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APPROVED BLD BLD2022-ALL UNITS+Architectural_Plan+5.27.2022_8.01.37_AM+2897421M :EPEW 10 LEGAL DESCRIPTION THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 9, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M., LYING WESTERLYOF NORTHERN PACIFIC RIGHT-OF-WAY; ALSO, THAT PORTION OF GOVERNENT LOT 1 IN SECTION 9, TOWNSHIP 24 NORTH, RANGE 5 EAST, W.M.M LYING EASTERLY OF BOUNDARY OF FACTORIA-WILBURTON COUNT ROAD AND WESTLY OF THE WESTERLY BOUNDARY OF NORTHERN PACIFIC RIGHT-OF-WAY. PER RECORD OF SURVEY DATED DECEMBER 1981 PREPARED BY BENNETT P.S. & E., INC. GENERAL Hidden Meadows Condominiums, is located at 8015 196th St SW, Edmonds, WA 98026. CODE DATA OCCUPANCY CLASSIFICATION R-2 MULTI -FAMILY RESIDENTIAL ZONING DISTRICT R-20 TRANSITION (SINGLE-FAMILY) W/CONDITIONS SCOPE OF REPAIRS The project is to replace the deck rails, sheathing, and soffits for 11 decks. it 1. 2. 3. 4. II. 1. 2. if 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. Demolition: Decks: Remove and dispose of the plywood sheathing. Remove and dispose of the existing fascia. Remove and dispose of the existing deck rails. Remove and dispose of the deck soffits. Allow the Engineer to review the exposed deck structure for rot or deficiencies. ,k., A.1..>>,>>>>>>>>>,>>>>>>,>>>.>>,>kkk>k,>>>>>> Decks: Replace the existing 4x6 deck beams with new 4x8 deck beams to stiffen the deck. Install a 2"x6" doubler at each joist to stiffen the deck structure Install a 211x10" doubler outside of of the beam to support new rail system Install Strong -Tie LU-26 joist hangers at all deck joists. Install Strong -Tie L50Z bracket at the north and south rim joist locations. Install new 2"X10" doubler at the north and south ends of the deck structure Install new 2"X10" rim joist with a 2"x10" doubler at the outer edge of the deck with Strong -Tie L50Z brackets. Install new 5/4x12 cedar fascia. Install new 3/4" ACX sheathing. Install new deck flashing. Apply a new deck coating or membranes. Install new Vista Pro rails per manufacturer's instructions. Install the 1/2" Densglass deck soffits with new vents. OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE City Of Edmonds Building Department Work 11 UNITS- DECK REBUILDS Address 8015,8017,8019196TH ST SW Owner HIDDEN MEADOWS CONDOS --------- -- - - --------------------- ------------------------------------ Approved Date 6/22/2022 Building Official W. W vfk c •--------------------------------------------------- Permit Number all ermits listed to the rl ht ' 4 � e ❑iris;,-. y'nrnr,McDrive ry - Isar• v Lire,sutigcffr'e• a 5eavieW Palk aSeatlie Granafa ComVanyl R1c•77u K::r•'jr Hun Park a rt laRrNVILLE } e - lgAiMS 5W t8p[h Sl SW � LynndelE Park � � � Lys Reoeauor) � p � � �Cos�Ca $usiness CEnter d - — b HDi519fith S1 SW r:"tl WvY , *Emmnn¢s, wA 0002v I Nu tea` - ua �e t j Lynnwood 5�+ — :'.gym sr sw _ y n Lyn nwooaiceceitite v Srnbe caapers sr EC[n?r . a THE SaWL _ QFEDMONDS CiN .'f L}'nnwrojft � Mur.•iUpaf ,•:,Ir Cod•se � .I Llnitc7 3:atc•s 4 �. an;�dl c2,4i: c Edmonds �8 � � A0 ■ 208165%Sw SEAiTLE1.1MIATS YOM SL Elm -Matt, Zsvr B f ALL PERMIT NUMBERS BLD2022-0698 BLD2022-069'9 BLD2022-0700 BLD2022-0701 BLD2022-0702 BLD2022-0729 BLD2022-0730 BLD2022-0731 BLD2022-0732 BLD2022-0733 BLD2022-0735 DEPEW, Inc. 1834 SW 152nd St. Burien, WA 98166 steve@depewinc.com STAMP THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENT THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. STEVEN K. DEPEW, PE CO U) 0 Q W Z 75 Z 0 W Q 0 Z 0 0 I U SHEET TITLE 0 z J Q J �a v� W J 0 PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, REVIEWED STEVEN K. DEPEW DRAWN STEVEN K. DEPEW No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against field conditions. If any dimensions are found to be incorrect or invalid, then it is the responsibility of the user to inform the Architect, and to obtain the correct dimensions prior to acting upon anything contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. REVISION DATE PERMIT 03.25.2022 RECEIVED Jun 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER I SHEET NUMBER EXISTIr EXIS STF 01 EXISTING 2"X10" EXISTING DECK JO NEW STRONG -TIE L90Z FRAMING ANGLES (TYP; NEW 2x10 RIM JOIST (TYP 4 NEW BEAM 'BC' POST CA EXISTING P A SECTION THROUGH DECK 200 / 3/411 = 1 1-011 JCTURE NEVV D/-+ AIL CEDAR FASCIA (TYP) —1/2 " DECK S HER (TYP 2) EXISTING JOIST PER VISTA PRO NG DETAIL c \ GUARDRAIL TO RIM CONNECTION 200 / 31 1 = 1 '-011 NEW EXPOSURE S FOLLOWS: 31 "x 2 2" @ 1 >> I /IVVLLV \I/...............................................U. 131 x 2 2 @ -IVLL L nTNP_R qi ippORTS, FIELD NAILING (FN)..............0.131 "x 2 2" @ JTERIOR RIM JOISTS & STRUTS ....... 0.131 "x 2 2" N EXIST 1 APA—RATED SHEATHING OF e SECTION THROUGH DECK 200 / 3/411 = 1 1-011 Brian West, PE Smith Company Structural Engineers Email: brian.west@ SmithCompany Structural Engineers.com STAMP G. R W �w t 8168 22-0524 3: C/) O75 Q — W Z Z O W p 0 Z 00 2 U SHEET TITLE 0 Z_ W J W H PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, INC. REVIEWED BRIAN WEST DRAWN STEVEN K. DEPEW No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against field conditions. If any dimensions are found to be incorrect or invalid, then it is the responsibility of the user to inform the Architect, and to obtain the correct dimensions prior to acting upon anything contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. REVISION DATE PERMIT 03.25.2022 RECEIVED Jun 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER I SHEET NUMBER T WALL DEPEW, Inc. ADJACENT 1834 SW 152nd St. / Burien, WA 98166 steve@depewinc.com NEW ACX /ice /ice ii SHEATHING /ice /ice /ice STAMP I J2 A INSTALL 9" HIGH WRB TARGET THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENT THAT IN MY PROFESSIONAL JUDGEMENT ARE APPFLASHING RCWROPRIATE TO SATISFY THE 64.55005 THROUGH 64.55.090REMENTS OF STEVEN K. DEPEW, PE U) STEP 1: DECK COATING AND FLASHING 3: NTS v ) O75 0 W z z0 W0 6„ z o ' = U I I SHEET TITLE / W z DECK CORNER Q 4 FLASHING 0 W 0 m a LLB W 2 LU Q W 0 2 STEP 2: DECK COATING AND FLASHING WP-2. NTS PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, REVIEWED STEVEN K. DEPEW DRAWN STEVEN K. DEPEW WALL ADJACENT No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against TURF �/% /// //� / field conditions. If any dimensions are /ice /ice found to be incorrect or invalid, then it is the responsibilityof the user to inform the /ice /ice Architect, and to obtain the correct �� /ice /ice - NEW ACX -� /ice /ice / dimensions prior to acting upon anything /ice /ice SHEATHING �� /ice /ice contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. INSTALL 26 GAGE DECK REVISION DATE CORNER FLASHING INSTALL 26 GAGE DRIP PERMIT 03.25.2022 EDGE FLASHING OVER DECK CORNER FLASHING RECEIVED .tun 07 2022 s STEP 3: DECK COATING AND FLASHING OF CITY OF EDMONDS NTS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER SHEET NUMBER WP 201 ---------- - T DEPEW, Inc. 1834 SW 152nd St. Burien, WA 98166 steve@depewinc.com STAMP K �pF2 " e NOTES: 1. THE MAXIMUM GAP BETWEEN ANY OF THE RAILING STRUCTURE TO ITSELF, DECK OR WALL SHALL THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE BE 4". DOCUMENT THAT IN MY PROFESSIONAL JUDGEMENT ARE 2. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. 3. INSTALL BRACKETS ATTACHING THE TOP OF THE RAIL TO THE WALL ON BOTH STEVEN K. DEPEW, PE SIDES OF THE DECK U) U) O� Q Q — wz_ zp Wp z 0 O RAILING MOUNTING = 1 �J FASTENERS. 3/8" x 4-1/2" STAINLESS STEEL HEX BOLT BLACK OXIDIZED (TYP) SHEET TITLE INSTALL BRACKETS ATTACHING THE LA TOP OF THE RAIL TO THE WALL ON BOTH SIDES OF THE DECK 2X10 RIM JOISTS NEW 5/4"X12" CEDAR FASCIA (TYP) ♦^ V Z E: 0 PEAK RAILING WITH A 4" MAX GAP BETWEEN SPINDLES, RAIL AND DECK AND O Z RAIL AND VERTICAL WALL. O W J a. DECK RAIL 3 RAILING ATTACHMENT � a 201 NTS IVIP-20 NTS 0 PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, REVIEWED STEVEN K. DEPEW DRAWN STEVEN K. DEPEW No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against field conditions. If any dimensions are found to be incorrect or invalid, then it is the responsibility of the user to inform the Architect, and to obtain the correct dimensions prior to acting upon anything contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. REVISION DATE PERMIT 03.25.2022 RECEIVED Jun 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER SHEET NUMBER ---------- WP - 202 Intertek Testing Services Vista Railing Systems Inc. May 17, 2000 ETL SEMKO Report No. 481-1414 Page 2 of 2 SUMMARY The welds broke at the bottom rail of test samples #1 and #3. The welds broke at the top rail of test sample REPORT OF: Railing Component Testing #2 AT: Coquitlam Laboratory DATE: May 17, 2000 PROJECT: 481-1414 NO: 30/00 INTERTEK TESTING SERVICES NA LTD. REPORTED TO: Vista Railing Systems Inc. PAGE: 1 of 2 Warnock Hersey 23282 River Road i Maple Ridge, B.C. V2W 1136 Attention: Mr Peter Siemens APPENDIX INTRODUCTION Reported by: V Doug Doc erty,AScT Intertek Testing Services NA Ltd./Warnock Hersey, at the request of Vista Railing Systems Senior T [9nologist Inc., has conducted uniform load tests on the aluminum picket infill panels of guardrail Building Sciences assemblies . The tests were conducted on three separate samples in accordance with instructions from Vista Railing Systems Inc. DESCRIPTION Reviewed by: Sheldon Warman, P.Eng. The aluminum picket samples were installed within a complete aluminum guardrail assembly. Manager The pickets measured 5/8" x 5/8" x 0.051" thick and were spaced 4-1/2" apart c/c. Each Physical Testing and Certification picket is welded to both the top and bottom rails on one side each. Every 5th picket is welded on both sides' top and bottom. Please refer to the drawing in the appendix of this report. DD/ah The sample assembly was placed onto a horizontal support assembly and a hydraulic ram (complete with a calibrated 1000 lb. Artech load -cell S/N: 199766) was used to apply the load through a 12" x 12" x 1" thick plywood platten. The load was steadily increased until failure occurred at which point the load was recorded. CA480%reports\alco-30. doc The following table identifies each of the three tests and their results. SAMPLE IDENTIFICATION: 1-001 Irillop.1111 loll III I .... 60 ... . 624 774 691 All services undertaken are subject to the following general policy: Reports are submitted for the exclusive use of client to whom they are addressed. Their significance is subject to the adequacy and representative character of the sample and to the comprehensiveness of the tests, examinations or surveys made. No quotations from reports or use of Intertek Services NA Ltd.'s narte is permitted except as expressly authorized by Intertek Testing Services NA Ltd. in writing Intertek Testing Services NA Ltd. Warnock Hersey 211 Schoolhouse Street, Coquitlam, BC V3K 4X9 Canada �rart:o ® Telephone 604-520-3321 Fax 604-524-9186 Home Page www.worldiab.com Q ra Q� rii T o . t • — • — • — • — • — • — • — • — • — • — • — o n- 1- z IGUARDRAILS SHALL BE DESIGNED TO RESIST A L0� o Y N 9 CONCENTRATED LOAD OF 200 POUNDS IN ANY 0 0 000 `� �oIA I DIRECTION AT THE TOP OF THE GUARDRAIL. _ 00 z z C4 s E .INFILL COMPONENTS SHALL BE DESIGNED TO > o =co, a I RESIST A HORIZONTAL LOAD OF 50 POUNDS min !OVER A ONE SQUARE FOOT AREA. Z 0 X III`■�■�■�■�■�■�■�■�0�0�M \ ZuJ > W Z 00 W ON W \ v f 0Ln la 0� r■�■�■�■�■�■�■�■�■�■�■, o a wI Any welding on site to be completed by a certified U welder or a certified WABO welding shop. �WABO ILL]IL On 0 � J W C/) 3: W Iz ~OW 0W C) 0 Cn LU O,W 00 cn—= cn— U) FF-CLLL F-0 Wa-W WZ Nc�O O U U Q IL W Z 0 F 0 th W J U) a o � J ,a w a Z e "� �m H � x fn nw Z w U O d I —I a w , 0 o00 O aQa n w W .a:------- o o z U p. a wz I I L-- m o 1 M EPEW DEPEW, Inc. 1834 SW 152nd St. Burien, WA 98166 steve@depewinc.com STAMP THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENT THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. STEVEN K. DEPEW, PE Ny L00-00 U) w0 00 01� Z w0 2 U SHEET TITLE< G V Z C/) IL 0 O J a. Q W W W �e F_ Q 0 W PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, REVIEWED STEVEN K. DEPEW DRAWN STEVEN K. DEPEW No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against field conditions. If any dimensions are found to be incorrect or invalid, then it is the responsibility of the user to inform the Architect, and to obtain the correct dimensions prior to acting upon anything contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. REVISION DATE A. CORRECTIONS 07.15.2021 RECEIVED Jun 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER I SHEET NUMBER ---------- I WP - 204A hitang structural engineering Vista Pro Design Guide-AMERICAN Inc. /22 �-v File No. 112-064 S,EA Pr1iO>; - a♦il \� `- Ii /,l;:t,::..-. .• `Gi CVG e, ar �-/, v '`Asir\.f. uJ� �1809 .; `-'/' : Ii o 1 ,, Ma 8 2020 ')"- " Y ' 4'. EG N a II 0 J;) Vista Rolling Systems Inc. �i`� 7" +: `L-:' . '=`E� 23282 River S G'M vv .d �7-`'%"�AL`�'� ., Road LU .o g,, Maple Ridge, B.C. ' J..ene...0 ,-- T:?