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Report
/Lt STA 07- 000 2c, / 3 LOS 5 4 Ai vrtt._ RECEIVE!) JAN 1 g 2017 PRact, PROJECT: Lee Sunroom Addition OF TIGARD5 N �� .r/ 13609 SW Northview Drive �� ` 7 84724 , Tigard,OR 97223 1i1LDI G DIVISION ORitcA _. CLIENT: Joe Burnett ` �lyf f; ° �,`J Champion Window of Portland,LLC AM C 53 13009 NE David Circle Portland,OR 97230 EXPIRES 12/31/17 Scone: To provide structural analysis and design of main gravity and lateral force resisting elements of a new sunroom addition to an existing structured located at the address listed above. Elements not specifically referenced in these calculations are outside the purview of these calculations References: 1. 2010 Minimum Design Loads for Buildings and Other Structures(ASCE 7-10),American Society of Civil Engineers 2. 2012 National Design Standard(NDS),American Wood Council 3. 2011 Building Code Requirements for Structural Concrete,ACI 318-11 (ACI) 4. 2012 International Building Code(IBC)as Amended by the 2014 Oregon Structural Specialty Code 5. Drawings from Manufacturer(Champion Enclosure Suppliers)&JTC Design Services a. Drawing Title: Champion Windows and Patio Room,Dated: 1/8/16.The follow details were used(Detail#/Sheet): i. 14/C-4 ii. 15/C-4 iii. 17/C-4 iv. 1/S-2 v. 7A/S-3 vi. 9/S-3 vii. 9A/S-3 b. Drawing Title: Champion Window Job#5445 LEE,Dated 8/3/16. 6. Champion Enclosure Suppliers Test Report No.TT 506006A MUM Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 1 Of 41 www.psengmeers.com Tacoma,Washington Table of Contents Scope: 1 References: 1 Table of Contents 2 Design Criteria 3 Layout 4 Manufacturer Drawings 7 Existing Building Wind Forces 11 Building Wind Forces w/Sunroom 12 Structural Calculations 13 Enercalc 28 Dowel Capacity 34 Test Report 35 MSCPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 2 of 41 www.psengineers.com Tacoma,Washington Design Criteria q�stGN C4-17 14 F = /0 r 1- C F(-0= ) re— ` �s errop) - 10/Is t 14-1 4,3 L1VE. WL = 4o SNo W Ws 7 LA—r 7 4s-tet 2-9.15 LoIVb-: -/zrzJim,/3s- V = izo 441.k 6&47' Ir, MSC Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 3 of 41 www.psengineers.com Tacoma,Washington Layout '3AV H1iE 3S 45.00' / • PIv M C 3* Em V) ( V 1-.-1 x0 I / \ . 6 v • EI -o A 3> r v z i • D • °` W . w I Z! 91-0"v NI CM O (Cl I I � v a .,. 65.00' numPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 4 of 41 www.psengineers.com Tacoma,Washington (E) ROOF (E) HOUSE \ (N) SUNROOM (E) ROOF ,f(E) ROOF \ / . (E) DECK (E) HOUSE (E) BEAM / (E) POST AND FOOTING REAR ELEVATION Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 5 of 41 www.psengineers.com Tacoma,Washington (N) SUNROOM (E) HOUSE Nor (E) DECK (E) DECK # I (N) BEAM (N) POLY DECK POST AND FOOTING LEFT SIDE ELEVATION 1 MEEPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 6 of 41 www.psengineers.com Tacoma,Washington Manufacturer Drawings CUf FOAM 13PGK 10 WIVE 2/2X6 84'15 n 6" 2/2X6 IN ENO PANEL. AfffACH 5PL1\E C/C TOP M9 PANEL 10 TUNE'Mill TWO 13011GM ROM OF89NAILS u6"C/C OVERAY51PWIIH7/16"053 fOP ARP 00110M R.>\P:110 PEEFE GICIU�10 4E 5r CAP EN9 7/16"05(3 GPPA�L I � 1 u ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ t� ■ 00 (3 • 0 (30000 D ❑ ❑ ❑ 0 (3000 e = 1.5PCF ALUMINUM i 1110000 000000 liri ` 0000 ❑ ❑ ❑ ❑ D ❑. ■ OEN511YEP5 COI. ■ ❑ ❑ 0 ❑ ❑ ❑ ❑ 00 ❑ 0000D ❑ ❑ ❑ ❑ . - FOAM A A . 0000 ■ 00000 ❑ ❑ ❑ ❑ ❑ 0000 ❑ ■ -- ,' DD00 100000 AA� A : oo ❑ 0000000 • III11;1100000 ' 0000 ❑ Ili . O ❑ ❑ 00 ❑ ❑ ❑ ❑ 0 ■ nnnnn nnnnn 1 nIrl nnnnnnnn 7/I6"05513 1 \_. u 2/2X6 5ftLM1l fOGEiI�CK 141 a0I5" ROWS 8910L5 u 8"C/C ALUMINUM SKIN ' i-0NGI11.1MA).5EC11ON SNOWING 511UC1IFAL IN5LLATWn PANEL. 10 2-2X6 CONNECTION PETAL WV-Or ENCL050 Peat 6-I/2"11-110:5=110t.IN5t1 A'I P IWI-t.1WO a EPY_LO5J PIM PLOOP OVE1,AYEt7 W11}1 1/16" IA1/C1CO 10 2-2X6 IV%ttfS (35(3 51tMWA 7 PEI:PATIO ROOM EPIC4WERN4 4#14 X 9"PANItAV 4 814 X 9"PAN ItsN7 5CREt45 Af1PCHNG vat 5CIEE1V5 AITKIIIN. EACH PANELS 10 GICC P(IYP MILS GIMP(1)P ePCN GI GEK) �EAC}161EVER) Ni\'''''''',... 9 1-.1LJ I"J LJ w u w l.4 i.J LJ t.a u ,..., ", ( 11_10 ,.."..., 3 1000000000000 00 ( 10 [ 100 1000000000000 00110 [ 100 1000000000000 00 ( 101100 216aI ❑ 000 ❑ ❑ ❑ ❑ ❑ 00 ❑ 001101100 rGE,WILs� 3 1 A 3 00 ❑ ❑ ❑ ❑ 0 ❑ (3 (3 ❑ ❑ ❑ [ I [ I ❑ ❑ id"C/G I 3 '40 (3000 ❑ 0 (30 ❑ ❑ ❑ D ❑❑ 1 DOLiD ❑ 1 0 r1n ❑ nnn ❑ ❑ ❑jjn nnOnOon AY 1-V 2" A CENIER PENtt ROM 1:5P A3 mat SlZEI,PER Pm Al LEN%IPL,EnGE CGPa�CI��2-2x6 IV5EKT5 1P3t.E 3 OR M 0?GMC 51ZEt�PER tAt E t0 eEp:�t ON cOn15YE5CF 51Ef C-2 0!?3AWIC-2 1APAW PCOMLO/0 CCOIN i calm 1-1/2"MN war,PKOvav CO PA L J5tP PANEL. 