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REVIEWED New Pergola CalculationsREVIEWED BY CITY OF EDMONDS PSE CONSULTING F_NGINEERS INC. eo% JRr,u IF, N1 C-ij 1 1--% �A CAL C:U LAI](0)uN1iF PROJECT: 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.D., P.E. ►_2o20 �xp- -4/'2uz1 250-A Main Street E-Mail: info cr,stntcturel.com ph. (541) 950-6300 Klamath Fails, OR. 97601 Web: www.structurel.com fax (541) 850-6233 PSE CDNSULTING ENGINEERS INC. ProjectDescription: 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@stnicturel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 FM PSE CONSULTING ENGINEERS INC. Subject: Page: 1- References / Software: 10-99 2- Design Criteria: 100-199 3- Pergola Analysis & Design: 1,000 — 1,499 4- Connection Design: 1,500 — 1,999 250-A Main Street E-Mail: infoAstracturel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.strncturel.com fax (541) 850-6233 10 P5E CONSULTING ENGINEERS INC. 1- Literature: 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 200 250-A Main Street E-Mail: info(a_vstnwturel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.stmctiirel.com fax (541) 850-6233 PSE CONSULTING EN13INEERS INC_ e�ijriteria: 1- Location: 101 Main St, Edmonds, WA 98020 2- Seismic: RC II SDC D Site Class D Ss 1.27 Sl 0.498 Sos 0.847 SD1 0.499 iE 1.00 R 1.25 3- Wind: Ultimate wind speed Exposure RC 4- Roof Snow: 25 psf. 5- Roof Dead Load: 3 psf 20 110 mph (3 s. gust) D 11 250-A Main Street E-Mail: info(a�stntctruel.com Klamath Falls, OR.97601 Web: www,structtirel.com ph. (541) 850-6300 fax (541) 850-6233 z) 10/5/2020 Hazards by Location Search Information Address: 101 Main St, Edmonds, WA 98020, USA Coordinates: 47.812507,-122.382071 Elevation: 16 it Ti mesta m p: 2020-10-05T20:35:26.325Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: ll Site Class: D ATC Hazards by Location 3 ',Y 16ft citl t7 4_ Rrtd�tu/nd �`J Seattle Map data ©2020 Google MCER 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 6.0 7.0 Period (a) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.27 MCER ground motion (period=0.2s) S1 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 S01 0.499 Numeric seismic design value at 1.0s SA ®Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.502 Site amplification factor at 1.0s https:/Ihazards.atmuncil.org/#/seismic?lat=47.812507&ing=-1 22.382071&address=101 Main St%2C Edmonds%2C WA 98020%2C USA 1/2 10/5/2020 ATC Hazards by Location CRS 0.985 Coefficient of disk (0.2s) CR1 0.951 Coefficient of disk (1.0s) PGA 0.515 MCEG 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) S1RT 0.498 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.524 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SID 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 latitude/longitude location in the report. https:/Ihazards.atwuncii.org/#/seismic?lat=47.8i2507&ing=-122.382071&address=101 Main St%2C Edmonds%2C WA 98020%2C USA 2/2 �3 10/5/2020 Hazards by Location ATC Hazards by Location Search Information Address: 101 Main St, Edmonds, WA 98020, USA Coordinates: 47.812507.-122.382071 Elevation: 16 It Timestamp: 2020-10-05T20:34:40.679Z Hazard Type: Wind ASCE 7-16 MRI 10-Year------------- 67 mph MRI 25-Year ____________ 73 mph MR150-Year ____ 78 mph MRI 100-Year-__._..-____ 83 mph Risk Category ---------------- 92 mph Risk Category11---------------- 97 mph Risk Categorylll __ 104 mph Risk CategoryIV ... .___-___ 108 mph ASCE 7-10 MRI10-Year _-__----- _._ 72 mph MRI 25-Year _____________ 79 mph MRI50-Year--------------- 85 mph MRI 100-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 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 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 he 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 rare 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 imniv arnroval by the novernina building code bodies resoonsible for building code aggroval and intemretatinn for the https://hazards.atwuncil.org/#Mrind?lat=47.812507&ing=-122.382071&address=101 Main St%2C Edmonds%2C WA 98020%2C USA 1/2 MecaWind v2329 r __ -n, www meta hiz, Calculations Prepared by: Date: Oct 05, 2020 File Location: \\KF-DATA\ENG - Project\KF2020 Multiple\Seattle Shade & Awning\220-1 Pergola WA\ Dsgn Engineering\Design Criteria\meca.