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REVIEWED RESUB3 BLD2023-0845+Calculations+4.26.2024_2.14.51_PM+4221958Zenith Project# 190417 CO3 01�-' zenith Engineers Architects Construction Managers Page 1 of 96 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 Phone — 415 619 6000 Fax — 415 500 9583 Email — hemalkzenithengineers.com www.zenithengineers.com PROJECT: 190417-New Railing System Design PROJECT #: 190417 Q�OFESSIO/Vq� CLIENT: Nationwide IndustriesF202 PREPARED BY: Hemal Modi, P.E. � REVIEWED BY: Senthil Puliyadi, M.S. M.Eng., P.E & C 78688 EXP.09/30/2023 REV: 0 e DATE: 09/22/2022 22od SEP., 2022 �\P T,9T CIVIL � F OF CAL�FO TABLE OF RESUB Apr 26 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0845 ,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT 1 Summary 2 thru 4 2 Sign e / Stamp Page 5 thru 7 3 En in ering Drawings 8 thru 20 4 En in ering Calculations — RFX238P Post Without stiffener 21 thru 24 5 En in ering Calculations — RFX238P+RFXPS Post With stiffener 24 thru 25 6 Engineering Calculations — Base Connections for RFX238P 26 7 En in ering Calculations — Concrete Anchor Connections for RFX238P 27 thru 90 8 Engineering Calculations — Wood Anchor Connections for RFX238P 91 thru 96 Zenith Project# 190417 CO3 Page 2 of 96 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 Phone — 415 619 6000 Fax — 415 500 9583 z n i t h Engineers Architects Email — hemal@zenithengineers.com Construction Managers www.zenithengineers.com RFX aluminum guard rail system utilizes aluminum extrusions with wire rope (stainless steel cable) and glass infill to construct building guards and rails for decks, balconies, stairs, fences and similar locations. The system is intended for interior and exterior weather exposed applications and is suitable for use in most natural environments. This system may be used for residential, commercial and industrial applications. It is an engineered system designed for the following criteria: RFX Rail System Stainless Steel Cable: The design loading conditions are: (Railing is designed for max speed of 160mph) On Top Rail: Concentrated load = 200 lbs any direction, any location Uniform load = 50 plf, any perpendicular to rail For installations compliant with the IRC only the 200# top rail load is applicable. On In -fill Panels: Concentrated load = 50# on one sf. Distributed load = 25 psf on area of in -fill, including spaces Wind load will not control and doesn't impact design. Refer to IBC Section 1607.7.1 for loading. Minimum Required Wood Type: Wood Shall be Douglas -Fir or Better Anchor Material Specifications: DIN EN ISO 4042 (For Epoxy Anchors) Stainless Steel (For Lag Screws) Railing Post Material Specifications: Post Shall be Aluminum 6063 — T5 and shall conform to Aluminum Design Manual. Zenith Project# 190417 CO3 Page 3 of 96 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 Phone — 415 619 6000 Fax — 415 500 9583 z n i t h Engineers Architects Email — hemal@zenithengineers.com Construction Managers www.zenithengineers.com RFX Rail System Glass In -fill Panels: The design loading conditions are: (Railing is designed for max speed of l 1 Omph) On Top Rail: Concentrated load = 200 lbs any direction, any location Uniform load = 50 plf, any perpendicular to rail For installations compliant with the IRC only the 200# top rail load is applicable. On In -fill Panels: Concentrated load = 50# on one sf. Distributed load = 25 psf on area of in -fill, including spaces Wind load will apply in glass in -fill system. Refer to IBC Section 1607.7.1 for loading. Minimum Required Wood Type: Wood Shall be Douglas -Fir or Better Anchor Material Specifications: DIN EN ISO 4042 (For Epoxy Anchors) Stainless Steel (For Lag Screws) Railing Post Material Specifications: Railing Post Shall be Aluminum 6063 — T5 and shall conform to Aluminum Design Manual. The RFX system will meet all applicable requirements of the 2006, 2009, 2012, 2015 and 2018 International Building Codes and International Residential Codes, CBC 2019 and state building codes based on these versions of the IBC, and 2005 and 2010 Aluminum Design Manuals. Wood components and anchorage to wood are designed in accordance with the 2018 National Design Specification for Wood Construction. Zenith Project# 190417 CO3 Page 4 of 96 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 Phone — 415 619 6000 Fax — 415 500 9583 z n i t h Engineers Architects Email — hemal@zenithengineers.com Construction Managers www.zenithengineers.com Typical Installations: Surface mounted with base plates: Residential Applications: Rail Height 36" or 42" above finish floor. Steel Cable: Standard Post spacing 5' on center maximum all mounting methods (one, or two-story house only) except as noted below. Glass In -fill Panels: Standard Post spacing 4' on center maximum all mounting methods (one, or two-story house only) except as noted below. All top rails Commercial and Industrial Applications: Rail Height 42" above finish floor. Steel Cable: Standard Post spacing 5' on center maximum with stiffener for all posts. Glass In -fill Panels: Standard Post spacing 4' on center maximum with stiffener for all posts. All top rails Core pocket /embedded posts: Residential Applications: Rail Height 36" or 42" above finish floor. Steel Cable: Standard Post spacing 5' on center maximum all mounting methods (one, or two-story house only) except as noted below. Glass In -fill Panels: Standard Post spacing 4' on center maximum all mounting methods (one, or two-story house only) except as noted below. Commercial and Industrial Applications: Rail Height 42" above finish floor. Steel Cable: Standard Post spacing 5' on center maximum with stiffener for all posts. Glass In -fill Panels: Standard Post spacing 4' on center maximum with stiffener for all posts. Note: 1. Post spacing RFX239P is 4' on center maximum without using stiffener for posts. 2. PFXIOOOP post maybe used for 6' & 8' panels with vertical cables and bottom rail support. Zenith Project# 190417 CO3 Page 5 of 96 22320 Foothill Blvd, Suite 600 i z e n i t h Engineers Architects Construction Managers SIGNATURE & STAMPS *=- 4SPi -� � EI�FflNAL = ------ --_ - f _ --_ . - - --- Aid �. �ELAff s �4AES SX��� ICATF -41OW_191 ed Brian James Sielaff Florida License # 69569 812 S LaCassia, Boise ID 83705 Hayward, CA 94541 Phone 415 619 6000 Fax — 415 500 9583 Email — hemalkzenithengineers.com www.zenithengineers.com AR1(AAN-tA/S .: _ � /l f PRESSIDNAL E INEER z�Nn.153M y MES '1011111 U11111// O F C�< SIEC�� * I nrnn�nnn I * CIVIL �\` SS�CNAL EN/ SAN DI EILAFF -M' ;0 _ 9649 i���// !�� I.iIIIiIIIZIj3 NX� Of Xy- zr_ ELAN J f = Liter 4:(i►'tFESS jr El E w N Zenith Project# 190417 CO3 i z e n i t h Engineers Architects Construction Managers SIGNATURE & STAMPS (CONTINUOUS) �FESSIpN �PROP, BRIAN J. • Exp 6-30-2024 w SIELAFF z rn 287 s�;=I;zI�rZgI;I ;IIIIIIIII�1 i Z = _1 _ EFIAN; M_ DIMS 1 — Page 7 of 96 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 Phone 415 619 6000 Fax — 415 500 9583 Email — hemalkzenithengineers.com www.zenithengineers.com BRIAN J SIELAFF i W-01"T5 M-1 PROFEVIONAL ENGINEE CIVIL No. flEM13W BRAN JAMES — u- E-41146 F Page 8 of 96 ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�OFESSION,q< co 2� c7 C 78688 E EXP.09/30/2023 22od SEP. 2022\P CIVIL F OF cAL�FO\A O\W D D i s -s L.0 50 S A S Q 0 I..n U w � W 0 ~ C� Q 0 � z w — z L.0 w 0 0 z Q DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 COVER PAGE 01 of 14 SHEET INDEX SHEET N0. SHEET TITLE COVER COVER S1.0 RFX 200 / RFX300 / RFX400 W/GLASS I N FI LL -SURFACE MOUNTED S2.0 RFX 200 / RFX300 / RFX400 W/GLASS I N FI L - OFFSET FASI CA MOUNTED S3.0 RFX 200 / RFX300 / RFX400 W/GLASS I N FI L - FLUSH FASI CA MOUNTED S4.0 RFX 200 / RFX300 / RFX400 W/GLASS I N FI L - CORE MOUNTED S5.0 RFX 200 / RFX300 W/STAINLESS STEEL CABLE I N FI LL -SURFACE MOUNTED S6.0 RFX 200 / RFX300 W/STAINLESS STEEL CABLE I N FI LL -OFFSET FASI CA MOUNTED Page 9 of 96 36' 4 11 0110 ►A A RFX200 / RFX300 / RFX400 ALUMINUM RAIL WITH GLASS INFILL SYSTEM ITEM PART NUMBER 1O RFX200/RFX300/RFX400 TOP RAIL O INFILL FOR RFX200/RFX300 FOR GLASS AND PICKETS USES RFXUGSK AND RFXLGSK (UPPER AND LOWER GASKETS) O3 2.375"X2.375" SURFACE MOUNTED POST ® RFXBR—BOTTOM RAIL 5O TEMPERED SAFETY GLASS INFILL 0.25" MIN. THICKNESS © RFXEC200/RFXEC300 OR RFXEC200EXP/ RFXEC300EXP END CAP USED WITH SCREWS NOTES: 1. DESIGN CAPACITY OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. GLASS IN -FILL IS NOT IN ZENITH SCOPE OF WORK. 4. POST SPACING OF 5' O.0 REQUIRES RFX238P (POST) WITH RFXPS (STIFFENER). %. 376„ QC rr; C\ RFX238P WITH RFXPS (STIFFINER) HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE DCV ') rl rl T (l D IDAII Scale: 1'-0":1'-0" DCV 70r) TnD DAII ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,Lco MOOT ��O Zt� c C 78688 EXP.09/30/2023 22"' SE 1,L2622 ,L o22 qTF OF CAL\Fps Vol J V) RFXGPF GLASS LL W PICKET FILLER z RFXUGSK UPPER (n RFX 200 / RFX300 ALUMINUM RAIL W/GLASS INFILL SURFACE GLASS GASKET U) V) 1 RFX238P Q Scale: 1": 1-0 Q RAILFX POST J TOP RAIL PROFILES GLASS INFILL 0 Ln L L F W � Scale: V-0":1'-0" un W HEX-3 8—LAG-10.00—SS � 3 „ ,� 0.64 TYP. 3.72 O z /8 X10 HEX HEAD LAG SCREW w/ O MIN. 5" OF THREAD LENGTH. 1.85 0.375 1. 50 TYP. Q0 X 2 1.5" � LL PLAN w 0 MIN. RFXPCAP �D e \ U z IL Z CN (.0 PLASTIC CAP RFXBP5X5 -DETAIL H 7 N C)Q — _ I CW-1j 3/—ZP 3/" 0 I- L0 O LL LJ.J 8 8 M SS CUP WASHER 0 XD — Li 0 DETAIL H 7/6" HOLES FOR z ADDITIONAL BLKG. MAY 7/6" HOLES FOR 3/8" 0.63 DIAMETER 3/8" ANCHORS, TYP. O O BE NEEDED TO MEET ATTACHMENT TYP. HOLE FOR WIRING 1 O MIN. EMBED. SECTION L—L NOTE:/32 HOLES FOR N 5/6 SCREWS. TYP. Q SURFACE MOUNT POST WITH BASE PLATE IN WOOD 3 „ 3 » X Z A PROVIDE HIT—HY 200 V3 /8 + HIT—Z ANCHOR W/ MIN. 3/4 � M M Scale:4":1'-0" RFX238P WITH RFXPS (STIFFENER) EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST LL 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x5x5 BASE PLATE RFX23(( RFXBP5X5 � I I �__�DETAIL J V DETAIL J HIT—HY 200 V3 + HIT—Z %8 CONCRETE ANCHOR BOLT 2.75 MIN. EMBED. RFXPCAP DLASTIC CAP C W— 3/g— Z P 3/8„ SS CUP WASHER SURFACE MOUNT POST WITH BASE PLATE IN CONCRETE RFXBP5X5 DETAILS BP5X5 4X FLH-5/16-18X2.00 TORX 5 /16 —18 X 2.0 0" TO R X TYPE F TYPE 410 SS THREAD CUTTING SCREW (MIN. TENSILE STRENGTH OF 115 KSI) NOTE: 1. FOR BASE PLATES IN DETAILS C & D, IT IS STRUCTURALLY ACCEPTABLE TO PROVIDE SLOTTED HOLES IN THE LONGITUDINAL DIRECTION TO ACCOMODATE THE ATTACHMENT OF SLOPED BASE PLATE AND VERTICAL POST AT INTERMEDIATE POSTS ONLY AND NOT AT THE END OF THE STAIR RAILS. 0.63" DIA. THRU LO Ln z N 00 0.6 4" TYP. N I (-1 T C . Scale: 5":1'-0" 'Y32" HOLES FOR 5/6" SCREWS. TYP. 2.50" 7/6» HOLES FOR 3/8" ANCHORS, TYP. LO E�( 00 LO>- CO z 1.85" O z 3.75" 5.0" PROVIDE HIT—HY 200 V3 + HIT—Z 3/8"ANCHOR W/ MIN. 33/4" EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x3x5 BASE PLATE DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 1 Scale: 4":1'-0" Scale: T-0":1'-0" Scale: 5":1'-0" PAGE 02 of 14 Page 10 of 96 RFX200 / RFX300 / RFX400 ALUMINUM RAIL WITH GLASS INFILL SYSTEM 911am 99mm 2 48" MAX. BETWEEN POSTS 4 7 ZENITH ENGINEERS, INC ITEM PART NUMBER 22320 Foothill Blvd, 01 RFX200/RFX300/RFX400 TOP RAIL Suite 600 Hayward, CA 94541 www.zenithenginers.com 2.376" O INFILL FOR RFX200/RFX300 FOR GLASS AND PICKETS USES 2.142" RFXUGSK AND RFXLGSK (UPPER AND LOWER GASKETS) �3 RFXBR—BOTTOM RAIL Q�pFESSIpN ® TEMPERED SAFETY GLASS INFILL 0.25" MIN. THICKNESS ��� ��Mp,L MOOT �20 � com O5 RFXRCB—RAIL CONNECTING BLOCK 78688 (_0 LO w C09/30/2023 36 OR � � EXP. „ © RFXFMINT — 1" OFFSET FASCIA MOUNT BRACKET a � mb " 42 N 22o' SEP., 2022 O RFXEC200/RFXEC300 OR RFXEC200EXP/ RFXEC300EXP END �,9T CIVIL CAP USED WITH SCREWS --- F OF CA��Fp NOTES: 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE 3.75 RAILING IS NOT IN ZENITH SCOPE OF WORK. RFX238P WITH RFXPS (STIFFINER) M AX. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. HOLE MUST BE IN LINE WITH STI FFI N ER 3. GLASS IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. J RFX 200 RFX300 RXF400 ALUMINUM RAIL W GLASS INFILL OFFSET FASCIA MOUNT - J / / / PE POST EXTRUSION PROFILE 1 Scale: I": 1'-0" E LL L U Scale: l'-0":1'-0" z Q RFXFBDOC 1" STANDOFF FASCIA RFXEBS1C 1" STANDOFF FASCIA RFXFBST 1" STANDOFF FASCIA MOUNT RFXFBDOC 1" STANDOFF FASCIA MOUNT C%) MOUNT OUTSIDE CORNER DOULBE MOUNT INSIDE CORNER POST INTERMEDIATE POST BRACKET OUTSIDE CORNER POST BRACKET U) POST BRACKET (GLASS FILL) BRACKET „ Q 0 5.47 J z � " 1" PIN MAY BE USED FOR 0.75" 2.78" 4X �0.25 �`� ��(D 4.94 FOR HW-14-1 ` - OPTI ON AL HINGED CORNER #14 X 1 " SS ���� 4X 00.25 FOR 0 BRACKET ASSEMBLY) HEX WASHERO " 1SS HEX 1 #14 X LU 0.25 1" SS H 00 00 WASHER SELF Q r6 DRILLING SCREW `n . 