10 6EAM CONNECTION 19ETAIL5 nnic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 7 of 41 www.psengineers.com Tacoma,Washington 2-2X6 'L.INES tMil;Sf fN9 Af t}t IKE GF Of 1 W/N 2 5ik4.G'/l:O.!fG1'OF flf IMO!. MI $t10X2"P CK5Cfe1V5 EX1511N s ftg PANEL 511d.C110 #14 X 9" W0G9 SCI?EtV5,2 8"Cl C CGK fCfli PA\1;L 10 2X6 LeraR JI TOP LAYEk Of 1/16"05D 1 C7 O O D D O IN51M.19 IN at ran, DA\n DOW Of r;Xi511t1!G ' 0 0 0 0 0 2 6-1/2"1NICK 5(P 5TRUCTl T !0.1 ❑ 0 0 0 0 0 0 0 OVEMAYEri WITH 1/16"053 2'9'L N 15:C10N5 Of 2X6 utak Af1ACt Cn f0 EXI5f1N6 %ACM WITH 2 No,V 2"PIAMEIE 11016}1 Dal"0P LP 5CInV WO DA\9 PDM 02 eN05 Of J01515, l=/'Ct1 I Ing S WLL Duff 10 fie 2-2X6 IN gT5 IN 1I 51P PMLL5 commas 2X6 L.WaI AffK1 n 10 1VML Of EX151ING CsX1511\ki sacra WMN I/2"PIAM itk MEM *Ran Gthl1 DGLt5 rik 1/2"LAA SCMV5IN ACCOPnA M Vvlfll 114e fA51>;I INr 50 t lU um 2 51-a1 C-I.LPC 5CPcW5`AU PA A MINIMUM Of I-I/ 2"EmuenvtNrINfo 5&Ut711'009 Aga SIP FLOOI;TO NOUS CONNECTION 17TAll. USING A 2X6 +2X6 MI2a.k5 nZIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 8 of 41 www.psengu,eers.com Tacoma,Washington j— (2)- /l6° X.5" L.1 C 3)-#5 a 3/4" 5M5 AffICHINCs 1-GI:/ 5 30 5Cf W5 VvITN I"CQ w " ;' m!rt C f&1.) & #8 it 3/4" 5M5 a 12"C/C Nbb EACH 51132, 2" MOM FlWWEE INFO PAM !.(133) EMvE2fr' Nf INFO 501.12 5n \V1CN KOGf PI c15 W009.# 15 f'EGE1 4 1'!/ (-[3EN`.15 3'-0"C/C CONN CTION 15 fv C ATE fCT EGG?F i'CI1ON LOA25 Leo 45Cfl f fG?511115 a • j >a�utim 16"C/C PN 7 fCC LPfO • -- 500 PLF fCV 511025 e 21" • . • ' i ' C/C. ' • tiFf K 101X.f 2 S f[t✓fG'K kool • • . • '-r •.. a • , • f ,0010 ► aX11211.0;( r- • • • • 1 • f. • : _:._-.. • FKovt t Mall%'lt of il`CEN iVli.l. `�"'�—WALL 51125 Of EXI511UG A\27 Eif>V,a 511;UCil Ali P00r CONNC'11GN imp F AV p WALL PO511-EEVE COW 1E1 I7 ( )-#8 x 3/4" 5M5 EA 51';E8,3/ "5M5 CGNNECflt\l MIMI 10 - - 16 C/C t— t3A5 �f'CK FOR 11i1�!2 ZONE11�' Gaz _ ,' :NO M22 (4)-#5x3/4" 5M5 511/^E P05t�EE� rek18 GON CA%Call'Y1t'i t0 13W-TRAr fG1;1ii1N2 ZONES • EXf AWER PAVPRX 2-4 e ., ., _ _ i'iK 1 Ce 8 "11. Asrir.t-,fent/MIE amp COLUM PEP 11. 16+210 PAT CONNECTION nsIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 9 of 41 www.psengineers.com Tacoma,Washington •3-3/4"CR 6"nia.54 i1 n 4 4' 5:b s 3-3/4"CR 6"n4cKs MIL roof 5V51EM 018X3/A"Af I-efAMFOR II1DZONE I'*• (3 EA WE)CR 5lUi11YNFMB. 81,8 X 3/4"Af 143EAM PC?II1Di6 E52-4*(4M5Ue) fKCWPEW GRI6 qt tmt A 5tffrCKtif.V.%%CP nwU ICU *8)(3/4" PAXV4PER 161h a 24"fats 8 61:16 g\ '-------" 118 X 3/4" • '`'--------. a 24"f80 ,---- Ia40/4"5Y6 IatX3/4"SAS Il Mk e12"C/C 11 ,dillik a12"C/C CGMECM:61•f/ RCGTMat%'++FEA%2 IEP1 R?WPM6— , . 1OIfMgPPM T+�� 4 10legti!MA fEA6ERM K8X3/4"9,5"16" IEAGERARM PER 6 / 8X * 3/4"5M5o PERS C/CEA51rieCG EC6sGi 24"C/C EA519E 1RPV5OM IEAPER 10 W PER OM woe 5 W 5 0M Jr/ 1 f0 TRACT1\G WAGER EXa'tS1CN PER 4 5/8"I\SII.AIED a.A55 IA,K Mini PUYTEMPEREDa/65. 3.5/4"EFS CCM 5A\MICH FAVI. 0 wag f0(a%imam CG s Cf ON 0 HEAVER f0 NUL 11 NJ50M CONNECTION IV Mr rR/rL`oA 3-3/4"EPS CO& EXIKSIYYNPER A 1....___,/ Yv�tR51_NPIAEL *8x3/A"5V5a a•A554.44 *lBX3/4"SMS a16"C/C V 16"C/CEA SGB EASBCCt�ECnV�fO �,' / TR/J,SOM fO G�f 1 OfAM SECr�tJ tP/I SDTA fO MT 1 �ECihY •%IiI; CA2f PER 12 �_t>•�_—. DEAM GIRrPER 12 I •8X3/4"5145 �8X3/A"5V5 a16"C/G FRANEfEWPfRI alb"C/C FEW 1011 PERI AM WANSOM 10 4NNDOW P R/WM PAWL iSOf0 WINDOW EP/WE Vi woo/o/Dme *8 X 3/4"5M5 a %%WOtV/DOOR *8 X 3/A"5.45 a PRM'J:51.4 PER 3 I6"C/C Mt 5141.PER 3 I6"C/C • 4"51414 SECO% 4"%I *8X3/4" M it PERIO +18X3/4" , mot•Mil `ECnGNPERn a16"C/C—�- 2 alb"C/C *8X3/4" Mk iveAVI MAW 12 "8X3/4" �/f�*� 1.6EAM6PUPEPl1 alb"C/C alb"C/C St8X3/4"5M5 5/8"hi9LAn:D 11'MSfiMEXINI Kid a3 3/4EFS COM AA55lNf PER9 St,AV',M1 P411. 0 WINDOW FRAME f0 GLA55 KNEE ou ® wan IMAtEP irk WINDOW EWE 10 PANEL KNEE MU "8X3/4" 3.3/4"EPS COW *88 3/A" n•'Nv5OM 5/4,as�1VP:EL alb"C/C EXIRLCiGN PER 4 o tb"UCO/IV cams �� ExP/ureR PER 1 GILw! EXPPN,tiR PER 7 P-CHAMELPEK8 Z'LJ'LL358LEVGEKLG4 XKER7GR L' (2)*12X24/2 WOG/%'EM * i� ��� F�+NJ� LFE v II ,vi,,,,,, 1 ,�_ 24"C/CAITACKVGn-Ewawar2 �i!i'r//, cr 1 ill `� St DECK II�\ G 't \' <2)•3/8"X2-I/2"14E9EOaf+ �r • AAOOR00l.f5Arf/0016tle j piaa ro RE CCNCEeiE FOonv. GLA55 KNEE NAL TO(SASE WRPCKPANE1 KNEE W/1110 oA5e TRACK 5-8 5, 4 MNEPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 10 of 41 www.psengineers.com Tacoma,Washington Existing Building Wind Forces BUILDING DATA: Basic wind speed(3 sec gust)= 120 MPH ? Exposure 8 ♦ Roof Pitch= 3.65:12 OK Mean Roof Height h= 24.50 ft Topographic Factor Kx,= 1.00 Table 1.5-2(1.00 for all cases) 1)ASCE 7-10 CH 28 METHOD 2-SIMPLIFIED PROCEDURE Height Adjustment factor A= 1.00 Figure 28.6-1 -19.05 -14.01 -19.05 -12.09 (-27.44) (-18.38) (-27.44) (-15.57) tiliilltrtttt t11111 ' trrttt -5.11" E II -- (-906) ` :=16.9 II 1111 IN 19.85 ~-. 