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 Tyne = Open General Wind Settings Incl IF = Include ASS Load Factor of 0.6 in Pressures = False DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Alt = Altitude (Ground Elevation) above Sea Level = 0.000 £t Belot = Base Elevation of Structure = 10.000 ft SDB = Simple Diaphragm Building = False Peace = Show the Base Reactions in the output = False bII4FRSType = MWFRS Method Selected = Ch 27 Pt Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs Roof Type: Roof Type = MonoSlope h Mean Roof Height = 11.000 It L : Width Normal to Ridge- 14.750 It D Length Along Ridge = 16.000 it :9ind1l ow: 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 Eps: 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 Factor' Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 7.000 ft Izm = Cc * (33 / Zm) ^ 0.167 = 0.194 Lzm = L * (Zm / 33) " Epsilon = 535.472 Q = (1 / (1 + 0.63 * ((e + Ht) / Lzm)^0.63))^0.5 = 0.928 G2 = 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.890 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1 IF = Load Factor based upon STRENGTH Design = 1.00 Zh = Mean Roof Height for Kh: h + Base -Dist = 21.000 ft Kh = Since 15 It [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 * Est * Kd * V^2) * LF = 28.76 psf MWPRS 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 Cnw 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 Pin; = Pressure on windward portion of roof: qh*G*Cnw*LF (Eqn 27.4-41 Pnl = Pressure On Leeward portion Of roof: qh*G-Cnl*LF [Eqn 27.4-41 All wind pressures include a load factor of 1.0 + Pressures Acting TOWARD Surface - Pressures Acting AWAY 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 Roof Var Start End CnA CnB Pressure Pressure Dist Dist PnA PnB ft it psf Pat ________ Roof 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 Dist from Windward Edge End Dist = End Dist from Windward Edge CnA = Cn for Load Case A CnB = Cn for Load Case B PnA = ah*G-CnA {Ean 27.4-31 Pau = qh*g'CnB {Eqn 27.4-31 + Pressures Acting TOWARD Surface - Pressures Acting A5NAY from Surface 26 PSE CONSULTING ENGINEERS INC. 250-A Maui Street E-Mail: info rt�strucriuel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 Ca-1�:zr Project Number Seattle Shade 220-1 Sheet 1 / 000 Project Name Designed by Date 10/5/2020 Subject louvers design Checked by NT Date Trib Width= ozs ft Loads: Total Loads DL = 30 _psf X b.75 ft - 2.25 plf RLL = 20 0 psf X 0.75 ft - 15 plf W LA = 27:67- psf X A.75 ft WLB = 25r36 psf X 0.75 ft - 19.02 plf 14'-9" I,OU� X M1 PSE SK-1 IE Louver Oct 21, 2020 at 1:04 PM Seattle Shade 220-1 Louver.r3d 11 o U 2-- Y -.002k/ft M M MMM V M/V MMVV M/ M LU", 154) Loads: BLC 1, Dead PSE SK-2 IE Louver Oct 21, 2020 at 1:04 PM Seattle Shade 220-1 Louver.r3d 41oo'- Y �X -.015k/ft Loads: BLC 2, Roof Live PSE SK-3 IE Louver Oct 21, 2020 at 1:05 PM Seattle Shade 220-1 Louver.r3d 11 ool-{ x -.019k/ft Loads: BLC 2, SL PSE SK-3 IE Louver Oct 21, 2020 at 1:08 PM Seattle Shade 220-1 LouverAd �/0o x -.o22Wa WW U � I WJII � U � "� I Loads: BLC 3, WLA PSE SK-4 I Louver Oct 21, 2020 at 1:08 PM Seattle Shade 220-1 Louver.r3d �i00( X T. .021 k/ft Loads: BLC 4, WLB PSE SK-5 IE Louver Oct 21, 2020 at 1:09 PM Seattle Shade 220-1 LouverAd f(oo-1 Code Check y Env) No Calc X > 1.0 90-1-1.0 .75-.90 .50-.75 0-50 .97 Member Code Checks Displayed (Enveloped) Envelope Only Solution PSE Louver SK-6 IE Oct 21, 2020 at 1:09 PM Seattle Shade 220-1 Louver.r3d 1/oo'� Company PSE Oct 21, 2020 Designer IE 1:09 PM Job Number Seattle Shade 220-1 Checked By: NT . ,,, I,, Model Name Louver Aluminum Properties Label E ksil G NO Nu Therm UI... Densi k/ft... Table BA kt Ftufksil Ftvlksil Fcvfksil Fsulksil Ct 1 1 3003-H14 11010013787.51 .33 1 1.3 1 W3 1 Table B.4-1 1 1 19 1 16 1 13 1 12 1 141 2 6061-T6 ` 10100 3787.5 ''.33 1.3 ' .173 1 Table B.4 2 I 1 38 ' 35 35 24 141 34�6gT510100 3737.5 .33 1.3 .173 Table B.4-2 1 22 16 16 13 141 410100 3787.6 33 1.3 173 TableB.4-2 1 30 25 25 19 ' 141 510200 3787.5 .33 1.3 .173 Table B.4-1 1 34 26 24 20 141 610100 '3787.5 '.33 1 1.3 ' 173 Table B.4-1 1" 24 " 15 15 15 141 Aluminum Section Sets Label Shane T e De,,',, List Material Desi n ... A in2 I in4 Izz in4 J in 1 Louver Shade Louver Beam Rectangular Tu.. 6063-T6 T 'cat 1.65 .69 13.8 1.201 Joint Coordinates and Temperatures Joint Boundary Conditions Aluminum Design Parameters Label Shape 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 1 1 Lateral Basic Load Cases RI C Desrrinfinn Cafennry X Gravity Y Gravity 7 Gravity .Inint Point DisMhut__ Ares(M_.. Surface Load Combinations Desrri Linn Solve PDe... SRSS BLC Fa... BLC Fa... BLC Fa... BLC Fa ... BLC; Fa ... B...Fa... B... Fa... B... Fa... B... Fa ... 