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BLD2020-1171+Pergola Calculations+10.30.2020_8.41.22_AMPSE CONSULTING EN❑INFERS- INC. REVIEWED Tll \\ . �� �: ll _ ll \�A BY CITY OF EDMONDS k\1 IN 11--,11 I1 III 11N11 C,AL �ULAl H �11__ 31 PROJI_CT: Aluminum Pergola PROJECT LOCATION: 101 Main St, Edmonds, WA 98020 PSE PROJECT NUMBER: Seattle Shade 220-1 DATE: October 21, 2020 BY: Nabil Taha, Ph.®., P.E. 7,i-2v 20 rxp. 4/4/21 250-A Main Street E-Mail: info a stnicturel.com Klamath Fails, OR. 97601 Web: www.struoturel.com ph. (541) 850-6300 fax (541) 850-6233 N y.� PSE C®NSULTINC ENGINEERS INC. r "ect a cri tion: The project is a lattice pergola for decorative sunshade purposes. The lattice pergola is up to 11' high. The lattice pergola is not designed as a roof or to be used as a deck. Pergola is not designed to support climbing plants, regular plants or any additional loads beside pergola self- weight. 250-A Main Street E-Mail; info r ,stnictiire l .coni ph, (54 i) 850-6300 Klamath Falls, OR. 97601 Web: www.strueturel.coni fax (541) 850-6233 4 PSE CONSULTING ENC3INEERS INS. Subject: 1- References 1 Software: 2- Design Criteria: 3- Pergola Analysis & Design: 4- Connection Design: Page: 10-99 100-199 1,000 — 1,499 1,500 — 1,999 250-A Main Street E-Mail: info@stnicturel.com Klamath Falls, OR. 97601 Web: ov%mstnicturel.com ph. (541) 850-6300 fax (541) 850-6233 EF 0 1- Literature: PSE CONSULTING EN%INEERS INC. a. 2015 International Building Code With Washington State Amendments. b. Aluminum Design Manual, ADMI -- 15, Aluminum Association 2- Software: a. RISA 3D Version 17.1, RISA Technologies, 26212 Dimension Dr. Suite 200 I () 250-A Main Street E-Maii: info(a)stnfcturel.coni ph. (541) 850-6300 Klamath Palls, OR. 97601 Web: www.stiucriirel.com fax (541) 850-6233 10Z0WWig.m111 .—-- NO,j 1- Location: PSE CONSULTING ENGINEERS INC. Design Criteria: 101 Main St, Edmonds, WA 98020 2- Seismic: RC II SDC D Site Class D Ss 1.27 S1 0.498 Sos 0.847 SDI 0.499 E 1.00 R 1.25 3- Wind: Ultimate wind speed Exposure RC 4- Roof Snow: 25 psf. 5- Roof Dead Load: 3 psf 2 () 110 mph (3 s. gust) D 11 250-A Main Street E-Mail: infoCastnicturel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www,structtirel.com fax (541) 850-6233 �2I 101512020 aTC Hazards by Location Search Information Address: 101 Main St, Edmonds, WA 98020, USA Coordinates: 47.812507,-122.382071 Elevation: 16 ft Ti mesta m p: 2020-10-05T20:35:26.325Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D ATC Hazards by Location 16 ft Seattle t> Map data @2020 Google MCBR Horizontal Response Spectrum [design Horizontal Response Spectrum Sa(g) sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 60 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description Sg 1.27 MCSR ground motion (period70.2s) 81 0.498 MCER ground motion (period=l.Os) SMS 1.27 Site -modified spectral acceleration value SM1 0.748 Site -modified spectral acceleration value Sps 0.847 Numeric seismic design value at 0.2s SA SD1 0.499 Numeric seismic design value at 1.0s SA ®Additional Information Name Value Description SDC D Seismic design category Fa 1 Site ampliftwtion factor at 0.2s F 1.502 Site amplification factor at 1.Os hops:/thazards.atcouncil.org/#I/seismic?lat=47.812507&lrng=-122.382071&address=101 Main St%2C Edmonds%2C WA 98020%2C USA 112 �2 101512020 ATC Hazards by Location CRS 0.985 Coefficient of risk (0.2s) CR1 0.951 Coefficient of risk (1.0s) PGA 0.515 MCEC peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.515 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.27 Probabilistic risk -targeted ground motion (0.2s) SSUH 1,289 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.51 Factored deterministic acceleration value (0.2s) S1 RT 0.498 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.524 Factored uniform -hazard spectral acceleration (2% probability of exceedanco in 50 years) S1 D 0.603 Factored deterministic acceleration value (1.0s) PGAd 0.571 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U,S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by IatitudeJlongitude location in the report. https:/Ihazards.almurtcii.orgiltlseismic?lat=47,812507&Ing=-l22.382071&address=i01 Main Sl %2C Edmonds%2C WA 98020%2C USA 212 10/512020 Hazards by Location ATC Hazards by Location Search Information Address: 101 Main St, Edmonds, WA 98020, USA Coordinates: 47.812507,-122.382071 Elevation: 16 ft Timestamp: 2020-10-05T20:34:40.679Z Hazard Type: Wind ASCE 7-16 MRI 10-Year _..__.___--------- 67 mph MR125-Year 73 mph MRI50-Year -------------------- 78 mph MRI 100-Year -------- -------__ 83 mph Risk Category I ---------------- 92 mph Risk Category II ---------------- 97 mph RiskCategorylll-------- 104 mph Risk Category IV .------------ 108 mph ASCE 7-10 MR110-Year 72 mph MR125-Year 79 mph MR] 50-Year--------------- 85 mph MRI100-Year-------------- 91 mph Risk Category I ----------- 100 mph Risk Category II ---------- 110 mph Risk Category III -IV ------- 115 mph ASCE 7-05 ASCE 7-05 Wind Speed ------- 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation tines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this websita. Users of the information from this website assume all liability arising from such use. Use of the output of this wobsite does not imoiV aooroval by the oovernino buildino code bodies responsible for building coda aooroval and iniernretation for the https:ifhazards.atcouncil.ofg/#A�rind?Iat-47.812507&ing=-122.382071 &address7101 Main St%2C Edmonds%2C WA 98020%2C USA 112 9-q MecaWind v2329 ,i= -n,_., w".;w.meca.biz, -J Calculations Prepared by: Date: Oct 05, 2020 File Location: \\KF-DATA\ENG - Project\KF2020 Multiple\Seattle