15.13 H =28.0 ft (29.76) --i. All forces shown in psf 18 IN (22.87) IN - i. S 4 46ft 7 -4 51.25ft I TRANSVERSE ELEV. LONGITUDINAL ELEV. (22.87) 1 2a=9.2 ft 10%of least dimension= 4.6 ft 1` 23.28 kips 40%of the eave height= 8.4 ft 16.2psf 18.65 k 4%of least dimension or 3 ft= 3.0 ft 16.5 psf 15.13 ---� therefore a= 4.6 ft 51.25 ft 2a= 9.2 ft All forces shown in psf--19.2 ft ,E-Example.from Fia 28.6-1 longitudinal for wall horizontal 21psf ItIttIII . ^ He hAdjustment factor .00 19.85 Importance factorlw= 1.00 PLAN VIEW (29 76) (Axtc,)(P,30)= 22.87 psf FIGURE 28.6-1,MWFRS-Method 2,Enclosed Building Fig 28.6-1,MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B)Wall(C) Roof(D) WW(E) LW(F) WW(G) LW(H) Eo„ Go„ Transverse _ 16.9 29.76 -9.06 19.85 -5.11 -27.44 -18.38 -19.05 -14.01 -38.44 -30.05 Longitudinal All 22.87 -11.87 15.13 -7.08 -27.44 -15.57 -19.05 -12.09 -38.44 _ -30.05 "If roof pressure under horizontal loads is less than zero,use zero Wind pressure shown in(xxx)for End Zone. Plus and minus signs signify pressures acting toward and away from projected'surfaces,respectively. Fig30.5.1,COMPONENT AND CLADDING Topographic Factor Kn= 1.00 evaluated at 0.33h Area for wall element= 10 ft2 RESTRICTIONS: (30.5.1) Wall,Interior Zone 4= 25.91 -28.09 psf 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 25.91 -34.73 psf 2 Building Height<60 feet. 3. Building is Enclosed. Area for Overhang element= 10 ft2 '4.'Roof is Flat or tabled' Overhang,End Zone 2= - -48.34 psf 5. Building Plan is NOT Irregular. Corner Zone 3= - -81.23 psf Area for Roof element= 10 ft2 Roof,Interior Zone 1= 14.92 -23.74 psf End Zone 2= 14.92 -41.27 psf Corner Zone 3= 14.92 -60.98 psf MZIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 11 of 41 www.psengineers.com Tacoma,Washington Building Wind Forces w/Sunroom BUILDING DATA: Basic wind speed(3 sec gust)= 120 MPH Exposure '8 7 Roof Pitch= 3.65:12 OK Mean Roof Height h= 24.50 ft Topographic Factor KA= 1.00 Table 1.5-2(1.00 for all cases) 1)ASCE 7-10 CH 28 METHOD 2-SIMPLIFIED PROCEDURE Height Adjustment factor A= 1.00 Figure 28.6-1 -19.05 -14.01 -19.05 -12.09 (-27.44) (-18.38) (-27.44) (-15.57) 1111111tttttt 111111 ? ttttli -5.11' E ill , (-9.06) :=16.9 - 19.85 y II 15.13 H =28.2 ft (29.76) All forces shown in psf 18 le (22.87) 4III 111 I 48.167ft I '' 51.25ft I TRANSVERSE ELEV. LONGITUDINAL ELEV. (22.87) / v 2a=9.6 ft 10%of least dimension= 4.8 ft 23.18 kips 40%of the eave height= 8.3 ft 16.tpsf 1 7 t 19.51 k 4%of least dimension or 3 ft= 3.0 ft 16.5 psf 15.13 r therefore a= 4.8 ft 51.25 ft 2a= 9.6 ft All forces shown in psf-i 9.6 ft f-Examole.from Fig 28.6-1 longitudinal for wall f horizontal load at end zone P,Io= 22.87 psf I I I I I I 1 I • Height Adjustment factor A= 1.00 19.85 Importance factor lw= 1.00 PLAN VIEW (29.76) (axica(P,30)= 22.87 psf FIGURE 28.6-1,MWFRS-Method 2,Enclosed Building Fig 28.6-1,MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B)Wall(C) Roof(D) WW(E) LW(F) WW(G) LW(H) EOH GoH Transverse 16.9 29.76 -9.06 19.85 -5.11 -27.44 -18.38 -19.05 -14.01 -38.44 -30.05 Longitudinal All 22.87 -11.87 15.13 -7.08 -27.44 -15.57 -19.05 -12.09 -38.44 -30.05 *If roof pressure under horizontal loads is less than zero,use zero Wind pressure shown in(xxx)for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively, FIg30.5-1,COMPONENT AND CLADDING . Topographic Factor K5= 1.00 evaluated at 0.33h Area for wall element= 10 ft2 RESTRICTIONS: (30.5.1) Wall,Interior Zone 4= 25.91 -28.09 psf 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 25.91 -34.73 psf 2 Building Height<60 feet. 3. Building is Enclosed. Area for Overhang element= 10 ft2 4 4.4 Roof is Flat or 6ab1ed' 4 o ' ' Overhang,End Zone 2= - -48.34 psf 5. Building Plan is NOT Irregular. Corner Zone 3= - -81.23 psf Area for Roof element= 10 ft2 Roof,Interior Zone 1= 14.92 -23.74 psf End Zone 2= 14.92 -41.27 psf Comer Zone 3= 14.92 -60.98 psf 'XIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 12 of 41 www.psengineers.com Tacoma,Washington Structural Calculations 11 (�) ,Ulla.. t,0/tub. iiatilkii .r 44,'," ± to Q N .t vi) C' ) $ eoo nit O, ,k CCIFLAlk fg sI-s _ - - 4.ti 24' G . I 30' 1*'"6-S I 1 / ryoor SLOPE ^- V-= 23 t--- 3.LS : VI.6 .. C o3-E PP-OR(-E G r N•T S s. s X14. 10 roe- w+tiD LoA-pS BY rets cm c!\,) ,, /,,,44-17> 1N L ' - D/Zc.-rt o,N . tiL N 1i•J i . 1>d ES N''''T c'F446.'x rE 1-.O AD 7a O N /\/ ,_______ @ 4't 1______\ ) _ / A, S d's q.a ' 22.1c 7 ps{- /S.'S fs-F- • 712-1g b ' • o' 1' -I`,�% i ti iz..s4s4- ( GI ( 4): -t 1x.13 ?s4- (0 (4 +� K.'CZQ, 1 = 42As-,s o. I(asas.s# ..) = 41,5* nsim Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 13 of 41 www.psengineers.com Tacoma,Washington WI .9..)i1/4.3 12.00M A' '° (• A' N 13.663- I94OKlE lLm►t. , kaak - Zz.sc7p 1" 530 3 _ IS, LI-!s A 3i ---, A-b1�rri mum- Tett Ta 0 ers z I, s , , 12)#(b. -ra 0 2 it ie"-.665/s" t 1 �t M,a r. 9e — ( 1D - 3 S = J 3,53" ., --4, $2H Dm tl 2 -3.82-2 1 + Si) — -'. 8a- I .Z . Z • Ls. fc -tci- :r. «,N .,sW < '4t& 411 5300, -_3 <10 7 o k MNIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 14 of 41 www.psengrneers.com Tacoma,Washington "'t A4,3 = 9g1` _ C ' 1Z.o'' )� �o - ) = 8 9 .y4 _ -4.4h _� ( 1g. 6 -N1/42.,. - , `t2.5'. A _ k S 1 -Thg, Cools i v�LY cls .Fc' PosT 9€s/ nsic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 15 of 41 www.psengineers.com Tacoma,Washington NIS S 1SMMc • CEI fC.. sing -� kart /44,6.4-t- (4 V�tc�L� ',- t.4s' ts' k Z4'f - �' l z i =23.s �g+c) eO 32, +- S, r *Zipi I.'ZS I QZ ><1.00 Ivo zos0 21 I 53. 