8... Fa. MEN MMMMMMMME11101 RISA-3D Version 17.0.4 [\... \... \... \... \... \220-1 Pergola WA\Dsgn Engineering\Louver\Louver.r3d] Page 1 A) 0 01-( Company PSE Oct 21, 2020 Designer IE 1:09 PM Job Number Seattle Shade 220-1 Checked By: NT ,. Model Name Louver Member Distributed Loads LEI 1 : Dead) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft F ks Siart Location ...End Location f... 1 M1 Y - 002 -.002 0 0 Member Distributed Loads (BLC 2. SL) Member Label Direction Start Magnitude[k/ftEkso End Ma nitude k/ft F ks Start Location ...End Location f... 1 M1 PY -019 016 0 0 Member Distributed Loads (BLC 3 : WLA) Member Label Direction Start Magnitude k/ft F ks End Magnituderk/ft,F,ksfl Start Location ...End Location f... 1 M1 Y 022 022 0 0 Member Distributed Loads (BLC 4. WLB) Member Label Direction Start Me nitude k/ft F ks End Ma nitude k/ft F ks Start Location ...End Location f... 1 M1 Y 021 .021 0 0 Envelope Joint Reactions mint X fkl LC Y fkl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ fk-fil LC o® � o�oa�oa�oaoan ©®�ao��iaoanaoao Envelope Member Section Forces Member See AxiaIrkI L �r Shearfkl LC z Shearlkl LC Torouerk... LC v-v Mom... LC z-z Momentlk-ftl LC o® ��■oasn�oo■000a■�o ® ® ®ono ©�©�ooa00000�oao o�o�ooao�noo�oao ©�©�ooao�00000an Envelope Member Section Deflections Service Marcher Rec x lint I C v finl 1 C > [in] LC x Rotate rr._ LC (n) LIv' Ratio LC (n) L/z' Ratio LC 0 0���0��o��oa■o■��omo ©�©�aoan�noomo : � • o o ®® � ®moo � ® ® ' • o�o�aoao�naomo �' o�©�aoaoa000mom RISA-3D Version 17.0.4 [\... \... \... \... \... \220-1 Pergola WA\Dsgn Engineering\Louver\Louver.r3d] Page 2 i1olo Company PSE Oct21,2020 INMRISAJob Designer IE 1:09 PM Number Seattle Shade 220-1 Checked By: NT Model Name Louver Envelope AA A®M1-15: ASD - Building Aluminum Code Checks Member Sha e Code C... Lock LC Shear ... Loc l Dir LC Pnc/0... Pnt/Om... Mn /0... Mnz/0... Vnv/O Vnz/0... Cb E n 1 M1 Shade Lo.. .969 7.375 4 .095 0 z 4 1.131 25 .79 2.304� 7.889 2.182 1 .1-1 RISA-31D Version 17.0.4 [\... \... \... \... \... \220-1 Pergola WA\Dsgn Engineering\Louver\Louver.r3d] Page 3 Project Number Seattle Shade 220-1 Sheet Project Name Designed by ISE Date 10/5/2020 Subject Design Loads Checked by Date Dead Load = 3_ psf Snow Load = 25 Ipsf Wind Load, X- Direction W LA Vertical, Windward 2934 -; psf Vertical, Leeward 7.33 . psf Lateral 2934 psf X 1.50 ft - 44.0 plf WLB Vertical, Windward 2689< psf Vertical, Leeward 2,44 psf Lateral 2689 psf X 1.50 ft = 40.3 plf Wind Load, Z- Direction W LA Vertical 19[56 psf Lateral 19;56 psf X 1.50 ft = 29.3 pif WLB Vertical 1956- psf Lateral 1959 psf X 1.50 ft = 29.4 plf ` Seismic Load Lateral Seismic Force; V=Cs x DL Cs = 0.68 as per page 26 DL = 3.0 psf V = 2.04 psf z x 6 i 4 34 2 11 13 8 10 7 5 Envelope Only Solution PSEI SK-1 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R31D ti z x �2 Ma My ��e Ms 2F M 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.R3D c J �� z x -.03ksf r X -.oa Loads: BLC 3, WLA (Normal to Ridege) Envelope Only Solution PSEI SK - 5 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R31D c c� z x .003ks r< k/ft r Y> .027ks .00 .r 141 r � Loads: BLC 4, WLB (Normal to Ridege) Envelope Only Solution PSEI SK - 6 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D 0 z x -.02ksf 7 v 62ks - i -.031k/ft��� i 031 k/ft i Loads: BLC 5, WLA (Along to Ridege) Envelope Only Solution �PSEI SK-7 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.133D 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 z x � T N 141 Loads: BLC 7, ELX Envelope Only Solution PSEI SK - 9 ISE Pergola Design Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D 0 N Code Check Env ) No Calc > t.0 .90-1.0 Z X 75-.90 50-.75 0-50 0� 74 l N I N � sa ,5 I M N N Member Code Checks Displayed (Enveloped) Envelope Only Solution PSEI Pergola Design SK - 11 ISE Oct 21, 2020 at 1:12 PM Seattle Shade 220-1 2020-10-20 3D Pergola.R3D r= 1 /0-3 Company PSEI