Shade & Awning\220-1 Pergola [9A\ Dsgn Engineering\Desigr. Criteria\rc,eca.wnd Basic Wind Parameters wind Load Standard - ASCE 7-10 Exposure Category D wind Design Speed - 110.0 mph Risk Category - II Structure Type - Building Building Type Open General Wind Settings Incl LF = Include ASD Load Factor of 0.6 in Pressures False DynType = Dynamic 'Type of Structure Rigid NF = Natural Frequency of Structure (Mode 1) 1.000 Hz Ali. = Altitude (Ground Elevation) above Sea Level 0.000 ft Bdist = Base Elevation of Structure 10.000 ft SDB Simple Diaphragm Building False Reacs - Show the Base Reactions in the output - False t•7,4FRSType - MWFRS Method Selected - Ch 27 Pt 1! Topographic Factor per Fig 26.8-1 Topo Topographic Feature = None Kzt W Topographic Factor - 1.000 Building Inputs Roof Type; Roof Type = ..cnoSlope h t.ean Roof Height ll.000 ft L ; width Normal to Ridge= 1.1.750 ft D : Length Along Ridge = 16.000 ft WindFlow; Wind Flow Method = Clear Slope Slope of Roof = 0.0 Deg Exposure Constants per Table 26.9-1: Alpha:-Const from Table 26.9-1= 11.500 Zg: Const from Table 26.9-1= 700.000 ft At: Const from Table 26.9-1= 0.087 Bt: Const from Table 26.9-1= 1.070 Am: Const from Table 26.9-1= 0.111 Bm: Const from Table 26.9-1= 0.800 C: Const from Table 26.9--1= 0.150 Fps: Const from Table 26.9-1= 0.125 Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 - For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Facto,- Category II Rigid Structures - Complete Analysis Zm - 0.6 * Ht = 7.000 ft Izm Cc * (33 / Zm) 0.167 = 0.194 Lzm 1, * (Zm / 33) Epsilon = 535.472 Q (1 / (1 + 0.63 ((B + Ht) / Lzm)^0.63)1^0.5 = 0.928 G2 0.925*((1+1.7*1zm*3.4'4)/(1+1.7*3.4*lzm)) = 0.890 Gust Factof: Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Main Wind Force Resisting System (24WFRB) Calculations per Ch 27 Part 1: LF = Load Factor based upon STRENGTH Design = 1.00 Zh = tdean Roof height for Kh: h + Base Dist = 21.000 ft Kh _ Since 15 ft [4.572 m) < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 1.092 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 28.76 psf MWFRS pressures per Fig 27.4-4 on Monoslope Free Roof - Wind Dir 0 Deg All wind pressures include a load factor of 1.0 Load Case Cn:e Cnl Pnw Pn1 psf psf Load Case A 1.200 0.300 29.34 7.33 Load Case B -1.100 -0.100 -26.89 -2.44 Notes: P11w � Pressure on windward portion of roof: qh*G*Cnw*LF {Eqn 27.4-41 Pnl = Pressure On Leeward portion Of roof: qh*G*Cnl*ILF [Eqn 27.4-41 All wind pressures include a load factor of 1.0 + Pressures Acting TOWARD Surface - Pressures Acting A4IAY from Surface Open Building Along Ridge Pressures per Fig 27.4-7 - Wind 90 Deg All wind pressures include a load factor of 1.0 Q5 Roof Var Start End CnA C B Pressure Pressure Dist Dist PnA MR ft ft psf psf Roo£ 1 0.000 11.000 -0.800 0.800 -19.56 19.56 Roof-2 11.000 22.000-0.600 0.500 -14.67 12.22 Notes Roof Pressures: Start Dist = Start ➢ist from Windward Edge End Dist - End Dist from Windward Edge CnA = Cn for Load Case A UR - Cn for Load Case B PnA = qh*G*CnA {Eqn 27.4-31 Pn8 - qn*q*CnB {Eqn 27.4-31 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface v F PROJECT: CLIENT: PAGE: DESIGN BY: NP i JOB NO.: ETC-217-20 DATE: 513112017 REVIEW BY: Seismic Analysis Based on 2016 CSC12015 IBC(Equivalent Lateral Force Procedure, ASCE 7-10 INPUT DATA DESIGN SUMMARY Typical floor height h = 11 ft Total base shear Typical floor weight wx = 1 kips V = 0.68 W, (SD) = 1 k, (SD) Number of floors n = 1 — 0.48 W, (ASD) = 0 k, (ASD) Importance factor (ASCE 11.5.1) )e = 'I . ` Seismic design category = D Design spectral response Sos = . 0.647. g hn = 11.0 ft Sot = U.499 . g W = 1 k Mapped spectral response St = 0.498 g k = 1.00 , (ASCE 12.8.3, page91) The coefficient (ASCE Tab 12.8-2) C, = 0,02 Ywxhk = 11 The coefficieni(ASCE Tab, 12.2.1) R = 1.25 x = 0.75 , (ASCE Tab 12.8-2) Ta = C, (hn)x = 0.12 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FARCES Level Level Floor to floor Height Weight Lateral farce (& each level Diaphragm force No. Name Height hx wr w.hY, Cyr F, Vx O. M. XF; F.W; Fr,.t ft ft k k k k-ft k k k 1 Roof 11.0 1 11 1.000 0.7 0.7 1 0 11.00 0.7 Ground 0.0 7 PSE CONSLILTINe ENGINEERS INC. 250-A Main Street E-Mail: info@structurel.com ph. (541) 850-6300 Klamath Fails, OR. 97601 Web; wlvw.stmeturel.com fax (541) 850-6233 V— 5 Pergola louvers Project Number Seattle Shade 220-1 Sheet I / Uo 0 Project Name Designed by Date 10/5/2020 Subject louvers design Checked by NT Date `drib Width= 0.75 ft Loads: Total Loads DL m 30 psf X 0.75 ft — 2.25 pif RLL = 200 psf X 0.75 ft = 15 plf WLA = 27 fi7 - psf X 0.75 ft = 20.75 pif '. WLB = 25 36= psf x Ift = -19,02 Of 1 r 14'-9" IIo<li Y �X L� M 1 r i i PSE SK-1 IE Louver Oct 21, 2020 at 1:04 PM Seattle Shade 220-1 Louver.r3d j�ooZ_ Y -.002 klft TA1\AL4JU � Z �N�\ L I 4WI� L�ln�zwL �,�Affzv\ Loads: BLC 1, Dead PSE SK-2 IE Louver Oct 21, 2020 at 1:04 PM Seattle Shade 220-1 Louver.r3d Y� 17— _, X -.015k/ft L2, LILL �dl Loads: BLC 2, Roof Live PSE SK-3 IE Louver Oct 21, 2020 at 1:05 PM Seattle Shade 220-1 LouverAd 1f au+-{ Y �X -.019k1ft ]\A V� 11 UU I I wd U � � M�� WU W � WU AV\A N\ /A WA /At\ I �4v Loads: BLC 2, SL PSE SK - 3 IE Louver Oct 21, 2020 at 1:08 PM Seattle Shade 220-1 Louver.r3d Y �X -.022 VA �/I wd 14� U L� /V\ A J�, � Lu A/A/Al AA/\A r -N-1 42 Loads: BLC 3, WLA PSE SK-4 IE Louver Oct 21, 2020 at 1:08 PM Seattle Shade 220-1 Louver.r3d 11006 Y �Lx � � � � � � � � r, T , IT r�� T r VI .021 klft Loads: BLC 4, WLB PSE SK - 5 I E Louver Oct 21, 2020 at 1:09 PM Seattle Shade 220-1 Louver.r3d f ( o 0 _-1- ��� Code Check Y ( Env) No Ca1c, X > 1.0.0 .90-1.0 .75-.90 .50-.75 0.