_"f Canada V2W 186 1-kr'11s APR 0 3 2fi Ill Attention: Mr. Ed Granholm RE: ALUMINUM GUARDRAIL SYSTEMS BUILDING CODE COMPLIANCE As requested, a series of 42" high allowable guardrail configurations infilled with '/," tempered glass or pickets and acceptable guardrail mounting configurations have been determined and are assembled an pages 23 to 45 inclusive and pages 12 to 17 inclusive respectively of the American Vista Pro 86 Edition Updated April, 2020 Design Guide. These configurations are in conformance with the structural load requirements for balcony guardrails as specified in the following code: • 2018 International Building Code section 1607.8.1 Handrails and guards • 2015 Seattle Building Code section 1607.8.1 Handrails and guards The seals applied are current for details and tables assembled for the nodes indicated above. Annual resealing of these documents is not necessary. Contact us with any further questions concerning this. Yours truly, f2UFE6s/OA/ ;."_;''nor/r• J -9 ¢ r51HcArg' ,.•o, LANG STRUCTURAL ENGINEERING INC. �C� (^ "; �a "'0 1;, \ WILLIAP c 53"7 F wu:llA' , a; LOU z Lit.. BSE - 1 s2 !p 14 i IVIL s y � Coed -,,. P,. Bill Louwerse, P.Eng., Strudr .Eng., PE ac R@'or: a, �J `'� BLfk `CF CALIF` Expires 6/ - EXPI -9E N #2U1-2313 WEST RAILWAY STREET. ABSOMIFOR0, Be W62E3(604)M3-0522(804)M7-lM7FAx(60)853.0158 mnilMlanoe,w.cE_I VISTA PRO RAILINGS4'EDITION 2020 Vista Pro Railings Design Guide -American TABLE 2: PHYSIC-ar o O )EB oa OF COMMON EL MENTS ... n ELEMENTS ALLOY AREA xx aYY Tram°) M ,., n Lolls (105nmy It ItMttm9 (1o'mm') TOP RAILS 57.2 ram (2114') Ill.727 .237 228 .412 round topma for Ones panel infill (ore) (,099) (3,742) (171) .368 (6861) 572 in. (21/4') BOBS-TS 785 .293 ,292 A54 laws, panel lastpreil roc pan,al (507) (.124) (4.783) ,623 (.219) (7A40) 67.2mm(21W) 9063-T5 .621 238 .228 round lop rag for aid. kris (401) (.099) (3.705) .39/ (.105) .36 (5854) 4 17.2 ram 12 v4') ",-r5 .96, 208 A4t spore kip tall for (426) (.124) ,739 (4730) (.2111 .211 (7.2211 11/2"tallx 3" wide pkknlMN rectangular top rail TOP RAIL SLEEVESICORNeet; for picket infill haide round top 6D33-T5 .484 .121 .155 tell sleeve/comer (312) (.050) (2.640) .2B7 (.119) ,27$ (4.503) ouaMe mundlcome, top 6Ow3 T5 .641 .33e 281 mR ebeve (3491 (.139) (4.603) .395 (.I&) .318 (5202) 4- otside puare by 6063-T5 .5e6 A07 360 .538 A21 rail slsevaAwn,er (385) (.169) (5.Smi (22A) (6.996) BOTTOM RAILS bo-.,tor 5063-T6 .310 .051 .On gees panel syeam (200) (.021) (1.057) .097 (.040) ,144 (22i 4 Irotwo rat tor pkket Penal systom wosA-Tel 5/8" tall x 1 3/8" (� (. ) fzei) 1,�) (1.) wide POSTS 63.5 mm (2 1/r) SOO5A-T81 .730 .772 .617 . 772 A17 squa e past (50a) (.321) (10.115) (.321) (10.115) 508 ram 129 e005A-T61 .636 .393 .393 square Post (411) (.163) (6.434) .393 003) .393 (6A34) 6005A-T61 AW 158 ,2D8 sousn, ast square porn 1297) coati) (3.404) .166 (.ores) .208 (3.404) MSCELLANEOUS 1 tM'(31.8mm) 6081-T6 .667 194 234 199 �,la� (43)) (.081) (3.937) (.081) .234 (3.837) pkkels 608345 .113 .006 .M0 .008 020 vanm,s Pales 6061-T5 73) (.Oat) (329) (1003) (329) Lenard I - moment W inarha S . sedan modulo. VISTA PRO RAILINGS-e EDITION-2020 Vista Pro Railings Design Guide - American ...118 To assist in design, the maximum service pullout bads to be resisted by each anchor is summarized below for each type of post and anchorage configuration. These service (allowable) loads have safety factors (3.5) included: Poet Anchorage Confi uratioIT top mount fascia mount to wood fascia mount to fascia mount to fascia mount to using using concrete using wood using concrete using Vista Pro double Vista Pro double Vista Pro single Vista Pro single Vista Pro base plates fascia brackets fascia brackets fascia bracket fascia bracket 11/2" 576lbs 504 lbs. (2242 N) 646 tbs. (2874 N) 505lbs. (2246 N) 484 tbs. (2153 N) (,.,mm) (2582 N) 5%'vertical spacing 3" vertical spacing 5"vertical spacing 5"vertical spacing between between between between anchors' anchors• outer anchors' outer anchors" 2" 10921bs 9841bs. (4228 N) 1084 Ibs.(4822 N) 968lbs. (4306 N) 950 tbs. (4226 N) 50.8mm (4857 N). 51/:'vertical spacing 3 a/,'vertical spacing S" vertical sparing 5"vertical spacing between between between between outer anchors• outer anchors�63.5mm 21/2' 1892 Iles 9051bs. (4030 N) 1314 lbs. (5845 726 N .5'vertbal ranchorsi�annnnn- sparing 5'vertiCal spacbetween betweenolder anchors• outer anchors . As per Figure 3 2.6 WEAKNESS IN WELDED ALUMINUM A review of the mechanical properties of aluminum alloys and elements In Table 1 indicates that tensile strength is significently, reduced in aluminum when it is welded. This has a significant impact on the strength capacity of aluminum guardrail components, connections and systems. At the bottom connection of posts to base plates, the connection and Post Capacity is substantially less in welded configurations compared to those using Vista Pro Railings mechanical fastening. Tests conducted by Intertak Testing Services Na LtdJ Warnock Hershey indicate that 38.1 mm (1 '/,") posts with welded base plates fail at bads an average of 35 % lower than identical posts with Vista Pro Ratings mechanical base plate connections. Tests conducted by Intertek Testing Services NA Ltd./Wamock Hershey of a 2 Y.." aluminium post of top deck mount configuration (an actual competitor of Vista Pro Railings) that uses a welded base plate failed at bads an average of 30% lower than the Vista Pro Railings T post. A copy of the report can be provided upon request. For these reasons, welded post Rase connections are generally not recommended. 2.7 DESIGN PROCEDURES 2.7.1 Top Rail Design T rail desig n normal) involves using Top sm convention engineering 9 Y ale Ineerin design 9 g g es gn procedures in determining and comparing section resistingmoment capacities to resultant bending n moments from applied loads. Connections actions between posts and rails are assumed to provide no flexural restraint. The bending moments in top rails are affected by the number and length of spans between posts in a straight run. Computer analysis of guardrail systems most accurately determines bending moments in top rails. The top rail moment Capacity Calculated using the section modulus (S) and material yield strength (Fy) (or aftemalively from analysis of test results) must exceed the resultant bending moment from the applied bads. VISTA PRO RAILINGS-e EDITION-2020 t ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - ■ - I GUARDRAILS SHALL BE DESIGNED TO RESIST A !CONCENTRATED LOAD OF 200 POUNDS IN ANY 0 ENFILL DIRECTION AT THE TOP OF THE GUARDRAIL. COMPONENTS SHALL BE DESIGNED TO I RESIST A HORIZONTAL LOAD OF 50 POUNDS I !OVER A ONE SQUARE FOOT AREA. Vista Pro Railings Design Guide - American .../2 TABLE OF CONTENTS TABLEOF CONTENTS ............. ........ _._... ........................................................................ ........ 2 LISTOF FIGURES ........................... .... _.................. _.... ............ ............. ............. ................ .... 9 LISTOF TABLES ...................................__...._.................................................._.............._........ 3 1.0 INTRODUCTION ............................ _.................... »..................................... _................... 4 2.0 GEN ERAL DESIG N ... 2.1 DESIGN CRITERIA ............. _............................................................................ . 5 2.1.1 Loadings ......... ....... _.......... ................... _................. 5 2.12 Factors of Safety .................................... ........ ....... _ 5 2.2 MATERIALS AND PROPERTIES ................................ _........................... ...... 6 2.2.1 Mechanical Properties of Aluminum Alloys andElements ................................................... 6 2.2.2 Physical Properties of Guardrail Elements ............. 6 2.3 ELEMENT AND SYSTEM LOAD CAPACITIES ........................ _.................... 9 2.4 LOAD DISTRIBUTION .............. ... _....................................... _................ ...... 9 2.5 ANCHORAGE ............................ ......................................... ._................ ....... _ 9 2.6 WEAKNESS IN WELDED ALUMINUM ......................... ......... ..... _....... ....._..16 2.7 DESIGN PROCEDURES..................................................... _................ »... _.... 18 2.7.1 Top Rail Design ....................................................... 18 2.7.2 Post Design ..................... ...... _.»............................ 19 3.0 DESIGN TABLES .......................................... ................... _............ »......... ................. .. 19 3.1 WIND LOADING ......... .................... »...._......._.....».........................»............ 19 3.2 GUARDRAIL HEIGHT VARIATIONS ....................................... ..20 3.3 GUARDRAIL SYSTEMS WITH ALUMINIM PICKET INFILL .............. _........ 20 3.4 GUARDRAIL SYSTEMS WITH GLASS PANEL INFILL .............................21 3.5 FASCIA MOUNTED POSTS ................................ .................. ............ 21 LETTEROF CONFORMANCE............................................................................................... 22 VISTA PRO RAILINGS-811 EDITION-2020 Vista Pro Design Guide - AMERICAN .../B TOP RAILS /(�� 21/4' (57.2 ram) round top fag for lass 2 1/4" (57.2 mm) Y 4/ panel system 9 PaQ round top rail for picket infill system 2 114" (57.2 mm) square top rail for glass panel system 2 1/4' (57.2 ram) Q square top rail for picket bfill system /2" x 3" TOP RAIL SLEEVES/CORNERS rectangular top rail for picket infill system inside round top rail sleeve/corner outside round top rail sleeve/comer ill f� ill+5 - AI IY W inside square top rail sleeve/corner outside square top rail sleeve/corner BOTTOM RAILS 4 H bottom rail for glass panel system " bottom rail for picket infill system POSTS PICKETS 2 1/2" (63.5 mm) square post 5/8' x 5/8" (15.9 ram) square picket 0-W wall thkknes. 0.0491 -11 bkknaw �ure ram) sq re post (15.9 x 38.1 ram) x 1 picket square square picket 0.07r war nkA„eea 0.050'sal blcw,eo Tl2' (38.1 mm) a1 square post 0.DW -1 mbkness FIGURE 2: TYPICAL CROSS -SECTIONS OF COMMON GUARDRAIL ELEMENTS I VISTA PRO RAILINGS - 8e EDITION - 202o Vista Pro Railings Design Guide - American 2.72 Post Design .../19 Posts In railing systems behave somewhat as vertical cantilevered beams in resisting horizontal loads applied to the top rail. Bending moments caused by horizontal loads normally control allowable post spacing and design. The first step in post design is determining the actual horizontal bad that each post would be expected to cany. Horizontal load distribution from the top rail to each post is affected by a number of factors including the relative stiffness of the post and top rail, the length of each straight run, the number of spans In the railing, and the end support conditions. Computer modelling and analysis based on test results of guardrail systems most accurately assimilates top rail bad distribution to each of the supporting posts and end conditions. The post moment capacity is calculated using the section modulus (S) and material yield strength (Fy). This must exceed the resultant bending moment from the applied bads or the post spacing Is reduced to Create an acceptable condition. 3.0 DESIGN TABLES The design procedures de scribed in the i 9 Proce previous section have been carried out for a wide ra nge n e of possible guar drail 9 Po 9 configurations. The results are summarized in the tables which follow. By knowing the overall dimensions and layout of the guardrail system under desig n, n an acceptable Conf iguration uretbn can be se g P selected using the tables. 9 g s For each configuration, the maximum allowable post spacing indicated for the longest straight run shown Is also the maximum allowable post spacing for straight runs exceeding in length what is shown. The design tables are based u the loading 9 din coterie set out i Pon t o the 2018 International Building 9 aCade section 16 07han Handrails and guards. The actual load conditions for the guardrail system under design must be identical to a less than those used in the development of the tables. The tables should not be used for other applications where different loading conditions and configurations exist. 