/ 4.3ft= 0.12k F2= (0.29 k* 2.5 ft)/ 4.3 ft= 0.17 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= (( 15psf* 2 ft+ 12psf* 8.0 ft)* (5.8ft)^2 * 0.6/2 ] + (5.8ft *5001b) = 4.12kft T= 0.98 kft- (4.12kft /5.8ft) = 0.26 k +0.00k= 0.2611 No HD Req'd Force Transfer Around Opening (FTAO) ---OPWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L, = 3.6 ft Lo= 10.5 ft L2= 5.5 ft V= 184k vA= -43 plf vo= 212 plf vF= -43 plf hu = 1.0 ft F1 = 0.87 k F2= 1.36 k vB= 204 plf vG= 204 plf ho= 5.0 ft F� = 0.87k F2= 1.36k ---> -� h�= 3.0ft vo= -43 plf YE= 212 plf vH= -43 plf H = 0.85k H = 0.85k H= ( 1.84k *9.Oft) /19.5ft= I 0.85 kl H:W Ratios 5.Oft : 3.5ft = 1.4 : 1 vh = 1.84 k/ 9.0 ft= 204 plf 5.0 ft : 5.5 ft = 0.9 : 1 v„= 0.85 k/ 4.0 ft= 212 plf Use: Type A Wall F= 212p1f* 10.50ft= 2.22k F1 = (2.22k* 3.5 ft)/ 9.0 ft= 0.87 k F2= (2.22 k* 5.5 ft)/ 9.0 ft= 1.36 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= : [( 15psf* 4ft+ 12psf ` 9.Oft)* (19.5ft)^2 * 0.6/2] +( 0.0ft *5001b) = 19.16kft T= 0.85kft- ( 19.16kft / 19.5ft) -= 0.14k +0.00k= 0.00kl No HD Req'd Force Transfer Around Opening (FTAO) -- PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L� = 3.8ft Lo= 6.0ft L2= 3.8ft V= 2.79k vA= -124 plf vp= 620 plf vF= -124 plf hu = 1.O ft F� = 1.86 k F2= 1.86 k vB= 372 plf vc= 372 plf ho= 6.0 ft F� = 1.86k F2= 1.86k - - hL= 2.0 ft vc= -124 plf vE= 620 plf vH= -124 plf T H = 1.86k H = 1.86k H= (2.79k *9.0ft) /13.5ft= I 1.86 k) H:W Ratios 6.O ft : 3.8 ft = 1.6 : 1 vh = 2.79 k/ 7.5 ft= 372 plf 6.0 ft : 3.8 ft = 1.6 : 1 v„= 1.86 k/ 3.0 ft= 620 plf Use: Type C Wall F= 620 plf* 6.00 ft= I 3.72 k F1 = (3.72k* 3.8 ft)/ 7.5 ft= 1.86 k F2= ( 3.72 k* 3.8 ft)/ 7.5 ft= 1.86 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 6 ft+ 12psf* 9.0 ft) * (13.5ft)"2 *0.6/2] + ( 13.5ft *5001b) = 17.58kft T= 1.86kft- ( 17.58kft / 13.5ft) = 0.56k +0.00k 0.56kI No HD Req'd , o.o. 0 . oe Ou ,___, r - T 1 A 01 I AT ..-1 . a J '. , 1 ri-fli .._.-, . . , ir-- _ • I A311 T.'. I �' I © , II OATSie00h1 I A• �. 1 P LAY. ® IL I e I u q L ,t-i-i • _ L 1PE WALL MEI -TOO IRE SEATED .�_7 I, T UBE Celt COL STRAP POE MAO HMCO •(I)DAYS PER PET 10E12 Aii.I~ q . . REW,ALLMEV CE SEATEDsi TORSSEAREDE2CO1 CS??COIL STRAP ULC COE COIL STRAP SAYS PER VET 10/69.2 OATS PER VCT 10/1592 PtAO METHOD a POR PTA°METH= UPPER FLOOR LATERAL PLAN ENTIRE RAU.ELEv TO 1511 SHEATHED Me Can COL 6111AP (2)RATE FM DET 10/6.32 FOR PTA0 METHOD o ?WPM IIJALL ELEV TO ISC WEAN0 ED 41V-5i. UBE Cen COL STRAP 0)SAYE RIR DST 1001312 igrimirLua PC*PTA0 METHOD 0 . . -o 1 .. . . . . . 11 . . . . . . . . . • z 8 Ar-1 le ars, • 0 T-'II ILLy. f ttl I _ , -.. I dik B • • 4 1111111e ii ..... ... I MI. I"A 1 T,p % 4 • . •lDelTI01l48 PAD aria:now: . 0 ., • 1. T,..0/ f,....0./ 2'4 7114„ r- AlirL A5k • • • Nir r0 zu ToRNT::tliALL ELM, 'IP POUR 611 WALL tr IRE CEO COL 6114P 80(1(814.HEIONT (3)4476 PER DET 10/882 MUM TOP CP STEM CIARME PER HOLD*** POR rrAo mum WALL.40 corral OP MAT DE etle41111111112 POR MADER IS 1.-0.MAx TYPE 16-3 HOLDCUNS PER PER DETAIL AMU SCHEDULE MR DIET II341 MAIN FLOOR LATERAL PLAN Oe a * ©O1S'-6t f � O �r II q v I e e I 4 y 1. A I A 12:e r 1 fir ■ Q ornaLeL eA __. LA 1 .11 . 