-.50 .97 Member Code Checks Displayed (Enveloped) Envelope Only Solution PSE SK - 6 IE Louver Oct 21, 2020 at 1:09 PM Seattle Shade 220-1 LouverAd / 0 ("g Company PSE IIIRISA Designer IE Job Number Seattle Shade 220-1 F.., ,', .,-„ , Model Name Louver Oct 21, 2020 1:09 PM Checked By: NT Aluminum Properties 1 ahol F flacil n Weil hh i Thorm Ill r)anciheflrlfl Tnhla R d let Punecil Fhenrcil Prwf ecil FQ,ne-cil r+ 1 3003-1-114 10100 3787.5 .33 1.3 .173 Table BA-1 1 19 ­1-6-7-13 12 141 2 6061-T6 10100 3787.5 ' .33 1.3 = i173 Table BA-2 1 38 35 35 24 ' 141 3 6063-T5 10100 3787.5 .33 1.3 .173 Table 13.4-2 1 22 16 16 13 141 4 6063-T6 ' 10100 3787.5 '.33 1.3 ' . 173 Table 13.4-2 '' 1 30 25 . 25 =' 19 ' 141 5 5052-1-134 10200 3787.5 .33 1.3 .173 Table BA-1 1 1 34 26 24 20 141 6 ' `6061-T6 W 10100 3787.5 .33 A1:3 ` `:173 Table 6.4--1 1 24 `' ' 15 15 15 141 Aluminum Section Sets Label Shape Tvoe Desi n List Material Desi n ... A in2 I in4 Izz in4 J in4 1 Louver Shade Louver Beam Rectangular Tu.. 6063-T6 T ical 1.65 1 .69 1 13.8 11.201 Joint Coordinates and Temperatures 2 I N2 1 14.75 1 0I 0 I 1 a Joint Boundary Conditions 1 2 1 N2 I I ''Reaction 'I Reaction 'I ' Reaction 1 1 1 Aluminum Desi n Parameters Label Sha e Len th ft Lb ft Lbzz ft Lcom to ft Lcom bot ft L-tor ... K Kzz Cb Functi... 1 M1 Louver 14.75 1 1 1 Lateral Basic Load Cases Rl r, riecrriMinn (`okanr.nr Y V r,ravity 7 Wm Dn M rliofril.ul A—IKA 1 Dead DL -1 1 2 ..:SL SL ..'... 1 3 WLA WL+Y 1 4 `" WL8 WL-Y 1 Load Combinations .- . . a-.- - - - 0 • : �©101 �m0■■■■ ■■■ ■■■■■ ■ © -101m0®�■■ ■■■■■■■■■■■ ■ - MISSION ®C�®® ®®®■®®®®®® ORMEM- o—mo®�®® ■■■■■■■■■■■ ■ 115091030 ® MINOMEHIIIIII®®®■ ®®■®■®■® ©0■■ONE ■■ ■■■■■■■■■■■ ■ m�i '■ © MI0■■■■ ■■■■■■■■■■■ ■ ® = 101111111IME111®®® ®■■■®®■®■®■®■® RISA-31D Version 17.0.4 [1... 1... 1... 1...1...1220-1 Pergola WA1Dsgn EngineeringIouverIouver.r3d} Page 1 Company Designer INIRISAJob Number Model Name PSE IE Seattle Shade 220-1 Louver A10o`� Oct 21, 2020 1:09 PM Checked By: NT Member Distributed Loads DLC 9 : Dead Member Label Direction Start Ma nitude[ktft,F,ksfl End Ma nitude klftF ks Start Location ...End Lo tion f... 1 M 1 Y -.002 -.002 1 0 0 Member Distributed Loads (BLC_2_: SLL_ Member Label Direction Start Ma nitude k!ftF ks End Ma nitude klft F ksfl Start Location ...End Location f... 1 M 1 I PY I -.019 -.019 0 0 Member Distributed Loads (ELC 3 : WLA} Member Label Direction Start Magnitude klft F ks End Ma nitude klft F ks Start Location ...End Location f... 1 M1 L Y -.022 -.022 0 0 Member Distributed_ Loads (ELC 4 : WLE) Member Label Direction Start Ma nitude klftF ks End Ma nitude klft F ks Start Location ...End Location f... 1 M1 Y .021 .021 0 Envelope Joint Reactions Ininf Y ffrl 1 r: V flel 1 C` 7 WI I r KAY nr-ftl I f7 AAV fle-ftl I (. KA7 fk-ftl I f Envelope Member Section Forces Envelope Member Section Deflections Service Member Sec x finl LC in LC z in LC x Rotate r... LC n LI ` Ratio LC (ni UZ Ratio LC 1 M1 1 max 0 8 0 8 0 8 0 8 NC 8 NC 8 2 min 0 1 0 1 0 1 0 .1 ` ;NC 1 NC .. 1. 3 2 max 0 8 0 8 3.829 4 0 8 NC 8 326.75 1 4 -'` min 0 1 0 1 -1.39 8 0 1 NC 1 46.23 "4 5 3 max 0 8 0 8 5.374 4 0 8 NC 8 232.809 1 6 min :0 1' 0 1 -1.951 8 0 1 NC 1 32.939 4 7 4 max 0 8 0 8 3.529 4 0 8 NC 8 326.75 1 8 min 0` 1' 0 1 -139 :8 "0 1 NC 1 46.23 4 9 5 max 0 8 0 8 0 8 0 8 NC 8 NC 8 10 min 0 1 0 1 0 1 0 1 NC 1 NC 1 RISA-31D Version 17.0.4 [ ...1...1...1...1...1220-1 Pergola WA1Dsgn Engineering\Louver\Louver.r3d] Page 2 ilolo Company PSE Designer IE IMIRISAJob Number Seattle Shade 220-1 Model Name Louver Oct 21, 2020 1:09 PM Checked By: NT Envelope AA ADM9-95: ASD e Building Aluminum Code Checks Member Shape Code C... Loc ft LC Shear— Loc[ftl Dir LC Pnc10... Pnt/Om... Mn 10... Mnz/O... Vny/O... Vnz/O... Cb E n 1 I M1 Shade Lo.. .969 17.37514 1 .095 1 0 1 z 4 1 1.131 1 25 .79 1 2.304 1 7.889 12.182 11 -1-1 RISA-31D Version 17.0.4 [1...1...1...1...1...1220-1 Pergola WA1Dsgn Engineering\Louver\Louver.r3d] Page 3 Pergola Design Project Number Seattle Shade 220-1 Sheet I Project Dame Designed by ISE Date 10/5/2020 Subject Design loads Checked by Date Dead Load m 3 - psf Snow Load = 25 = psf Wind Load, X- Direction W LA Vertical, Windward z9 34 psf Vertical, leeward 7 33.._- psf Lateral NA : psf X 1.50 ft = 44.0 plf WLB Vertical, Windward 2fi>89 , psf Vertical, Leeward 2;44 psf Lateral 26 89 psf X 1.50 ft = -40.3 plf Wind Load, Z- Direction W LA Vertical psf Lateral HE psf X 1.50 ft = -29.3 pif WLB Vertical 195 psf Lateral T.O.1597i psf X 1.50 ft - 29.4 plf Seismic Load Lateral Seismic Force; V=Cs x DL Cs = 0.68 as per page 24 DL = 3.0 `> psf ` V = 2A4 'psf y zv,�� X 6 4 34 2 11 71KS 13 10 7 15 Envelope Only Solution PSEI SK - 1 €SE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D U Y Z X �� M3 My to M 2 Envelope Only Solution PSEI SK - 2 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R30 y A Z X -.03ksf r -.04 41 r� -.04 h 1411 Loads: BLC 3, WLA (Normal to Ridege) Envelope Only Solution PSEI SK - 5 1SE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R31D y Z X Loads: BLC 4, WLB (Normal to Ridege) Envelope Only Solution PSEI ISE Seattle Shade 220-1 Pergola Design Oct 21, 2020 at 1:12 PM 2020-10-20 3D Pergola.R3D y Z X -.02ksf n x n -.03'1 klft M1\ -.031 Wft Loads: BLC 5, WLA (Along to Ridege) Envelope Only Solution (PSE1 SK-7 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D Jam; Y A Z X Loads: BLC 6, WLB (Along to Ridege) Envelope Only Solution PSEI ISE Seattle Shade 220-1 Pergola Design SK-8 Oct 21, 2020 at 1:12 PM 2020-10-20 3D Pergola.R3D Y z x ti m � T � 7,167 t Loads: BLC 7, ELX Envelope Only Solution PSEI SK - 9 IS Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.RM v 0 �-' Y Code Chock {Ern) A� No C01c > 1.0.0 Z X .90-1.0 .75,90 t. .50-.75 0.