7 5" 2 X o X U (�'i 0.75 .75" LL U 1 Q 6 „ > ,J 0. 75" � 4X 00.25 FOR H W-14-1 4X 07/16 `s z LL 8X 00.25 FOR #14 X 1" SS HEX WASHER FOR 3/8 0 HW-14-1 #14 X 1" SELF DRILLING SCREW 1 ATTACHMENTS 0 LI.J W SS HEX WASHER TYP. ?6�,, cps L1_ 4" co (n 0 SELF DRILLING SCREW `ti X U_ — � LL LL 1 4„ 0� 0 4" Qo 4" 6" TYP . TYP. pq pQ' z 6" O O TYP. O � 1 Q0 N 4X 07 16 Q / 4X 07/16 TYP. X z FOR 3/8" FOR 3/8 LL4X � �/6" FOR 3/g" ATTACHMENTS ATTACHMENTS �� ATTACHMENTS A 1 OFFSET FASCIA MOUNT BRACKET -POST ATTACHMENT OPTIONS AND DETAILS RFX238P WITH RFXPS Scale:5":1'-0" RFX238P WITH RFXPS RFXFBST 4X HIT-HY 200 V3 + HIT-Z RFXFBST z 3/8" CONCRETE ANCHOR BOLT 2 3/4" MIN. EMBED. RFX300 TOP RAIL a z `n 4X HEX-3 8—LAG-10.00—SS RFX200 TOP RAIL Ln 3/8 X 10" HEX HEAD LAG L L SCREW w/MIN. 5 OF M ]rim M 4X RFXPCAP WOOD THREAD LENGTH CONCRETE RFXGPF GLASS DATE:09.22.2022 4x RFXPCAP z AA PICKET FILLER SCALE: AS SHOWN z RFXUGSK UPPER DESIGN BY: HM PLAN GLASS GASKET DRAWN BY: SSK `� z REVIEWED BY:SP 4x CW-3/8-ZP 3/8" 4X CW-3/8-ZP 3/8" SS CUP WASHER SS CUP WASHER PLAN RFX238P RAILFX POST 190417 SECTION L-L SECTION M - M S200 B RFXMINT MOUNTING IN WOOD C RFXMINT MOUNTING IN CONCRETE D TOP RAIL PROFILES GLASS INFILL Scale: 5":1'-0" Scale: 5":1'-0" Scale: 5":1'-0" PAGE03 Of 14 Page 11 of 96 36' L! RFX 200 �FXPS PLAN RFXPCAP DLASTIC CAP CW—%—ZP % SS CUP WASHER RFX300 ALUMINUM RAIL W/GLASS INFILL FLUSH FASCIA MOUNT UH UI- DE LO L DETAIL H SECTION G—G TIMBER FRAME SHOULD BE DOUGLAS—FIR OR BETTER (MIN S.G PLAN DETAIL K RFX238P WITH REXPS (REQUIRED) DETAIL H EX— 3/8— LAG— 10.00— SS X 10" HEX HEAD LAG :W W/ MIN. 5" OF THREAD ;TH FOR POST 42" MAX. HEIGHT f1VVl TIONAL BLKG. MAY BE NEEDED TO MEET MIN. EMBED. FLUSH MOUNT FASCIA ATTACHMENT TO WOOD Scale: 4":1'-0" TOP OF nr�ii RFX238P WITH \FXPS REXPS (REQUIRED) PE 23/8"x23/8 DCV�(1(1 T(1D D n II nr\/inn Tin n A II FT1TTI1 ///— A LU M I N U M POST 2XO-7 FOR ATTACH K Ln ELEVATION VIEW Scale: 1" : 1'-0" JP OF DECK RFX200 / RFX300 / RFX400 ALUMINUM RAIL WITH GLASS INFILL SYSTEM ITEM PART NUMBER O1 RFX200/RFX300/RFX400 TOP RAIL O INFILL FOR RFX200/RFX300 FOR GLASS AND PICKETS USES RFXUGSK AND RFXLGSK (UPPER AND LOWER GASKETS) O3 RFXBR—BOTTOM RAIL ® DIRECT TO FLUSH FASCIA MOUNTED POST O RFXEC200/RFXEC300 OR RFXEC200EXP/ RFXEC300EXP END CAP USED WITH SCREWS r.inT�c. 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. GLASS IN -FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. FLUSH FASCIA MOUNTED CONNECTION IS NOT RECOMMENDED TO WOODEN MEMBERS 2.142" LO i --_______________________ - IL +n n n R Ln N O RFX238P WITH REXPS (STIFFINEK HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE Scale: 1'-0":1'-0" RFXPCAP 'LASTIC CAP C W— %— Z P 3/8„ SS CUP WASHER 5EL I IUN J—J DETAIL K 2X HIT—HY 200 V3 + HIT—Z 3/8 CONCRETE ANCHOR BOLT 3" MIN. EMBED. CONCRETE FLUSH MOUNT FASCIA ATTACHMENT TO CONCRETE 2XO7/16" FOR 3/8" ATTACHMENTS Scale: 4":1'-0" ELEVATION VIEW I\I /\L`JVI RAILFX POST TOP RAIL PROFILES GLASS INFILL ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,L MOOT Zt� C 78688 W EXP.09/30/2023 22"' CIVIL o22 qTF OF CAL\Fps J J U. Z W U) < JW 0 V) �Z ' �D w O Q Ln X p <U) z oLL W o= o >< U) co �i O o Q N z L.L DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S300 Scale: 1'-0":1'-0" PAGE 04 of 14 Page 12 of 96 RFX 200 / RFX300 ALUMINUM RAIL W/GLASS INFILL POST CORE MOUNT REX238P/ REX238P WITH REXPS NON REX238P POST MOUNT DIRECT IN CONCRETE DETAIL A - POST CORE MOUNTING ATTACHMENT DETAIL Scale: 1" : 1'-0" RFX200 / RFX300 / RFX400 ALUMINUM RAIL WITH GLASS INFILL SYSTEM ITEM PART NUMBER 01 RFX200/RFX300/RFX400 TOP RAIL O INFILL FOR RFX200/RFX300 FOR GLASS AND PICKETS USES RFXUGSK AND RFXLGSK (UPPER AND LOWER GASKETS) O3 RFXBR—BOTTOM RAIL O4 TEMPERED SAFETY GLASS INFILL 0.25" MIN. THICKNESS O5 POST WITH CORE MOUNTED IN CONCRETE O RFXEC200/RFXEC300 OR RFXEC200EXP/ RFXEC300EXP END CAP USED WITH SCREWS ?_ �76„ N KInTF7C- 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. GLASS IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. REX238P WITH REXPS (STIFFINER) HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE RFX200 TOP RAIL FXGPF GLAS 'ICKET FILLET KUGSK UPPE .ASS GASKE- REX238P RAILFX POST I��V 7nn TnD G? A 11 Scale: 1'-0":1'-0" mm: ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSI�q Q�p PL Mph 2m 0 C 78688 '0V t EXP.09/30/20231 qrF OF CAL�FO� I Z W Cn � Q � J O (D Lr) �Z � cn o w o� � LLJ V) �411- LL Oc) � z x ry DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S4mO Scale: 6":1'-0" TOP RAIL PROFILES GLASS INFILL Scale: 1'-0":1'-0" PAGE 05 of 14 Page 13 of 96 RFX238FF FLAT—, FILLER INFILL RFX200, RFX300 OR RFX400 TOP RAIL 60" MAX. BETWEEN POSTS 1 /8" OR 3/16 SS 1 X19 CABLE INFILL RFXEC200/RFXEC300 OR RFXEC200EXP/ RFXEC300EXP END CAP USED WITH SCREWS 36" OR 42" RFXPF PICKET FILLER RFXBR — BOTTOM RAIL OPTIONAL 2.3; SUR MOB RFX 200 / RFX300 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL SURFACE MOUNT ►uu►� DETAIL H DETAIL H ADDITIONAL BLKG. MAY' BE NEEDED TO MEET MIN. EMBED. SECTION L—L -/8— LAG— 10.00—SS ' HEX HEAD LAG SCREW w/ " OF THREAD LENGTH. RFXPCAP PLASTIC CAP C W— 3/g— Z P 3/8„ SS CUP WASHER SU RFACE MOUNT POST WITH BASE PLATE IN WOOD RFX238P- RFXBP5X5- MIN. _��DETAIL J SECTION M—M Scale: 4":1'-0" Scale: 1-1/2" : 1'-0" NOTES: 3.75 MAX. 5" X 2.375" FACE NTED POST 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER). 1.85" 7/6 MULE-3 F vr� /8 ATTACHMENT TYP. 0.375" / VITH RFXPS (STIFFINER) Q0 N ?_ �76�, 9 2.142" L CO- ------------- --- RFX238P RFX RFX238P WITH RFXPS STIFFINER STANDARD POST X-SEC HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE DCV ') (1(1 T rl D D FXGPF G ICKET FI CCU GSK U ASS GA`. i�FX238P RAILFX POST TOP RAIL PROFILES GLASS INFILL Scale: 1'-0":1'-0" DCV Z(1(1 TnD IDAII 0.6 4" TYP. 5" 3.72" 1.850" TYP. Scale: 1'-0":1'-0" Q0 i� @) Ln o �L-T� E�j NOTE: 0.63" DIAMETER—/ 7/6" HOLES FOR 5/8" ANCHORS, TYP. HOLE FOR WIRING 1Y32 HOLES FOR 5/6" SCREWS. TYP. PROVIDE HIT—HY 200 V3 + HIT—Z 3/8"ANCHOR W/ MIN. 33/4" EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x5x5 BASE PLATE 7 � HIT—HY 200 V3 +HIT—Z 0.63 DIA. THRU� 3/s CONCRETE ANCHOR BOLT S 2.50 99 2.75" MIN. EMBED. DETAIL J �FXPCAP DLASTIC CAP C W— 3/8— Z P 3/8„ SS CUP WASHER SURFACE MOUNT POST WITH BASE PLATE IN CONCRETE B Scale: 4":1'-0" RFXBP5X5 DETAILS 4X FLH-5/16-18X2.00 TORX 5/16-18 X 2.00" TORX TYPE F TYPE 410 SS THREAD CUTTING SCREW (MIN. TENSILE STRENGTH OF 115 KSI) NOTE: 1. FOR BASE PLATES IN DETAILS C & D, IT IS STRUCTURALLY ACCEPTABLE TO PROVIDE SLOTTED HOLES IN THE LONGITUDINAL DIRECTION TO ACCOMODATE THE ATTACHMENT OF SLOPED BASE PLATE AND VERTICAL POST AT INTERMEDIATE POSTS ONLY AND NOT AT THE END OF THE STAIR RAILS. LO � �z 00 1.85" 0.64" TYP. 3.75" NOTE: 5.0" Scale: 5":1'-0" 1Y32" HOLES FOR 5/6" SCREWS. TYP. 7/6" HOLES FOR 3/8" ANCHORS, TYP Ln Q0 LO>- N QO z o� PROVIDE HIT-HY 200 V3 + HIT-Z 3/8"ANCHOR W/ MIN. 33/4" EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x3x5 BASE PLATE Scale: 5":1'-0" ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,L MOOT Zt� c co C 78688 W EXP.09/30/2023 22"' CIVIL 022 qTF OF CAL\Fps w cn J W m Q U~ J W � W 0 W � z w �UJ O � J� � z w 0 QU z � lai p o cn z o p M LxL Q � Z 0 N X U. JDATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S500 Scale: 1'-0":1'-0" PAGE 06 of 14 Page 14 of 96 RFX238FF FLAT --\ RFX200. RFX300 OR Rn1) MAX PFT\A/FFN PrI'�-,TC � 1 /8" OR 3 /16" SS =ILLER INFILL RFX400 TOP RAIL 1X19 CABLE INFILL OR RF; 36" OR 42" US POS MOl RFXRCB — RAIL CONNECTING RFXPF PICKET — FILLER RFXBR BOTTOM RAIL OPTIONAL BLOCK — SEE SHEETS 6 & 7 RFXFMINT — 1" OFFSET FASCIA MOUNT BRACKET SEE OTHER OPTIONS ON SHEETS 10 & 11 RFX 200 / RFX300 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL OFFSET FASCIA MOUNT RFXFBDOC 1" STANDOFF FASCIA MOUNT OUTSIDE RFXF51 C 1" STANDOFF FASCIA MOUNT RFXFBST 1" STANDOFF FASCIA MOUNT CORNER DOULBE POST BRACKET (GLASS FILL 4.94 (1" PIN MAY BE USED FOR OPTIONAL HINGED CORNER BRACKET ASSEMBLY) 0.25 75" 0.75" 8X 00.25 FOR HW-14-1 #14 X 1 SS HEX WASHER SELF DRILLING SCREW 1" 4X 00.25 FOR HW-14-1 #14 X 1" SS HEX WASHER SELF DRILLING SCREW 6" Scale: 1-1/2" : 1'-0" CEC200/RFXEC300 RFXEC200EXP/ �CEC300EXP END CAP -D WITH SCREWS �T WITH CORE JNTED IN CONCRETE 3.75 MAX. K,/_,TF_r RFXF50C 1" STANDOFF FASCIA MOUNT INSIDE CORNER POST BRACKET INTERMEDIATE POST BRACKET OUTSIDE CORNER POST BRACKET 5.47" 4X 07/16" FOR 3/8' ATTACHMENTS 4X s�7/16" FOR—' ----4X 07/16 FOR 3/8" ATTACHMENTS 3/8" ATTACHMENTS i� I" OFFSET FASCIA MOUNT BRACKET — POST ATTACHMENT OPTIONS AND DETAILS RFX238P WITH RFXPS 4X HEX-3/8—LAG-10.00—SS 3/8 X 10 HEX HEAD LAG SCREW w/MIN. 5" OF THREAD LENGTH 4x RFXPCAP 4 x C W— 3/8— Z P 3/8„ SS CUP WASHER SECTION L—L OFFSET FASCIA MOUNT TO WOOD 4X 00.25 FOR HW-14-1 #14 X 1" SS HEX WASHERO TYP . 4X 0 7/6" FOR 3/8„ ATTACHMENTS CONCRETE SECTION M—M OFFSET FASCIA MOUNT TO CONCRETE RFX238P WITH RFXPS 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER). 4X 00.25 FOR H W-14-1 #14 X 1" SS HEX WASHER SELF DRILLING SCREW RFXFBST 4X HIT—HY 200 V3 + HIT—Z 3/8" CONCRETE ANCHOR BOLT 2 3/4" MIN. EMBED. 4X RFXPCAP Scale: 5":1'-0" 4X CW-3/8—ZP 3/8" SS CUP WASHER 2_37F�, RFX238P RFX STANDARD POST X—SEC 2.142" RFX238P WITH RFXPS (STIFFINER� HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE T^� RAIL PROFILES CABLE II RFX238F LAT FILL RFX238P RAILFX POST Scale: 1'-0":1'-0" [DE-vznn T')P RAIL TOP RAIL PROFILES (CONTIUOUS TOP RAIL ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,L M Zt� cco C 78688 � EXP.09/30/2023 qTF OF CAL\Fps W Q O DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S600 Scale: 5":1'-0" Scale: 5":1'-0" Scale: 1'-0":1'-0" PAGE 07 of 14 Page 15 of 96 36 L 6n" MAX_ RFTWFFN POSTS RFX 200 / RFX300 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL FLUSH FASCIA MOUNT 0VA4 PLAN RFXPCAP DLASTIC CAP C W- 3/8— Z P 3/8„ SS CUP WASHER UH OF UL L L DETAIL H SECTION G-G TIMBER FRAME SHOULD BE DOUGLAS-FIR OR BETTER (MIN S.G = 0.5 PLAN DETAIL K RFX238P WITH RFXPS (REQUIRED) DETAIL H EX- 3/8- LAG- 10.00- SS X 10" HEX HEAD LAG -W w/ MIN. 5" OF THREAD ;TH FOR POST 42 MAX. HEIGHT ���i TIONAL BLKG. MAY BE NEEDED TO MEET MIN. EMBED. FLUSH MOUNT FASCIA ATTACHMENT TO WOOD \FXPS i RFXPCAP 'LASTIC CAP C W- 3/8- Z P 3/8„ SS CUP WASHER TOP OF N" N_ SLLU I IUN J—J Scale: 4":1'-0" RFX238P WITH RFXPS (REQUIRED) DETAIL K 2X HIT-HY 200 V3 + HIT-Z 3/8 CONCRETE ANCHOR BOLT 3" MIN. EMBED. CONCRETE FLUSH MOUNT FASCIA ATTACHMENT TO CONCRETE 2XO-7 /-1 FOR ATTACH � 2XO7/16" FOR 3/8" ATTACHMENTS ELEVATION VIEW ELEVATION VIEW DP OF DECK PE 23/8"x2l ALUMINUM Scale: 1-1/2" : 1'-0" <EC200/RFXEC300 RFXEC200EXP/ <EC300EXP END CAP -D WITH SCREWS Ni nTF-Q• 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3.75 MAX. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. C" 4. FLUSH FASCIA MOUNTED CONNECTION IS NOT RECOMMENDED TO WOODEN MEMBERS 2.142" Ln 00 +- -+- +fi n n ('�+ RFX238P WITH RFXPS (STIFFINER) HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE RFX2Pr` o n I TOP RAIL PROFILES -- CABLE INFILL RFX238FF LAT FI LLEI RFX238P RAILFX POST TOP RAIL PROFILES (CONTIUOUS TOP RAIL RFX300 TOP RAIL Scale: 1'-0":1'-0" X: ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSlO/yq< co 2� C 78688 ewr- EXP.09/30/2023 22o' SEP. 2022 \P CIVI'L F OF CAL�FO J J L.L Z W UO J W m � C)� W� � �Z ' Cn Ln O "' w v~, JQ � zU 0 <U) z �� W �= o oU) � of z Xco LL O LL � z 0 N X U. DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S7mO Scale: 4":1'-0" Scale: 1'-0":1'-0" PAGE 0g of 14 Page 16 of 96 36" 0 42" 60 MAX. BETWEEN POSTS (EC200/RFXEC300 RFXEC200EXP/ (EC300EXP END CAP -D WITH SCREWS T WITH CORE 1NTED IN CONCRETE 3.75 NOTES: M AX. 