11 1Hue I COM 11 A 6 v_ t J Ok ENTRE ELEV I S' ITO ME SHIA11610 © - ,n00 (V MY69DDLT 6TIr 10/b! P PTA01RTHCD WPM 1.14J.ELEV 'Alan TO EE 61EATVED ME C622 COL 61RAl MEATS DEM10/662 POR PTnv METHOD e UPPER FLOOR LATERAL PLAN • .• ENTRE ILIALL&EV TO DE SMARM WE C622 COL STRAP (2)OATS PER DIET 101E42 POR PT A°HRH= o WWI WALL MEV cp 9 TO ER SWATHED USE can COIL STRAP (2)BATE PlElt DST 10I6S2 PTA0 METH= 11 . A ao.-611, .. .. . . . 11111111 I 2CY-In . . . /). . . . 0 I urn rilk • • COI OPTION'HA 6NO: ' • .11;; 10.1. 11/4 •IMPECT OPLI.A11941. • r L._ I% Tk -1, r %kr • • • • %C.!'• ' 44W 0 At ' DEW WILL ELEV ° 7ir TO ME SHEATHED USE ow COL STRAP POUR 67101111ALL WRAY'S PER DET 10/82 60 WALL le1610 POR METHOD 0 SMARR PIER HOLD011146 ISEMEEN TOP OF STEM PLAY ISE WIESITEUTED POR EAU.i30 BOTTOM OP TYPE T6-3 140.001145 PER HEADER 16 T-CP MAX SCHEDULE PER PET 111/661 MR DETAIL 11/611 MAIN FLOOR LATERAL PLAN tv.r-cr HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w-667°, w6 30, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 w=667°' w-66 0, S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 =6395 S=731 , 8 HDU1 1-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. SHEAR WA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft (WIND) A 16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 22"o/c A35 @ 10"o/c 395 553 C16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 505 707 D16"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E 6" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 510 714 F ifi"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 5" o/c 790 1106 G16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8" o/c 1010 1414 H is" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52"0/c (m) 16d @1i1"o/c(2)rows staggered HGA1OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. 4PWU ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@comcast.net fricv,DA Aft A RSL' 25 psP RpL, e lcpcP 61-1-1.1 L = sGafic g �. 2k (2--rr#2 l - 20' `r' LiGOO[l 12.- u.6dk HDR @ Roof PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft =60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 Ib 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD "''1.00 # DL LL TL Start End Total CF 1.40 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L1480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -800 -600 -400 -200 w a 0 5.00 ft 200 400 R1 R2 600 - 1.40 k 1.40 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Roof -------- PWU ENGINEERING INC. Results -800 -600 -400 - -200 a 0 -a co 200 5.00 ft 400 600 1 R1 R2 1.40 k 1.40 k -' 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 525 lb 875 lb 1400 lb 1.40 k R2 525 lb 875 lb 1400 lb 1.40 k Size: 2000 (1) 4x8 DF#2 1500 1000 - >> A 25.38 int 500 - S 30.66 in' ('ti o 111.15 in4 n -500 F,; 180 psi -1000 Fb 1260 psi -1500 -2000 E'x 106 1.60 3.05 k 2000 VAllowable MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American f 1500 Wood Council. = 1000 G1 Shear Moment 0 500 VMAX 1.40 k MMAX 1.75 k-ft 3.22k-ft Allowable Allowable V 3.05k M0 Ratio 0.46 Ratio 0.54 0.00 OK OK -0.01 c Deflection c -0.02 TL LL d -0.03 Actual 0.04 in 0.03 in o -0,04 Criteria 0.25 in 0.13 in Ratio 0.18 0.22 0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 --,PWU ENGINEERING INC. Loads and criteria Total Span: 20.00 ft = 240 