Designer ISE 111RISAJob Number Seattle Shade 220-1 , , _._, ,' Model Name Pergola Design Oct 21, 2020 1:12 PM Checked By: NT Aluminum Properties I nhel F fksil r; fksil Ni, Therm t/1 nenciivfk/R Tnhle R 4 kt Ftufksil Fivfksil Fevfksil Fsufksil Ct 1 I 3003-H14 I 10100 3787.5 .33 1.3 1 .173 1 Table B.4-1 1 1 19 1 16 1 13 1 12 1 141 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 fable B.4-2 1 30 25 25 19 141`< 5 5052-H34 10200 378T5 .33 1.3 .173 Table B.4-1 1 34 26 24 20 141 6 ' '6061-T6 W 10100 3787.5 .33 1.3 173 Table B.4-1 1 ' 24 ' 15 15 15 141 Aluminum Section Sets I �k.l Ch- Tvnc rl-inn I icf AAomriol nocinn A ❑n91 I,nr rinAl i- rinzu I ❑nAl 1 Perimeter beam 1.61X9.3X.121 ALA Beam Rectangular To.. 6063-T6 Tvoical 3.48 1 5.85 33.59 4.238 2 Interior Beam RT2X8X0.25 Beam' RectangularTu.. 6063-T6 Typical '4.75 13.224 32.599 9.681 3 Column 4.3x4.3x.1 Pillar Column IRectangular To. .I 6063-T6 Tvoical 1.68 14.942 4.942 7.409 4 ' Front Permeter 2 RT 2x8x.25 Beam Rectangular Tu.. 6063-T6 > T ical '-9.5 115.948 65.19 40 Joint Coordinates and Temperatures 1 ahal Y rat Y rfil 7 fRl Temn fFl netarh Fmm ni 1 N1 0 11 -1.25 0 2 ' N2 14.75 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 N6 0 11 -9.5 0 " 7 N7 14.75 0 -1.25 0 8 N8 0 0 -1.25 '1 0 ` 9 N9 14.8 11 -3 1 0 10 N10 29.55 " 11 -3 0 11 N11 29.55 11 -16 0 12 <N12 14.8 ',' 11 -16 0 13 N13 29.55 11 -9.5 0 14 N 14 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 1 0 19 1 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 1 -16 1 0 28 "N28 27.442857 11 16 0 Joint Boundary Conditions .WM I aha[ Y fk W Y fk W 7 fk W Y Rnt fk-ftkr dl Y PM fk-ft/,aril 7 Rnt fk.ft/rant 1 N3 Reaction Reaction Reaction 2 " N4"Reaction ` 'Reaction ' "' Reaction 3 1 N7 Reaction Reaction Reaction Reaction Reaction Reaction 4 1 N8 - Reaction Reaction ' Reaction Reaction Reaction Reaction RISA-31D Version 17.0.4 [\... \... \... \... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 1 l /u)aq Company PSEI Oct 21, 2020 Designer ISE 1:12 PM 111RISAJob Number Seattle Shade 220-1 Checked By: NT ,�.,,,� Model Name Pergola Design Joint Boundary Conditions (Continued) I..ief I �hel V rw;l i V rw;ni J Minl Y Pnt fb_fflrnM V Rnt Ht-W—re 7 Rnl fL_Minrn 5 N11 Reaction Reaction Reaction 6 N12 " "Reaction <Reaction Reaction l 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 1 ahP1 1 .Ininf .I .Ininf K .Inint Rntate(de SPCflnn/Shane TvnP necinn I icf Material nesinn Rules 1 M1 N2 N1 Perimeter be ... Beam Rectangular Tubes 6063-T6 Tvoical 2 M2 N1 N4 Perimeter be ... Beam 'Rectangular Tubes 6063-T6 Typical 3 M3 N4 N3 Perimeter be... Beam Rectangular Tubes 6063-T6 Typical 4 M4 N2 N3 Perimeter be ... Beam "Rectangular Tubes` 6063-T6 T ical 5 M5 N7 N2 Column Column Rectangular Tubes 6063-T6 Tvoical 6 M6 N8 ' N1 Column Column Rectangular Tubes" 6063 T6 Tvoical ' 7 M7 N10 N9 Perimeter be... Beam Rectangular Tubes 6063-T6 Typical 8 M8 N9 N12 Perimeter be ... Beam Rectangular Tubes 6063 T6 Typical ` 9 M9 N12 N11 Perimeterbe... Beam Rectangular Tubes 6063-T6 T ical 10 M10 N10 N11 Perimeter be.:: Beam Rectangular Tubes " 6063-T6 T ical M11 N15 N10 Column Column Rectangular Tubes 6063-T6 T ical H111 2 '' M12 N9 '' N16 I RIGID I None None ` RIGID T ical Aluminum Design Parameters I ohal Ch— 1 cnnthrM I h,mfffl 1 hovffil 1 rmm� fnnffil l rmm� hnffel I _fnrn Kfnr Kov Ch Funnfi 1 M1 Perimeter beam 14.75 .75 .75 .75 .75 Lateral 2 M2 Perimeter beam ' 14.75 .6 '' 6 ' Lateral 3 M3 Perimeter beam 14.75 1 .75 .75 .75 .75 Lateral 4 M4 Perimeter beam 14.75 .6 ' .6 Lateral 5 M5 Column 11 Lbvv Lateral 6 M6 Column 11 - Lbyy Lateral 7 M7 Perimeter beam 14.75 .75 .75 .75 .75 Lateral g Mg _` Perimeter beam 13' .6 .6 Lateral 9 Mg Perimeter beam 14.75 .75 .75 .75 .75 Lateral 10 M10 Perimeter beam 13 6 :6 Lateral 11 M11 Column 11 Lbyv Lateral Basic Load Cases RI r. nascrinfion Cafennry X (:rnvifv Y Crnvity 7 Qrnvity .Ininf Point niOdhuf Area(M Surface WI -A (Normal to Ridecle) RISA-3D Version 17.0.4 [\... \... \... \... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 2 i0 5 Company Designer Job Number , , , , Model Name PSEI ISE Seattle Shade 220-1 Pergola Design Oct 21, 2020 1:12 PM Checked By: NT Basic Load Cases (Continued) RI r n.