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. mm: ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSI�q Q�p PL Mph 2m C 78688 '0V t EXP.09/30/20231 s� �2d civir_2oz� �P qrF OF CAL�FO� H Z 4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER). Uj r^ J W Q RFX 200 / RFX300 ALUMINUM RAIL W/TAINLESS STEEL CABLE INFILL CORE MOUNT U ~ � Scale: 1-1/2" : 1'-0" J W 0 W z N RFX238P/ U) D Ln LU RFX238P WITH RFXPS o U) G 2.376" Uj W V) 2.376" 2.142" J N 0 O Q0 � W 00 � � _ �� 0 V N 0 o z m O RFX238P RFX RFX238P WITH RFXPS (STIFFINER� STANDARD POST X—SEC HOLE MUST BE IN LINE WITH STIFFINER U. Q °C z 10000 PSI NON -SHRINK GROUT PE -POST EXTRUSION PROFILE CD Scale: 1'-0":1'-0" O N SECTION N-N RFX238P POST MOUNT DIRECT IN CONCRETE DETAIL A - POST CORE MOUNTING ATTACHMENT DETAIL RFX2()n Tno D All TOP RAIL PROFILES CABLE INf RFX238FF LAT FI LLEf RFX238P RAILFX POST TOP RAIL PROFILES (CONTIUOUS TOP RAIL Q�V -4n0 TOP RAIL DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S8mO Scale: 5":1'-0" Scale: 1'-0":1'-0" PAGE 10 of 14 Page 17 of 96 0111 ry C QC DCVDC DI(`I/CT C11 I CD 60" MAX BETWEEN POSTS DCV1 0r) nD DCV 4 /nn -7 /4 ram» r-r- RFX 1 nn / RFY?nn AI l NTNl N RATI WNTATNI Fq,'; STFFI C'ARI F TNFTI I ql JRFAC'F mnt 1NT RFXBP5X5 ' `""" MIN. ,—DETAIL H DETAIL H ADDITIONAL BLKG. MAY' BE NEEDED TO MEET MIN. EMBED. SECTION L—L -/8—LAG-10.00—SS HEX HEAD LAG SCREW w/ ' OF THREAD LENGTH. RFXPCAP PLASTIC CAP C W— 3/g— Z P 3/8„ SS CUP WASHER SURFACE MOUNT POST WITH BASE PLATE IN WOOD RFX238P- RFXBP5X5- SECTION M—M DETAIL J Scale: 4":1'-0" 'SIT—HY 200 V3 + HIT—Z Y8 CONCRETE ANCHOR BOLT 2.75" MIN. EMBED. RFXPCAP DLASTIC CAP C W— 3/8— Z P 3/8„ SS CUP WASHER SURFACE MOUNT POST WITH BASE PLATE IN CONCRETE Scale: 4":1'-0" Scale: 1-1/2" : 1'-0" NOTES: DCVD(` POST CAP T WI TH E MOUNTED -ONCRETE 3.75 MAX. 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. POST SPACING OF 5' O.0 REQUIRES RFX238P (POST) WITH RFXPS (STIFFENER). 1.85" Ln 7/6 MULE-0 r vr� /8 ATTACHMENT TYP. RFXBP5X5 DETAILS 0.375" / VITH RFXPS (STIFFINER) 4X FLH-5/16-18X2.00 TORX 5 /16 —18 X 2.00 TO R X TYPE F TYPE 410 SS THREAD CUTTING SCREW (MIN. TENSILE STRENGTH OF 115 KSI) NOTE: 1. FOR BASE PLATES IN DETAILS C & D, IT IS STRUCTURALLY ACCEPTABLE TO PROVIDE SLOTTED HOLES IN THE LONGITUDINAL DIRECTION TO ACCOMODATE THE ATTACHMENT OF SLOPED BASE PLATE AND VERTICAL POST AT INTERMEDIATE POSTS ONLY AND NOT AT THE END OF THE STAIR RAILS. Qa N 2.376" 2.142" LO 00 I +n n C1+- LO N O RFX238P REX RFX238P WITH RFXPS (STIFFINER) STANDARD POST X—SEC HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE Scale: 1'-0":1'-0" RFXI" POST C, RFX100 OR RFX250 TOP RAIL RFX238P RAILFX POST RFXRCB RAIL CONNECTING BLOCK RFXPC PICK FILLER (OPTION/ TOP RAIL PROFILE FOR SS CABLE INFILL Scale: 1'-0":1'-0" 5" 0.64 TYP. 3.72 1. 5$ 0" TYP. ��1 0 Ln °� NOTE: 0.63DIAMETER 7/6" HOLES FOR 5/8" ANCHORS, TYP. " HOLE FOR WIRING 11/32" HOLES FOR 5/6" SCREWS. TYP. PROVIDE HIT—HY 200 V3 + HIT—Z 3/8"ANCHOR W/ MIN. 33/4" EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x5x5 BASE PLATE Scale: 5":1'-0" 1Y32 HOLES FOR 5/6" SCREWS. TYP. 0.63 DIA. THRU / 2.507/6" HOLES FOR 3/8" ANCHORS, TYP. " LnLn z 00 N 1.85" 0.64 TYP. 3.75" NOTE: 5.0" PROVIDE HIT—HY 200 V3 + HIT—Z 3/8"ANCHOR W/ MIN. 33/4" EMBEDMENT IN 6" OR THICKER CONCRETE SLAB WITH AT LEAST 5" ANCHOR TO CONCRETE EDGE DISTANCE. ALTERNATE 1/2x3x5 BASE PLATE ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,L Mco OOT Zt� C 78688 � EXP.09/30/2023 qTF OF CAL\Fps J J L.L Z W � J W m � U < J � w Q Ln O � W U) zun w U)OUj � J� � z w n QU z �jLL w o U) z X O � Q � z 0 DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S900 Scale: 1'-0":1'-0" Scale: 5":1'-0" PAGE 11 of 14 Page 18 of 96 60" MAX BETWEEN POSTS DCVDC DI(`LICT CII I CD DCV1 (1() nD DEW 1 /nn -7 /,1 RFX 100 / RFX250 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL OFFSET FASCIA MOUNT RFXFBDOC 1" STANDOFF FASCIA MOUNT OUTSIDE CORNER DOULBE POST BRACKET (GLASS FILL) 4.94" (1" PIN MAY BE USED FOR OPTIONAL HINGED CORNER BRACKET ASSEMBLY) 0.25 .75" 0.75" 8X 00.25 FOR H W-14-1 #14 X 1 " SS HEX WASHER SELF DRILLIN+G SCREW 1" 4X 00.25 FOR H W-14-1 #14 X 1" SS HEX WASHER SELF DRILLING SCREW 6" DEVD(-` POST CAP N I (-\ -Fr- (- . 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER). T WITH E MOUNTED ONCRETE 3.75 M AX. 2.376" Scale: 1-1/2" : 1'-0" RFXF51 C 1" STANDOFF FASCIA MOUNT RFXFBST 1" STANDOFF FASCIA MOUNT RFXF50C 1" STANDOFF FASCIA MOUNT INSIDE CORNER POST BRACKET INTERMEDIATE POST BRACKET OUTSIDE CORNER POST BRACKET 5.47" 4X 07/16" FOR 3/8" ATTACHMENTS 4X �7/1611 FOR � 4X 07/16" FOR 3/8" ATTACHMENTS 3/8" ATTACHMENTS i. 1" OFFSET FASCIA MOUNT BRACKET - POST ATTACHMENT OPTIONS AND DETAILS I:�*:y=61MViTlII:NM01040 110111 RFXFBST 4X HEX-3/8-LAG-10.00-SS 3/8 X 10" HEX HEAD LAG SCREW w/MIN. 5" OF THREAD LENGTH -4x RFXPCAP 4x CW-3/8-ZP %)) SS CUP WASHER SECTION L-L OFFSET FASCIA MOUNT TO WOOD 4X 00.25 FOR HW-14-1 #14 X 1" SS HEX WASHERO 1" TYP . 4X 0 7/6" FOR 3/8" ATTACHMENTS CONCRETE i SECTION M-M OFFSET FASCIA MOUNT TO CONCRETE RFX238P WITH RFXPS 4X 00.25 FOR H W-14-1 #14 X 1 " SS HEX WASHER SELF DRILLING SCREW RFXFBST 4X HIT-HY 200 V3 + HIT-Z 3/8" CONCRETE ANCHOR BOLT 2 3/4" MIN. EMBED. 4X RFXPCAP Scale: 5":1'-0" 4X CW-3/8-ZP 3/8" SS CUP WASHER RFX238P RFX STANDARD POST X-SEC 2.37F" CC RFX238P WITH RFXPS (STIFFINER) HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE Scale: 1'-0":1'-0" RFXP(-' POST C/ RFX100 OR RFX250 TOP RAIL RFX238P RAILFX POST RFXRCB RAIL CON N ECTI N G BLOCK RFXPC PICK FILLER (OPTION/ TOP RAIL PROFILE FOR SS CABLE INFILL ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,L Mco OOT Zt� c C 78688 � EXP.09/30/2023 qTF OF CAL\Fps J J L.L Z W J m Q U J � W z WU) 0 � Cn 2 (n Q � V Z� � Q W W co LL LO N � X LL O X L.L W Q O DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 1 S1000 Scale: 5":1'-0" Scale: 5":1'-0" Scale: 1'-0":1'-0" PAGE 12 of 14 Page 19 of 96 C� C r" DCVDC DI(`LICT CII I CD 60" MAX BETWEEN POSTS DCVO ()(1 (lD DCV / n " n -7 / ,1 r- " c- c RFX 100 / RFX250 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL FLUSH FASCIA MOUNT �FXPS PLAN RFXPCAP DLASTIC CAP C W— 3/8— Z P 3/8„ SS CUP WASHER TOP OF DECK Ln —� DETAIL H SECTION G— G TIMBER FRAME SHOULD BE DOUGLAS—FIR OR BETTER (MIN S.G = 0.5) PLAN DETAIL K RFX238P WITH RFXPS (REQUIRED) DETAIL H 2X HEX— 3/8— LAG-10.00— SS 3/8" X 10" HEX HEAD LAG SCREW w/ MIN. 5" OF THREAD LENGTH FOR POST 42" MAX. HEIGHT ADDITIONAL BLKG. MAY BE NEEDED TO MEET MIN. EMBED. FLUSH MOUNT FASCIA ATTACHMENT TO WOOD TOP OF \FXPS RFXPCAP 'LASTIC CAP C W— 3/8— Z P 3/8„ SS CUP WASHER DEL I IUN J—J Scale: 4":1'-0" RFX238P WITH RFXPS (REQUIRED) DETAIL K 2X HIT— H Y 200 V3 + HIT—Z 3/8 CONCRETE ANCHOR BOLT 3" MIN. EMBED. CONCRETE FLUSH MOUNT FASCIA ATTACHMENT TO CONCRETE 2XO-7 / FOR ATTACH N 2XO7/16" FOR 3/8" ATTACHMENTS ELEVATION VIEW b.. MIN. r ELEVATION VIEW Scale: 1-1/2" : 1'-0" DP OF DECK PE 2 3/8„ X 2 3/8„ ALUMINUM POST DCVD(` POST CAP T WITH E MOUNTED -ONCRETE 3.75 M AX. NOTES: 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. 3. CABLE IN —FILL & TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. 4. FLUSH FASCIA MOUNTED CONNECTION IS NOT RECOMMENDED TO WOODEN MEMBERS 2_378" QC RFX238P WITH RFXPS (STIFFINERI HOLE MUST BE IN LINE WITH STIFFINER PE -POST EXTRUSION PROFILE Scale: 1'-0":1'-0" RFXP'-' POST C/ RFX100 OR RFX250 TOP RAIL RFX238P RAILFX POST RFXRCB RAIL CONNECTING BLOCK RFXPC PICK FILLER (OPTION/ TOP RAIL PROFILE FOR SS CABLE INFILL ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com Q�pFESSIpN p,Lco MOOT ��O Zt� c C 78688 EXP.09/30/2023 22"' C1 622 qTF OF CAL\Fps J J L.L Z W � J W m � U � J � w z O U) 0 U) 2 w W Q ~ (.) � Z (n p Q LL Z LO LL z X O � Q � z 0 DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 1 Scale: 4":1'-0" Scale: 1'-0":1'-0" PAGE 13 of 14 Page 20 of 96 I E11 DFVDC DI('1/DT DII I CIS 60" MAX BETWEEN POSTS rDF-vi nn nrD r F-v -1 /o7f /ln 7 /-1 C'I C`C` DFVD(` POST CAP T WITH E MOUNTED ;ON CRETE 3.75 MAX. NI n TF- 1. DESIGN CAPACITY CHECK OF EXISTING STRUCTURE THAT SUPPORTS THE RAILING IS NOT IN ZENITH SCOPE OF WORK. = X: ZENITH ENGINEERS, INC 22320 Foothill Blvd, Suite 600 Hayward, CA 94541 www.zenithenginers.com �pFESSI Q�q �p p,L M 2m C 78688 '0V t EXP.09/30/20231 �'� �2d ciViL2oz� \Q, qrF OF CAL�FO� J L.L Z 2. RAILING IS DESIGNED FOR MAX SPEED OF 110MPH. Uj J J. CABLE IN —FILL (Y TOP RAIL DESIGN IS NOT IN ZENITH SCOPE OF WORK. W 4. POST SPACING OF 5' O.0 REQUIRES RFS238P (POST) WITH RFXPS (STIFFENER). Q RFX 100 / RFX250 ALUMINUM RAIL W/STAINLESS STEEL CABLE INFILL CORE MOUNT C ) Scale: 1-1/2" : 1'-0" J LU 0 UJ z N RFX238P/ 2.376" U) D (n LU RFX238P WITH RFXPS 2.376" 2.142" O LO U) 2i N -+- • -+ -+- • -+- O LU w C� - -------------- - -- [,, Ln O --------+---- -pp ro c0 - r C-1 N- - U) LU U) 0 RFX238P REX RFX238P WITH REXPS (STIFFINERI 0 0 STANDARD POST X-SEC HOLE MUST BE IN LINE WITH STIFFINER LO z LO PE -POST EXTRUSION PROFILE N O D Scale: 1'-0":1'-0" LL Q R F X P C----------- z 10000 PSI POST CAP �RFX100 OR NON -SHRINK GROUT RFX250 TOP RAIL 0 CD SECTION N-N RFX238P POST MOUNT DIRECT IN CONCRETE DETAIL A - POST CORE MOUNTING ATTACHMENT DETAIL RFX238P RAILFX POST RFXRCB RAIL CONNECTING BLOCK RFXPC PICKE FILLER (OPTIONA TOP RAIL PROFILE FOR SS CABLE INFILL DATE: 09.22.2022 SCALE: AS SHOWN DESIGN BY: HM DRAWN BY: SSK REVIEWED BY:SP 190417 S1200 Scale: 5":1'-0" Scale: 1'-0":1'-0" PAGE 14 of 14 Page 21 of 96 z r-n i t h Engineers Architects Construction Managers 190417 - Rai1FX Railing Design - Nationwide Industries C4i. Design for all 50 states. 15�fOPE OF WORK: Zenith sc$$�e� of work includes design of the post and its anchorage. Member'c n checked based on ASCE 7-16 Section 4.5.1 & IBC 2021 Section 1607.9 c,0,r� 2. DESIGN/K OF POST (WITHOUT STIFFENER) RFX238P RFX Standard Post For one- and two-family dwellings, and for factory, industrial, and storage occupancies in areas that are not accessible to the ublic and that serve an occupant load not greater than 50: i Consider 200 pounds cori�trated load for top rail or 20 pound per foot of uniform load for top rail. Loutterlength_RFX238P:= 2.39iGlG Hpost_length:= 42 in = 3.5 f t anel_length:= 48 2n = 4 f t Consider 42"x4' Panel .r. Ppost_load_1:= max (200 lbf , 20 pl "anel_length) = 200 Of Consider 200 pounds concentrated load or 20 pound per foot of uniform load. Mpost_flexure_1 := max (200 Of • Hpost_len20 plf • Lpanel_length • Hpost_length) = 8.4 kip • in Ipost := 0.9341 in4 v from AutoCAD y,:=1.1877 in - fromAutoCAD J:=0.9335 in4 fromAutoCAD CS spost :_ I post = 0.786 in 3 ^ ye �y Lb := Hpost_length = 42 in Se := Spost = 0.786 in 3I -I PO,t = 0.93 in 2-Lb-Sc 91.1 Cb:=1.0 So, S:= =70.75 while 51:=95' . Cb- Iy•J C7 When S <Sl (Aluminum Design Manual Table 2-20 for 6063-T5) O-bending_aluminumallowable :_ (17.5 — 0.917 • N�S) • 1 ksi = 9.79 ksi Mpost,flexure_1 0-bendingpost_1:= S =10.68 ksi e DCRpost_1 :_ 0-bendingpost_1 0-bending_aluminumallawable =1.09 Acceptable. Even though it is 9% overstressed it is okay by engineering judgment because this is r l conservative approach and load will be shared by other post due to frame action. 1� 190417-0O3- Rai ling- MathcadCalcs-HKM. mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. (t) z e n i t h Engineers Architects Construction Managers Page 22 of 96 Table A.3.4 MECHANICAL PROPERTIES FOR WROUGHT ALUMINUM PRODUCTS (Continued) THICKNESS Fr Fry Fey Fs E ALLOY TEMPER PRODUCT in. ksi ksi ksi ksi ksi 6005 -T5 Extrusions up thru 1.000 38 35 35 24 10,100 6005A -T61 Extrusions up thru 1.000 38 35 35 24 10,100 6061 -T6, T651 Sheet & Plate 0.010 to 4.000 42 35 35 27 10,100 -T6, T6510, T6511 Extrusions All 38 35 35 24 10,100 -T6, T651 Rod & Bar up thru 8.000 42 35 35 25 10,100 -T6 Drawn Tube 0.025 to 0.500 42 35 35 27 10,100 -T6 Pipe All 38 35 35 24 10,100 6063 -T5 Extrusions up thru 0.500 22 16 16 13 10,100 -T5 Extrusions 0.501 to 1.000 21 15 15 12 10,100 -T52 Extrusions up thru 1.000 22 16 16 13 10,100 -T6 Extrusions & Pipe All 30 25 25 19 10,100 190417-CO3- Rai ling-MathcadCalcs-H KM. mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 23 of 96 Table 2-20 ALLOWABLE STRESSES FOR BUILDING -TYPE STRUCTURES (UNWELDED) Allowable Stresses F/SZ (kfin2) Section F/SL 6063 -T5 Extrusions (Up thru 0.500 in. thick) Axial Tension axial tension stress on net D.2b effective area axial tension stress on gross D.2a area Flexure elements in uniform stress F.8.1.1 elements in flexure F.8.1.2, F4.1 round tubes F.6.1 rods F.7 Bearina bolts or rivets on holes J.3.7a, J.4.7 bolts on slots, pins on holes, J.3.7b, J.7 flat surfaces 6063 -T52 Extrusions (Up thru 1.000 in. thick) 11.3 Fr,,= 16 k/in2 E= 10,100 Wine F, =16 k/in2 kt = 1 9.7 Fu = 22 Wine Tension Compression 9.7 see B.5.4.1 thru 13.5.4.5 and E.4.2 12.6 12.6 see also F4.2 11.3 11.3 see also 17.6.2 12.6 12.6 22.6 15.0 Slenderness F/SL for F/SZ for Fln for n.,�..i �..............