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -525 lb -875 lb -1400 lb 2.00 ft Repetitive Use? No 2 -1050 lb -1750 lb -2800 lb 7.00 ft 3 -525 lb -875 lb' -1400 lb 12.00 ft Wet Service? No 4 -525 lb -875 lb -1400 lb 17.50 ft 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00" # DL LL TL Start End Total CV 0.96 1 374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL L/240 1.00 in 5 0 plf 0.00 ft LL L/480 0.50 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1500 -1000 -500 -2.80 k 1.40 k -1.40 k -1.40 k a. W W W 0 A 20.00 ft 500 R1 R2 1000 - 9.12 k 8.95k - 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 �PWU ENGINEERING INC. Results -1500 -1000 -500 - -2.80 k 1.40 k -1.40 k -1.40 k a0W 4 V W , \ J 20.00 ft 500 R1 R2 1000 - 9.12k 8.95 k 1500 Type: Reactions (k) DL LLTL TL Boise Glulam 24F-V4 R1 3768 lb 5355 lb 9123 lb 9.12 k R2 3702 lb 5245 lb 8948 lb 8.95 k Size: 15000 (1) 5'/2'x18" GL 10000 I:: 99.00 int 5000 297.00 in3 2673.00 in4 �, 0 265 psi -5000 2300 psi -10000 E.x 106 1.80 VAllowable 17.49 k 50000 - MAllowable 56.92 k-ft 40000 Design values are based off BOISE GLULAM Specifier Guide, published by Boise Cascade EWP dated 02/28/13. 4 30000 E• 20000 Shear Moment • l0000 VMAX 9.12 k MMAX 44.57 k-ft VAllowable Allowable 17.49 k MAllowable k-ft Ratio 0.52 Ratio 0.78 0.00 OK OK c -0.20 Deflection o -0.40 TL LL Actual 0.68 in 0.40 in o -0.60 Criteria 1.00 in 0.50 in Ratio 0.68 0.79 -0.80 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 PWU ENGINEERING INC. Loads and criteria Total Span: 9.00 ft = 108 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -156 plf, -130 plf -286 plf 0.00 ft 9.00 ft 9.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.45 in 5 0 plf 0.00 ft LL L1480 0.23 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 Oplf 0.00ft -400 -300 -200 - I- -100 O. v 0 CO0 J 100 9.00 ft 200 300 -- R1 R2 400 — 1.29k 1.29 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 PWU ENGINEERING INC. Results -400 -300 -200 - w -100 - ' a 0 /. J 100 9.00 ft 200 300 — R1 R2 400 1.29 k 1.29 k.J Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 702 lb 585 lb 1287 lb 1.29 k R2 702 lb 585 lb 1287 lb 1.29 k Size: 1500 (1) 2x14 DF#2 loon 19.88 in' 500 - S 43.89 in' � o 290.78 in4 (-, -500 F,; 180 psi000 Fb 810 psi E'x 106 1.60 1500 VAllowable 2.39 k 4000 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American Q 3000 Wood Council. 2000 m Shear Moment l000 VMAx 1.29 k MMAx 2.90 k-ft V 2.39k M 2.96k-ft 0 Allowable Allowable Ratio 0.54 Ratio 0.98 0.00 OK OK -0.02 Deflection o -0.04 TL LL -0.06 Actual 0.09 in 0.04 in o -0.08 Criteria 0.45 in 0.23 in Ratio 0.20 0.18 0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 _--,PWU ENGINEERING INC. Loads and criteria Total Span: 18.50 ft = 222 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 DL LL TL Start End Total CV 0.95 1 -188 plf -500 plf -688 plf 0.00 ft 18.50 ft 18.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.93 in 5 0 plf 0.00 ft LL L/480 0.46 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -800 -600 - -400 - -200 - a 0 200 18.50 ft 400 600 — R1 R2 .