—;;inn rof-- Y rr—Ah, V rrovfh, J r—Ah, Ininl Dnmf f A —AA Cvfore 6 WLB Alon to Ride e WL-X 2 2 7 ELX 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 I4 Load Combinations flnscnnfinn Rniv2 PnA RRRR RI C. Fa RI C Fn RI C Fn RI C Fn RI (; Fn R Fa R Fa R Fn R Fn R Fn Member Area Loads (BLC 1 : ®L) 9 '.I ; NQ I ' M19 I hill 1 ;Nilr1 I ''Y I A -Pt I - nn i I Member Area Loads (BLC 2 : SL) 19 I •. AIQ I >' Nil 1) 1 "` Kill I Kiln I Y I A-R I _ r17F ' I Member Area Loads (BLC 3: WLA (Normal to Ridege)) Joint A Joint B Joint C Joint D Direction Distribution Magnilude[ksf] RISA-31D Version 17.0.4 [\...\...\...\... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 3 Company PSEI Oct21,2020 Designer ISE 1:12 PM Job Number Seattle Shade 220-1 Checked By: NT _ ,.._. Model Name Pergola Design Member Area Loads (ELC 3: WLA (Normal to Ridege)) (Continued) Inint A .Inint R Anint C .Inint n nirectinn Distrihutinn Maonitudefksfl 1 N1 N6 N5 N2 Y A-B -.03 2 N6 N4 N3 N5 Y A-13 -.008 3 1 N9 N14 N13 I N10 Y A-B -.03 4 1 14 N12 N11 I N13 Y A B 008 << Member Area Loads (ELC 4: WLE (Normal to Ridege)) mint A Wn t R .mint C. .Inint n nirectinn nistrihi Jinn Mannitudefksfl 1 N1 N6 N5 N2 Y A-B 027 2 N6 ` N4 " N3 N5 ` "'Y A-B 003 3 1 N9 I N14 N13 N10 Y A-B 027 4 1 N14 ''"I N12 I N11 N13 I Y I A-B .003 Member Area Loads (ELC 5: WLA (Along to RidegeU Member Area Loads (ELC 6 : WLE (Along to Ridege)) Member Area Loads (ELC 7 : ELX) Member Area Loads BLC 8: ELQ 1 9 1 NA I N19 I N11 1 N1n 1 7 1 A-R 1 -:002 I Envelope Joint Reactions .Inint X fkl I C Y Ikl LC Z fkl LC MX fk-ftl LC MY fk-ftl LC MZ Ik-fll LC 1 N3 max 17 3 .366 5 .M 9 0 18 0 18 0 18 2 min >-.166 9 -.086 13 -.224 3 "`0 1 0 1 0 s 1 max .052 15 .167 5 .24 8 0 18 0 18 0 18 min -.031 9 2 13 -.211 14 0 1 0 1 0 '' 1 "5N max 032 17 :7 6 0 17 0 8 .029 15 30 9 min -.033 13 14 0 14 A 14 "-.024 381 15 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 =:018 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 `' 1 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 1 5 .145 9 0 18 0 18 0 18 16 min - 0 1 -.19 '' 13 -.189 15 % 0 1 0 1 0 1 17 N18 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 [\... \... \... \... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 4 Company PSEI Oct21,2020 NINRISA Designer ISE 1:12 PM Job Number Seattle Shade 220-1 Checked By: NIT ,- 11 ,_ _1 Model Name Pergola Design Envelope Joint Reactions (Continued) WM Y NO I C V f,1 1 r 7 fkl I rt MY fk-Rl I C MY fk-Bl 1 C M7 Ik-fll I C. 20 min 0 1 =.152 13 -.002 15 0 1 0 1 0' 1 21 N20 max .622 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 .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 9 0 1 0 1 0 ''' 1 31 N25 max 019 17 .431 5 .019 16 0 18 0 18 0 18 32 ' min 0 1 =_133 13 " -.002 3 0 1 0 1 0 1'' 33 N26 max .019 17 .432 5 .019 18 0 18 0 18 0 18 34 " min 0 1 -.133 13 `'-.003 9 "'0 1 0 1 0 ``1 35 427 max .019 17 .407 5 .032 9 _ 0 18 0 18 0 18 36 min 0 1 =126 13 `' -.035 3 0 1 0 1 0 1 37 N28 max .019 17 .549 5 .354 3 0 18 0 18 0 18 38 ' min 0 1 =:169 13 "-.329 9 0 1 0 1 0 1 39 Totals: max .573 17 13.084 5 .816 8 40 min -.511 13 -3.786 13 `'-.705 10 Envelope Maximum Member Section Forces r.e.....h.,, nNn1lLll -MI I r .. Chm, 1 -M] I r v Chm, I -rm I r Tnm r I nrfHl I r v_„ Mnmc I nrffll I C vv KMmc I nrrfo 1 r 1 I M 1 m...074 14.75115 2.024 1 0 6 1 .19 14.75 8 .028 0 1 6 1 .497 0 1 4 1 2.464 7.836 14 2 i -078$14.75 -1.823 14.75 6 '-.217 0 4 =:011 0 14 -.427 '' 0 = 10 -6.246 `7.836 6 3 M2 m.. .19 .031 0 10 .031 8.297 9 .122 0 6 .281 0 15 .011 0 14 4 i -.168 '- 032 14.75 6 '-.041 -0 15 -.048 0 ` 14 -.331 `% 14.75 15 "` -.136 `° 7.221 6 5 M3 m...011 .251 2.151 5 .306 12.7.. 3 .006 0 14 .588 14.75 3 .108 2.151 5 6 '' i -.011 -i325 1.997 5 `-.286 12.7.. 9 '-.015 0 6 -.548 ` 14.75 9 ' -.148 .461 '6 7 M4 on . 217 1.661 0 6 .165 14.75 9 .641 0 14 .548 14.75 9 1.02 1.69 14 8 min -.185 0 " 10 - 612 1.69 14 ` -.17 ` 14.75 3 -1.609 0 " 6 -.588 ' 14.75 3 '' -2.773 ' 1.69 6 9 M5 m..3.707 0 6 1 .028 0 9 1 0 0 1 8 .029 0 15 0 0 14 .303 0 9 10 " i -1.408 =11 14 -.035 '0 15 0 'D 14 -.024 0 14 0 0 8 .381 ` '0 ' 15 11 M6 fn 1.875 0 6 .027 0 9 0 0 8 .047 0 10 0 0 14 .302 0 9 12 in -.701 11 ` 14 -.035 0 15 '' 0 0 10 -.055 0 4 0 0 8 -.381 0 15 13 M7 m...048 14.75 17 1.605 0 6 .219 14.75 g .007 0 14 .539 14.75 8 2.166 6.914 14 14 " i -.086 0 '' 15 -1.82 14.75 6 -.193 14.75 14 ''-'.019 0 6 -.47 ' 14.75 14 ` -5.42 ''' 6.914 6 15 M8 m...263 0 4 .063 0 110 .052 0 9 .096 0 6 .355 0 3 .529 0 14 16 " i -.228 '0 10 -.139 13 16 -.057 6.635 3 1 -'039 '0 ` 14 -.382 '' 13 '3 -1.436 0 `< `6 17 M9 m.. .01 0 17 .294 12.7.. 