25 Il l 48 .25 to Z54 941) X2 4 ex,sz, t- t f �{ (1101‘25) 414;74 4 '- p. 10_6_ ; _46,4. (-.et-'N vt: /H-F.6 4T ( � C-1;10) 41.2.- 46�+ Ln 1= (44}� $.�}�:4, <<a^ --Ng.) -‘d, �- ' d d 1 Iv1367 ' i�6. Itat " 107s4 ( a0. 1462.+ p ' ) +IS-Ts- !3 V.•7-k•e•-•� 2 csZ. < 4( —‘> L-o 1FDc Assou p.4 t,ucW .h Portland Office 9400 SW Barnes Road,Suite 100 Portland Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 16 of 41 www.psengineers.com Tacoma,Washington E/vnJ $$CsMtC cgae- ��SMI . k34 ZO T 1-*G1 ( wtn M --c Cs. ) AMA- ( Z) :-4,.voB $ 1 4 .o.�' 44,1 Z(64s' $) • 1Z-o0F S', o4' 48 2 • ( f )2.61.4.)42 +-rsp s-� (Uzi -R2) = 2-53 s-4-soQt = 253 c 9k wc = 24Q-z-4 + t ( Is t,�' — t4•c, (4-.I'J = 249 II Zi tN wk-tom /A att* 2 SS'* ok ---� c tstA tc_ a)o s tQc-- I v AS A.. $Y Ito -Tits) 1,0%, L,!N_p Cp Kri LS .e .pt:C I J w N1 j's 1:)tMEE � Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 17 Of 41 www.psengineers.com Tacoma,Washington fpsVw M425.tik 2. Z►Z.3+ I :I:— vw�(,�t)'�o 0,3) BEAM (0) rizeFIgooF =At,---\ pL tI j PF, v^ 1. VIA, 6s' 2- POINIATE lt:CT. 40 -'---T— Wik-U, Wt V% r, sss' N +g1-S. Pe_ = lv.os-rck2-(1s-Tek = ZSG Ar rC = —. laps- r- 1'�1 14 irrs}l 1" - PP}0wk z- 6g 4 .4- ,F,n''' . WV2. t.4.._ -1 . 28 4 4- �6 •t -ix'i 14e 4 2 PT nsic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Stnutural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 18 of 41 www.psengineers.com Tacoma,Washington aR- 57G4Q / E--_ V„, ,M CSP a %24 0 2`� , BOLT SfAeitar a 863/8 6.8351 + 5,5'1 L + cos C69 = g. oa Vw , 'LIZ.4 /___,N. -f— �-----v+� �� \ 4 481r- 4.5 8K1 tl r 4S-6( It i, t fr2ott. Gt4 2,15'1 _L R. �' A-54 V ' Vi '5 Vw (6o..,"a- 14"4.\2S" +- gLi (k5.41') = o R. ' /.0/ 4.5-#. 1 (1014.5#)(43.61")/82"=539.5# lo,gsl ___ s1.4. 30 & As tA'' 539.5# T-,7-4-- : 0.2365 6 (b 14.5* / v‘ - 2it fm Alif, 2 P.T. f . 82" *#(- t")/ ` 6kto 6- c so-r-L= M lD SP$N. MSC Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 19 of 41 www.psengineers.com Tacoma,Washington $,Ci1G� GONN Tia j c,t L/z -(I®1q,C#z.+ 539.5# �. 1149# W/n/13) 0.6V/2=345#/BOLT BRACE OK. IN COMPRESSION,THEREFORE HALF OF LOAD IS ACTUALLY CARRIED BY EACH BRACE. S'Fclr\C-- . p. h3 C NF )bS• -IL}. 4�,) CE_ 4 522# HALF OF END DIST.REQ.AVAILABLE.THEREFORE, CAPACITY REDUCED BY 0.5 TIMES n=2 Rs� USE(2)3/8"o GALVANIZED o $ g g THRU BOLTS.PROVIDE MIN. 1.5"BETWEEN ROWS. M5IE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 20 of 41 www.psengineers.com Tacoma,Washington 5,0-r1 NC,- AEstlrk) , 'ZM t?- €ba ArM 1)3.5T H Av- Ps, = AZA * CS+.l.au) TIA C -r tml$. AA-. ?1_, = 6.sh # (1._NE) 2 & + 0.'3-S C ks�] _ Zs?...{ 4, (C0 ) (ict _ i se)o , . C ittS 01-M- kt.l vtivgg-0 B'AA Wt.* s'r2 , oto Ts- C1-1c-"Z kpeQ = - .t.68 ,4-0- = 15. 3 to 42 ----1/— * AIFW 5o>i er o Wo-c 'yliDW N fge• 0,-,44.1T1' 4t NP 4z- P.v. 9 esT 100.2 t1f 10- P.T t4uscl48 6t kM. fr/i--, GpEBRACE ccuN• ..... ...... .., ..... f Pae AEtAtl„ w ..- ...- ..... -- A 30 ' C/7i� ft ItitAc0.- 1- 24►4o tiF 44-2. '.T pit+ I 0 pa -r E ic�(..t5 '�•'= K►6aPMJ t$,r \— t:) ,4,At E.w. T&6 ' t 6" At cow- r i ill nffic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 21 of 41 www.psengineers.com Tacoma,Washington g�A-U .PES/G-N $Y o rHEpg' . f nl�c e CN) co*M 11 / ` b. ' ) �N-r�ewve.tor • ///t/ //// i . r� � L V = S' ( 'EA 1,skI) p D,EA +Lt vE 0.S 3S (Jr 6.$3S' +-1. 32 4x8 +iF 1-- 1-tvSG4S ANALYSIS AND DESIGN OF BEAM CONSERVATIVELY IGNORES INTERMEDIATE BEAM.INTERMEDIATE 4x8 HF#2 P.T.BEAM MAY BE ADDED USING SIMILAR CONNECTION DETAILS AS SHOWN ON SH. 21 nag Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 22 Of 41 www.psengineers.com Tacoma,Washington bi A-1, stt•F4?- otEc - to mkm-c-tuvo sPe 07.1 BiW- z: CEJ /4"6F Vpst, = ip. C. ( ,7s-.4*) = 7ss.Z* L — i& 4?- 1 > , _ ,$.y.3 i14. ('a� -s/“.tl x &1r ' s,... 4 2. = 300 ,,kicA.,.... ,,,..4,1,4- -cu1\S e zit'" p c. (.0 = at-S = 1spsi1 cs'..) -t-zs zsr(s') zoo 1:,lk C �1Z D 4. o,3s 4�Z 4_ �s c o.40A1 '2 j z` 112.5 ?>14- INVS CokY' emL-g 5 2,4,0itk-- .L 300 -t.\ OK- .Corm L&ast wrt 1.i-L CoL117.p't-S - t*L ' lo. s..4 (s-t. k aEpSA— (r'. = Zsr, \''c- t., p. 2L' Lvz_. , Jr't i ttcik- To C.F- !{ovs.5 4 (7) y3Z t �t Ss 25' \ @ MAX 2 -o o•L- MSIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 23 of 41 www.psengineers.com Tacoma,Washington r -r ( BL-J PT Ste€ sN, 19 For.- fa -r L4 A/Au'- PIPs i S CPRS c� /3. GG 3 I o>vge.21.7wG t-kolu.sa►.Vr / Mo =2Vw c !48.37-'S9 +zyn, (b3') vvv - u1.9- t Mb = 010.S4 T ` 1.3,46�I _ SOS9 1.0 + rf = 4Z4- ik I�P LI F r = 0.4 W— ro (.1>z-I-pPJ = "R•A .3 4, Additional Uplift from Vertical Wind Loads(SH. 12) Ps30=27.44 psf Roof Area,AR= 17.09 ft2 (See SH. 18) Additional ASD Wind Uplift,W=0.6Ps30AR=281# ASD Footing Weight= 150pcf(18")(16")(16")=400# Total Uplift Uplift=281#+74.3#-400#=-48#<0,NOUPLIFT M vF hc-r 2 rros-t s Zvim 1� ® bk g� /NS.P�G717c.1V PB44 Post Base OK MNIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 24 of 41 www.psengineers.com Tacoma,Washington -l.