3.1 WIND LOADING For glass infill guardrail systems, the structural strength requirements imposed by design wind loading may exceed those imposed by specified guardrail design loads. Guardrail design loads (as specified In the 2018 International Building Code) of 20 p8 and 50 plf top rail bad are the governing criteria for 42" (1067 mm) high guardrail system designs when compared to uniform lateral specific wind pressures of not greater than 12.7 psi and 28.7 Pat respectively. The respective allowable guardrail configurations provided in figures 4 are all capable of withstanding this uniform lateral specific wind pressures. The procedure for determining allowable wind pressures for solid freestanding walls is provided using Chapters 1, 2, 26 and 29 of ASCE 7 Standard. Using the provisions, a 12.13 psf (0.58 kPa) allowable wind pressure is given fo the following conditions: • Basic Wind Speed for Occupancy Category II Buildings and Other Structures - nominal design 3-second gust Wind speed of 115 miles per hour at 33 feet (10m) above ground for Exposure C category, Figure 26.5 - 1A • Exposure B Category, 9 Cate o Section 26.7 • Wind directions Ity factor, Kd 0.85 Section 26.6 • Topographic factor 1.0 Section , KzL 28.8 • Gust Effect Factor, cto , G, 0.85, Section 26.9 • Velocity pressure exposure coefficient Kz, 0.57, Table 29.2 - 1 • Force coefficient, Cf, solid freestanding walls, 1.45, Figure 29.4 -1 Many residenfial guardrail conditions fit within these criteria. Consut the ASCE 7 Standard and local building jurisdictional authorities where other conditions apply for determination of the net design wind pressure. VISTA PRO RAILINGS -got EDMON-2020 IFE�m�m�m�m�m�m�m�m� - I Any welding on site to be completed by a certified WABO welder or a certified WABO welding shop ■ L ■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■iiiiiiiiiiiiii■ MA Vista Pro Railings Design Guide -- American LIST OF FIGURES •'•/3 FIGURE 1: MAIN ELEMENTS OF GUARDRAIL SYSTEMS ............................................ _................ ...... 4 FIGURE 2: TYPICAL CROSS -SECTIONS OF COMMON GUARDRAIL ELEMENTS ........... ................ 8 FIGURE 3: ACCEPTABLE GUARDRAIL MOUNTING CONFIGURATIONS .................................... 12 FIGURE 4: GUARDRAIL CONFIGURATIONS .................... _.......... ».... _................................................. 23 FIGURE4A: 42* HIGH ALLOWABLE CONFIGURATIONS TYPE 1A................"............................ 24 FIGURE 4A-A: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE to ALTERNATE ....................... 25 FIGURE 4B: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 18...................................................... 26 FIGURE46-A: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 113ALTERNATE ........................ 27 FIGURE 4C: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 1C................................... 28 FIGURE 4D: 42' HIGH ALLOWABLE CONFIGURATIONS TYPE 1D............................................. 29 FIGURE 4E: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 1 E.............................................. 30 FIGURE 4F: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 2A ....................................... 31 FIGURE 4G: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 2B.............................................. 32 FIGURE 4H: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 3A.............................................. 33 FIGURE 4H,A: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 3A ALTERNATE ........................ 34 FIGURE 41: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 3B............................................... 35 FIGURE 41-A: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 3B ALTERNATE ......................... 36 FIGURE 4J: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 3C.............................................. 37 FIGURE 4K: 42' HIGH ALLOWABLE CONFIGURATIONS TYPE 3D.............................................. 38 FIGURE 4L: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 4A.............................................. 39 FIGURE 4M: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 4B............................................. 40 FIGURE 4N: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE SA ................ ....................... _.. 41 FIGURE 40: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 58..................................»......... 42 FIGURE 4P: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE fiA............................................ 43 FIGURE 40: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 6B............................................ 44 FIGURE 40-A: 42" HIGH ALLOWABLE CONFIGURATIONS TYPE 6B ALTERNATE ................»..... 45 LIST OF TABLES TABLE 1: MECHANICAL PROPERTIES OF ALUMINUM ALLOYS AND ELEMENTS ............................. 6 TABLE 2: PHYSICAL PROPERTIES OF COMMON ELEMENTS ..................... »................ _.................... 7 TABLE 3: BW VISTA RAILINGS LTD.. TESTING RESULTS .... .... »................. .............._.............._..... 10 VISTA PRO RAILINGS-8t' EDITION.2020 Vista Pro Railings Design Guide - American _./9 2.3 ELEMENT AND SYSTEM LOAD CAPACITIES The Aluminum Association Aluminum Design Manual can be used in determining individual component capacities using g conventional engineering design procedures. This method Is somewhat conservative and limiting since it does not give consideration to the varying interactions of the elements in determining the bad carrying capacity of the guardrail system. Analysis and testing procedures are applied to achieve information for a more efficient design. Alternatively, aluminum guardrail element and system load capacities can be determined following the applicable Provisions of the 2018 International Building Code in Chapter 17 Special Inspections and Tests. Vista Pro Railings has conducted an extensive testing program using the services of Intertek Testing Services Na Ltd./Wamock Hershey, some of the results of which are provided in Table 3. Reports of the tests are available upon request. Since test results generally reflect more accurately the actual load carrying capacity of elements and systems, Vista Pro Railings recommends the use of test results, where possible, in determining acceptable guardrail designs. 2.4 LOAD DISTRIBUTION Proper determination of load distribution is a necessary step in the efficient design of guardrail systems. Load distribution is affected by numerous factors, including but not limited to, the stiffness of the top rail relative to the stiffness of the posts, the continuity of the top rail, the length of each straight segment, the total number of spans in a segment, the type of panel infill and the end support conditions. Accurately determining the load distribution characteristics of a guardrail system requires a sophisticated analysis approach. Vista Pro Railings has develo ed s i octal zed computer modelling P P pythere used to determine the load distribution for its various systems and has pertormed extensive testing to verify the results. Analysis and design of unique configurations requires specialized engineering which Dan be provided by Vista Pro Railings. Use of this information in combination with test results is essential for the efficient design of safe guardrail systems. 