- 6.36 k 6.36 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 -‹ PWU ENGINEERING INC. Results -800 -600 - -400 -200 - a o I --I 200 1 18.50 ft 400 600 R1 R2 -, 6.36 k 6.36k 800 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL IL R1 1734 lb k R2 1734 lb 46254625 IbIb 63596359 IbIb 6.366.36 k Size: 8000 (1) 83/"x13,/" GL 6000 4000 - A 118.13 int 2000 S 265.78 in3 0 I 1794.02 in4 N -2000 F,; 265 psi 4000 Fb' 2277 psi -6000 E'x 106 1.80 8000 1/Allowable20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, 30000 published by Boise :Cascade EWP dated 02/28/13. 20000 7 ..-......----- ? Shear Moment i0000 VMAX 6.36 k MMAX 29.41 k-ft V 20.87 k M 50.43 k-ft 0 Allowable Allowable Ratio 0.30 Ratio 0.58 0.00 OK OK _ c -0.20 Deflection o TL LL 4, -0.40 Actual 0.56 in 0.41 in o Criteria 0.93 in 0.46 in Ratio 0.61 0.88 0.60 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #4 �PWU ENGINEERING INC. Loads and criteria Total Span: 6.50 ft ' = 78 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 lb 5 _ 0 lb Sustained Temperature? T 5 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -218 plf -580 plf -798 plf 0.00 ft 4.00 ft 4.00 ft 2 -165 plf -440 plf -605 plf 4.00 ft 6.50 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.33 in 5 0 plf 0.00 ft LL L/480 0.16 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Opif 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -1000 -800 -600 -400 - w -200 - a. ,8 0 200 6.50 ft 400 600 _ 800 R1 R2 H 2.50k 2.20k - 1000 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #4 =- --" PWU ENGINEERING INC. Results -1000 -800 -600 - -400 - -200 - a 0 .2 200 ca 6.50 ft 400 600 R2 800 -riR1 2.20 k- 1000 2.50 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 682 lb 1818 lb 2499 lb 2.50 k R2 601 lb 1602 lb 2203 lb 2.20 k Size: 3000 (1) 4x10 DF#2 ' 2000 A 32.38 int • 1000 S 49.91 in' R 0 d I 230.84 in4 if, -1000 F,; 180 psi -2000 Fb' 1080 psi E'x 106 1.60 3000 3.89 k 5000 VAllowable MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American 4 Wood Council. r 3000 E 2000 Shear Moment 1000 VMAX 2.50 k MMAX 3.92 k-ft V AllowableMAllowable 3.89k 4.49 k-ft 0 Ratio 0.64 Ratio 0.87 0.00 OK OK -0.02 S Deflection c -0.04 TL LL d -0.06 Actual 0.08 in 0.06 in o -0.08 Criteria 0.33 in 0.16 in Ratio 0.25 0.36 0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span:1 ' 5.50 ft =66 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 165 plf -440 plf -605 plf 0.00 ft 5.50 ft 5.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.28 in 5 0 plf 0.00 ft LL L1480 0.14 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 Oplf 0.00ft -800 -600 -400 I- -200 -4 C4. -2 0 J° 200 5.50 ft 400 600 — R1 R2 - 1.66 k 1.66 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 _�PWU ENGINEERING INC. Results -800 -600 -400 ,� -200 - a CO 5.50 ft 2 200 400 600 —1 R1 R2 800 1.66 k 1.66 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch#2 R1 454 lb 1210 lb 1664 lb 1.66 k R2 454 lb 1210 lb 1664 lb 1.66 k Size: 2000 (1) 4x8 DF#2 1000 - A 25.38 int .D:) S 30.66 in3 o CI) 111.15 in4 F,; 180 psi 1000 Fe 1260 psi -2000 E'x 106 1.60 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based off NDS 2005 Edition,published by American 4 Wood Council. r 1500 1000 Shear Moment ! 