�,... S S <- S, S, S1 < S < S2 S2 S >- S2 all shapes member buckling E.3 kL/r 8.9 - 0.037 S 99 51,352 /S2 Flexural Compression open shapes lateral -torsional F.2.1 Lb/(ryeCb112) 10.5 - 0.036 S 119 86,996 /S2 buckling closed shapes lateral -torsional F3.1 2LbSACb(I,,J)9 10.5 - 0.070 S112 3823 23,599 /S buckling rectangular bars lateral -torsional F 4.2 (d/t)(Lb/(Cbd))112 17.2 - 0.256 S 45 11,420 /S2 buckling round tubes local buckling F.6.2 Rb/t 17.5 - 0.917 S1,2 95 11.6 - 0.320 S112 275 3,776 /[S(1+S1/2/35)2] Elements -Uniform Compression flat elements supported on B.5.4.1 b/t 9.7 8.2 11.8 - 0.260 S 19 2,417 /S2 one edge in columns whose buckling axis is not an axis of symmetry flat elements supported on B.5.4.1 b/t 9.7 8.2 11.8 - 0.260 S 15.9 122 /S one edge in all other columns and all beams flat elements supported on B.5.4.2 b/t 9.7 25.6 11.8 - 0.083 S 50 382 /S both edges flat elements supported on 13.5.4.4 tis 9.7 18.8 10.5 - 0.044 S 99 60,414 /S2 both edges and with an intermediate stiffener curved elements supported B.5.4.5 R,/t 9.7 36.7 11.6 - 0.320 S1/2 275 3,776 /[S(1+S1/2/35)2] on both edges flat elements -alternate 13.5.4.6 9.7 41.0 11.8 - 0.052 S 80 611 /S method Elements -Flexural Compression flat elements supported on B.5.5.1 b/t 12.6 62.9 17.2 - 0.072 S 119 1,017 /S both edges flat elements supported on B.5.5.2 b/t 12.6 11.7 17.2 - 0.389 S 29 4,932 /S2 tension edge, compression edge free flat elements supported on B.5.5.3 b/t 12.6 141.1 17.2 - 0.032 S 266 2,280 /S both edges and with a longitudinal stiffener flat elements -alternate B.5.5.4 12.6 40.9 17.2 - 0.111 S 77 661 /S method Elements -Shear flat elements supported on G.2 b/t 5.8 43.6 7.2 - 0.031 S 96 38,665 /S2 both edges A January 2010 z n i t h Engineers Architects Construction Managers VI-29 Page 24 of 96 z r-n i t h Engineers Architects Construction Managers 0. 5 3. DESIGN CHECK OF POST (WITH STIFFENER). RFX238P W/ �XPS (Stiffener) L� For commercial use or occupancies that are accessible to the public and area that serve an occupant load greater than 50: Consider 200 pounds concentrated load for top rail or 50 pound per foot of uniform loser top rail. Hpost_length 42 in = 3.5 f t Lpanel_length 60 in = 5 f t Consider 42"x5' Panel DX , i� 190417-CO3- Rai ling- MathcadCalcs-HKM. mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 25 of 96 z r-n i t h Engineers Architects Construction Managers Qst_load _2 := Max (200 Of , 50 pl f • Lpanel_length) = 250 Of Consider 200 pounds concentrated load �W or 50 pound per foot of uniform load. M'le,e_2:=max(200 lbf•Hpost_length750 plf • Lpanel_length'Hpost_length)=10.5 kip•2n '' Ipost "464 in4 from AutoCAD c ye:=0.8304 �k from AutoCAD a. J:=1.1509 ine`1 from AutoCAD /� Spost:= Ipost=1.38t�017 3 yc Lb := Hpost_length = 42 itP, Se := Spost =1.381 in 3 Iy := I post =1.15 in Cb:=1.0 So, S:= 2•Lb•S,_=100.96 while 51:=95 Cb• ly.J When Sl <S (Aluminum Design Manual Table 2-20 for 6063-T5) tJ :. u O-bending_aluminumallowable := 10.5 — 0.0l). 1 ks2 = 9.8 ks2 Nlpost_flexure_2 0-bendingpost_2 := S = 7.61 ks2 c 10417 �bendingpost_2 Vt DCRpost_2 :_ = 0.78 ptable. 0-bending_aluminumallowable NOTE: All RFX238P Post connections are checked for 250 lb live loaYtel similar design is applicable to PFX1000P post (3"x3" Tube Post) with PFX1000PB post base, url& IRC residential one or two family dwellings limitations. -141 lea For glass panels with 4' max panel length, the ASD wind load doesn't govern unless it exceeds 35.5 psf C� P = 35.5 psf * [(42"/2)/12] * 4 ft = 248.5 lb10 -� L� 9�c _ :� 190417-0O3- Rai ling- MathcadCalcs-HKM. mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 26 of 96 z r-n i t h Engineers Architects Construction Managers 4. CONNECTION OF RFX238P POST TO RFXBP5X5 PLATE 1.85" NV ted on top of Slab / Stair ® ® `!y O 5 dscrew_dia := 16 in spacingscrew := 1.85 in screwlength := 2 i ®® Aroot_area := 0.685.14 ' dscrew_dia2 J = 0.0525 in 2 3 11 /s" HOLES FOR /8 ATTACHMENT TYP. S2screw := 2 'vm := 3 Strength reduction factors .0 7 F' u_SS304_316:= 75 %£fo�Fy SS304_316:= 30 ksi Ft_SS304_316:= 30 ksi Fv_SS304_316:= 15 ksi 0 or Fu_ss410:=115 ksi Fy q)lo := 85 ksi Consider 410 hardened stainless steel screws 01 Unhardened 410 has values similar to 3 04/3 16 F't_SS410 :=min (F' y_SS410) 0.7q . u_SS410) = 85 ksi F min �0.6 F. SS410 0 = 23 ksi v_SS410:= 3 `� _SS410 IJ ;. v° Plive_load:= max (Ppost_load_1�Ppost_loa42)�\250 Of Moverturning_design:=max (Mpost_flexure_1IAos ,C Tensionper screw. '— Moverturning_design = 2.838' — 2 • spacingscrew Shear _ Plive_load = 0.063 kip per screw •— 4 Fv_SS410 ' Aroot_area Rallowable_ shear— = 0.6 kip 'screw Rn tension := F' u SS410 ' Aroot area = 6.04 kip =10.5 kip -in r.'00c Based on ultimate tensile capacity C� iV For screw into screw slot in posts per ADM J5.5.1.2: Rn_withdrawal := 0.29 • dscrew_dia' (screwlength — 0.5 in) • Ft_SS410 = 11. "�ip R —Rn_tension Rn_withdrawal = 3.02 kip ��� allowable_ tension := min 'screw f2ADM .� Tensionper_screw DCR T_screw = = 0.94 Rallowable tension 5 5 DCRscrew•=DCRr screw 3 +DCRV screw 3 =0.92 190417-CO3- Rai ling- MathcadCalcs-HKM. mcdx Shearper_screw Rallowable shear I Ok to use 5/16 screws i� Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 27 of 96 z r-n i t h Engineers Architects Construction Managers 5. CONCRETE ANCHOR CONNECTION FOR RFX238P POST CASE 1: Mounted on top of concrete slab / concrete stair Base Plate Anchorace design for Concrete Connection c� Vreaction'= l�load = 250 lbf a. I Moverturning_desio(:N 10.5 kip • in .0 ��017 See attached HILTI ca -for anchorage design assuming minimum concrete thickness of 6 inches. It is okay to us-HY 200 + HIT-Z 3/8 anchors with minimum embedment depth of 2.75 in and minimum eda'9_c.Lstance of 5". "v�, CASE 2: Flush Fascia Mount i concrete lanchrage_leverarm := 4.5 2n 'rj � ^ vu CASE 2a - For load perpendicular to the•fascia �v Ttensionpure'=Plive load=250 Of CASE 2b - For load vertically down _ Vshear pure ' live load = 250 111 f v Moverturning_design = 10500 lbf • in L� Case 2a governs Flush fascia mounted will govern the anchorage desig . a. it has single rows of bolts, same design is applicable for offset fascia mounted. See attached HILTI calcs for anchorage design assuming minimum concrete thickness of 6 inches. It is okay to use HIT-HY 200 + HIT-Z 3/8 anchors with minimum embedment depth of 2.75 in and minimum edge distance of 5". Note: Same design is applicable for offset fascia mounted connection to concrete. CASE 3: Core mounted in concrete S1:=2500 psi P:=Plive_load=250 Of h:=Hpost_leng �3.5 ft .� L� b := V 2 Loutterlength_xt-x238P = 3.36 in per 2018 IBC section 1807.3 � �. 2.34•P 4.36•h A:= =0.07 in d:=0.5•A• 1+ 1+ =1.82 in Sl • b A So provide min. 3" embedment. 9W _ �'000"- i� 190417-CO3-Railing-MathcadCaics-H KM.mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 28 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: 1 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P Specifier's comments: Install per manufacturer's recommendations 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: W HIT-HY 200 V3 + HIT-Z-R 3/8 2018452 HIT-Z-R 3/8" x 5 1/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,act = 3.750 In. (hef,limit = In.) A4 ESR-4868 Zenith Notes: 11/1/2021 1 11/1/2022 1. Depth of concrete shall not be less than 6". Design Method ACI 318-19 / Chem 2. Edge distance of concrete from center of anchor bolt shall not be less than 5" on all sides. eb = 0.000 in. (no stand-off); t = 0.500 in. 3. Minimum compressive strength of concrete shall Ix x I x t = 5.000 in. x 3.375 in. x 0.500 in.; not be less than 2,500psi. Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] d Design loads Sustained loads �i Y x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0,500 L..r! 1 Hilti PROMS Engineering 3.0.79 www.hilti.com Page 29 of 96 ZE Company: Zenith Engineers Page: 2 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Outward N = 0; Vx = 0; Vy = -250; no 99 Mx = 10,500; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,5us = 0; 2 Inward N = 0; Vx = 0; Vy = 250; n� Mx =-10,500; MY = 0: Mz = 0: 2 Load case/Resulting anchor forces Controlling load case: 2 Inward Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,058 63 0 63 2 2,058 63 0 63 3 362 63 0 63 4 362 63 0 63 max. concrete compressive strain: 0.14 [%o] max. concrete compressive stress: 2,762 [psi] resulting tension force in (x/y)=(0.000/-0.657): 4,840 [lb] resulting compression force in (x/y)=(0.000/1.512): 4,840 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load O3 Compression O 4 pox O1 Tension O 2 Load Nua [lb] Capacity � N [lb] Utilization ON = NUa4 N Status Steel Strength* 2,058 Pullout Strength* 2,058 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 4,840 * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4,749 44 OK 5,169 40 OK N/A N/A N/A 4,908 99 OK 2 Page 30 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: s.'t steel 3trengin Nsa = ESR value Nsa >— Nua Variables Ase,N [in.) 0.08 Calculations Nsa [lb] 7,306 Results qse [lb] 7,306 3.2 Pullout Strength Npn = Np) a Npn >— Nua Variables a 1.000 Calculations Npn [lb] 7,952 Results Sim 7,952 Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP3x5 Date: RFXBP3x5 post base for RFC238P refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Ua [Ps'] 94,200 0 steel Nsa [lb] 0.650 4,749 refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Np [Ib] 7,952 Jua [Ib] 2,058 concrete 0 No, [lb] Nua [Ib] 0.650 5,169 2,058 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 3 irina@zenithengineers.com 9/5/2022 3 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP3x5 Date: Fastening point: RFXBP3x5 post base for RFC238P 3.3 Concrete Breakout Failure QNc Ncbg — NcO� W ec,N Wed,N Wc,N Wcp,N Nb Ncb9 > Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) 2 ANcO = 9 hef 1 WecN = \1+2eN� <1.0 3 hef WedN=0.7+0.3(ca,min) <1.0 1.5hef T cp,N = MAX(ca=min 1.5hef1 < 1.0 �ICaac Cac J Nb = kc "a „c hefs ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Variables hef [In.] ecf.N [in.] ec2,N [in.] ca,min [in.] W c,N 3.750 0.000 0.657 5.000 1.000 ca. [In.] kc 11.250 17 a a fc [psi] 1.000 2,500 Page 31 of 96 zz: 4 irina@zenithengineers.com 9/5/2022 Calculations ANc [in.2] ANco [in.2] W ecl,N Wec2,N Wed,N Wcp,N Nb [Ib] 178.86 126.56 1.000 0.895 0.967 1.000 6,173 Results Ncb, [Ib] 0 concrete 0 Ncb, [Ib] Nua [Ib] 7,550 0.650 4,908 4,840 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Hilti PROFIS Engineering 3.0.79 www.hilti.com Page 32 of 96 ZZ: Company: Zenith Engineers Page: 5 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 4 Shear load Load Vua [lb] Steel Strength* 63 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 250 Strength controls)** Concrete edge failure in direction x-** 250 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 0 Vsceei > Vua ACI 318-19 Table 17.5.2 Variables b ^se,y [in•2] 1 futa IPSi] 0.08 94,200 Calculations Vsa [lb] 4,384 Results Vsa [lb] 0 steel Vsa [lb] Vua [Ib] 4,384 0.600 2,630 63 Capacity 41 Va [lb] Utilization P„ = Vua/$ V„ Status 2,630 3 OK N/A N/A N/A 11,806 3 OK 4,359 6 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP3x5 Date: Fastening point: RFXBP3x5 post base for RFC238P 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcpg = kcp [(ANc) ANcO W ec,N Wed,N Wc,N Wcp,N NI ] ACI 318-19 Eq. (17.7.3.1b) ,AA y Vcpg > Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANco = 9 hef ACI 318-19 Eq. (17.6.2.1.4) 1 1 W ec,N = 2 a < 1.0 ACI 318-19 Eq. (17.6.2.3.1) 1 +— 3 hef I W ed,N = 0.7 + 0.3 (Ca,min) < 1.0 1.5hef ACI 318-19 Eq. (17.6.2.4.1 b) W cp,N = MAX(Ca_min 1.5hef) < 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Cac ,'Caac Nb = kc �`' a v'C hef5 ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.] ec1 N [in.] ec2 N [in.] ca min [in.] 2 3.750 0.000 0.000 5.000 W c,N ca. [in.] kc X a fc [psi] 1.000 11.250 17 1.000 2,500 Calculations ANC [in .2] ANCO [in.2] W ecl,N Wec2,N Wed,N Wcp,N 178.86 126.56 1.000 1.000 0.967 1.000 Results Vcpa [lb] 0 concrete Vcpa [lb] Vua [lb] 16,865 0.700 11,806 250 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 33 of 96 zz: 6 irina@zenithengineers.com 9/5/2022 Nb [lb] 6,173 6 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP3x5 Date: Fastening point: RFXBP3x5 post base for RFC238P 4.3 Concrete edge failure in direction x- Vcbg — (Avto) W ec,V Wed,V Wc,V Wh,V Wparallel,V Vb ACI 318-19 Eq. (17.7.2.1b) � Vcbg > Vua ACI 318-19 Table 17.5.2 Avc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) Avc, = 4.5 Cal ACI 318-19 Eq. (17.7.2.1.3) 1 W ec,V ev < 1.0 ACI 318-19 Eq. (17.7.2.3.1) 1 + 1.5ca1 Wed,v =0.7+0.3(1 a2 ) <1.0 Cal ACI 318-19Eq. (17.7.2.4.1b) 1.5ca1 W h,V = h > 1.0 a ACI 318-19 Eq. (17.7.2.6.1) 0.2 �� Vb — (7 (d)� a Vfc Ca 5 a ACI 318 19 Eq. (17.7.2.2.1a) Variables Cal [in.] cat [in.] ecy [in.] W �,v ha [in.] 5.000 5.000 0.000 1.000 6.000 Ie [In.] a da [In.] fc [psi] W parallel 3.000 1.000 0.375 2.500 2.000 Calculations Avc [in.2] Avc,) [in.2] W ec,V Wed,V Wh,v Vh [lb] 86.25 112.50 1.000 1.000 1.118 3,632 Results Vcba [lb] 0 concrete Vcba [lb] Vua [lb] 6,227 0.700 4,359 250 5 Combined tension and shear loads, per ACI 318-19 section 17.8 RN Rv Utilization RN,v [%] Status 0.986 0.057 1.000 87 OK RNV=(ON +RV)/1.2<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 34 of 96 zz: 7 irina@zenithengineers.com 9/5/2022 7 Page 35 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 8 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • User is responsible for evaluating the hole bearing capacity in case of shear forces. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Hilti PROMS Engineering 3.0.79 www.hilti.com Page 36 of 96 zz: Company: Zenith Engineers Page: 9 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 7 Anchor plate and concrete bearing stress check Load Capacity Utilization [%] Status Concentric Compression N/A N/A N/A N/A Concrete bearing 2,762 [psi] 2,762 [psi] 100 OK Tension Interface 1,174.84 [in.lb/in.] 2,025.00 [in.lb/in.] 59 OK Uniaxial Moment (Strong Axis) 556.37 [in.lb/in.] 2,025.00 [in.lb/in.] 28 OK Uniaxial Moment (Weak Axis) 1,416.20 [in.lb/in.] 2,025.00 [in.lb/in.] 70 OK 7.1 Concrete bearing check (per AISC DG1, section 3.1.1) Al = B N A2 =L(W fpu(max) _ 0.85fl z \ AZ / A� At At2 fpu = fpu(max) Variables B [in.] N [in.] L [in.] W [in.] 3.375 5.000 13.684 9.237 f" [psi] P. [Ib] Mu [in.lb] 2,500 0.650 0 0 Calculations At [in.2] A2 [in.2] 16.88 126.40 Results fpu [psi] fpu(max) [psi] 2,762 2,762 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan I Page 37 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com ZE Company: Zenith Engineers Page: 10 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 7.2 Plate bending (Strong Axis), Compression (per AISC DG1, sections 3.3 and AISC's Engineering Journal, Volume 51, No. 4) A, = B N A2 =L(W ll \ A2/ fpu(max) = 0 0.85fc A, AZ A1< 2 N-0.95d m = 2 B-0.95bf n = 2 x MPi, = Cr beff Mn _�.FY.4 4 MPi, < 0 Mn Variables B [in.] N [in.] L [in.] W [in.] d [in.] bf [in.] 3.375 5.000 13.684 9.237 1.850 1.850 Fy [psi] 0 tp [in.] Pa [lb] M. [in.lb] 36,000 0.900 0.500 0 10,500 Calculations A, [in .2] A2 [in 2] fpu(max) [psi] m [in.] n [in.] 16.88 126.40 2,762 1.621 0.809 fpu [psi] Cr [lb] x [in.] beff [in.] Mpi, [in.lb/in.] 2,762 4,840 0.575 5.000 556.37 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mpl, [in.lb/in.] 2,250.00 0.900 2,025.00 556.37 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Page 38 of 96 Hilti PROFIS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 11 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 7.3 Plate bending (Weak Axis), Compression (per AISC DG1, sections 3.3 and AISC's Engineering Journal, Volume 51, No. 4) A, = B N AZ =L(W l \ Az/ fpu(max) = 0 0.85fc A, AZ A1< 2 N-0.95d m = 2 B-0.95bf n = 2 x M"2 = Cr beff Mn FY.4 4 Mp12 < 0 Mn Variables B [in.] N [in.] L [in.] W [in.] d [in.] bf [in.] 3.375 5.000 13.684 9.237 1.850 1.850 Fy [psi] 0 tp [in.] Pa [lb] M. [in.lb] 36,000 0.900 0.500 0 10,500 Calculations A, [in .2] A2 [in 2] fpu(max) [psi] m [in.] n [in.] 16.88 126.40 2,762 1.621 0.809 fpu [psi] Cr [lb] x [in.] beff [in.] Mp12 [in.lb/in.] 2,762 1,569 1.621 1.796 1,416.20 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mp12 [in.lb/in.] 2,250.00 0.900 2,025.00 1,416.20 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 Page 39 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Zenith Engineers 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 415 619 6000 1 415 500 9583 Concrete Mounted - BP3x5 RFXBP3x5 post base for RFC238P Page: Specifier: E-Mail: Date: 7.4 Plate bending, tension (per AISC DG1, sections 3.2, 3.3) N-0.95d m = 2 B-0.95bf n = 2 T -x Mpl = " bell t2 �Mn Fy•4 Mpi < Mn Variables B [in.] N [in.] d [in.] bf [in.] FY [psi] 3.375 5.000 1.850 1.850 36,000 0 tp [in.] Pu [lb] Mu [in.lb] 0.900 0.500 0 10,500 Calculations m [in.] n [in.] 1.621 0.809 TU [lb] x [in.] beff [in.] 2,058 0.963 1.687 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mpl [in.lb/in.] 2,250.00 0.900 2,025.00 1,174.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 12 irina@zenithengineers.com 9/5/2022 12 Page 40 of 96 Hilti PROFIS Engineering 3.0.79 ZZ www.hilti.com Company: Zenith Engineers Page: 13 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 8 Installation data Profile: Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. Hole diameter in the fixture (pre-setting) : df = 0.438 in. Hole diameter in the fixture (through fastening) : df = 0.500 in. Plate thickness (input): 0.500 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 V3 + HIT-Z-R 3/8 Item number: 2018452 HIT-Z-R 3/8" x 5 1/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 354 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 3.750 in. Minimum thickness of the base material: 6.000 in. 3/8 Hilti HIT-Z Stainless steel non -cleaning bonded expansion anchor with Hilti HIT-HY 200 V3 Safe Set System 8.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Cleaning • Dispenser including cassette and mixer • Torque wrench AL Y 2,500 2.500 LO O3 � CD� au o x r` aD 1 � 0 r` 0 0.658 3.684 0.658 Coordinates Anchor in. Anchor x y c.x c+x c_Y c+Y 1 -1.842 -0.938 5.000 5.000 - 2 1.842 -0.938 8.684 - 5.000 3 -1.842 0.938 5.000 - 6.875 4 1.842 0.938 8.684 - 6.875 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 Page 41 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 14 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP3x5 Date: 9/5/2022 Fastening point: RFXBP3x5 post base for RFC238P 9 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 Page 42 of 96 Hilti PROFIS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 1 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P Specifier's comments: Install per manufacturer's recommendations 1 Anchor Design 1.1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: HIT-HY 200 V3 + HIT-Z-R 3/8 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,act = 3.000 In. (hef,limit = In.) A4 ESR-4868 Zenith Notes: Issued I Valid: 11/1/2021 1 11/1/2022 1. Depth of concrete shall not be less than 5.25 . Proof: Design Method ACI 318-19 / Chem 2. Edge distance of concrete from center of anchor bolt shall not be less than 5" on all sides. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. 3. Minimum compressive strength of concrete shall Anchor platecBFEM . Ix x ly x t = 5.000 in. x 5.000 in. x 0.500 in.; not be less than 2,500psi. Profile: Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 5.250 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar ceFEM - The anchor calculation is based on a component -based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, in.lb] 4 d jjDesign loads Sustained loads u,ouu Y >' 0 y x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan IL Page 43 of 96 Hilti PROFIS Engineering 3.0.79 ZZ www.hilti.com Company: Zenith Engineers Page: 2 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P 1.1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Outward N = 0; Vx = 0; VY = -250; no 66 Mx = 10,500; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; Inward N = 0: Vx = 0; Vy = 250: no 100 Mx =-10,500; MY = 0: Mz = 0: Nsus = 0: Mx�us = 0; My.sus 1.2 Load case/Resulting anchor forces Controlling load case: 2 Inward Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,021 59 10 58 2 2,021 59 -10 58 3 -0 67 -1 67 4 -0 67 1 67 resulting tension force in (x/y)=(-0.000/-1.842): 4,042 [lb] resulting compression force in (x/y)=(0.000/0.814): 4,100 [lb] Anchor forces are calculated based on a component -based Finite Element Method (CBFEM) Y 03 04 Comp ession pox 01 O 02 Tension 1.3 Tension load Load Nua [lb] Capacity # N. [Ib] Utilization PN = Nua/+ N„ Status Steel Strength* 2,021 Pullout Strength* 2,021 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 4,042 * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4,749 43 OK 5,169 40 OK N/A N/A N/A 4,046 100 OK 2 Page 44 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.3.1 Steel Strength Nsa = ESR value Nsa ? Nua Variables Ase,N [in.) 0.08 Calculations Nsa [lb] 7,306 Results Nsa [lb] 7,306 1.3.2 Pullout Strength Npn = Np a Npn >— Nua Variables a 1.000 Calculations Npn [lb] 7,952 Results Sim 7,952 Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP5x5 edge Date: RFXBP5x5 edge post base for RFC238P refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Ua [Ps'] 94,200 0 steel Nsa [lb] 0.650 4,749 refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Np [Ib] 7,952 Jua [Ib] 2,021 concrete 0 No, [lb] Nua [Ib] 0.650 5,169 2,021 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 3 irina@zenithengineers.com 9/5/2022 3 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 edge Date: Fastening point: RFXBP5x5 edge post base for RFC238P 1.3.3 Concrete Breakout Failure Ncbg — QN.) W ec,N Wed,N Wc,N Wcp,N Nb ACI 318-19 Eq. (17.6.2.1b) NcO Ncb9 ? Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANco = 9 hef ACI 318-19 Eq. (17.6.2.1.4) r 1 1 W ec,N = \ 1 +2 eN I < 1.0 - ACI 318-19 Eq. (17.6.2.3.1) 3 hef W ed,N = 0.7 + 0.3 Ca,min < 1.0 1.5hef/ ACI 318-19 Eq. (17.6.2.4.1 b) \ / W cp,N = MAX(ca—min 1.5hef1 < 1.0 J ACI 318-19 Eq. (17.6.2.6.1b) Cac Nb ,'Caac = kc a v _ h15 ei ACI 318-19 Eq. (17.6.2.2.1) Variables hef [In.] ec1,N [In.] ec2.N [In.] Ca,min [In.] W c,N 3.000 0.000 0.000 5.000 1.000 'ac [in.] kc 8.100 17 a a fc [psi] 1.000 2,500 Page 45 of 96 zz: 4 irina@zenithengineers.com 9/5/2022 Calculations ANc [in.2] ANco [in.2] W ec1,N Wec2,N Wed,N Wcp,N Nb [Ib] 114.16 81.00 1.000 1.000 1.000 1.000 4,417 Results Ncb9 [Ib] 0 concrete 0 Ncb9 [Ib] Nua [Ib] 6,224 0.650 4,046 4,042 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Hilti PROMS Engineering 3.0.79 www.hilti.com Page 46 of 96 ZZ Company: Zenith Engineers Page: 5 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P 1.4 Shear load Load Vua [lb] Capacity $ V [lb] Utilization [tv = Vua/$ V„ Status Steel Strength* 67 2,630 3 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 250 12,280 3 OK Strength controls)** Concrete edge failure in direction x-** 250 2,048 13 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa = ESR value refer to ]CC -ES ESR-4868 Vsteel �_' Vua ACI 318-19 Table 17.5.2 Variables Ase,v [in.'] fut. [psi] 0.08 94,200 Calculations Vs. [Ib] 4,384 Results Vs. [Ib] steel Vs. [lb] Vua [lb] 4,384 0.600 2,630 67 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 edge Date: Fastening point: RFXBP5x5 edge post base for RFC238P 1.4.2 Pryout Strength (Concrete Breakout Strength controls) Vcpg = kcp [(ANc) ANcO W ec,N Wed,N Wc,N Wcp,N NI ] ACI 318-19 Eq. (17.7.3.1b) ,AA y Vcpg > Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 hef ACI 318-19 Eq. (17.6.2.1.4) 1 1 W ec,N = 2 a < 1.0 ACI 318-19 Eq. (17.6.2.3.1) 1 +— 3 hef I W ed,N = 0.7 + 0.3 (Ca,min) < 1.0 1.5hef ACI 318-19 Eq. (17.6.2.4.1 b) W cp,N = MAX(Ca_min 1.5hef) < 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Cac ,'Caac Nb = kc �`' a v'C hef5 ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.] ec1 N [in.] ec2 N [in.] ca min [in.] 2 3.000 0.000 0.000 5.000 W C,N ca. [in.] kc X a fc [psi] 1.000 8.100 17 1.000 2,500 Calculations) ANC [in .2] 11 ANCO [in•2J W ecl,N Wec2,N Wed,N 160.88 81.00 1.000 1.000 1.000 Results VCpa [lb] 0 concrete Vcp4 [lb] Vua [lb] 17,544 0.700 12,280 250 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 47 of 96 zz: 6 irina@zenithengineers.com 9/5/2022 Wcp.N Nb [lb] 1.000 4,417 6 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 edge Date: Fastening point: RFXBP5x5 edge post base for RFC238P 1.4.3 Concrete edge failure in direction x- Vcbg — (Avto) W ec,V Wed,V Wc,V Wh,V Wparallel,V Vb ACI 318-19 Eq. (17.7.2.1b) � Vcbg > Vua ACI 318-19 Table 17.5.2 Avc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) Avc, = 4.5 Cal ACI 318-19 Eq. (17.7.2.1.3) 