-.50 I I I N N E E I I M 7+7 N N Member Code Checks Displayed (Enveloped) Envelope Only Solution PSP! Pergola Design SK - 11 ISE Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D Company PSEI Designer ISE Job Number Seattle Shade 220-1 Model Name Pergola Design 1 io)-3 Oct 21, 2020 1:12 PM Checked By: NT Aluminum Pro er ies I �hol P [1-0 (, rlrcil M,. Th- Ill ncncihr WFt T�hro R A 0 PhdL-il Phdrrcil P-M-il 9:-R cil ("t 1 3403-H14 10100 3787.5 .33 1.3 .173 Table B.4-1 1 19 16 13 12 141 2 6061-T6 ' 10100 3787.5 ' <.33 1.3 ' .173 Table B.4-2 :: 1 38 35 ' 35 : 24 ' 141 3 6063-T5 10100 3787.5 .33 1.3 .173 Table B.4-2 1 22 16 16 13 141 4 ' 6063-T6 > 10100 3787.5 .33 1.3 173 Table B.4-2 1 30 25 ; < 25 ' 19 ' 141 5 5052-H34 10200 3787.5 .33 1.3 .173 Table B.4-1 1 34 1 26 24 20 141 E3 .6061-T6 W 10100 13787.51 .33 1 1.3 173 1 Table B.4-1 I .:.1 24 ` 15 '> ' 15 1 15 141 Aluminum Section Sets I �h.l zh.- T-. r)-i- 1 icf AAotcriol n-i- A rinm h- Ni Al i- rinAl I rinAl 1 Perimeter beam 1.61X9.3X.121 ALA Beam Rectangular Tu.. 6063-T6 Typical 3.48 5.85 33.59 4.238 2 Interior Beam `RT2X8X0.25 Beam`I RectangutarTu.. 6063-T6 Typical 4.75 3.224 32.599 9.681 3 Column 4.3x4.3x.1 Pillar Column I Rectangular Tu.. 6063-T6 Typical 1.68 4.942 4.942 7.409 4 Front Perimeter : 2 RT 2x8x.25 - Beam Rectangular Tu.. 6063-T6 T ical ' 9.5 115.948 65.19 40 , Joint Coordinates and Temperatures 1 FV 1 V I I I.GJ V 2 N2 :. 14.76 `: ; 11 -1.25 0 . . . 3 N3 14.75 11 -16 0 4 N4 0 11 ' `-16 0 5 N5 14.75 11 -9.5 0 6 NO `' .0 11 -9.5 .0 - 7 N7 14.75 0 -1.25 0 8 N8 .:: 0 0 -1:25 0 9 N9 14.8 11 -3 0 10 N10 : 29.55 `.: 11 .. -3 0 11 N11 29.55 11 -16 0 12 N12 ' 14.$ 11 -16 `>0 13 N 13 29.55 11 -9.5 0 14 N14 14.8 "11 -9.5 0 15 N 15 29.55 0 -3 0 16 N16 >14.75 11 ` ^3 0 17 N17 2.107143 11 -16 0 18 N18. 4.214286 11 `-16 ..0 19 N19 6.321429 11 -16 0 20 N20 ' 8.428571 ' 11 -16 0 21 N21 10.535714 11 -16 0 22 -N22 ` . 12.642857 11 =16 0 23 N23 16.907143 11 -16 0 24 N24 ;`;19.014286 11 '< -16 0 25 N25 21.121429 11 -16 0 26 N26 23.228571 11 '. -16 0 . 27 N27 25.335714 11 -16 0 28 N28 :27.442857 11 '. ... -16 _ 0 Joint Boundary Conditions Wn f I o1-1 Y rlelinl Y rlrlinl 7 rww Y Qnt rlr_ftlraril Y Qm rL-W orll 7 Gnt f e-01-ll 1 N3 Reaction Reaction Reaction 2 '` N4 ``Reaction '` "Reaction ` ` Reaction " 3 N7 Reaction Reaction Reaction Reaction Reaction Reaction 4 ' N8 Reaction Reaction Reaction =Reaction Reaction Reaction RISA-31D Version 17.0.4 [1...L..1... 1... \-A ... 1Dsgn Engineering\Pergola12020-10-20 3D Pergoia,R3D] Page 1 1 / 0-i,.f Company PSEI Designer ISE Job Number Seattle Shade 220-1 Model Name Pergola Design Joint Boundary Conditions (Confinued) Oct 21, 2020 1:12 PM Checked By: NT 6 N12 " .` Reaction ` Reaction Reaction 7 N15 Reaction Reaction Reaction Reaction Reaction Reaction . 8 N17 Reaction > Reaction Reaction 9 N18 Reaction Reaction Reaction 10 ::N19 Reaction Reaction' ' Reaction 11 N20 Reaction Reaction Reaction 12 N21 Reaction Reaction Reaction 13 N22 Reaction Reaction Reaction 14 'N23 Reaction Reaction 'Reaction 15 N24 Reaction Reaction Reaction 16 N25 Reaction Reaction Reaction 17 N26 Reaction Reaction Reaction 18 N27 Reaction Reaction Reaction 19 N28 Reaction Reaction Reaction Member Primary Data i nhal I mint I mint W mint Rntotolrio Coniin /qh­ T,m ne inn I ict RA�ierini ne inn P ie 1 M1 N2 N1 Perimeter be... Beam Rectangular Tubes 6063-T6 T icaf 2 M2 N1 N4 %Perimeter be— Beam Rectangular Tubes 6063-T6 j1pi6al 3 M3 N4 N3 Perimeter be... Beam Rectangular Tubes 6063-T6 T ical 4 'M4 ' N2 N3 Perimeter be... Beam ' Rectangular Tubes ` 6063 T6 T icaf 5 M5 N7 N2 Column Column Rectan ular Tubes 6063-T6 Tvoical 6 M6 N8 N1 Column Column Rectangular Tubes" 6063-T6 Typical 7 M7 N10 N9 Perimeter be...1 Beam Rectanciular Tubes 6063-T6 I Tygical .8 :M8 ` N9 N12 Perimeter be... Beam ` >Rectan ulw Tubes ` 6063-T6 Tvoical 9 M9 N12 N11 Perimeter be... Beam Rectangular Tubes 6063-T6 T icaf 10 M10 N10 N11 Perimeter be... Beam:RectangularTubes' 6063-T6 'T ical 11 M11 N15 N10 Column Column Rectangular Tubes 6063-T6 Typical 12 M12 N9 '' N16 'I RIGID None' "None ' RIGID Tvpllcal Aluminum Design Parameters Laoe1 z)na e r en ton LOWITU LOZZM1 LCOMP IODIRI LGOMD OUT r< L-tor .. n VV MZZ UD runcTl... 1 M1 Perimeter beam 14.75 .75 .75 .75 .75 Lateral 2 M2 Perimeter beam 14.75 .8 6 ` " Lateral 3 M3 Perimeter beam 14.75 .75 .75 .75 .75 Lateral 4 - 'M4 ` `;`, Perimeter beam: 14.75 ,6 ..; .6 Lateral 5 M5 Column 11 Lbvv Lateral 6 ', ' M6 Column 11 .....Lb Lateral 7 M7 Perimeter beam 14.75 .75 .75 .75 .75 Lateral 8 , : M8 Perimeter beam :13 .6 :6 Lateral 9 M9 Perimeter beam 14.75 .75 .75 .75 .75 Lateral 10 M10 Perimeter beam 13 6 :6 Lateral 11 M11 Column 11 LWY Lateral Basic Load Cases n1 r Y V (,r-Ahi 7 C4r jihr _mint O7 f r)ictrihnt A— AA Cnr{aro 1 DL DL -1 2 2 SL SL . _, ...... :: 2 3 WLA Normal to Ride e WL+Z 2 4 4 WLB Normal to Ride e WL-Z 2 4 5 WLA(Along to Ride e WL+X 2 2 RISA-31D Version 17.0.4 [1... I ... 1... 1...L..I... 1Dsgn EngineeringlPergola12020-10-20 3D Pergola.R3D] Page 2 Company PSEI Designer ISE INORISAJob Number Seattle Shade 220.1 Model Name Pergola Design Basic Load Cases (Continued) Oct 21, 2020 1:12 PM Checked By: NIT tJLU uescrumon gate 0 A �ravitv Y loravu L uravitv JOlnt Feint uismon. Area M... zweace... 