5 1 .322 12.7.. 3 1 .017 1 0 6 .618 14.75 3 .097 12.5.. 5 18 No -.01 14.75 15 - 28 " 1.997 5 '=:2gg 12.7.. 9 -.006 '0 ' 14 -.574 '; 14.75 9 -.14 14.2.. 6 19 M10 m...188 -0 -4 .027 0 9 .172 13 9 .049 0 14 .574 13 9 .007 0 14 20 i -.16 '0 10 =.027 '13 6 -.178 `13 3 = 124 -.618 "` 13 '3 ' -.107 " 6.5 6 21 M11 m..1.654 0 6 .027 0 9 0 0 8 .046 0 0 10 .296 0 9 22 i - 625 11 14 -.032 -0 15 0 "0 10 -.039 1114 0 0 4' -.353 0 15 23 M12 m...026 0 4 .669 0 14 .19 0 15 .536 .487 0 8 1.706 .05 6 24 -.022 '0 10 -1.736 0 6 -.081 "0 9 -1.455 -.421 0 14 -.679 05 14 Envelope Member Section Deflections Service AA,.-k-, ce,. ., rinl I r v ❑nl I r o riot I r v PMf. f, I r W 11" Pofin I r W I /i Pafin I r 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 c307e-3 14 NC 1 1 NC - 1 3 1 1 2 max .667 15 .249 1141 .136 8 3.103e-3 6 1 4866.285 1171 NC 13 RISA-3D Version 17.0.4 D... \... \... \... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 5 Ito) w Company PSEI Oc121, 2020 Designer ISE 1:12 PM Job Number Seattle Shade 220-1 Checked By: NT 11, _ , , , ,.. Model Name Pergola Design Envelope Member Section Deflections Service (Continued) Memher SPc r lint I C v lint 1 C 7 [in] I C x Rotate rr.._ LC (nl I./v' Ratio LC (n) L/i 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 INC 17 6 min -.529 9 -.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 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'A 3129.625 '15 19 5 max 0 18 0 18 0 18 7.693e-5 6 NC 18 NC 18 20 min 0 `' 1 06 1 0 1' -2.35le-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 INC ' 1 23 2 max 0 18 0 13 0 9 9.89e-4 6 NC 18 NC 18 24 min 0 1 0 5 0 15 -9.546e-5 14 NC 1 NC `' '1 ' 25 3 max 0 18 0 13 0 7 1.50le-3 6 NC 18 NC 18 26 min 0 1 0 5 0 16 -2.995e-4 14 NC 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 = INC 1 29 5 max 0 18 0 18 0 18 2.526e-3 6 NC 18 NC 18 30 min 0 1 0 1 0 1`-7.075e-4 14 NC 1' NC 1 <' 31 M4 8 .014 14 .529 9 5.531e-3 14 NC 18 NC 18 32 ' 0 14 -.036 6 "'=:667 " 15 -1.403e-2 6 NC I NC 1 33 0 8 .052 14 .484 9 9.558e-3 6 NC 18 NC 18 34 ` 0 " 14 -.162 6 -.545 ` '3 -3.853e-3 14 '1313.925 6 ' 1964.071 '3 35 t-Ml 0 8 .052 14 .361 9 6.375e-3 6 NC 9 NC 18 36 0 14 `=:172 6 =.398 3 -2.573e-3 14 =1149.765 6 1827.126 `13 37 0 8 .03 14 .16 9 3.192e-3 6 NC 18 NC 18 38 0 ' 14 =106 6 =.173 `3 -1.293e-3 14 1827.588 `6 3606.175 15 39 5 max 0 18 0 18 0 18 1.181e-5 8 NC 18 NC 18 40 ' " min 0 ' ` 1 0 1 0 1 <-1.316e-5 10 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 NC 1 45 3 max .007 14 .209 15 0 14 6.741e-4 14 NC 18 NC 18 46 min -.018 ` 6 -.166 9 0 8 -8.234e-4 15 '632.411 '' 15 NC " 1 47 4 max .01 14 .422 15 0 14 1.011e-3 14 NC 18 NC 18 48 min -.027 ' 6 ' -.335 9 0 8 -1.235e-3 15 "312.612 ` 15 NC ` 1 49 5 max .014 14 .667 15 0 14 1.348e-3 14 NC 18 NC 18 50 min -.036 6 =:529 9 -.001 8 -1.647e-315 197.913 15 NC 1 51 M6 1 max 0 18 0 18 0 18 0 18 NC 18 NC 18 52 min 0 '' 1 0 1 0 1 0 1 1 NC " 1 53 2 max .002 14 .058 15 0 14 7.745e-4 418 NC 18 54 min -.005 6 -.046 9 0 4 -6.698e-4 10 15 NC 1 55 3 max 003 14 .209 15 0 14 1.549e-3 418 ff2292.448 NC 18 56 min -.009 6 =.166 9 "` 0 ''' 8 -1.34e-3 10 15 NC1 57 4 max .005 14 .422 15 0 14 2.323e-3 418 NC 18 58 "` min =:014 6 =:335 9 `' 0 8 ` =2.01 a-3 10 "312.606 '' 15 NC " 1 " 59 5 max .007 14 .667 15 .001 14 3.098e-31 4 NC 18 NC 18 60 min -.018 6 =.529 9 =:001 8 -2.679e-310 '197.909 15 NC 1 RISA-31D Version 17.0.4 [\... \... \... \..A ... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R3D] Page 6 lia).c4 Company PSEI Oct 21, 2020 Designer ISE 1:12 PM Job Number Seattle Shade 220-1 Checked By: NIT Model Name Pergola Design Envelope Member Section Deflections Service (Continued) Mpmhpr Rpn x lint 1 C v lint I C > lint LC x Rotate fr_. LC W Uv' Ratio LC (n)L/z' Ratio LC 61 M7 1 max .618 15 .006 14 .001 4 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 -1.031e-4 14 308.67 6' '1257.833 '8 65 3 max .618 15 .324 14 .201 4 1.442e-3 6 3461.111 17 NC 17 66 min .518 " 9 =:821 6 -.174 10 -3428e-4 14 219.934 6 ` "884.773 4 67 4 max 618 15 .238 14 .114 4 2.081e-3 6 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'' 9 122 6 '=.001 -10 -8.22e-4 14 1674.878 'fi' NC 1' 71 M8 1 max .001 4 .042 