2.5 ANCHORAGE Proper anchorage of guardrail posts and rails to a sound and structurally adequate supporting structure is essential for a guardrail system. These elements must be as secure and rigid as possible. A structurally adequate supporting structure is as important as the anchorage elements themselves. One without the other compromises the load carrying capacity and performance of the guardrail system. Building designers and general contractors must be made aware of their responsibility to provide for proper support conditions since this is beyond the normal scope and control of the guardrail system designer and installer. The anchorage and supporting structure for each post must be designed to cony the applied loads and their associated overturning moments at the post base. These loads comprise of shear, tension and compression forces which must be resisted. Figure 3Indicates some common and approved post base connections. The anchorage and supporting structure of each top (and bottom) rail to base building components (wall, column, etc) connection must be designed to carry the applied loads transferred from the top and bottom rail. The connection is assumed to provide pivot support With no flexural resistance. Shear loads and, depending upon the system configuration, pullout loads must be resisted. Figure 3 indicates some common and approved top and bottom rail to base building component connections VISTA PRO RAILINGS-81' EDITION-2020 Vista Pro Railings Design Guide - American ...120 For wind pressure greater than 12.7 Pat, adjust the allowable post spacing based on a 20 pt top rail load using the following formula: modified allowable 12.7 post = post x wind pressure spacing spacing in psf For wind pressure greater than 28.7 psf, adjust the allowable post spacing based on a 50 pff top rail load using the following formula: modified allowable 28.7 post = post x wind pressure spacing spacing in psf 3.2 GUARDRAIL HEIGHT Ili VARIATIONS O S The most common guardrail system height is 42' (1D67 ram). For guardrail heights other than 42" (1067 ram), adjust the allowable post sp acings s as indicated in 1 Ica ed the allowable guardrail P P 9 g rdreil configurations of figures 4 using the following formula: modified allowable allowable Post = post x post spacing 9 Spacing spacing multiplier (see table below) guardrail hew alla bls poet spacing ropllar for Picket brill guedrell allowable post spa Irg mul ipllot for glass Inflll guamrall Ir (457 ram) 2.33 2.39 24"late mm) 1.75 1.75 30' (782 mm) IAO 1AO 38' (914 mm) 1.17 1.17 42'(1067 ram) 1-00 1.00 41' (1219 mm) am 0.76 54'(7372 ram) 0.79 pen 00' (1624 ram) 0.70 OAS or (1676 mm) 0.84 CAB 72" (1829 mm) 0S8 0.34 3.3 GU ARDRAIL SYSTEMS WITH ALUMINUM PICKET INFILL Corner posts for aluminum picket infill guardrail systems s may be eliminated P 9 I and replaced with a picket Yct Y corner provided one of the following conditions are met: P P 1) the end of the return portion of the top rail is anchored to the building, or 2) the return portion of the guardrail system is supported by a minimum of 2 posts. VISTA PRO RAILINGS-8t1 EDITION-2020 Vista Pro Railings Design Guide - American IMPORTANT: /4 Proper layout, design and installation of a deck railing are critical to the Performance and strength of the deck railings, Failure to comply with proper layout, design and installation of a deck railing could result in serious injury or loss of life. This document is intended as a guide for designers, architects, engineers and professional installers. If additional clarification is required, please consult a professional engineer to evaluate your specific circumstances, prior to starting your residential deck railing project. 1.0 INTRODUCTION Permanent guardrail sy stems are re quired Iced near r Ys or the open sides f rats o eleva ted w ' P alktn iewin surf aces for the u 9A' 9 e P rPos of minimizing the potential of an accidental fall to a lower level. Aluminum guardrail assemblies are commonly comprised of straight sections of top rail elevated and supported above a floor by uniformly spaced posts. The posts are anchored to the floor system by means of anchor screws or bolts. A bottom channel runs between support posts just above the floor system. The vertical space between the poses, the bottom channel and top rail is infilled with either glass panels or aluminum pickets. Figure 1 below illustrates the main elements of a glass panel and aluminum picket guardrail system. /- top rail -\ un fcnrnn spaced posts -1/4' tempered / / glass i 11 panel aluminum Picket bottom channel anchor screws or bolts - floor level -- Glass Panel Aluminum Picket Guardrail System Guardrail System FIGURE 1: MAIN ELEMENTS OF GUARDRAIL SYSTEMS 2.0 GENERAL DESIGN This manual has been compiled to provide relevant structural information which will enable designers, installers, architects, and engineers to select safe and code -conforming guardrail designs using Vista Pro Railing Systems products. The major considerations for the structural design of guardrails are: 1. t S ructural design g coterie as established by governing building codes, bodies and authorities or by specific and unique established project design requirements, 2. Mechanical properties of material used in the manufacture of guardrail elements. 3. Physical properties of guardrail elements, 4. Load capacities of guardrail elements and component systems, 5. Load distribution characteristics of various guardrail elements and systems, and 6. Proper anchorage of support elements to surrounding supporting structures. VISTA PRO RAILINGS-8tl EDITION-2020 Vista Pro Railings Design Guide - American .../to TABLE 3: VISTA PRO RAILINGS. TESTING RESULTS ElamarlflColnptul Spt•m Average URlmate Load ApPlted Mode of Faflure TOP RAILS 219' (572 mm) 872 its.(3879 N) Will load applied Iwckipelowpoint mend lop rail W glass Panel klfil at In span points 2 19' (572 ram) 1047 lbs. (4657 N) ldal bed wpbed buckling C support square lap car to, lees peel p#N .113-pot". 2114' (572 ram) 1054 lbs. (4688 N) total bad applied buckling ® bed port mend top rail for pitkat ado M1Bopallponts s+ 2 1M' (57 2 ram) 1281 lea. (5609 N) total bed applied buckling Q agpw square tap mil kx Picket yAII at 113 span points TOP RAILS WITH SLEEVES 21/4'(57.2ram) nwMe lop call with melee sleeve 892 tbs.(3966 N) fatal bed applied at 1/3 pert points fastenereanng inner W- Bangs M Picket infill 21/4'(572 mm) 1071 b.