1 W ec,v ev < 1.0 ACI 318-19 Eq. (17.7.2.3.1) 1 + 1.5ca1 Wed,v =0.7+0.3(1 a2 ) <1.0 ACI 318-19Eq. (17.7.2.4.1b) 1.5ca1 W h,v = h > 1.0 a ACI 318-19 Eq. (17.7.2.6.1) 0.2 �� Vb — (7 (d) 1 a) a Vfc Ca�5 a ACI 318-19 Eq. (17.7.2.2.1a) Variables Cal [in.] cat [in.] ecv [in.] W �,v ha [in.] 5.000 5.000 0.065 1.000 5.250 le [In.] X a de [In.] fc [psi] W parallew 3.000 1.000 0.375 2.500 1.000 Calculations Avc [in.2] Avc,) [in.2] W ec,v Wed,v Wh,v Vh [lb] 84.97 112.50 0.991 0.900 1.195 3,632 Results Vcba [lb] 0 concrete Vcba [lb] Vua [lb] 2,925 0.700 2,048 250 1.5 Combined tension and shear loads, per ACI 318-19 section 17.8 RN Rv 5 Utilization Rh 0.999 0.122 1.000 94 RNV=(ON +RV)/1.2<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Status OK Page 48 of 96 ZZ: 7 irina@zenithengineers.com 9/5/2022 7 Page 49 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 8 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re -distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 50 of 96 Hilti PROMS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 9 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P 1.7 Installation data Profile: Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. Hole diameter in the fixture (pre-setting) : df = 0.438 in. Hole diameter in the fixture (through fastening) : df = 0.500 in. Plate thickness (input): 0.500 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 V3 + HIT-Z-R 3/8 Item number: 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 354 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 3.000 in. Minimum thickness of the base material: 5.250 in. 3/8 Hilti HIT-Z Stainless steel non -cleaning bonded expansion anchor with Hilti HIT-HY 200 V3 Safe Set System 1.7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer - Dispenser including cassette and mixer • Properly sized drill bit Torque wrench t,00rairl Hncnor tln.t Anchor x y c.x c+x c.y c, 1 -1.842 -1.842 5.000 5.000 2 1.842 -1.842 8.684 - 5.000 3 -1.842 1.842 5.000 - 8.684 4 1.842 1.842 8.684 - 8.684 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 Page 51 of 96 Hilti PROMS Engineering 3.0.79 ZZ: www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 2 Anchor plate design 2.1 Input data Anchor plate: Anchor type and size: Anchor stiffness: Design method: Stand-off installation Profile: Base material: Welds (profile to anchor plate): Mesh size: 2.2 Summary Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP5x5 edge Date: RFXBP5x5 edge post base for RFC238P 10 irina@zenithengineers.com 9/5/2022 Shape: Rectangular Ix x ly x t = 5.000 in x 5.000 in x 0.500 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; Elim = 5.00% HIT-HY 200 V3 + HIT-Z-R 3/8, hef = 3.000 in The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. AISC and LRFD-based design using component -based FEM eb = 0.000 in (No stand-off); t = 0.500 in Custom; (L x W x T x FT) = 1.850 in x 1.850 in x 0.100 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; Elim = 5.00% Eccentricity x: 0.000 in Eccentricity y: -1.100 in Cracked concrete; 2500; fc,cyl = 2,500 psi; h = 5.250 in Type of redistribution: Plastic Material: E70xx Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in Description Profile Anchor plate Concrete [%] aEd [psi] EPI [%] aEd [psi] EPI [%] Hole bearing [%] 1 Outward 33,708 0.00 23,642 0.00 1 18 2 Inward 38,605 0.00 19,478 0.00 1 9 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Outward Anchor tension forces Equivalent rigid anchor plate (CBFEM) Component -based Finite Element Method (CBFEM) anchor plate design Anchor 1 -1 lb 0 lb Anchor 2 -1 lb 0 lb Anchor 3 1,451 lb 1,328lb Anchor 4 1,451 lb 1,328 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load Material fy [psi] slim [%] QEd [psi] EPI [%] Status combination Plate Outward ASTM A36 36.000 5.00 23.642 0.00 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan M Page 52 of 96 Hilti PROMS Engineering 3.0.79 zz: www.hilti.com Company: Zenith Engineers Page: 11 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P Part Load Material fy [psi] Slim N QEd [psi] SPI [%] Status combination Profile Outward ASTM A500 Gr.B 46,000 5.00 33,708 0.00 OK Rect Profile Outward ASTM A500 Gr.B 46,000 5.00 33,698 0.00 OK Rect Profile Outward ASTM A500 Gr.B 46,000 5.00 25,505 0.00 OK Rect Profile Outward ASTM A500 Gr.B 46,000 5.00 39,035 0.00 OK Rect 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 - Outward Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 46,003 psi 0 psi `II Hilti PROMS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 edge Date: Fastening point: RFXBP5x5 edge post base for RFC238P 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 - Outward 1 4 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 - Outward Equations Page 53 of 96 ZZ: 12 irina@zenithengineers.com airi,?n,?,) 0.01 % 0.00% Rn = min(1.2 Ic t Fu , 2.4 d t Fu) (AISC 360-16 J3-6a, c) (DRn = 0.75 Rn V (DRn Variables Ic [in] t [in] Fu [psi] d [in] Rn [lb] Anchor1 3.247 0.500 58,000 0.375 26,100 Anchor2 3.247 0.500 58,000 0.375 26,100 Anchor3 0.440 0.500 58,000 0.375 15,316 Anchor4 0.440 0.500 58,000 0.375 15,316 Results V [lb] 'VRn [lb] Utilization [%] Status Anchor 1 56 19,575 1 OK Anchor 2 56 19,575 1 OK Anchor 3 69 11,487 1 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan `N Hilti PROMS Engineering 3.0.79 Page 54 of 96 - A ZZ: www.hilti.com Company: Zenith Engineers Page: 13 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P V [lb] 4)Rn [lb] Utilization [%] Status Anchor 4 69 11,487 1 OK 2.5 Concrete Decisive load combination: 1 - Outward 2.5.1 Compression in concrete under the anchor plate 1,522 psi 0 psi 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8 Equations Fp = (D fp,max fp,max = 0.85 fc Al A2 ) <_ 1.7 fc; At A2 ) <_ 2 N 6 = At Utilization = 6 Fp Variables N [lb] fc, [psi] 40 Al [in']] A2 [in']] 2,735 2,500 0.65 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5.61 118.97 13 Page 55 of 96 Hilti PROMS Engineering 3.0.79 ZZ: www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Results Load combination Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP5x5 edge Date: RFXBP5x5 edge post base for RFC238P Fp [psi] 6 [psi] Utilization [%] 14 irina@zenithengineers.com 9/5/2022 Status Outward 2,762 488 18 OK 2.6 Symbol explanation At Loaded area of concrete A2 Supporting area d Nominal diameter of the bolt Elim Limit plastic strain EPI Plastic strain from CBFEM results fc Concrete compressive strength fc, Concrete compressive strength Fu Specified minimum tensile strength of the connected material Fp Concrete block design bearing strength fp,max Concrete block design bearing strength maximum fy Yield strength Ic Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material N Resulting compression force 6 Average stress in concrete 6Ed Equivalent stress q) Resistance factor (DRn Factored resistance t Thickness of the anchor plate V Resultant of shear forces Vy, Vz in bolt. 2.7 Warnings • By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. • The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 Page 56 of 96 Hilti PROMS Engineering 3.0.79 zz: www.hilti.com Company: Zenith Engineers Page: 15 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 edge Date: 9/5/2022 Fastening point: RFXBP5x5 edge post base for RFC238P 13 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC Load combination Max. utilization Status Anchors Inward 100% OK Anchor plate Outward 66% OK Concrete Outward 18% OK Profile Outward 74% OK Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 Page 57 of 96 Hilti PROMS Engineering 3.0.79 Z37 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP5x5 edge Date: RFXBP5x5 edge post base for RFC238P 4 Remarks; Your Cooperation Duties 16 irina@zenithengineers.com 9/5/2022 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 16 Page 58 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: 1 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P Specifier's comments: Install per manufacturer's recommendations 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: HIT-HY 200 V3 + HIT-Z-R 3/8 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,act = 2.750 In. (heflimit = In.) A4 ESR-4868 Zenith Notes: 11/1/2021 1 11/1/2022 1. Depth of concrete shall not be less than 5". Design Method ACI 318-19 / Chem 2. Edge distance of concrete from center of anchor bolt shall not be less than 5" on all sides. eb = 0.000 in. (no stand-off); t = 0.375 in. 3. Minimum compressive strength of concrete shall Ix x I x t = 5.000 in. x 5.000 in. x 0.375 in.; not be less than 2,500psi. Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. cracked concrete, 2500, fc' = 2,500 psi; h = 5.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] L4 Design loads Sustained loads 1 d y/ �101500 Y \ -0 x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Page 59 of 96 Hilti PROFIS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 2 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Outward N = 0; Vx = 0; Vy = -250; no 70 Mx = 10,500; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,5us = 0; 2 Inward N = 0; Vx = 0; Vy = 250; n� Mx =-10,500; MY = 0: Mz = 0: Ns = 0: Mx�us = 0; Mv.eus 2 Load case/Resulting anchor forces Controlling load case: 2 Inward Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 136 63 0 -63 2 136 63 0 -63 3 1,219 63 0 -63 4 1,219 63 0 -63 max. concrete compressive strain: 0.03 [%o] max. concrete compressive stress: 2,762 [psi] resulting tension force in (x/y)=(0.000/1.473): 2,710 [Ib] resulting compression force in (x/y)=(0.000/-2.402): 2,710 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate 3 Tension load y 03 04 Ten 3ion pox 01 02 Compression Load Nua [lb] Capacity � N [lb] Utilization ON = NUJ/ N Status Steel Strength* 1,219 Pullout Strength* 1,219 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 2,710 * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4,749 26 OK 5,169 24 OK N/A N/A N/A 3,885 70 OK 2 Page 60 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: s.'t steel 3trengin Na. = ESR value Nsa >— Nua Variables Ase,N [in.) 0.08 Calculations Nsa [lb] 7,306 Results qse [lb] 7,306 3.2 Pullout Strength Npn = Np) a Npn >— Nua Variables a 1.000 Calculations Npn [lb] 7,952 Results Sim 7,952 Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Mounted - BP5x5 center Date: RFXBP5x5 post base centered for RFC238P refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Ua [Ps'] 94,200 0 steel Nsa [lb] 0.650 4,749 refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Np [Ib] 7,952 Jua [Ib] 1,219 concrete 0 No, [lb] Nua [Ib] 0.650 5,169 1,219 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 3 irina@zenithengineers.com 9/5/2022 3 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 center Date: Fastening point: RFXBP5x5 post base centered for RFC238P 3.3 Concrete Breakout Failure QNc Ncbg — NcO� W ec,N Wed,N Wc,N Wcp,N Nb Ncb9 > Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) 2 ANcO = 9 hef 1 WecN = \1+2eN� <1.0 3 hef WedN=0.7+0.3(Ca,min) <1.0 1.5hef T cp,N = MAX(ca=min 1.5hef1 < 1.0 �ICaac Cac J Nb = kc "a „c hefs ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Variables hef [In.] ecf.N [in.] ec2,N [in.] ca,min [in.] W c,N 2.750 0.000 1.473 5.000 1.000 'ac [In.] kc 7.050 17 a a fc [psi] 1.000 2,500 Page 61 of 96 zz: 4 irina@zenithengineers.com 9/5/2022 Calculations ANc [in.2] ANco [in.2] W ecl,N Wec2,N Wed,N Wcp,N Nb [Ib] 142.42 68.06 1.000 0.737 1.000 1.000 3,876 Results Ncb, [Ib] 0 concrete 0 Ncb, [Ib] Nua [Ib] 5,977 0.650 3,885 2,710 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Hilti PROFIS Engineering 3.0.79 www.hilti.com Page 62 of 96 ZZ: Company: Zenith Engineers Page: 5 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 4 Shear load Load Vua [lb] Steel Strength* 63 Steel failure (with lever arm)* N/A Pryout Strength (Concrete Breakout 250 Strength controls)** Concrete edge failure in direction y-** 250 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 0 Vsceei > Vua ACI 318-19 Table 17.5.2 Variables b ^se,y [in•2] 1 futa IPSi] 0.08 94,200 Calculations Vsa [lb] 4,384 Results Vsa [lb] 0 steel Vsa [lb] Vua [Ib] 4,384 0.600 2,630 63 Capacity 41 Va [lb] Utilization P„ = Vua/$ V„ Status 2,630 3 OK N/A N/A N/A 11,356 3 OK 1,981 13 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 center Date: Fastening point: RFXBP5x5 post base centered for RFC238P 