6 WLt3(Along to Ride e WL-X .: 2 2 7 BLX ELX 2 8 ELZ ELZ 2 9 BLC 1 Transient Area Loads None 4 10 BLC 2 Transient Area Loads None 4 11 BLC 5 Transient Area Loads None 4 12 BLC 3 Transient Area Loads None 4 13 BLC 6 Transient Area Loads None 4 14 BLC 4 Transient Area Loads None ' 4 15 BLC 7 Transient Area Loads None 4 16 BLC 8 Transient Area Loads None 4 Load Combinations Yes :'Y Yes Y Yas Y Member Area Loads (BLC' : ®L) I IV I IVY IVJ IV4 ^.VVJ 7 NQ N17 N19 NI4n Y A^R nn� Member Area Loads (BLC 2: SL) Member Area Loads (BLC 3: WLA (Normal to Ridege)) Joint A Joint B Joint C Joint D Direction Distribution Magnitude(ksi] RISA-3D Version 17.0.4 ...1Dsgn Engineering\Pergola12020-10-20 3D Pergola.Mj Page 3 Company PSEI Designer : ISE INIRISAJob Number Seattle Shade 220-1 . _ Model Name Pergola Design i/o )4 opt 21, 2a20 1:12 PM Checked By: NT Member Area Loads BLC 3 : WLA Normal to Ride a Continued Ininf A _inin4 R Inint C _hint n niro,fi n nictrihi Jinn AAa niilir H,f f1 1 N1 N6 N5 N2 Y A-B -.03 2 :. .: N6 N4... N3 .N5 Y A-B "-.008 3 N9 N14 N13 N10 Y A-B -.03 4 N14 N12 N11 N13 Y A-B -.008.< Member Area Loads (BLC 4 : WLB (Normal to Rid_ ege)) 1nin4 ❑ Inin4 R Ininl C hint n ni-t;­ nicfrihnlinn RA-iil uiaf -ft 1 N1 N6 I N5 I N2 I Y A-B ,027 2 N6 N4 >N3 N5 Y A-B .003 3 N9 N14 N13 N10 Y A-B .027 4 N14 N12 N11 N13 Y A-B 1 .003 Member Area Loads (BLC 5: WLA (Along to Ridepe)) I IV F IVY !VV IVG 2 N9 N12 N11 N10 .Y A-B -.02 Member Area Loads (BLC 6: WLB (Along to Ride__qe)) 2 I N9 N12 1 N11 I N10 I Y A-B 1 .02 ) Member Area Loads (BLC 7: ELX) I 14 I IYY IVV IYG !1'Ll '.VVG Member Area Loads (BLC 8 : ELZ) Joint A Joint B Joint C Joint D Direction Distribution Macinitudi ks 1 N1 94 N3 N2 Z A-B -.002 NA I N1? : N11 1 Nin 7 :.I A-R I -W? Envelone Joint Reactions Joint X k LC Y k LC Z k LC MX (k-ftl LC MY lk-ftl LC MZ lk-ftl LC 1 N3 max .17 3 .366 5 .M 9 0 181 0 18 0 18 2 < ` rein -166 '" 9 `-.086 ` 13 "_`224 3 0 1 ;, 0 1 0 :" : 1 3 N4 max .052 15 .167 5 .24 8 0 18 0 18 0 18 4 min -.031 9 `= 2 13 = 211 14 0 1 0 1 0 1 5 N7 max .032 17 :7 6 0 17 0 8 .029 15 30 9 6 ` min -.033 13 '>` - '14 0 14 0 14 ` -:024 14 ' -:381 15 7 N8 max 033 17 .87 6 0 8 0 8 .047 10 2 9 8 min -.03 13 : �-.687' ` 14 ;:0 14 0 14 ' '-.055 4 - 381 15 9 N11 max .179 3 .139 5 5 9 0 18 0 18 0 18 10 ` min -.172 9 `::. 418 13 ` -:342 3 0 1 0 :1 0 ::; 1 .. 11 N12 max .058 15 .251 5 .26 8 0 18 0 18 0 18 12 min -.051 9 -.05 13 =233 14 0 1 0 1 > 0 13 N15 max .031 17 1. 54 6 0 8 0 4 .046 8 .296 9 14 min .029 13 -.611 14 :0 :14 0 10 -.039 14 -.353 15 15 N17 max .022 17 1f 5 .145 9 0 18 0 18 0 18 16 min 0 1 =:19 13 , =:189 15 0 1 0 ,::: 1 ;:,0 :: 1 17 N 18 max .022 17 .463 5 .024 18 0 18 0 18 0 18 18 min 0 1 -.144 . '.; 13 -.014 9 0 1 0 1 0 1 19 N19 max .022 17 .489 5 .022 16 0 18 0 18 0 18 RISA-31D Version 17.0.4 [1... I ... 1... 1... I ... 1...1Dsgn Enginoering\Pergola12020-10-20 3D Pergo1a.R3D] Page 4 Joint X k LC Y fkl LC Z k LC MX (k-ftl LC MY k-ft LC MZ k ft LC 20 min 1 0 1 . -.152 '13 - 002 15 0 1 0 1 . '' 0 1 :' 21 N20 max .022 17 .484 5 .022 18 0 18 0 18 0 18 22 min 0 1 -.151 `:' 13 =:003 9 .0 1. 0 1 0 1 23 N21 max .022 17 .485 5 .031 9 0 18 0 18 0 18 24 min 0 1 -151 ;` 13 =.033 3 0 1 0 1. 0 1. 25 N22 max .022 17 .486 5 .336 3 0 18 0 18 0 18 26 ' min 0 1 =.151 13 - 314 9 0 1 0 1 0 '' `: 1 27 N23 max 1 .019 17 .532 5 .196 9 0 18 0 18 0 18 28 min 0 1 -.165 13 - 218 '` 3 ": 0 1 0 1 0 1 29 N24 max .019 17 .41 5 .021 3 0 18 0 18 0 18 30 ` min 0 1 -127 13 =:019 g 0 1 0 1 .0 1 31 N25 max .019 17 .431 1 5 .019 16 0 18 0 18 0 18 32 "min 0 1 -_133 13 -.002 3 p 1 0 1. 0 1 33 N26 max .019 17 .432 5 .019 1 18 0 18 0 18 0 18 34 .133 ':, 13 -.003 9 0 1 0 1 0 1 35 N2 5 .032 9 0 18 0 18 0 18 36 126 '` 13 =.035 3 Q 1':.`'01"0::i 37 N2549 Wmax.019 fi17.407 5 .354 3 0 18 0 18 0 18 38 :169 `' 13 =:329 9 0 1. .. 0101 39 Tota3.084 5 .816 8 40 .786 '` 13 ` -.705 10 Envelope Maximum Member Section Forces hAamhar Gvialnrll nrfffl I r v Shaar 1 nrrftl 1 f' 7 Chaar 1 nrrftl 1 ('. Tnrni nr I nrrrm I r v-v Mnma I nrfftl I C'. 7.7 hAnma I nrfffl 1 r 1 M1 m•• .074 14.75 15 2.024 0 6 1 .19 14.75 8 .028 0 6 .497 0 4 2.464 7.836 14. 2 i 078 0 ` 17 -1:823 14.75 6 =217 0 '` '4F_122 0 '' 14 ` -.427 `` 0 `` 10 '-6.246t25 6 3 M2 m•• .19 0 8 .031 0 10 .031 8.297 9 0 6 .281 0 15 .01114 4 i -.16$ 0 ` 14 `-032 14.75 6 -:041 ' '0 15 0 14 -.331 14.75 15 =:9 36 6 5 M3 m•• .011 0 17 .251 2.151 5 .306 12.7.. 3 0 14 5$8 14.75 3 .108 5 6 : i -.011 14.75 15 =:325 1.997 5 -:286 12.7.. 9 0 6 -.54$ ` 14.7.5 9 =:148 6 7 M4 m•• .217 0 4 1.661 0 6 .165 14.75 9 .641 0 14 .548 14.75 9 1.02 1.69 14 8 : i -.185 0 ' 10 =-612 1.69 14 '' -:17 ' 14.75 3 -1.609 0 6 7.588 ' ` 14.75 3 -2.773 ` 1.69 6 9 M5 Im.. 3.707 0 6 .028 0 9 0 0 8 1 .029 1 0 15 0 0 14 .303 0 9 10 nin -1.408 11 14 -.035 0 ' 15 0 ` `' `0 14 :-.024 0 ` 14 0 0 8 -381 ''1 0 ' 15 11 M6 m•• 1.875 0 6 .027 0 9 0 0 8 .047 0 10 0 0 114 .302 0 9 12 Mir -.7011 11 ` 14 "-.035 0 ` 15 0 0 10 -:055 0 4 0 0 : 8 - 381 ©' 15 13 M7 m•• .048 11435 17 1.605 1 0 6 .219 14.75 8 .007 0 14 .539 14.75 8 2.166 6.914 14 `14 i -.0861 0 '' 15 -1.82 114.75 6 =-:`193 ` 14.75 14 `'- 019 0 6 -.47 `' 14.75 14 -5.42 ` 6.914 6 15 M8 m•• .263d47 4 .063 0 10 .052 0 9 .096 0 6 .355 0 3 .529 0 14 16 i -.22810 `-139 13 6 -.057 6.635 3 -.039 ` `0 ' 14 -.382 13 3 -1.436 `0 6 17 M9 m•• .01 17 .294 12.7.. 5 .322 12•7.. 3 .017 0 6 .618 14.75 3 .097 12.5.. 5 18 i -:01 15 =`28 ' 1.997 5 =:2gg 12.7.. 9 -:006 0 14 =.574 14.7519 =:14 ` 14.2.. 6 19 M10 m...1884 .027 0 9 .172 13 9 .049 0 14 .574 13 9 .007 0 14 20 i -.1610 `-.027 13 6 �-.178 13 3 -.124 0 6 -.618 ` 13 3 -.107 6.5 6 21 M11 m•• 1.654 0 6 .027 0 9 0 0 8 .046 0 8 0 0 10 .296 0 9 22 i -.625 11 14 '-:032 0 15 0 '' 0 110 - 039 0 14 0 0 4 "-.353 0 15 23 M12 m•• .026 0 4 .669 0 14 .19 0 15 .536 0 14 .487 0 8 1.706 .05 6 24 i -.Q22 0 10 -1.736 ''.0 6 -:081 0 ' 9 -1.455 0 6 -.421 " 0 14 ` -.679 05 14 Envelope Member Section Deflections Service rAamhar Sac v finl I ('. v finl I C 7 rinl I C v Rnfafa fr I C W I Iv' Patin I r fnl 1 17' Rafin I C 1 M1 1 max 667 15 .014 14 .001 8 4.042e-3 6 NC 18 NC 18 2 min -.529 9 -.036 :.;6 , 0 14 -1.307e-3 14 NC 1 NC 1 3 2 max 667 15 .249 14 .136 8 3.103e-3 6 4866.285 17 NC 13 RISA-3D Version 17.0.4 [I... 1...I... 1..A... 1... 