(470 N) Intal bending/d.lannaponofreu squane epee-e,aabe cleev.forp,a it low sppbd.1 In open points eMds at rnio-1 connects CORNERS 90'roed extsmal comer 978 Es. (4350 N) in tension and shear baton, Inner wee of sleeve nitre ode pen 4 BY square eriemal comer 670 b. (2980 N) In ana on and sheer bottom inner web d Nceve nitre are open 13V round external comer 1193 bs. (530e N) bottom inns, weld of sleeve .u. tore open 135-sauareextemal,nmer 958 be.(4263 N) .-I... wNdd.ie,,e more tore open VISTA PRO RAILINGS-8t' EDMON-2020 Vista Pro Railings Design Guide - American ...121 3A GUARDRAIL SYSTEMS WITH GLASS PANEL INFILL Post spacing for guardrail systems is generally determined by the strength of the supporting posts and applied loads. However, for guardrail systems with glass panel infill, consideration must be given to the size of the glass panels. Although testing has shown that glass panels supported by the top and bottom rails meet code requirements regardless of length of ran, for practical purposes from the point of view of the Installer, glass panel inflls should be limited to not greater than 5'-6" (1676 mm) In length. 3.5 FASCIA MOUNTED POSTS Guardrail systems using fascia or side mounted posts instead of top mounted posts are becoming more Widely used. These systems have the advantage of no penetrating the building envelope. Furthermore, test results for fascia or side mounte d is have pro duced higher bad value f posts P s o the same s in 9 is to mounted configurations. W P Cons uentl the post spacing indicated f Consequently fed or the allows Y Po P 9 tole Configurations in figure u e 4 may be increa sed sad using the 9 Y ng following multiplies: modified allowable allowable post = sad post x post spacing spacing s pacing multiplier (see table below) Post allowable post spacing multiplier 1 W (38.1 mm) 1.10 square post Y (50.8 mm) square 1.12 VISTA PRO RAILMGS-ga EDITION-2020 Vista Pro Railings Design Guide - American 2.1 DESIGN CRITERIA /5 2.1.1 Loadings Structural design loading requirements for guardrails are specified by governing building codes and bodies, local ordinances, project specifications and/or regulatory authorities. Usually a unrfortnly, distributed load and/or a concentrated load applied to the top rail is specified. The loading requirements of the 2018 International Building Code for guardrails are provided in section 1607.8.1 Handrails and guards as shown below: 1607.8.1 Handrails and guards. Handrail and guards shall be designed to resist a linear bad of 50 pounds per lineal foot (plf) (0.73 kill in accordance with Section 4.5.1,1 of ASCE 7. Glass handrail assemblies and guards shall comply With Section 2407. Exceptions: 1. For one- and two-family dwellings, only the single concentrated load required by Section 1607.8.1.1 shall be applied. 2. In Group 1-3, ll and S occupancies, for areas that are not accessible to the general public and that have an occupant load no greater than 50, the minimum load shall be 20 pounds per foot (0.29 kill 1607.8.1.1 Concentrated bad. Handrail and guards shall be designed to resist a concentrated load of 200 pounds (0.89 ll in accordance with Section 4.5.1,I of ASCE 7. 1607.8.1.2 Intermediate Rails. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to resist a concentrated load of 50 pounds (0.22 IN) in accordance with Section 4.5.1.1 of ASCE 7. 2,1.2 Factors Of Safety Factors of safety are generally related to a mode of failure. Ductile failure, such as stable (no buckling) yielding of a metal element, is usually assigned a lower factor of safety than is brittle failure, such as screw fracture or anchor bog pullout. A higher or lower factor of safety may be appropriate depending upon the type of application and other considerations made by the certifying professional. For instance, a higher factor of safety may be more appropriate for glass infill panels since their failure is of a brittle nature. The guardrail configurations/design tables provided at the end of this manual have been developed using the factors of safety as set out in the 2018 International Building Code, ASCE 7 Standard, and the Aluminum Association Aluminum Design Manual. VISTA PRO RAILINGS-8e EDITION-2020 Vista Pro Railings Design Guide - American -Jot TABLE 3: VISTA PRO RAILINGS TESTING RESULTS CONTINUED ENmMdrontpawnt System Average Utimata Load Applied Mode 0 Failure MIK ELLANEOUS 1 1/4'(31.8 ram) Schedule 40 344 Ibs (1530 N) sal bad umo,a bending /aii- leM.II aPplltm at US wen Palma lop mil end rip 1447 lbs. (6437 N) in shear aP toward sores pulled Wtaraly out of chose bottom channel end Gip 1779 ft. (7915 N) In area, top toward screw pulled laterally out of chase handrail bracket 254 lbs .(I130 N) bretlrM yielded GLASS PANELS .25' (B ram) tempered On., panel 215 toe. (955 N) at midspan sage #ochre 36' (914.4 mm) x 12' (304.8 ram) 25'(8 ram) UnIpeed 91-Faunal 388 tbe.(1627 N) at midapan edge I.- 36-(914.4 mm) x49' (1219.2 ram) 25' (6 mm) wnpe,ed gage panel 92 Fill (4.4o I,Pe) oil. -Lund gasa parre15 5dips oul. 36"(914Amm)x4r(1219.2mn) load over entle panel botlOm rail PICKET 52' 16.9 ram ) x4 256 b (1140 N) al mldawn web ailure at am wnrcecf 4 Sea'(15.9ram)PduUpanel 6% pat(33.3 kPa) dlstroued loading wNd aquro al ands -tun M' 0118 ram) x M 1/4'(972mm) al mbepan over FASTENERS 12' (30s ram) x 1r (305 ,,)am #14 x 2 1/r sues 2104 lbs. (9359 N) Screw Puled out of vrooa secured to pod fir (umber wit,d-I #14 x 2 1/2' p,ew 14916s (6632 N) straw Puiled out of wood sew,ed to cold sprucs hanber WRhdmwed #14 x 2 "screw 4821 ba. (21445 NI restraining boil lore Nmu9h to In post eves these we,drawal .1-um poll 008 x 1 1/7 saes in top red aleeve 1120 bs. (4932 N) screw neck Elongated and broke wtd-I below Hasa NOTES ITests conducted by Irial.k Tasting Services Na IM IWarnock Homey -reports availed. upon request. 2. Test pn,ownea In general canbrmance with ASTM Standard SPodii-ion E 985d7 br Pem,anert Metal Ralue Systems are Reels nor BuAd1,g. Budding.. end ASTM Stanomd Test Mebdds E 93S-65e for Perfomence ofpam,enam Metal Railing S,I and Rah br 3. Testing reviewed by Lang Se Ict-I Engineering Inc. 4. Design loan for eenena a..pedfRd by 2018 Inametionel 9uildkg Code Section 1607.8.1 H,Mi a,ls and guards. VISTA PRO RAILINGS-80 EDMON-2020 lang structural engineering 0!� inc. Vista Pro Design Guide-AMERICAN ./22 �tttSlllllNlhil, M -. 4,`-^- File No. 112-064 +�QE.D PAQF�'�♦� A �% H. L'', ";, �1 -V O 1y ' 6': r+urr 1809 y y>A:� c\g':; May 8, 2020 4V r ) " _ )- %EGON . 11 1 rid, d , Pi£ Vista Railing Q E.- n Systems Inc.Ina. �.. 