14 .518 9 1.123e-2 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 max 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 6 550.379 3 77 4 max 0 4 .028 14 .093 9 2.854e-3 6 NC 18 NC 18 78 ' min 0 10 '-.097 6 -.104 3 ' -1.143e-3 14 ` 1607.518 6 ' 1505.895 3 79 5 max 0 18 0 18 0 18 6.232e-5 5 NC 18 NC 18 80 min 0 " 1 0 1 0 1 ' -1.932e-5 13 NC 1 ' NC 1 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 1 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 0 13 0 7 1.478e-3 6 NC 18 NC 18 86 min 0 =' 1 0 5 0 16 -3.363e-4 14 NC 1 ` NC " 1 87 4 Imax 0 181 0 8 0 3 9.221e-4 6 NC 181 NC 18 88 ' min 0 1 1 "0 12 0 9 -1.377e-4 14 NC 1 I NC '% 1 89 5 max 0 18 0 18 0 18 3.664e-4 6 NC 18 NC 18 90 min 0 '' 1 0 1 0 1 6.087e-5 14 NC 1 NC 1 91 M10 1 max .001 4 .006 14 .518 9 5.764e-3 14 NC 18 NC 18 92 min 0 " 10-016 6 '-.618 ' 15 -1.452e-2 6 NC 1 NC > 1 ` 93 2 max 0 4 0 14 Ant 9 4.328e-3 14 NC 18 NC 2 94 min 0 10 -.021 6 -.522 3 ` -1.091 e-2 6 NC 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 "1 " 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-3 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 1 0 1 INC 1 NC i 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 .318 15 NC ` 1 109 5 max .006 14 .618 15 0 10 2.209e-3 14NC 18 NC 18 110 min -.016 6 -.518 9 -.001 4 -2.57e-3 '8 - 15 NC ` 1 111 M12 1 max .618 15 .042 14 .001 4 2.72e-3 6NC 18 NC 18 112 min =:518 9 -.122 6 =.001 10 -8.22e-4 14NC F213.554 1 NC 1 113 2 max .618 15 .041 14 .001 4 2.72e-3 6NC 18 NC 18 114 min 518 9 -:12 6 =.001 10 -8.22e-4 14NC 1 NC 1 115 3 max 618 15 .04 14 .001 8 2.72e-3 6NC 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-31D Version 17.0.4 [\... \... \... \... \... \... \Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R31D] Page 7 116 3O Company PSEI Oct 21, 2020 Designe ISE 1:12 PM Job Numrber Seattle Shade 220-1 Checked By: NIT __ i.,,. Model Name Pergola Design Envelope Member Section Deflections Service (Continued) AA-k- Con v ❑nl 10 v nnl I r v fins I r v RnMln rr I r rn\ I h; Rain I r /nl I N Rain I r 118 1 min 1 -.518 "1 9 1 -.117 1 6 1 0 14 =8.22e-4 14 NC 1 NC 1 119 5 max .618 15 .039 14 0 8 2.72e-3 6 NC 18 NC 18 120 min -.518 ` 9 115 6 0 14 -8.22e-4 141 NC 1 1 NC 1 Envelope AA ADM1-15. ASD - Euildinp Aluminum Code Checks AA-k- CMne r-A. r i ,rfl i r Qk- i -fol rn, i r D-in Dnffnm RA -In AA -,fn W-In v-In rr. P- I 1 01 1.61X9.3... .774 7.836 6 .136 0 y 6 25.136 52.727 4.216 8.79 16.61 1 2.884 1 .1-1 1.61X9.3... .079 14.7515 '.066 ' 8.297 z` 6 25.136 52.727 4.216 8.844 `16.61 2.884 t:) .1-1 1.61X9.3... .144 14.75 3 .110 12.753 z 3 25.136 52.727 4.216 8.79 16.61 2.884 1 .1-11.61X9.3... `;803 "' 1.69 6 .897 ` 0 6 25.136 52.727 4.216 `8.926 16.61 2.884 `2.:- .3-24.3x4.3x.... .355 0 5 .017 0 15 14.348 25.455 2.262 2.262 7.16 7.16 1...H.1-14.3x4.3x.... .243 0 " 5 .023 0 4 14.348 25.455 '2.262 2.262 7.16 7.16 `1.... .1-11.61X9.3... U2M2 .675 6.914 6 .119 14.75 6 25.136 52.727 4.216 8.79 16.61 2.884 1 1-11.61X9.3..: 209 0 '` 5 `.057 6.635 z 5 27.344 52.727 4.216 8.886 16.61 `2.884 1.:..1-11.61X9.3... .153 14.75 3 .116 12.753 z 3 25.13652.727 4.216 8.79 16.61 2.884 1 1-11.61X9.3..: ''148 `13 3 `.101 13 '` z 5 27.344 52.727 4.216 8.843 16.61 2.884 1... .1-14.3x4.3x.... 1 .224 0 5 .019 0 V 15 14.348 l9r.455 1 2.262 RISA-31D Version 17.0.4 [\...\...\...\...\...\...\Dsgn Engineering\Pergola\2020-10-20 3D Pergola.R31D] Page 8 m PSE CONSULTING ENGINEERS IND. Connections Design: 250-A Main Street E-Mail: info(rilstructurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 x Wall Anchorage , r .. ` -ffi 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 I `.ao � 611 'Lbs '' as per page o? 632 611 +Lbs < IIIRSIF„�ffl Allowable Withdrawl Capacity per screw = 1,324 Lbs as per page I i i) o2 We have Tension force = Number of screws Total Allowable Withdrawl Capacity = 342 Lbs " as per page I r o 0 1,324 i' 342 'Lbs < 1,324 Lbs `' USE [ 1/2" 0 Lag Screws @ 24" O.C., Min 4" Embedment into Wood stud] 1 1/2" Lag Screw Shear Capacity: Calculate Connection Capacity Connection `field Mode Descdotions Lhr is of Use Diaphragm Factor Help I Load Duration Factor Help I I 7ecnnical Help ' Show Pnntable Vtert Connection Yield Modes Is � t?301bs. � 71 13b lbs. _- IILn - li63 Ibs. Ills 1632 Ibs. j ... IC_ , t Adjnsted ASD Capacity 1632 Ibs. II 1/2" Lag Screw Withdrawal Capacity: Main 1lembet Type Douglas Fir -Larch Main Member aiu Member Thickness v. In ._ .''