1Dsgn Engineering\Pergola12020-10-20 3D Pergola.R3D] Page 5 ),o ):; Company PSEI Designer ISE Job Number Seattle Shade 220-1 Model Name Pergola Design Oct 21, 2020 1:12 PM Checked By: NT Envelope Member Section Deflections Service LQontinuey Member Sec x tinl LC v [in] LC z firm LC x Rotate rr... LC (nl UV Ratio LC (nl Uz' Ratio LC 4 ! min �-.529 :' '9 -.632 6 ` -.117 ` 14 -9.355e-4 14 294.679 6 1309.819 8 5 3 max .667 15 .355 14 .229 8 2.165e-3 6 3346.797 17 NC 17 6 '' '' min -.529 9 : m.901 6 :-.198 10 -5.642e-4 14 202.633 6 776.785 4 7 4 max .667 15 .258 14 .161 4 1.227e-3 6 4619.887 17 NC 2 8 min -:529 9 -.655 .6. -.14 10 -1.93e-4 14 "279.688 ' : 6 1106.535 4 9 5 max .667 15 .007 14 .001 1 8 2.959e-4 9 NC 18 NC 18 10 min -.529 9 -.018 6 -.001 14 1.739e-4 7.. NC 1 NC 1 ` 11 M2 1 max .001 8 .007 14 .529 9 1.619e-2 6 NC 18 NC 18 12 min -.001 14 -.018 6 :-:667 15 -6.389e-3 14 NC 1 NC 1 13 2 max 0 8 0 14 .406 9 1.217e-2 6 NC 18 NC 13 14 ` min 0 14 -.028 6 -52 15 -4:797e-3 14 NC 1' 2308.352 8 --` 15 3 max 0 8 -.005 14 .239 9 8.136e-3 6 NC 18 NC 2 16 min 0 14 -.029 ' ' 6 - 309 ' `` 15 -3.205e-3 14 ` 8702.647 6 ` '2379.612 4 17 4 max 0 8 -.004 14 .085 9 4.106e-3 6 NC 18 NC 18 18 min '`0 14 -.019 ` '6 ` -:11 15 -1:613e-3 14 NC `1'' 3129.625 15 19 5 max 0 18 0 18 0 18 7.693e-5 6 NC 18 NC 18 20 min "' 0 1 0 1 0 1 '' .2.351 e-5 `13 NC 1 NC :. 1 21 M3 1 max 0 18 0 18 0 18 4.767e-4 6 NC 18 NC 18 22 min 0 1 0 1 0 1' 1'086e=4 14 NC 1 NC :: 1 23 2 imax 0 18 0 13 0 9 9.89e-4 1 6 NC 18 NC 18 24 min 0 1 0 5 0 115 -9.646e-51 14 NC 1 NC 1' 25 3 max 0 18 0 13 0 7 1.501 e-3 6 NC 18 NC 18 26 min 0 1 0 5 0 16 -2.995e-4 14 INC:..''` 1 NC :'' 1 27 4 max 0 18 0 13 0 3 2.014e-3 6 NC 18 NC 18 28 . min :,0 1 0 5 0 9 ': -5.035e-4 14 NC 1 NC : 1 , 29 5 max 0 118 0 18 0 18 2.526e-3 6 NC 18 NC 18 30 min 0 1 0 1` 0 1 -7.075e-4i 14 NC 1 NC 1 31 M4 1 max .001 8 .014 114 .529 1 9 5.531 e-3 14 NC 18 NC 18 32 min 0 14 -.036 " 6 ` '`'=:667 ` 15 =1.403e-2 :6 ; NC 1 NC `' 1 33 2 max 0 8 .052 14 .484 9 9.558e-3 6 NC 18 NC 18 34 min 0 14 -162 6 ::-'.545 `` `3 -3.853e-3 14 ''1313.925 ` ;6' 1964.071 3 35 3 max 0 8 .052 14 .361 9 6.375e-3 6 NC 9 NC 18 36 min 0 " 14 -.172 6 1 : -.398 3 -2.573e-3 14 1149.765 ' 6 1827.126 13 37 4 Imax 0 8 .03 14 .16 9 3.192e-3 6 1 NC 18 NC 18 38 min 0 ' ' 14 .106 6 -173 3 ' -1.293e-3 14 :1827.588 6 1 3606.175 15 39 5 max 0 18 0 18 0 18 1.181 e-5 8 NC 18 NC 18 40 : min 0 1 ; 0 1 ' :0 1 '' -1.316e-5 101 NC 1 NC `" 1 41 M5 1 max 0 18 0 18 0 18 0 18 NC 18 NC 18 42 min '` 0 1 ' 0 1': :0 1 . 0 1 NC 1 NC :> 1 43 2 max .003 14 .058 15 0 14 3.37e-4 14 NC 18 NC 18 44 - min �-:009 6 -.046 9 ` 0 8 ` -4.117e-4 15 2292.492 15 INC 1 45 3 max 007 14 .209 15 0 14 6.741 e-4 14 NC 18 NC 18 46 min -.018 6P.42j2 9 0 8 -8.234e-4 15 632.411 15 NC 1 47 4 max .01 1415 0 14 1.011e-3 14 NC 18 NC 18 48 min -:027 69 0 8 -1.235e-3 15 312.612 15 NC49 5 max .014 1415 0 14 1.348e-3 14 NC 18 NC 18 50 min -.036 69 -.001 8 -1.647e-3 15 197.913 15 NC 1 51 M6 1 Imax 0 18 0 18 0 18 0 1 18 NC 18 NC 18 52 min 0 . 1 0 1 , ;0 1 ::0 ::1 NC 1 NC . 1 .. 53 2 max .002 14 .058 15 0 14 7.745e-4 4 NC 18 NC 18 54 min =:005 1 6 -.046 '. 9 0 .4 -6.698e-4 10 2292.448 ` 15 NC 1 55 3 max .003 14 .209 15 0 14 1.549e-3 4 NC 18 NC 18 56 min -:009 6 -.166 9 0 g -1.34e-3 10 632.399 15 NC ' 1 57 4 max .005 14 .422 15 0 14 2.323e-3 4 NC 18 NC 18 58 min -.014 6 -:335 9 0 8 ' -2.01 a-3 101 312.606 ' 15 NC 1 " 59 5 max .007 14 .667 15 .001 14 3.098e-3 4 NC 18 NC 18 60 min 1 -.018 16 1 -.529 1 0 1 =.001 1 `8 -2.679e23 10 I 197.909 'f 15 NC ' `' .1 j RISA-31D Version 17.0.4 [1...1...1. A-A...1...1Dsgn EngineeringTorgola12020-10-20 3D Pergola.RM] Page 6 If 6 ), (j Company PSEI Designer ISE~ Job Number Seattle Shade 220-1 Model Name Pergola Design Envelope Member Section Deflections Service (Continued? Oct 21, 2020 1:12 PM Checked By: NT Member Sec x linl LC v linl LC z finl LC x Rotate fr... LC (n) Uv' Ratio LC (n) Uz' Ratio LC 61 M7 1 max .618 15 .006 14 .001 14 2.156e-4 10 NC 18 NC 18 62 min -.518 9 ` `=.016 ` `6 0 10 1.004e-4 `8' NC 1 NC '.:> :1 63 2 max .618 15 .233 14 .142 8 8.035e-4 6 4909.428 17 NC _ 13 64 min -.518 9 = 589 '6 ` -.122 14 -1.031 e-4 14 `308.67 6 ` `1267.833 8 65 3 max .618 15 .324 14 .201 4 1.442e-3 6 3461,111 17 NC 17 66 min -'618`1 9 -.821 1 6 -`.174 `` 10 -3.428e-4 141 `219.934 6 884.773 4 67 4 max .618 15 .238 114 .114 1 4 2.081 e-3 6 1 4544.227 17 NC 2 .68 min -.518 9 -.608 ` '6 -_099 ' 10 -5.824e-4 14 299.067 ' '6 1569.737 4 69 5 max .618 15 .042 14 .001 4 2.72e-3 6 NC 18 NC 18 70 min -:518 0 -.122 -6 -.001 10 -8.22e-4 14 ` 1674.878 6 NC 1 ' 71 M8 1 max .001 4 .042 14 .518 9 1.123e-2 1 6 NC 18 NC 18 72 min -.001 10 =.122 6 -.618 ' 15 -4.525e-3 14 1282.346 6 252.333 15 73 2 max .001 4 .058 14 .416 9 8.439e-3 6 8178.39 17 NC 18 74 ` min 0 " 10 -:182 ` "6 -.468 ` '3 ` -3.398e-3 14 855.766 6 333.004 3 75 3 Imax 0 4 .05 14 .253 9 5.646e-3 6 8594.613 9 NC 18 76 min 0 10 -.166 6 -.283 3 -2.27e-3 14 ' 936.945 6 550.3793 77 4 max 0 4 .028 14 .093 9 2.854e-3 6 NC 18 NC 18 78 ` -Amin 0 10 -.097 ` <`6 -104 ` 3 ` -1143e-3 '14 1607.518 ` 6 1505.895 3 79 5 max 0 18 0 18 0 1 18 6.232e-5 5 NC 1 18 NC 18 80 min 0 1 0 1 ' `0 1 ' -1.932e-5 13 NC 1 NC A 81 M9 1 max 0 18 0 18 0 18 2.589e-3 6 NC 18 NC 18 82 `` `; min 0 1 0 1 0 1-7.335e-4 14 NC 1 NC 1 83 2 max 0 18 0 13 0 9 2.033e-3 6 NC 18 NC 18 84 ' - min =0 ` 1.. 