-no 21--• S 4 V,��- —r--0`A Gt},A Pto ) G Ct,oSot-e ?YI.IES DP zd4tl_ 0 "C' .Ts, CF (.Z 11(10 1 C&E w( gd ►JPrkL- G A O.C. in)ro CZ" 2X6 SQL{/OE C g{-o o .C _ .E-ooh jyl4-prte1z 4 ®le— gt( /ici$6'e?100 �S3a A_ 77- 23-? 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Y ?"et`� -k 1?A- C22 s �42-g 4* 7 1k2.B 44- oIe- nxis Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 26 of 41 www.psengineers.com Tacoma,Washington 'or 4 gAsp: r04,4NA$L /DNA>: TD P e'CmAke-rr 0)0 Std 25 W �t. d Q`$ir no;? `,, PF2 C Pr'- OL) a-0 CLos02-e S b.E-t-AmL_ S- 9 9A 4 s'3 / c'Lc- gINSi:',c%L01u 2vj I AZ.,g 'ptsc- G-EAKT•I014 E/,1 as./ SIrP4>L1 EELS, p -r P1,L dw $A 1+J Sr e- no' MNIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 27 of 41 www.psengineers.com Tacoma,Washington Enercalc Prete°29 SEP 2016.11:4IAM Wood Column Fie=X.2o1sGIUBUA -Y116-353WN3XX$-t MV3Es-4ttsox2Y-F.EC6 ENERCALC,INC.1983.2016,Butd:6.16.6.7,Ven6:16.6T Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Sunroom Post Code References Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12.448 ft Wood Member Type Sawn (Used for r,pn si nve:calculations) Exact Width 3.50 in Mow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb Tension 850.0 psi Fv 150.0 psi Area 12.250 in"2 Cf or Cv for Compression 1.150 lx 12.505 in^4 Cf or Cv for Tension 1.50 Fb-Compr 850.0 psi Ft 525.0 psi Fc-PM 1,300.0 psi Density 26.830 pcf ly 12.505 inA4 Cm:Wet Use Fe 1.0 Indsing Factors: Ct:Temperature ar Factor 1.0 Fc-Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Aos 15, Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470,0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:5.25 ft.K=2.1 Y-Y(depth)axis: Lu for Y-Y Axis buckling:5.25 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:28.411 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.448 ft,D=0.2560,S=0.4270 k Axial Load at 5.250 ft,D=0.1710,L=0.6840 k BENDING LOADS... Lat.Point Load at 12.448 ft creating Mx-x,W=0.2127 k Lat.Point Load at 5.250 ft creating Mx-x,W=0.2127 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7315:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.7505+H Top along Y-Y 0.08971 k Bottom along Y-Y 0.1230 k Governing NDS Forurnla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 12.448 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.9357 in at 6.015 ft above base Applied Axial 1.260 k for load combination:W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 140.637 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03138:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 5.180 ft Applied Design Shear 9.036 psi Allowable Shear 192.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination (iia Base @ Top @ Base ©Top @ Base +D+H k k 0.455 k +D+L+H k k 1.139 k +D+Lr+H k k 0.455 k +D+S+H k k 0.882 k +D+0.750Lr+0.750L+H k k 0.968 k +D+0.750L+0.750S+H k k 1.289 k +D+0.60W+H k 0.074 0.054 k 0.455 k MZIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 28 of 41 www.psengineers.com Tacoma,Washington Punted.29 SEP 261,11 41A Wood Column Ftle=x:‘2016\iUSUAO-n16353\Wrt3Xxs-QEMV3ES-44 50X2y'f EC6 ENERCALC,INC.1983-2016'Buld:6.16.6,7,Ver:6.16.6,7 Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Sunroom Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base ©Top @ Base @ Top @ Base +D+0.70E+H k k 0.455 k +D+0.750Lr+0.750L+0.450W+H k 0.055 0.040 k 0.968 k +D+0.750L+0.750S+0.450W+H k 0.055 0.040 k 1289 k +D+0.750L+0.7505+0.5250E+H k k 1.289 k +0.60D+0.60W+0.60H k 0.074 0.054 k 0.273 k +0.60D+0.70E+0.60H k k 0.273 k D Only k k 0.455 k Lr Only k k k L Only k k 0.684 k S Only k k 0.427 k W Only k 0.123 0.090 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft 0.561 in 6.015 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.421 in 6.015 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.421 in 6.015 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.561 in 6.015 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.936 in 6.015 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft num Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 29 of 41 www.psengineers.com Tacoma,Washington Pnntca:5 OCT 20 16,$:55811 Wood Column File=xct201611U8UA0-nth-353twt¢37o(S-01EMV3E$-a115ox2r-F.EC6 ENERCALC,INC.1983-2016,Bulkt:6.16.6.7,Ver:6.16.6.7 Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Brace Code References Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradingtManuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for nc:n•sionder calculator's Exact Width1.50 in Allow Stress Modification Factors Wood Species Hem Fir Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb-Tension 850.0 psi Fv 150.0 psi Area 8.250 in52 Cf or Cv for