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcpg = kcp [(ANc) ANcO W ec,N Wed,N Wc,N Wcp,N NI ] ACI 318-19 Eq. (17.7.3.1b) ,AA y Vcpg > Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 hef ACI 318-19 Eq. (17.6.2.1.4) 1 1 W ec,N = 2 a < 1.0 ACI 318-19 Eq. (17.6.2.3.1) 1 +— 3 hef I W ed,N = 0.7 + 0.3 (Ca,min) < 1.0 1.5hef ACI 318-19 Eq. (17.6.2.4.1 b) W cp,N = MAX(Ca_min 1.5hef) < 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Cac ,'Caac Nb = kc �`' a v'C hef5 ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.] ec1 N [in.] ec2 N [in.] ca min [in.] 2 2.750 0.000 0.000 5.000 W C,N ca. [in.] kc X a fc [psi] 1.000 7.050 17 1.000 2,500 Calculations) ANC [in .2] 11 ANCO [in•2J W ecl,N Wec2,N Wed,N 142.42 68.06 1.000 1.000 1.000 Results Vcpa [lb] 0 concrete Vcpa [lb] Vua [lb] 16,222 0.700 11,356 250 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 63 of 96 zz: 6 irina@zenithengineers.com 9/5/2022 Wcp.N Nb [lb] 1.000 3,876 6 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Mounted - BP5x5 center Date: Fastening point: RFXBP5x5 post base centered for RFC238P 4.3 Concrete edge failure in direction y- Vcbg — (Avto) W ec,V Wed,V Wc,V Wh,V Wparallel,V Vb ACI 318-19 Eq. (17.7.2.1b) � Vcbg > Vua ACI 318-19 Table 17.5.2 Avc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) Avc, = 4.5 Cal ACI 318-19 Eq. (17.7.2.1.3) 1 W ec,v ev < 1.0 ACI 318-19 Eq. (17.7.2.3.1) 1 + 1.5ca1 Wed,v =0.7+0.3(1 a2 ) <1.0 Cal ACI 318-19Eq. (17.7.2.4.1b) 1.5ca1 W h,v = h > 1.0 a ACI 318-19 Eq. (17.7.2.6.1) 0.2 �� Vb — (7 (d)� a Vfc Ca 5 a ACI 318 19 Eq. (17.7.2.2.1a) Variables Cal [in.] cat [in.] ecy [in.] W �,v ha [in.] 5.000 5.000 0.000 1.000 5.000 Ie [In.] a da [In.] fc [psi] W parallew 2.750 1.000 0.375 2,500 1.000 Calculations Avc [in.2] Avc,) [in.2] W ec.V Wed,v Wh,V Vh [lb] 80.92 112.50 1.000 0.900 1.225 3,569 Results Vcba [lb] 0 concrete Vcba [lb] Vua [lb] 2,830 0.700 1,981 250 5 Combined tension and shear loads, per ACI 318-19 section 17.8 ON RV 5 Utilization RN,V [%] Status 0.698 0.126 5/3 59 OK RNv=RN+0v<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 64 of 96 ZZ: 7 irina@zenithengineers.com 9/5/2022 7 Page 65 of 96 Hilti PROMS Engineering 3.0.79 zE www.hilti.com Company: Zenith Engineers Page: 8 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • User is responsible for evaluating the hole bearing capacity in case of shear forces. • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 66 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com ZE Company: Zenith Engineers Page: 9 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 7 Anchor plate and concrete bearing stress check Load Capacity Utilization [%] Status Concentric Compression N/A N/A N/A N/A Concrete bearing 2,762 [psi] 2,762 [psi] 100 OK Tension Interface 724.35 [in.lb/in.] 1,139.06 [in.lb/in.] 64 OK Uniaxial Moment (Strong Axis) 303.45 [in.lb/in.] 1,139.06 [in.lb/in.] 27 OK Uniaxial Moment (Weak Axis) 828.55 [in.lb/in.] 1,139.06 [in.lb/in.] 73 OK 7.1 Concrete bearing check (per AISC DG1, section 3.1.1) A, = B N A2 =L(W ll \ A2/ fpu(max) = � 0.85fc A, AZ A,< 2 fpu = fpu(max) Variables B [in.] N [in.] L [in.] W [in.] 5.000 5.000 13.684 13.684 fc, [psi] 0 Pu [lb] Ma [in.lb] 2,500 0.650 0 0 Calculations A, [in.21 A2 [in 2] 25.00 187.25 Results f°u [psi] fpu(max) [psi] 2,762 2,762 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Page 67 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com ZE Company: Zenith Engineers Page: 10 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 7.2 Plate bending (Strong Axis), Compression (per AISC DG1, sections 3.3 and AISC's Engineering Journal, Volume 51, No. 4) A, = B N A2 =L(W ll \ A2/ fpu(max) = 0 0.85fc A, AZ A1< 2 N-0.95d m = 2 B-0.95bf n = 2 x MPi, = Cr beff Mn _�.FY.4 4 MPi, < 0 Mn Variables B [in.] N [in.] L [in.] W [in.] d [in.] bf [in.] 5.000 5.000 13.684 13.684 1.850 1.850 Fy [psi] 0 tp [in.] Pa [lb] M. [in.lb] 36,000 0.900 0.375 0 10,500 Calculations A, [in .2] A2 [in 2] fpu(max) [psi] m [in.] n [in.] 25.00 187.25 2,762 1.621 1.621 fpu [psi] Cr [lb] x [in.] beff [in.] Mpi, [in.lb/in.] 2,762 2,710 0.560 5.000 303.45 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mpl, [in.lb/in.] 1,265.62 0.900 1,139.06 303.45 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Page 68 of 96 Hilti PROFIS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 11 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 7.3 Plate bending (Weak Axis), Compression (per AISC DG1, sections 3.3 and AISC's Engineering Journal, Volume 51, No. 4) A, = B N AZ =L(W l \ Az/ fpu(max) = 0 0.85fc A, AZ A1< 2 N-0.95d m = 2 B-0.95bf n = 2 x M"2 = Cr beff Mn FY.4 4 Mp12 < 0 Mn Variables B [in.] N [in.] L [in.] W [in.] d [in.] bf [in.] 5.000 5.000 13.684 13.684 1.850 1.850 Fy [psi] 0 tp [in.] Pa [lb] M. [in.lb] 36,000 0.900 0.375 0 10,500 Calculations A, [in .2] A2 [in 2] fpu(max) [psi] m [in.] n [in.] 25.00 187.25 2,762 1.621 1.621 fpu [psi] Cr [lb] x [in.] beff [in.] Mp12 [in.lb/in.] 2,762 879 1.621 1.719 828.55 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mp12 [in.lb/in.] 1,265.62 0.900 1,139.06 828.55 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 Page 69 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Zenith Engineers 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 415 619 6000 1 415 500 9583 Concrete Mounted - BP5x5 center RFXBP5x5 post base centered for RFC238P Page: Specifier: E-Mail: Date: 7.4 Plate bending, tension (per AISC DG1, sections 3.2, 3.3) N-0.95d m = 2 B-0.95bf n = 2 T -x Mpl = " bell t2 �Mn Fy•4 Mpi < Mn Variables B [in.] N [in.] d [in.] bf [in.] FY [psi] 5.000 5.000 1.850 1.850 36,000 0 tp [in.] Pu [lb] Mu [in.lb] 0.900 0.375 0 10,500 Calculations m [in.] n [in.] 1.621 1.621 TU [lb] x [in.] bell [in.] 1,219 0.963 1.621 Results Mn [in.lb/in.] 0 0 Mn [in.lb/in.] Mpl [in.lb/in.] 1,265.62 0.900 1,139.06 724.35 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 12 irina@zenithengineers.com 9/5/2022 12 Page 70 of 96 Hilti PROMS Engineering 3.0.79 F ZE www.hilti.com Company: Zenith Engineers Page: 13 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 8 Installation data Profile: Square HSS (AISC), ; (L x W x T) = 1.850 in. x 1.850 in. x 0.100 in. Hole diameter in the fixture (pre-setting) : df = 0.438 in. Hole diameter in the fixture (through fastening) : df = 0.500 in. Plate thickness (input): 0.375 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 V3 + HIT-Z-R 3/8 Item number: 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 354 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 5.000 in. 3/8 Hilti HIT-Z Stainless steel non -cleaning bonded expansion anchor with Hilti HIT-HY 200 V3 Safe Set System 8.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. Anchor x y c.x c+x c.y c, 1 -1.842 -1.842 5.000 5.000 2 1.842 -1.842 8.684 - 5.000 3 -1.842 1.842 5.000 - 8.684 4 1.842 1.842 8.684 - 8.684 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Setting • Dispenser including cassette and mixer • Torque wrench 13 Page 71 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 14 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Mounted - BP5x5 center Date: 9/5/2022 Fastening point: RFXBP5x5 post base centered for RFC238P 9 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 Page 72 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 1 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Offset Fascia Mounted Date: 9/5/2022 Fastening point: Offset Fascia Mount for RFC238P Specifier's comments: Install per manufacturer's recommendations 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: HIT-HY 200 V3 + HIT-Z-R 3/8 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,act = 2.750 in. (hef,limit = in.) A4 ESR-4868 11 /1 /2021 1 11 /1 /2022 Design Method ACI 318-19 / Chem eb = 0.000 in. (no stand-off); t = 0.375 in. i1_ x I„ x i = n.uuu In. x n.uuu In. x u.si5 In.; i Zenith Notes: 1. Depth of concrete shall not be less than 5". 2. Edge distance of concrete from center of anchor bolt shall not be less than 3" on all sides. 3. Minimum compressive strength of concrete shall not be less than 2,500psi. nded plate thickness: not calculated) no profile cracked concrete, 2500, f� = 2,500 psi; h = 5.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] "Design loads ° Sustained loads ,500 .0 A X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan IL Hilti PROMS Engineering 3.0.79 www.hilti.com Page 73 of 96 ZE Company: Zenith Engineers Page: 2 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Offset Fascia Mounted Date: 9/5/2022 Fastening point: Offset Fascia Mount for RFC238P 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.Ib] Seismic Max. Util. Anchor [%] Outward N = 250; Vx = 0; VY Mx = 10,500; MY = 0; MZ NS s = 0; Mx�us = 0; My.5U5 2 Inward N = -250; Vx = 0; Vy = 0; no 77 Mx =-10,500; My = 0; M, = 0; Nsus = 0; Mx.sus = 0; My,sus = 0; 3 Downward N = 0; Vx = 0; Vy = -250; no 18 Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx.sus = 0; My,sus = 0; 2 Load case/Resulting anchor forces Controlling load case: 1 Outward Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 0 0 0 2 0 0 0 0 3 1,204 0 0 0 4 1,204 0 0 0 max. concrete compressive strain: 0.15 [%o] max. concrete compressive stress: 655 [psi] resulting tension force in (x/y)=(0.000/2.000): 2,408 [lb] resulting compression force in (x/y)=(0.000/-2.634): 2,158 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Steel Strength* 1,204 Pullout Strength* 1,204 Sustained Tension Load Bond Strength* N/A Concrete Breakout Failure** 2,408 * highest loaded anchor **anchor group (anchors in tension) Y 03 04 Tension pox 01 02 0 Capacity � N [lb] Utilization ON = Nua4 N Status 4,749 26 OK 5,169 24 OK N/A N/A N/A 2,815 86 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Page 74 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: s.'t steel 3trengin Na. = ESR value Nsa >— Nua Variables Ase,N [in.) 0.08 Calculations Nsa [lb] 7,306 Results qse [lb] 7,306 3.2 Pullout Strength Npn = Np) a Npn >— Nua Variables a 1.000 Calculations Npn [lb] 7,952 Results Sim 7,952 Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Offset Fascia Mounted Date: Offset Fascia Mount for RFC238P refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Ua [Ps'] 94,200 0 steel Nsa [lb] 0.650 4,749 refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Np [Ib] 7,952 Jua [Ib] 1,204 concrete 0 No, [lb] Nua [Ib] 0.650 5,169 1,204 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 3 irina@zenithengineers.com 9/5/2022 3 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Offset Fascia Mounted Date: Fastening point: Offset Fascia Mount for RFC238P 3.3 Concrete Breakout Failure Ncbg — QN.) W ec,N Wed,N Wc,N Wcp,N Nb ACI 318-19 Eq. (17.6.2.1b) NcO Ncb9 ? Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANco = 9 hef ACI 318-19 Eq. (17.6.2.1.4) r 1 1 W ec,N = \ 1 +2 eN I < 1.0 - ACI 318-19 Eq. (17.6.2.3.1) 3 hef W ed,N = 0.7 + 0.3 Ca,min < 1.0 1.5hef/ ACI 318-19 Eq. (17.6.2.4.1 b) \ / W cp,N = MAX(ca—min 1.5hef1 < 1.0 J ACI 318-19 Eq. (17.6.2.6.1b) Cac Nb ,'Caac = kc a v _ h15 ei ACI 318-19 Eq. (17.6.2.2.1) Variables hef [In.] ec1,N [In.] ec2.N [In.] Ca,min [In.] W c,N 2.750 0.000 0.000 3.000 1.000 'ac [In.] kc 7.050 17 a a fc [psi] 1.000 2,500 Page 75 of 96 zz: 4 irina@zenithengineers.com 9/5/2022 Calculations ANc [in.2] ANco [in.2] W ec1,N Wec2,N Wed,N Wcp,N Nb [Ib] 82.83 68.06 1.000 1.000 0.918 1.000 3,876 Results Ncbq [Ib] 0 concrete 0 Ncbq [Ib] Nua [Ib] 4,331 0.650 2,815 2,408 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Page 76 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 5 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Offset Fascia Mounted Date: 9/5/2022 Fastening point: Offset Fascia Mount for RFC238P 4 Shear load Load Vua [Ib] Capacity � V„ [Ib] Utilization Itv = Vua/f V„ Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Page 77 of 96 Hilti PROMS Engineering 3.0.79 F ZE www.hilti.com Company: Zenith Engineers Page: 6 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Offset Fascia Mounted Date: 9/5/2022 Fastening point: Offset Fascia Mount for RFC238P 6 Installation data Profile: no profile Hole diameter in the fixture (pre-setting) : df = 0.438 in. Hole diameter in the fixture (through fastening) : df = 0.500 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 V3 + HIT-Z-R 3/8 Item number: 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 354 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 2.750 in. Minimum thickness of the base material: 5.000 in. 3/8 Hilti HIT-Z Stainless steel non -cleaning bonded expansion anchor with Hilti HIT-HY 200 V3 Safe Set System 6.