500 VMAX 1.66 k MMAX 2.29 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft 0 Ratio 0.55 Ratio 0.71 0.00 , y 1 OK OK c -0.02 Deflection s -0.04 Y TL LL d Actual 0.07 in 0.05 in o -0.06 Criteria 0.28 in 0.14 in Ratio 0.25 0.37 0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 --EPWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft ` =42 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 1b 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T 5'100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 - -150 - .. . -100 - -50 - coo 0 50 , 3.50 ft 100 150 R1 R2 200 0.39 k 0.39 k 250 PWU Engineering Inc.6)2013,Software v1.02,3/06/14 Beam #6 ----- PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - w -50 - a I c 50 3.50 ft ra 100 150 R1 R2 200 —0.39 k 0.39k- 250 Type: Reactions (k) Douglas Fir-Larch #2 LL TL TL 9 R1 105 lb 280 Ib 385 lb 0.39 k R2 105 lb 280 lb 385 lb 0.39 k Size: 600 2x14 DF#2 400 200 - ;(1) 43.89 in' „ o d 290.78 in4 y -200 \ F,; 180 psi 400 Fb 810 psi 600 E'x 106 1.60 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 300 Wood Council. -. 200 m E Shear Moment i00 /// ' VMAX0.39 k MMAX 0.34 k-ft V 2.39 k MAllowable2.96 k-ft 0 Allowable Ratio 0.16 Ratio 0.11 0.00 OK OK - 0.00 Deflection s 0.00 TL LL d Actual 0.00 in 0.00 in o.00 Criteria 0.18 in 0.09 in Ratio 0.01 0.01 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 -PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft = 84 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 plf -160 plf -220 plf 0.00 ft 7.00 ft 7.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in 5 0p If 0.00 ft LL L/480 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -250 -200 - -150 - -100 - .« -50 - D. 0 0 �' 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 —T PWU ENGINEERING INC. Results -250 -200 -" -150 - -100 - -50 - ° 1 A • 50 7.00 ft 100 150 R1 R2 200 —0.77k 0.77 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 210 lb 560 lb 770 lb 0.77 k R2 210 lb 560 lb 770 lb 0.77 k Size: 1000 (1) 4x8 DF#2 500 - A 25.38 int 30.66 in' d 111.15 in4 F,; 180 psi -500 Fb' 1260 psi -1000 E'x 106 1.60 VAllowable 3.05 k 1500 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 'n 1000 Wood Council. Shear Moment c 500 VMAX 0.77 k MMAX 1.35 k-ft V 3.05 k M 3.22 k-ft Allowable Allowable Ratio 0.25 Ratio 0.42 0.00 OK OK z -0.02 Deflection `s -0.04 TL LL Actual 0.07 in 0.05 in o -0.06 Criteria 0.35 in 0.18 in Ratio 0.19 0.28 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #8 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T 5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 plf -100 plf -160 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -200 -150 - -100 - w -50 - a a 0 J 50 4.00 ft 100 150 - R1 R2 - 0.32 k 0.32 k 200 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #8 -PWU ENGINEERING INC. Results -200 -150 - -100 - -50 - a 0 4.00 ft 50 100 150 -] R1 R2 0.32 k 0.32 k 200 Type: Reactions (k) HDL LL TL TL Hem-Fir#2 R1 120 lb 200 lb 320 lb 0.32 k R2 120 lb 200 lb 320 lb 0.32 k Size: 400 (1) 4x8 HF#2 200 I:: 25.38 int 30.66 in' o d 111.15 in4 N 120 psi -200 952 psi E.x 106 1.04 -400 VAllowable 2.03 k 400 - MAllowable 2.43 k-ft Design values are based off NDS 2005 Edition,published by American -a 300 Wood Council. 