0 5 ` 0 3 ' -5.349e-4 14 NC 1. NC .: 1 85 3 max 0 18 1 0 13 1 0 7 1.478e-3 6 1 NC 18 NC 18 86 . min A 1 0 `5 0 16 -3.363e-4 141 NC 1 NC ;: 1 87 4 max 0 181 0 8 0 3 9.221 e-4 6 NC 18 NC 18 `88 ` min 0 1 0 ` 12 0 9 ....1.377e=4 14 NC 1 ..NC:: 1 89 5 max 0 18 0 18 0 18 3.664e-4 6 NC 18 NC 18 90 min 0 1r-.021 0 1 0 1 ` 6A87e=5 14rN NC 1 s.:: NC 91 M10 1 max .001 4006 14 .518 9 5.764e-3 14NC 18 NC 18 92 . min 0 10016 6 -.618 ` 15 -1.452e-2 6NC 1 NC 1 93 2 max 0 40 14 .467 9 4.328e-3 14NC 18 NC 2 94 min 0 10 `' '6 -.522 3 ' -1' 091 e-2 6C 1 1932.721 3 95 3 max 0 4 -.002 14 .334 9 2.892e-3 14 NC 18 NC 2 96 ` min 0 " ` 10 =.02 6 -.367 3 ' -7.296e-3 6 `NC 11 2075.994 13 97 4 max 0 4 -.002 14 .142 9 1.455e-3 14 NC 18 NC 18 98 ' min 0 10 -.013 6 ` -.154 ` 3 ' -3,685e-31 6 NC 1 ' 3152.247 15 99 5 max 0 18 0 18 0 18 2.212e-5 13 NC 18 NC 18 100 min .0 1 0 ... 1 0 1-7.299e-5 '6 NC 1 NC 1 101 M11 1 max 0 18 0 18 0 18 0 18 NC 18 NC 18 102 min 0 1 0 1` ;.0 10 1 NC 1 NC `; 1 103 2 max 002 14 .053 15 0 14 5.523e-4 14 NC 18 NC 18 104 min -.004 ' 6 -.045 ` '9 0 4 -6.426e-4 8 ' 2473.672 15 NC 1 105 3 max .003 14 .193 15 0 10 1.105e-3 14 NC 18 NC 18 106 min -.008 6 =.162 9 0 4 -1.285e-3 8 682.391 15 NC 1 107 4 max .005 14 .391 15 0 10 1.657e-3 14 NC 18 NC 18 108 min -.012 `' 6 -.328 9 0 4 -1.928e-3 8 337.318 15 NC 1 ` 109 5 max 006 14 .618 15 0 10 2.209e-3 14 NC 18 NC 18 110 min -.016 ` 6 -.618 9 -.001 4 ' -2.57e-3 8 213.554 15 NC `' 1 111 M12 1 max .618 15 .042 14 .001 4 2.72e-3 6 NC 18 NC 18 112 min -.518 ' 9 -.122 '' 6 -.001 10 -8.22e-4 14 "NC 1 NC 1 113 2 max .618 15 .041 14 .001 4 2.72e-3 6 NC 18 NC 18 114 min -.518 ' 9 -;12 6 -.001 10 -8.22e-4 14 NC 1 1 NC 1 115 3 max .618 15 .04 114 .001 8 2.72e-3 6 NC 18 NC 18 116 min -:518 9 -118 6 <.001 10 -8.22e-4 14 NC 1 NC ::. 1 ' 117 4 max .618 15 .04 14 .001 8 2.72e-3 6 NC 18 NC 18 RISA-3D Version 17.0.4 [1...1...1..A... 1...1... 1Dsgn Engineering\Pergola12020-10-20 3D Pergola.RM] Page 7 116 �O Company PSEI Designer ISE Job Number Seattle Shade 220-1 Model Name Pergola Design Oct 21, 2020 1:12 PM Checked By: NT Envelope Member Section Deflections Service (Continued) AAo. k- Oon v rinl I (I , rinl I f , � finl 1 (. v Pm.ta rr I (. (n) I hP Pa in I (.. fnl 11�' Pnfin 1 118 min -:518 ` 9 -.117 6 0 `' `14 =8.22e-4 14 NC 1 NC 1 119 5 Max .618 15 .039 114 0 8 2.72e-3 6 NC 181 NC 18 120 min -'518 9 =:115 6 ' 0 ' " 14 -8.22e 4 14 NC 1 NC ' ;: 1 Envelope AA ADM9-95: ASD - Building Aluminum Code Checks AA n.n 1. r,r C+"nc !'r.rfo (` 1 "f41 1 (` Choir I -fril flir I (` Dnnfn Dn+fn- AA -In AAn-rlf) l -In W-1f) 1 M1 1.61X9.3... 1 .774 7.83616 .136 0- 6 25.136 52.727 4.216 8.79 16.61 2.884 1 1-1 2 `` M2 ' 1.61X9.3... .079 14.75 15 '.066 ` 8.297 -Y z' 6 25.136 52.727 '4.216 8.844 '16.61 2.884 1... .1-1 3 M3 1.61X9.3... .144 14.7513 .110 12.753 z 3 25.136 52.727 4.216 8.79 16.61 2.884 1 .1-1 4 M4 1.61X9.3... 803 1.69 6 897 Q " 6 25.136 52.727 4216 '8.926 16.61 3 2 5 M5 4.3x4.3x.... 355 0 5 .017 0 15 14.348 25.455 2.262 2.262 7.16 1-1 6 M6 ;'; 4.3x4.3x...: `;243 ` '' 0 `` 5 023 ': -0 4 14:348 25.455 `2.262 2262 7:16 1 1 7 M7 1.61X9.3... .675 6.914 6 .119 14.75 6 25.136 52.727 4216 8.79 16.61 1-1 8 M8 1.61X9.3... 209 0 5 .057 6.635 z 5 27.344 52.727 4.216 8.886 16.61 2.884111-1 9 M9 1.61X9.3... .153 14.75 3 .116 12.753 z 3 25.136 52.727 4.216 8.79 16.61 1-1 10 M10 ` 1.61X9.3... ``:148 13 3 101 13 ' z 5 27.344 52.727 4.216 8.843 16.61 1-1 11 M11 4.3x4.3x.... ,224 0 5 .019 0 15 14.348 25.455 2.262 2.262 7.16 ,1 1 RISA-31D Version 17.0.4 [ ..A ... L..1...I...I...IDsgn Engineering\Pergola12020-10-20 3D Pergoia.W] Page 8 FUSE CONSULTING ENGINEERS INC. NI&OUDIIII 250-A Main Street E-Mail: info(a?structurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 ro , ! Project Number Seattle Shade 220-1 Sheet Project Name Designed by ISE Date 10/20/2020 Subject Checked by Date Capacity of 1/2" 0 Lag Screws Shear Check, Z Allowable Shear Capacity per screw = We have lateral shear force = Number of screws Total Allowable Shear Capacity = Withdrawl Check, W 632 Lbs as per page 611 Lbs as per page 632 611 Lbs < 632 .Lbs Allowable Withdrawl Capacity per screw = 1,324 Lbs as per page We have Tension force = " 342 Lbs as per page Number of screws 1 Total Allowable Withdrawl Capacity = 1,324 .. 342 Lbs < 1.324 Lbs USE [ 1/2" 0 Lag Screws a@ 24" O.C., Min 4" Embedment into Wood stud] j ')u 1 1/2" Lag Screw Shear Capacity: \ominalDiatueteE , 1/2 in. -- .. Lenuth Load Duration Factor{I{ C D= Lb v Wet service Factor'', C f f- 1,0 - - v End Grain Factori C ec3 = 1.0 f¢uipe ,attire Factor: j C_t - 1.0 Calculate Connection Capacity _ ..._..-------- ---- .... Connection Yield node Cescriotions Lilt' is o` usY y Lc�a WDapliragin Factor Help Td Duration Facto; Help ie<i�nical Help _. Show Printabie View Connection Yield bodes Adjustecl -#SD Capacity 632 Ibs l 1/2" Lag Screw Withdrawal Capacity: CaICUlate Connection Capacity Connection Yield mode Ceicripticns L1111Et5 of Use Oiaphragm Factor Help Load Duration Factor Help I � Technical Help 1 - -- 5ho;r Printable V'€es°� Adjusted BSI) CnpaclO1324 lbs. E � Anchorage for Base Plate Lrys6L,. Project Number Seattle Shade 220-1 Sheet Project Name Designed by Date Subject Checked by Date Capacity of 5/8" 0 Lag Screws Withdrawl Check, W Allowable Withdrawl Capacity per screw = We have Direct Tension force = Number of screws screws spacing = Tension load per screw due to direct uplift We have moment = Tension load per screw due to moment Total Withdrawl force = USE [(4) 5/8" 0 Lag Screws, Min 5" Embedment into wood Beam/ Blocking] 5/8" Lag Screw Withdrawal Capacity: .. .. ........ ... .. . Alafti-Member T�jjel! DOUglasFir-Larch Main 'Membet- Thickness! 7.5 In. Side Alembei- T-vpejjj steel Side Nlembei-Tbickites� .. ... . . .... 12 ga - g - e --- v _1 �i . ... . ............. .... ..... . .. ... . ................... .... . ....... . . . .. ..... ... .. .... . .. ....... ................. . Washer Thickness Q In . .... ......... ... ..... ............ . ........................ .. ... .... . ...... .. . .. .......... . . — .... ... ........ V., Nominal Djametei-11 5/$ ill ..... .. . ....... .... Lenaffil 4 in. ........ ...... ......... . . ....... . Load Duration Factor; C D 1.6 Wet Service Facto. c: r-1 I o Et i d G i -a in Factoi- C—eg 1,01, . .......... . Temperature Factory ill Calculate Connection Capacity Connection Yield Mode Descriptions Limits of Use ------ Diaphragm Factor- Help oa H Duration Factor e1 11Y~ Technical He p Show PrintabI8 View i[�kdjusted ASD Capacity IF499 lbs. Side Rearm to Column Connection Design J Project Number Seattle Shade 220-1 Sheet Project Name Designed by ISE Date 10/21/2020 Subject Checked by Date Capacity of 1/4-14 Tek Screws *A factor of safety of 4 shall be used Shear Check Ultimate Shear Strength = Allowable Shear Strength per screw = Number of screws Total Allowable Shear Strength We have shear force as per page a) = 1 1996 Lbs as per page S , `>c) = 499 Lbs w - 3707 •Lb s < 3992 Lbs USE [ (8) 1/4-14 Tek Screws for beam to Bracket connection & (8) 1/4-14 Tek Screws for post to bracket connection ] � 1 5A F , ®ril-Flex° Structural ®rill Screws Technical Information Pullout Tests -- Steel: Pull-out values shown are in lbs. 10-16 3 1 .150 396 1 501 634 1 1595 1693 12-14 3 .187 396 1 527 710 1678 2061 2898 1/4-14 3 .187 398 530 686 1950 2264 3919 1/4-20 4 .312 516 649 1912 2296 2928 3561 4488 5/16-18 3 .210 2333 2856 5/16-24 4 .312 2148 2573 4226 5424 6622 3/8-16 1 1 1 .075 1843 Shear Tests — Steel: Shear values shown are in lbs. Pull-out Tests - Aluminum 10-16 3 .150 12-14 3 .187 939 2286 1 /4-14 3 .210 1003 2424 114-20 4 .312 897 2075 3683 5/16-18 3 .210 1120 2967 4796 5/16-24 4 .312 1043 2566 Shear Tests - Aluminum 10-16 3 1 150 1466 14 3 .187 17.97 2483 1/4-14 3 .210 1996 2883 1/4-20 4 .312 Z6 6 2926 5/16-18 3 .210 2132 3009 5/16-24 4 .312 1849 2926 NOTE: All test setups and dimensions were as limited and outlined in AISI Test Method for Mechanically Fastened Cold -Formed Steel Connections (CF92-1) document. Performance values listed are ultimate values obtained under laboratory conditions. Comparison to Stainless Steel Screws 300 series stainless steel fasteners Galvanic Series provide high resistance to hydrogen , embrittlement failures. However, MetallAlloy EMF(v} stainless steel is galvanically Magnesium ................................ .1.60 incompatible with aluminum or zinc ............................................. -1.10 steel panels. In this case, Alum (5000, 6000, 7000)........... -.75 stainless steel fasteners trigger a Iron, Low Alloy Steels ................ ..70 sacrifi6al action, which can lead Alum(2000) ............................... -.60 to degradation of the panel and Lead ............................................ -.55 loosening of the fastener. 181/e Chromium Steel ................. ..35 Naval Brass ................................. -.30 A dual -hardening process allows Brass, Bronze .............................. -.25 Dril-Flex' fasteners to provide high Austenitic Stainless (300 Series) -.20 strength and resistance to hydrogen Nickel .......................................... -.15 embrittlement failures. Their Silver ........................................... 0 Stalgard'finlsh provides corrosion Gold """""""""""""""'""""""-"""+15 resistance several times greater than other commonly -used finishes. If an environment is corrosive enough to significantly affect the Stalgard finish, the potential for significant degradation of the aluminum/stainless steel assembly would also exist. Approvals • ICC-ES Report No. ESR-3332 • COLA (City of Los Angeles) Research Report #25095 Embrittlement Tests Embrittlement testing of Dri1-Flex screws was performed in accordance to ASTM F1624-06. Fastener lots were tested to determine their Threshold Stress Limits for both internal Hydrogen Embrittlement and Environmental Hydrogen Embrittlement. Threshold Stress Limit is the stress level below which no time -dependent cracking will occur. Above this level, subcritical cracking that leads to time -delayed fracture or embrittlement may occur if the fastener is exposed to a hydrogen environment. Embrittlement Test Results • Dril-Flex fasteners have a hardness range of HRC 28 -- 34, which is roughly equivalent to a SAE Grade 5 fastener (HRC 25 — 34). • Dril-Flex fasteners showed resistance to the effect of hydrogen -assisted cracking when loaded to 75% of their tensile strength. This is within accepted industry guidelines for in-service loading conditions, • Dril-Flex fasteners showed no degradation or failures in tensile strength below their ultimate Identification Flco"��l raised circle tensile strength. (hex washer head shown) logo (����0]/} NOTE, All performance data shovm is based on tests performed under laboratory conditions at independent construction testing facilities. The appropriate safety factor should be applied and code requirements factored into specification and use of these fasteners. A safety factor of 4:1 or 251S of the ultimate average values shovm is generally accepted as an appropriate working load. Final determination of the appropriate safely factor and use of these fasteners is the sole responsibility of the user, specifying Engineer, Architect or other responsible person designing the connection. Due to a wide variety of application conditions or intervening factors not under our control, we assume no liability for the use of the information provided in this document. For additional product information and technical assistance, please contact Elco directly at 1-800-435-7213. Upgu �p®oe ix axe 15