. Side Member T� pe Side Member Thickness l 14 gage 3A:uher Thickness,' 0 in v , F_ Nominal Diameter 1/2 in. Load Duration Facfor v' VA et Service Factor , c_Pf = 1.6 End Grain Factor C_eg LO Temperature Factor C- t Calculate Connection Capacity Connection Yield Mode Descricticns Limits of Use Diaphragm Factor Help I load Duration Factor Hein I I Technical Help Sho•,i Pnntable Viev Adjusted LSD Capacity � 13?d lbs. , <� Anchorage for Base Plate I So Project Number Seattle Shade 220-1 Sheet i 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 = 1,499 Lbas per page l �ot s - 1,395 Lb= as per page 4 6 ' in 349 ' Lbs 381 'Lb-ft 381 ' Lbs 730 1Lbs I < 1 1,499 Lbs USE [(4) 5/8" to Lag Screws, Min 5" Embedment into wood Beam/ Blocking] S/8" Lag Screw Withdrawal Capacity: Maui Member TFjje Douglas Fir -Larch Uain Member ThicknessIll 7.5 in. v Side lIember TN pel Steel Side Member Tbickues�. j 12 gage v �� Rasher Thickness, 0 inv j Nominal Djameter l 5/8 in. V Leugtbi l 4 in. v . Load Duration Factor G O= 1 6 v 1 Vet Service Factor G ri = 1 0 v End Grain Factor ( C_eg = 1.0 v �; Temperature Factor C_t = 1.0 Calculate Connection Capacity Connection 'Yield Mode Da_;crlptions F Limits of Use Diaphiagnn Factor Help Load Duration Factor Help , Technical Help Show Printable Vier y Adjusted ASD Capacity i d99 lbs. Side Beam to Column Connection Design Project Number Seattle Shade 220-1 Sheet 1, 5° Project Name Designed by ISE Date 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 10/21/2020 1996 Lbs as per page I So 499 Lbs _ '3992 3707 Lbs : < 3992 Lbs I NO - SAS - USE [ (8) 1/4-14 Tek Screws for beam to Bracket connection & (8) 1/4-14 Tek Screws for post to bracket connection ] 1, A PA ®ril-Flex" Structural ®rill Screws Technical Information Pull-out Tests —Steel: Pull-out values shown are in lbs. in�Sc�evy Si,e Pomt Tyipe�ap, ,�;, ,`7fi, ,14 12 t18,3716, 1l4 „5116; Shear Tests -Steel: Shear values shown are in lbs. Screw, ..Siz ;; Po2,pt Type, br111 Zap, r 7818 , ga;"- 18 j4 „ga., 'St 16-16 14 14 1/8 - ,-ga. „ ga,, 3/1fi': " 311fi AW17- 12,ga,u Pull-out Tests - Aluminum 10-16 3 .150 on 12-14 3 .187 939 2286 114-14 3 .210 1003 2424 1/4-20 4 .312 897 2075 3683 5/16-18 3 .210 1120 2967 4796 5/16-24 4 .312 1043 2566 Shear Tests — Aluminum Screw Size Point Type Drill Cpp Aluminum 118 118 „ fi0fi3 T5",}', 2l8 ,-114•,, 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 provide high resistance to hydrogen embrittlement failures. However, stainless steel is galvanically incompatible with aluminum or steel panels. In this case, stainless steel fasteners trigger a sacrificial action, which can lead to degradation of the panel and loosening of the fastener. Galvanic Series Metal/Alloy EMFl Magnesium ............ ............... .1.60 Zinc............................................. .1.10 Alum (5000, 6000, 7000)........... ..75 Iron, Low Alloy Steels ................ ..70 Alum(2000) ............................... ..60 Lead............................................ ..55 18% Chromium Steel ................. ..35 Naval Brass ................................. ..30 A dual -hardening process allows Brass, Bronze .............................. ..25 Dril-Flex9 fasteners to provide high Austenitic Stainless (300 Series) -.20 strength and resistance to hydrogen Nickel .......................................... ..IS embrittlement failures. Their silver ........................................... 0 Stalgard" finish 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 Identification Elcc ,eraised circle (hex washer head shown) logo Embrittlement Tests Embrittlement testing of Dril-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 Ernbrittlement. 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 tensile strength. NOTE; All performance data shown is based on tests performed under laboratory conditions at independent construction testing facilities. The appropriate safely factor should be applied and code requirements factored into specification and use of these fasteners. A safety factor of 4:1 or 250S of the ultimate average values shown 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 liabtlity 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 . USM 15