200 Shear Moment 100 VMAX 0.32 k MMAX 0.32 k-ft VAllowable MAllowable 2.03 k 2.43 k-ft Ratio 0.16 Ratio 0.13 0.00 , OK OK 0.00 Deflection c 0 .00 TL LL d -0.01 Actual 0.01 in 0.00 in o 0.01 Criteria 0.20 in 0.10 in Ratio 0.04 0.05 0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage —*PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft = 192 in Fully Braced? No Unbraced Length: 16.00 ft,, Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T 100°F' Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -110 plf -50 plf -160 plf 0.00 ft 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.80 in 5 0 plf 0.00 ft LL 11480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -200 -150 - -100 .4- 50 0 50 16.00 ft 100 150 — R1 R2 - 200 — 1.28 k 1.28 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ Garage —.PWU ENGINEERING INC. Results -200 -150 -4 -100 - a J 50 16.00 ft 100 150 -I- R1 82 - 200 — 1.28 k 1.28 k_, Type: Reactions (k) DBoise Glulam 24F-V4 R1 8800 LL TL TL lb 400 lb 1280 lb 1.28 k R2 880 lb 400 lb 1280 lb 1.28 k Size: 1500 (1) 3%2'x10'/2' GL 1000 A 36.75 int 500 S 64.31 in' R o d 337.64 in4 n -500 F,; 212 psi -1000 Fb 1589 psi E'x 106 1.44 -1500 VAllowable 5.19 k 6000 MAllowable 8.52 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, 4000 published by Boise Cascade EVP dated 02/28/13. 3000 Shear Moment 2000 VMAX 1.28 k MMAx 5.12 k-ft 1000 VAllowable5.19 k M 8.52 k-ft Allowable Ratio 0.25 Ratio 0.60 0.00 OK OK _ c -0.20 Deflection o TL LL d -0.40 Actual 0.49 in 0.15 in o Criteria 0.80 in 0.40 in Ratio 0.61 0.38 0.60 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Nook <`,,PWU ENGINEERING INC. Loads and criteria `v Total Span:l 5.00 ft =60 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service?' No 4 O lb 5 0 lb Sustained Temperature? T 5_`100°F Uniform Loads Load Factors Load Extent CD 1.00' # DL LL TL Start End Total CF 1.20 1 -374 plf -530 plf -904 plf 0.00 ft 5.00 ft 5.00 ft 2 0plf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 - -600 - -400 - -200 - a 0 _° 200 5.00 ft 400 600 800 — R1 R2 1000 -I- 2.26 k 2.26 k— PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Nook ----��PWU ENGINEERING INC. Results -1000 -800 - -600 - -400 - -200 a -0 0 200 5.00 ft 400 600 800 — R1 R2 1000 — 2.26 k 2.26 k - Type: Reactions (k) DL LL TL TL Hem-Fir#2 R1 934 lb 1325 lb 2259 lb 2.26 k R2 934 lb 1325 lb 2259 lb 2.26 k Size: 3000 (1) 4x10 HF#2 2000 A 32.38 int 1000 49.91 in' „ o 230.84 in4 v,• loon F,; 120 psi 2000 \� Fb 816 psi -3000 E'x106 1.04 VAllowable 2.59 k 3000 MAllowable 3.39 k-ft 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. • 1500 c 1000 Shear Moment VMAX 2.26 k MMAX 2.82 k-ft • 500 VAllowable Allowable 2.59 k M 3.39 k-ft Ratio 0.87 Ratio 0.83 0.00 OK OK • -0.02 Deflection `o TL LL • -0.04 Actual 0.05 in 0.03 in Criteria 0.25 in 0.13 in Ratio 0.21 0.25 -0.06 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 —,PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T< 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL U480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0plf 0.00ft -1000 -800 -� -600 - -400 -200 O.