Compression 1.10 lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 850.0 psi Ft 525.0 psi ly 1.547 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 26.830 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NOS,5 3 2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:4 ft,K=1.0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:4 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weiqht included 12.297 lbs`Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,Xecc=0.550 in,W=1.149 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2365:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc" Top along X-X 0.006583 k Bottom along X-X 0.006583 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.7017 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.1973 in at 4.671 ft above base Fc:Allowable 359.691 psi for bad combination:W Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.002493:1 Bending Compression Tension Load Combination +D+0,60W+H Location of max.above base 8.0 ft Applied Design Shear 0.7181 psi Allowable Shear 192.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination ©Base Q Top Q Base 0 Top c Base +D+H k k 0.012 k +D+L+H k k 0.012 k +D+Lr+H k k 0.012 k +D+S+H k k 0.012 k +D+0.750Lr+0.750L+H k k 0.012 k +D+0.750L+0.7505+H k k 0.012 k +0+0.60W+H 0.004 -0.004 k k 0.702 k +D+0.70E+H k k 0.012 k +D+0.750Lr+0.750L+0.450W+H 0.003 -0.003 k k 0.529 k +D+0.750L+0.7505+0.450W+H 0.003 -0.003 k k 0.529 k +D+0.750L+0,750S+0.5250E+H k k 0.012 k MSIEPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 30 of 41 www.psengineers.com Tacoma,Washington Pnnted:5 OCT 2016.8 55A Wood Column Fee=x:{2016\lUBUAo-Y116-3531WNSXXS-C11EMV3ES-4r15OX2Y-f.Ec ENERCALC,INC.1983-2016,Btn"d:6.16.67,Ver6.16.6.7 Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Brace Maximum Reactions __ Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base +0.60D+O.60W+0.60H 0.004 -0.004 k k 0.697 k -- +0.60D+O.70E+0.60H k k 0.007 k D Only k k 0.012 k Lr Only k k k L Only k k k S Only k k k W Only 0.007 -0.007 k k 1.149 k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.7501+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.1184 in 4.671 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0888 in 4.671 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0888 in 4.671 ft 0.000 in 0.000 ft +D+0,7501+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.1184 in 4.671 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.1973 in 4.671 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft nsic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 31 of 41 www.psengineers.com Tacoma,Washington Punted.21 SEP 2016.10 10AM Wood Beam Fde=xi201st1UBUaa-n18-3531WN3XXS-O%EMV3ES-4t150X2v-F.EC6 ENERCALC,INC.1983-2016,Buld:6.16.6.7,Ver:6.16.6:7 Llc.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Beam CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Fri! 1300 psi Eminbend-xx 470 ksi Wood Species :Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 26.83pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling * D(0.050)L(0.20) i [ A 4x8 4x8 Span=6.835 ft Span=6.835 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.050, L=0.20 kilt DESIGN SUMMARY _....: . ., :: Design OK Maximum Bending Stress Ratio = 0.64e 1 Maximum Shear Stress Ratio = 0.456: 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 571.37 psi fv:Actual = 54.67si FB:Allowable = p 884.00psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.835ft Location of maximum on span = 6.262 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0,030 in Ratio= 2726>=360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 2181>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 _I Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Dell Location in Span +0+L+H 1 0.0376 2.902 0.0000 0.000 +D+L+H 2 0.0372 3.971 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.641 2.136 0.641 Overall MINimum 0.077 0.256 0.077 +D+H 0.128 0.427 0.128 +D+L+H 0.641 2.136 0.641 +D+Lr+H 0.128 0.427 0.128 +D+S+H 0.128 0.427 0.128 +D+0.750Lr+0.750L+H 0.513 1.709 0.513 nsis Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 32 of 41 www.psengnreers.com Tacoma,Washington Pnoted 21 SEP 2016.1010 SI Wood Beam Foe u.x:a016i1U8UA0-Yi16-353iWN3XXS-DIEMV3ES-4t15OX2Y-F.EC6 ENERCALC,INC.1983-2016,&old:6.16.6.7 Ver:6.16.6.7 Lic.#:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0,750L+0.7505+H 0.513 1.709 0.513 +D+0.60W+H 0.128 0.427 0.128 +D+0.70E+H 0.128 0.427 0.128 +D+0.750Lr+0.750L+0.450W+H 0.513 1.709 0.513 +0+0.750L+0.7505+0.450W+H 0,513 1.709 0.513 +D+0.750L+0.7505+0.5250E+H 0.513 1.709 0.513 +0.600+0.60W+0.60H 0.077 0.256 0.077 +0.600+0.70E+0.60H 0.077 0.256 0.077 D Only 0.128 0.427 0.128 Lr Only L Only 0.513 1.709 0.513 S Only W Only E Only H Only MSIE Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 33 of 41 www.psengineers.com Tacoma,Washington I Dowel Canaeity Information-Brace Connection-Bolt Check Wood + Side Member Material 8m = 27.02 deg Main Member Loading Angle Load angles relative to Grain Bs = ' 0.00 deg Side Member Loading Angle direction if applicable D = 0.375 in Bolt Diameter Is = 1.50 in Side Member Dowel Bearing Length Im = 3.50in Main Member Dowel Bearing Length G = 0.43 Specific Gravity Fel I = 4816 psi Parrallel Dowel Bearing Strength NDS Tbl.11.3.3 Feo = 2930 psi Perpendicular Dowel Bearing Strength NDS Tbl.11.3.3 Fee, = 4251 psi F, F,nJ(Fol Isin2(8m)+F,ncos2(8m)) NDS Eq.11.3-11 Fees = 4816 psi F,,,F,„/(F,,isin2(85)+F,„cos2(0,)) Fern = 4251 psi Main Member Dowel Bearing Strength Fes = 4816 psi Side Member Dowel Bearing Strength Ke = 1.08 Rd = Reduction Term NDS Tbl.11.3.1B Re = 0.88 Fern/Fes Rt = 2.33 Im/Is Fvy = 45000.00 psi BOLT NDS Tbl.11..3.1A Load Duration Factor NDS TbI.11.3.18 CD = 1.60 Fastener Size Yield ModeR CM = 1.00 0.25"<D<1" Im,IS 4.30 Rd=4Ke Ct = 1.00 Il 3.87 Rd=3.6K8 C, = 1.00 IIIm,111s,IV 3.44 Rd=3.2Ke CA = 1.00 D<0.25" All 4.25 Rd=KD=2.2 for D<0.17",=100+0.5 for Cea = 1.00 0.17"<D<0.25" Cd; = 1.00 KI = 0.710 [(R,+2R,2(1+Rt+Rig)+Rt2Ra3)os-R,(1+R,)]/(1+R,) Ctn = 1.00 K2 = 0.997 [2(1+Ra)+2F„h(1+2R,)D2/(3F,.„,L,„2)]o'5-1 K3 = 1.353 [2(1+R,)/R,+2F„h(2+Ra)D2/(3F,„,L52)]o5-1 Yield Mode Single Shear I/D = 4 in Min.Edge Distance Im = 2076 lbs Loaded Edge = 1.5 in NDS Tbl.11.5.1C Is = 1008 lbs Unloaded Edge = 0.56 in NDS Tbl.11.5.1C II = 795 lbs Req.Row Spaceing = 1.406 in NDS TbI,11.5.10 Illm = 936 lbs End Distance = 2.63 in NDSTbl.11.5.1A ITIS = 522 lbs IV = 538 lbs Z' = 522 lbs nxis Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 34 of 41 www.psengmeers.com Tacoma,Washington Test Report TERRAPIN TESTING,INC. T Li FACTORY DIRECT SINCE 1953 1 fpth CHAMPION ENCLOSURE 1:44 *44.14J 444 I SUPPLIERS WINDOWS •SIDING I PATI ROOMS Laminated Sandwich Panel Tests Patio Roof Panels Cantilever Diaphragm Tests Report No. TT 506006A January 17, 2007 (REV 0.0) Embossed Corporate Seal Submitted by: TERRAPIN TESTING, INC. 3206 LUVUNG DRIVE RANCHO CORDOVA,CALIFORNIA 95742-6830 Azil FAx[916] 853-943258 IAS,INC. No.TL-159 AccBr:orre° FLA TST2542 di ,'` Signed: 1---' O Rick Cavanagh `., Title: Vice President and Lab Manager Community Dated: January 17,2007 Affairs This Report is for the exclusive use of the Client named herein.Terrapin Testing,Inc.authorizes the Client to repro- National duce this report only if reproduced In its entirety. Sunroom The results of testing In this report apply only to the sam- Association pies supplied and under the stated conditions of testing. 4~Ommalmo Am.. The hard copy of this report is the final copy,and supersedes any electronic versions of the same,in case of disputes. 3206IurunuDalvERANCHoCoRoovA,CA 95742.6830 PHONE 19161853-9658 FAIL 19161853-9432 17/23 num Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 35 of 41 www.psengineers.com Tacoma,Washington MC1011100181 sin fin j1 II//a t ' ��,r/► 4 .<,1 , 4 d J J WINDOWS•OIOse i MIMES Report No. TT 506006A Table of Contents Main Report Report Cover 1 Table of Contents 2 Introduction 3 Report Identification 3 Sample Description 3 Results 4 Terrapin Testing,Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revh ion: 0.0 Approval: Report No.TT 506O06A Zssoe Date: 01-17-07 RWC Page 2 of 7 1823 num Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 36 of 41 www.psengineers.com Tacoma,Washington 1 roporanect awe tra 1 I MOWS•IMM16 1 MINIM 1.0 INTRODUCTION Champion Enclosure Suppliers(CES)contracted with Terrapin Testing, Inc. (LAB)to perform Cantilever Diaphragm tests,in accordance with ASTM E1803(Determining Strength Capacities of Structural Insulated Panels)which references ASTM E455(Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings),on its structural insulated panels. The LAB performed diaphragm,core density and coupon tests at its facility in Rancho Cordova,California.Section 3.0 below describes the panel configuration. This report summarizes the findings and conclusions of the aforementioned tests. 2.0 REPORT IDENTIFICATION (AC85 4.1, 4.2, AND 4.4) This report titled"Laminated Sandwich Panel Tests, Patio Roof Panels," was prepared by the testing lab,Terrapin Testing,Inc.,TL-159. The LAB is located at 3206 Luyung Drive,Rancho Cordova,California, 95742-6830.The LAB's unique job number,TT 506006A Identifies this report. This report was prepared at the request of CES. The proponent's cor- porate offices are at 12111 Champion Way, Cincinnati,Ohio,45241. CES's manufacturing facility is at 12111 Champion Way,Cincinnati, Ohio,45241. This report Is Issued as of the date on the report cover. The tests cov- ered by this report were performed during the months of October, 2006 through January, 2007. Curtis Holmes,Lab Technician,performed the tests. Terry Cavanagh,Technical Manager,supervised the tests. Rick Cavanagh,Lab Manager,prepared this report. 