9 S1lste ♦ � / e" ♦ 1� 1 23282 River Road '• �m LV��'.4o'pT `��:,��'�-��4%" } r ,- 4. <-. ,d Maple R' ra•e.a••e P Ridge, 1 B.C. r =-: O Canada V2W 166 12"'S Aon n z R Attention: Mr. Ed Granholm RE: ALUMINUM GUARDRAIL SYSTEMS BUILDING CODE COMPLIANCE As requested, a series of 42" high allowable guardrail configurations infilled with '/." tempered glass or pickets and acceptable guardrail mounting configurations have been determined and are assembled on pages 23 to 45 inclusive and pages 12 to 17 inclusive respectively of the American Vista Pro 8'^ Edition Updated April, 2020 Design Guide. These configurations are in conformance with the structural load requirements for balcony guardrails as specified in the following code: is 2018 International Building Code section 1607.8.1 Handrails and guards • 2015 Seattle Building Gods section 1607.8.1 Handrails and guards The seals applied are Current for details and tables assembled for the codes indicated above- Annual resealing of these documents is not necessary. Contact us with any further questions concerning this. 4anR/�,. Yours truly, QROFESSIG q;c1e� o- LANG STRUCTURAL ENGINEERING Ill 4,�' O y�.cy a,`a1a )rlcA7£No _ q WILLIAF 2 63997 n, w LOU g wauA+ x to ' SSE ,S v IVIL ,s 9 - 1. BlII LOUWefae .n S �" P , trod. En P s 9 .. E 9 �a <0. a. auk d2 P. A 1 Cp CAI,\f Expires 6/30/�' r� EXPIRES 4201-2313 WEST RAILWAY STREET, ABBOTSFORa EC V262E31E04)85341522(8a4)857-17111Ax-)85 'M ,n,4Iaoa,__, VISTA PRO RAILINGS-8 i EDITION 2020 YI Vista Pro Railings Design Guide - American ...A 2.2 MATERIALS AND PROPERTIES 2.2.1 Mechanical Properties Of Aluminum Alloys And Elements Mechanical properties of aluminum alloys used in Vista Pro Railing Guardrail Systems are provided in the Aluminum Association Aluminum Design Manual and are listed in Table 1 below. Properties vary with the composition and temper of the material and also, to some degree, With the profile and the direction of stress. TSBLE 1: MECHANICAL PROPERTIES OF ALUMINUM ALLOYS AND PRODUCTS NOT WEL DED LDED Tensile Tensile Compressive Elastic Alloy ultimate Yield yield modulus S pradupts Flu Fly Foy E 60B3-T6 Y2 ka 16 ksi to k81 1010 Qk ExlnWms up evu OAW (151.7MPa) (110.3 Mee) r10.3MPad (89640 MPe) 60e3-re sake mwl 2sal 101001,61 ExouNora B Pipe (206.9 MPe) (172AMPa) (172A MPe) (69640 MIN) 6061-Te as kN 36 kN as Will 10100 kM ExbadaI, (262.OMP.) (2419MPe) (241.3 MN) (69840 MPe) BOOSA-T81 36 kN 36 Was- 10100kx' E>mvNprp 8w1.000 X.241A MPa 41.3 Mee 69640 Mee 2.22 Physical Properties Of Guardrail Elements Physical properties of sections of commonly used elements in Vista Pro Railing Guardrail Systems are given in Table 2. Typical cross -sections of these elements are provided in Figure 2. Additional elements are shown In Vista's Pro Dealer Catalogue. VISTA PRO RAILINGS-8t' EDITION.2020 Vista Pro Deakin Guide - AMERICAN .../16A' Ian Vista PMN61Jm ti°c HE)X HEAD 1" structural Vista PN:"AD uz eliEe . SCREWS engineering r z: 467-1197 inc. pro p,«4nbge4pm TO MIN. 4DOO psi WELD Two (27.6 MP-) LOCATIONS TOP AND BOTTOM MSTA PRO 8' CORNER FASCIA BRACKET CONNECTION TO POST W (4) III X 1" HEX HEAD SCREWS TOP NEW ,r-- 3/S"a x 3" LONG FOR 2" POST �� ILTI KWIK BOLT 3 XNNflD TOP AND BOTTOM r POSr ---- - COFM MOUNT TO CONCFEIE VISTA PRO 6" CORNER FASCIA BRACKET FCTTOtTT"-" TO POST W (4) 1F12 X t" HEX HEAD SCREWS,:,, „ 5/16"e x 3" LONG ', ♦G LAG SCREW (1 e' - "I 'nib", 1-1/e MIN. V 1L7i r eALTERNATE 5 16"0 u 2 THROUGH -BOLT fl ` �Lb Ott "llr ANNDIDBOTTOM 1-1 /4" MIN. , :ytl/ ,'r n %^"'t I,,'" �e 3" MIN THREAD LENGTH ,:P; L9 '.:"d, EMRFDMENT IN WOOD "•r'a' k-• !- gf 1"k�" �;,. 2' POST o �, � CORNER MOUNT TO S-P-F WOOD 'r FLOOR JOISTS PERPENDICULAR n: N,9LLIAh 1.1. `- VISTA PRO 8' CORNER FASCIA BRACKtt�cjdgNll�jy,# 0lTPOST w(4) y12 X 1' HEX HEADSit a//5 16"e x 3" LONGlilw// LAG SCREW i, 4 .. D TOP 4I 1-1/4" MIN. ,;'�;Rfr_"_-._1 rn 6/1 z -BOLT AND BOTTOM 1-1/4" MIN. 3' MIN THREAD LENGTH EMBEDMENT IN WOOD/ter^ ,1� �p Y POST `Ir- WOOD I 11 I 11te-" FLOOR JOISTS PAF 'rOJL WOOD BLOCKING ANCHORAGE TO MAIN STRUCTURE AND MAIN STRUCTURE LOAD CAPACITY RESPONSIBILTY OF OTHER LM 3COrifted ACCEPTABLE GUARDRAL MOUNTING CONFIGURATIONS VISTA PRO RALdNGS - 8' EDITION - 201 S I' - I. jKigfialong structural ;. % v- ! `'G, °,s, r' u, engineering inc. r ,I, a,13 y:;. , 9 AL I .-e. ,- > ir3'i- Visto Pro Design Guide - AMERICAN .../28 VQ /,ra 232p" RI RBaO,Sm I47t` /i PN: Aaa00 667-82q p�QFix: �04 sling.1- �..J NNYkt pWyl TYPE 1 - FREE-STANDING T1PE 1c - END cad�Pdsr EACH sm InoemAn admmCHs- 2' PasTs EvoAr soacto SEE FaW 3 ANO 6EDTIOR 1.e ul--- u „ -. e'-s' .. .a ` T� Q �1G097P ST LEGEN X rG s r - " n InN a - 23 -9 ._.. 4 s X11 -1 tl-/" ----.. v>. - . 1�'.`' a' - e. I .. POST SIZES k s A t u u 1 U1A.,_.. m i. / 'I" ', v X 1 I kr T, d +-�.. - - ro \ `�I.Y�I'llICF;R-/ 11l L. Lou"Jv .. VI 20 LBS/FOO"C OR 3>IlFi3. TOP RAIL LOADING ;�7/RR AS PER 20181SC SECTION 1607a.1 FOR ARIAS THAT ARE NOT ACCESSIBLE RANORAILS AND GUARDS FOR ONE AND TWO FAMAY OWELUNO3 AND IN GROUP 13,F,H AND a'0061pATlCIES To THE GENERAL PUBLIC AND THAT HAVE AN OCCUPANT LOAD NOORGTER TNAN 80. 'i I �. 3" NOTES: 1/4- TEMPERED Q SS (AS SHOWN) ,cop PICI(ET CUARpRNL 5151EM$ - -ALLOWABLE CONnGMtATONS ARE BASED UPON ANALYSIS, CALWLAnONS AND RESULTS P TESTS CONDUCTED BY INIERTEK IESONG SERMCfS NA L10./WARNOCx HetaiEY. X , -ALLOWABLE CONnGURAg0N3 ARE IN COIFmMAHCE all THE APPUCABIE STRUCTURAL Rr4_oNENTS Set., IN THE 2018n- INTEANAmONAL B lI ,, CME fi,Cn 1607.S.1 I 4 4_, ' r i X 14- .z 11- r_88 _ L 17-1 50 LBS/FOOT OR 200 LBS. FOR CONDITIONS NOT MENTIONED ABOVE TOP RAIL LOADING FIGURE 4C 42' HIGH ALLOWABLE CONFIGURATIONS TYPE 1C VISTA PRO RAILINGS - 9' EDITION - 2020 IRE: PEW DEPEW, Inc. 1834 SW 152nd St. Burien, WA 98166 steve@depewinc.com de ewinc.com STAMP THE UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENT THAT IN MY PROFESSIONAL JUDGEMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090. STEVEN K. DEPEW, PE 'y 1..- 00 n I..L V i W O 0 70 0. LU p 20 SHEET TITLE Z Use 0 O Z N NQ �1^1� J QJ EII� Iss- W W Iss- W 5 Q 0 00 �: W M o(n PRINCIPAL IN CHARGE STEVEN K. DEPEW PROJECT TEAM DEPEW, REVIEWED STEVEN K. DEPEW DRAWN STEVEN K. DEPEW No dimensions should be scaled from drawings and all dimensions and values should be checked and verified against field conditions. If any dimensions are found to be incorrect or invalid, then it is the responsibility of the user to inform the Architect, and to obtain the correct dimensions prior to acting upon anything contained in these drawings. Contractor to verify all dimensions, conditions, etc. pertaining to the Work on site before proceeding with the Work. Copyright 2015 DEPEW, INC. All rights reserved. REVISION DATE A. CORRECTIONS 07.15.2021 RECEIVED Jun 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NUMBER SHEET NUMBER ---------- W P - 204 B