-41 0 200 6.00 ft 400 600 800 R1 R2 2.43 k 2.43 k 1000 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 ---=� PWU ENGINEERING INC. Results -1000 -800 -1 -600 - -400 - w -200 - a 200 6.00 ft 400 600 R1 R2 800 2.43 k 2.43 k 1000 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 873 lb 1560 lb 2433 lb 2.43 k R2 873 lb 1560 lb 2433 lb 2.43 k Size: 3000 (1) 4x10 2 38j 2000 32.38 in A t -1000 S 49.91 in3 R 0 d 230.84 in4 v, -i000 F,,, 180 psi -2000 Fb 1080 psi E'x 106 1.60 3000 1/Allowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 Shear Moment 1000 VMAX 2.43 k MMAX 3.65 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft Ratio 0.63 Ratio 0.81 0.00 OK OK c -0.02 Deflection 0 -0.04 - w TL LL Actual 0.06 in 0.04 in o -0.06 ---- Criteria 0.30 in 0.15 in Ratio 0.21 0.27 0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 —T PWU ENGINEERING INC. Loads and criteria Total Span:l;, 4.50 ft = 54 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -210 lb -560 lb -770 lb 1.50 ft; Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00., # DL LL TL Start End Total CF 1.20 1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L1480 0.11 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -800 -600 - 400 -0.77 k -200 v 0 , co J J 200 4.50 ft 400 600 — R1 R2 2.09 k 1.83 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 � lPWU ENGINEERING INC. Results -800 1 -600 - 400 -0.77 k -200 a 200 4.50 ft rti 400 R2 600 — 81 1.83 k 800 2.09 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 727 lb 1363 lb 2091 lb 21.09 k R2 657 lb 1177 lb 1834 lb 1.83 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 int 1000 S 49.91 in3o 0 230.84 in4 v -1000 F„' 180 psi 2000 Fb 1080 psi -3000 E'x 106 1.60 3.89 k 3000 VAllowable MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American .n 2000 Wood Council. c 1500 m E 1000 Shear Moment 500 VMAX 2.09 k MMAX 2.40 k-ft 0 VAllowable 3.89 k MAllowable 4.409.5k3-ft Ratio 0.54 Ratio 0.00 OK OK -0.01 Deflection -.-c- .'," -0.01 TL LL d -0.02 Actual 0.02 in 0.02 in o -0.02 Criteria 0.23 in 0.11 in Ratio 0.10 0.14 0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #11 PWU ENGINEERING INC. Loads and criteria Total Span:l 6.00 ft =72 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -210 lb -560 lb -770 lb 1.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -179 plf -220 plf -399 plf 0.00 ft 6.00 ft 6.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0plf 0.00ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 0plf 0.00ft -500 -400 -300 - -200 - -0.77 k • -100 - g y ▪ 0 , , 100 6.00 ft 200 _ R2 300 — R1 1.32k - 400 — 1.84 k 500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 r 4 Beam #11 — i PWU ENGINEERING INC. Results -500 -400 300 -;;. 0.77 k -200 -100 , a - .a 0 2 co 100 6.00 ft 200 R2 300 — R1 1.32 k 400 — 1.84 k 500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 711 lb 1127 lb 1837 lb 1.84 k R2 571 lb 753 lb 1324 lb 1.32 k Size: 2000 (1) 4x10 DF#2 ` 1500 1000 A 32.38 int a 500 S 49.91 in' I 230.84 in4 N 500 F,; 180 psi Fe 1080 psi -1000 -1500 E.x 106 1.60 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American Q Wood Council. = 1500 'E' 1000 Shear Moment O 500 VMAX 1.84 k MMAX 2.20 k-ft VAllowable 3.89 k MAllowable 4.49 k-ft 0 Ratio 0.47 Ratio 0.49 0.00 :..........„:„.„............:///, OK OK -0.01 - Deflection c- 0.02 id TL LL d -0.03 Actual 0.04 in 0.02 in o -0.04 Criteria 0.30 in 0.15 in Ratio 0.13 0.15 0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14