3.0 SAMPLE DESCRIPTION (AC85 3.1 AND 4.7) The products tested were laminated sandwich panels,3.75-inches thick and 36-inches wide. The panels were manufactured by CES at its Cin- cinnati,Ohio facility,in accordance with its QC manual dated January 11, 2006. The foam core was a pre-formed expanded polystyrene board(EPS)as manufactured by Insulfoam in Columbus,Ohio. The foam core was classified as Type II(1.5 pcf)EPS in accordance with ASTM C578 and as recognized in ICC ES ESR-1788. The foam core was a solid board throughout the test specimens. No core splices were used. Terrapin Testing,Inc" Laminated Sandwich Panel Tests Patio Roof Panda—DisPMapm ReviIon: 0.0 Approval: Report No.TT 506006A Issue Dab: 01-17-07 RWC Page 3 or 19/23 nsic Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 37 of 41 www.psengineers.com Tacoma,Washington 4 rACTRTOPIer Slaw 1151 � � / /// moo•IOW4 MO ROOMS The foam core is enclosed between two aluminum skins with alloy and temper of 3105-H274. The interior and exterior skins had a nominal thickness of 0.025-inch,and a measured base metal thickness of 0.0231-inch. The ASTM B209 mechanical properties for 3105-H274 aluminum are: min/max tensile-22.0/29.0 ksi,and ultimate yield 18.0 ksi. The components were bonded together with a moisture cure urethane adhesive,manufactured by Rohm and Haas Company. The adhesive is identified as Mor-Ad M-652 and is currently recognized with ICC ES under Report number ESR-1023. The adhesive was applied at a rate of 11.4 grams per square foot by means of a Black Brothers roll coater with a sprayed water mist of 1.9 grams per square foot applied to the adhesive to activate the curing process. The panels were then cured using a Black Brothers"pod" press,in accordance with the manufacturer's recommendations. Rick Cavanagh,Vice-President of Terrapin Testing,Inc.witnessed the manufacture of the panels on March 29,2006. He uniquely identified the panels with a permanent marker. His marks were identified when the panels were received at the LAB location. The panels were received in good condition at the LAB on September 21,2006. 4.0 RESULTS (AC85 4.10 AND 4.13) Diaphragm Load Tests Terrapin Testing,Inc.conducted"cantilever"diaphragm tests in accor- dance with ASTM E1803 and ASTM E455. The diaphragm specimens consisted of four(4),twelve(12)foot long panels connected together as shown in Figure 1. Load was applied using a spreader bar in a man- ner that represents a uniform load which would be applied to the roof diaphragm during a wind or seismic event. As required in ASTM E455,the Lab tested two(2)specimens. The av- erage failure load for the specimens was 5,650 pounds with a standard deviation of 210 pounds. The net deflection for the specimens was less than 0.08 inches per 1,000 pounds applied to the specimen. Terrapin Testing,Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No.TT 506006A Issue Date: 01-17-07 RWC Page 4 of 7 20/23 nsim Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 38 of 41 www.psengineers.coin Tacoma,Washington Ili ,, neutrino um iffis (`11ilf//hl /IrfI ii 4.44 444-.I.bif *WAN•IMMO 4 MOMS 3;-ittfirAti flifir M1,itti- /--I 41. L riiiilipOSOtaw .S7 tztt� V ,e , ti. fi r i , r tr.P21 —ht—i1: I I A i 0I - k_,‘,,. I 440 I 113 ;RASH �$ 1 46.6 aelt A4P41P I --- — r_.. T ....,...... =. ._ _ y - 4 ,&g \di fAct4. Terrapin Testing,Inc. Laminated Sandwich Panel Tests Patio Roof Panels—Diaphragm Revision: 0.0 Approval: Report No.TT 506006A Issue Date: 01-17-07 RWC Page 5 of 7 21/23 MN Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225IIE Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Stmctural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 39 of 41 www.psengineers.com Tacoma,Washington Eiji 4 Pitille OPEC ME to rW/► II//j 1 /Iif0 MOM•OMNI I MOM= #'8.5115'atea!16 . •ft NA _________I-Twr MR 1 - It°&,-1% 64,4i6,:...c..00. 0 P.,-A'N 'L pia" r_tom.,c lz� ce Ftwe ' 2-gip tis J1-, 111 015 lit Misr` . Mtn' v 0 Terrapin Testing,Inc. Laminated SaeMwleh Panel Tests Patio Roof Panela—DlaphraOen Revision: 0.0 Approval: Report No..TT 506006A Issue Dab: 01-17-07 RWC Page 6 of 7 22/23 NEPortland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Stnutural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 40 of 41 www.psengineers.com Tacoma,Washington A •ACKSVOINec? ME= nul (,j r1if/aVIlt/h 4 .e.44 44J1.4� WIDOWS•SONO 4 WORM aS iH "Hita-----Pr 5,0 0 ,,,,,,, , .-ire/, . ' : •irr � ' Fy5i,il15 PI 'r P 0. Zeol '11111 " -~ "5 IP ride. WV/4 Terrapin Testing,Inc. tanrhrated Sandwich Panel Tem Patio Roof Panels—D aphragrn Revi ion: 0.0 Approval: Report No.7T 506006A Issue Date: 01-17-07 RWC Page 7 of 7 23123 nsis Portland Office 9400 SW Barnes Road,Suite 100 Portland,Oregon 97225 Project: 16-353 Date: 10/7/2016 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 110 Designer: TQH Sheet 41 of 41 www.psengineers.com Tacoma,Washington '