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor x y c.x c+x c.y c+y 1 -2.250 -2.000 3.000 3.000 7.000 2 2.250 -2.000 7.500 - 3.000 7.000 3 -2.250 2.000 3.000 - 7.000 3.000 4 2.250 2.000 7.500 - 7.000 3.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Setting • Dispenser including cassette and mixer • Torque wrench 6 Page 78 of 96 Hilti PROMS Engineering 3.0.79 F zE www.hilti.com Company: Zenith Engineers Page: 7 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Offset Fascia Mounted Date: 9/5/2022 Fastening point: Offset Fascia Mount for RFC238P 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 79 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: 1 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Flush Fascia Mounted Date: 9/5/2022 Fastening point: Flush Fascia Mount for RFC238P Specifier's comments: Install per manufacturer's recommendations 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report Issued I Valid: Proof: Stand-off installation: Anchor platen Profile: Base material: Installation: Reinforcement: HIT-HY 200 V3 + HIT-Z-R 3/8 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) hef,act = 3.000 In. (heflimit = In.) A4 Zenith Notes: ESR-4868 1. Depth of concrete shall not be less than 6". 2. Edge distance of concrete from center of anchor 11/1/2021 1 11/1/2022 bolt shall not be less than 3" on all sides. Design Method ACI 318-19 / Chem 3. Minimum compressive strength of concrete shall eb = 0.000 in. (no stand-off); t = 0.375 in. not be less than 2,500psi. IX x I x t = 2.376 in. x 7.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] d "Design loads Sustained loads Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Page 80 of 96 Hilti PROFIS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 2 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Flush Fascia Mounted Date: 9/5/2022 Fastening point: Flush Fascia Mount for RFC238P 1.1 Load combination and design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Outward N = 250; Vx = 0; VY:=!_0' no 99 Mx = 10,500: MY = 0: MZ Nsus = 0; Mx.siis = 0: My suss 2 Inward N = -250; Vx = 0; VY = 0; no 86 Mx =-10,500; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; 3 Downward N = 0; Vx = 0; Vy = -250; no 22 Mx = 0; My = 0; MZ = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; 2 Load case/Resulting anchor forces Controlling load case: 1 Outward Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 0 0 0 2 2,120 0 0 0 max. concrete compressive strain: 0.28 [%°] max. concrete compressive stress: 1,205 [psi] resulting tension force in (x/y)=(0.000/2.250): 2,120 [lb] resulting compression force in (x/y)=(0.000/-3.065): 1,870 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N°a [lb] Capacity � N„ [Ib] Utilization PN = N.a/# N„ Status Steel Strength* 2,120 4,749 45 OK Pullout Strength* 2,120 5,169 42 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 2,120 2,153 99 OK * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Page 81 of 96 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: s.'t steel 3trengin Nsa = ESR value Nsa >— Nua Variables Ase,N [in.) 0.08 Calculations Nsa [lb] 7,306 Results qse [lb] 7,306 3.2 Pullout Strength Npn = Np) a Npn >— Nua Variables a 1.000 Calculations Npn [lb] 7,952 Results Sim 7,952 Zenith Engineers Page: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: 415 619 6000 1 415 500 9583 E-Mail: Concrete Flush Fascia Mounted Date: Flush Fascia Mount for RFC238P refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Ua [Ps'] 94,200 0 steel Nsa [lb] 0.650 4,749 refer to ICC-ES ESR-4868 ACI 318-19 Table 17.5.2 Np [Ib] 7,952 Jua [Ib] 2,120 concrete 0 No, [lb] Nua [Ib] 0.650 5,169 2,120 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ZE 3 irina@zenithengineers.com 9/5/2022 3 Hilti PROFIS Engineering 3.0.79 www.hilti.com Company: Zenith Engineers Page: Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: Design: Concrete Flush Fascia Mounted Date: Fastening point: Flush Fascia Mount for RFC238P 3.3 Concrete Breakout Failure ( ANc ) Ncbg — `AN. W ec,N Ted,N Wc,N Wcp,N Nb Ncb9 > Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) 2 ANcO = 9 hef 1 WecN = \1+2eN� <1.0 3 hef WedN=0.7+0.3(Ca,min) <1.0 1.5hef W cp.N = MAX(ca=min 1.5hef1 < 1.0 �ICaac Cac J Nb = kc a a „c hefs ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Variables hef [In.] ec1,N [in.] ec2.N [in.] Ca,min [in.] W c,N 3.000 0.000 0.000 3.000 1.000 'ac [in.] kc 6.600 17 a a fc [psi] 1.000 2,500 Page 82 of 96 zz: 4 irina@zenithengineers.com 9/5/2022 Calculations ANc [in.2] ANco [in.2] W ecl,N Wec2,N Wed,N Wcp,N Nb [Ib] 67.50 81.00 1.000 1.000 0.900 1.000 4,417 Results Ncb, [lb] 0 concrete Ncb, [Ib] Nua [Ib] 3,313 0.650 2,153 2,120 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Page 83 of 96 Hilti PROMS Engineering 3.0.79 zE www.hilti.com Company: Zenith Engineers Page: 5 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Flush Fascia Mounted Date: 9/5/2022 Fastening point: Flush Fascia Mount for RFC238P 4 Shear load Load Vua [Ib] Capacity � V„ [Ib] Utilization Itv = Vua/f V„ Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Page 84 of 96 Hilti PROMS Engineering 3.0.79 ZE www.hilti.com Company: Zenith Engineers Page: 6 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Flush Fascia Mounted Date: 9/5/2022 Fastening point: Flush Fascia Mount for RFC238P 6 Installation data Profile: no profile Hole diameter in the fixture (pre-setting) : df = 0.438 in. Hole diameter in the fixture (through fastening) : df = 0.500 in. Plate thickness (input): 0.375 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 V3 + HIT-Z-R 3/8 Item number: 2018451 HIT-Z-R 3/8" x 4 3/8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Maximum installation torque: 354 in.lb Hole diameter in the base material: 0.438 in. Hole depth in the base material: 3.000 in. Minimum thickness of the base material: 5.250 in. 3/8 Hilti HIT-Z Stainless steel non -cleaning bonded expansion anchor with Hilti HIT-HY 200 V3 Safe Set System 6.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor x y c.x 1 0.000 -2.250 5.000 2 0.000 2.250 5.000 Cleaning AL Y 1.188 1.188 LO N O O Lq CO O O LO O x O O U? C`) O N 1.188 1.188 c+x c•y c+y 3.000 7.500 - 7.500 3.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Setting • Dispenser including cassette and mixer • Torque wrench 6 Page 85 of 96 Hilti PROMS Engineering 3.0.79 zE www.hilti.com Company: Zenith Engineers Page: 7 Address: 22320 Foothill Blvd, Suite 600, Hayward, CA 94541 Specifier: Phone I Fax: 415 619 6000 1 415 500 9583 E-Mail: irina@zenithengineers.com Design: Concrete Flush Fascia Mounted Date: 9/5/2022 Fastening point: Flush Fascia Mount for RFC238P 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PART NUMBER FINISH SPECS L I a b I G RFXBP3X5-MI MILL RAW RFXBP3X5-BL BLACK AAMA 2604 / INTERPON D2000 25.13 0.11 -0.08 35.7 RFXBP3X5-BZ BRONZE AAMA 2604 / 32.77 0.73 2.55 40.2 INTERPON D2000 RFXBP3X5-WH WHITE AAMA 2604 / INTERPON D2000 92.45 -0.83 1.6 6.9 RFXBP3X5-SI SILVER AAMA 2604 / 87.3 -0.69 1.6 6.9 INTERPON D2000 RFXBP3X5-AN ANODIZED 215R 1 CLASS 1 87.3 -0.69 1.6 6.9 CLEAR 4X 0 .43 THRU ALL tilt �I-0 co - I.0 - MI� �I c NOTES 1. PART TO HAVE A NON ABRASIVE FINISH. 2. PART TO HAVE MIN. DRAFT ANGLEAS TOOLING REQUIRES. 3. ANYAND ALL CHANGES TO MATERIAL OR FINISH MUST BEAPPROVED BYNWI. 4. ALL DIAMETERS TO BE CONCENTRIC WITHIN .005 UNLESS OTHERWISE SPECIFIED. 5. ALL CORNERS TO BE .015 MAX R OR CHAMFER OR OTHERWISE NOTED. 6. ALL DIMENSIONS ARE FINISHED PART DIMENSIONS. 7 POWDERCOAT FINISH TO BE INTERPON 600 OR NWI APPROVED EQUIVALENT. 8. REMOVEALL BURRS, BREAK CORNERS, AND SHARP EDGES. 9. NOFLASHALLOWED, 10. PART VOLUME: 5.02 CU. IN. 11. ® DENOTES CRITICAL TO FUNCTION Page 86 of 96 THK REVISIONS ECR/DCR REV. DESCRIPTION DATE APPD 21-021 A INITIAL RELEASE 4-16-21 MRC CLARIFIED DIMENSIONAL INFORMATION, ADDED 21-091 B CENTER HOLE, MODIFIED GENRAL NOTES, 3.0 11-16-21 CMM WAS 3.00, 5.0 WAS 5.00 4X R.38 CID - (q12 - 0.6875 MIN. 0 .63 THRU PART NUMBER: RFXBP3X5 XX 0.5 MIN. PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWINGS THE SOLE PROPERTY OF THE CABLE CONNECTION. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF THE CABLE CONNECTION IS PROHIBITED. Provide 3/8" anchors wit[ Min. 3.75" embedment in Min. 6" concrete slab. Min. 5" edge distance for anchors is required. DIMENSIONS ARE IN INCHES NAME DATE TOLERANCES: FRACTIONAL!I/I6" ■ (B:-)1ft 'to DRAWN MRC 116121 CHECKED ANGULAR: MACH !I'BEND !I' ONE PLACE DECIMAL !0.03 CABLE . MCIALIFY ENG APPR. TWO PLACE DECIMAL l0.01 THREE PLACE DECIMAL l0.005 RFX 3X5 SURFACE MOUNT MFG APPR. MATERIAL O.A. COMMENTS: 6061-T6 BASE PLATE FINISH VARIOUS slq °No RFXBP3X5-XX RE DO NOT SCALE DRAWING I ere...,n I ........ I --T, -, PART NUMBER FINISH SPECS L a b G THK RFXBP3X74H-BL BLACK AAMA 2604 / INTERPON D2000 25.13 0.11 -0.08 35.7 RFXBP3X74H-BZ BRONZE AAMA 2604 / 32.77 0.73 2.55 40.2 INTERPON D2000 RFXBP3X74H-SI SILVER AAMA 26D /2000 87.3 -0.69 1.6 6.9 INTERPON D RFXBP3X74H-WH WHITE AAMA 2604 / 92.45 0.83 1.6 6.9 INTERPON D2000 4X 0 . 0.6875 MI U r a r NOTES: III, r iNIT11A 1. PART TO HAVE A NON-ABRASIVE FINISH. 2. PART TO HAVE MIN. DRAFT ANGLEAS TOOLING REQUIRES. 3. ANYAND ALL CHANGES TO MATERIAL OR FINISH MUST BEAPPROVED BYNWI. 4. ALL DIAMETERS TO BE CONCENTRIC WITHIN .005 UNLESS OTHERWISE SPECIFIED. 5. ALL CORNERS TO BE .015 MAX R OR CHAMFER OR OTHERWISE NOTED. 6. ALL DIMENSIONS ARE FINISHED PART DIMENSIONS. 7 POWDERCOAT FINISH TO BE INTERPON 600 OR NWI APPROVED EQUIVALENT. 8. REMOVE ALL BURRS, BREAK CORNERS, AND SHARP EDGES. 9. NOFLASHALLOWED. 10. PART VOLUME: 6.66 CU. IN. 11. ® DENOTES CRITICAL TO FUNCTION Page 87 of 96 REVISIONS ECR/DCR REV. DESCRIPTION DATE APPD 21-021 A INITIAL RELEASE 4-16-21 MRC 21-021 B UPDATED SLOT RADIUS TO .100 5-05-21 MRC CLARIFIED DIMENSIONAL INFORMATION, ADDED 21-091 C CENTER DRAIN HOLE, MODIFIED GENERAL NOTES, 11-16-21 CMM 3.0 WAS 3.00, 7.0 WAS 7.00 0 O 4X R.50 O .63 O Provide 3/8" anchors with Min. 3.75" embedment in Min. 6" concrete slab. 0.5 MIN. Min. 5" edge distance for anchors is required. NOTES: 1. IT IS STRUCTURALLY ACCEPTABLE TO PROVIDE SLOTTED HOLES I THE LONGITUDINAL DIRECTION TO ACCOMODATE THE ATTACHMENT OF SLOPED BASE PLATE AND VERTICAL POST AT INTERMEDIATE POSTS ONLY AND NOT AT THE END OF THE STAIR RAILS. DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONA1-0116' ANGULAR: MACH-1-BEND -I- ONEPLACEDECIMAL -0.03 TWO PLACE DECIMAL !0.01 THREE PLACE DECIMAL 10.0D5 PROPRIETARY AND CONFIDENTIAL MATERIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF 6061-TEAL FINISH THE CABLE CONNECTION. ANY REPRODUCTION IN PART OR AS A WHOLE VARIOUS WITHOUT THE WRITTEN PERMISSION OF THE CABLE CONNECTION IS PROHIBITED. DO NOT SCALE DRAWING COMMENTS: ■ NO" ItANI . SPEt1ALRf RFX 3X7 SURFACE MOUNT BASE PLATE Sp °No RFXBP3X74H-XX RC PART NUMBER FINISH RFXBP5X5OS-MI MILL RFXBP5X50S-BL BLACK RFXBP5X5OS-BZ BRONZE RFXBP5X5OS-WH WHITE RFXBP5X5OS-SI SILVER RFXBP5X5OS-AN ANODIZED NOTES SPECS L I a b I G RAW PAINTED 25.13 0.11 -0.08 35.7 PAINTED 32.77 0.73 2.55 40.2 PAINTED 92.45 -0.83 2.13 51.9 PAINTED 87.3 -0.69 1.6 6.9 ANODIZED 87.3 -0.69 1.6 6.9 1. PART TO HAVE A NON ABRASIVE FINISH. 2. PART TO HAVE MIN. DRAFT ANGLEAS TOOLING REQUIRES. 3. ANYAND ALL CHANGES TO MATERIAL OR FINISH MUST BE APPROVED BY NWI. 4. ALL DIAMETERS TO BE CONCENTRIC WITHIN .005 UNLESS OTHERWISE SPECIFIED. 5. ALL CORNERS TO BE .015 MAX R OR CHAMFER OR OTHERWISE NOTED. 6. ALL DIMENSIONS ARE FINISHED PART DIMENSIONS. 7. POWDERCOAT FINISH TO BE INTERPON 600 OR NWI APPROVED EQUIVALENT. 8. REMOVE ALL BURRS, BREAK CORNERS, AND SHARP EDGES. 9. NOFLASHALLOWED. 10. PART VOL UME: 8.74 CU. IN. 11. ® DENOTES CRITICAL TO FUNCTION rage tsts OT yti REVISIONS ECR/DCR REV. DESCRIPTION DATE APPD 21-031 A INITIAL RELEASE 10-18-21 CMM CLARIFIED DIMENSIONAL INFORMATION, ADDED DRAIN 21-091 B HOLE, MODIFIED GENERAL NOTES, 3.72 WAS 3.717, 11-16-21 CMM 1.850 WAS 1.85. 5.0 WAS 5.00 PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF NATIONWIDE INDUSTRIES, ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF NATIONWIDE INDUSTRIES IS PROHIBITED. 0.5 MIN. DIMENSIONS ARE IN INCHES TOLERANCES: DRAWN FRACTIONALl1 /16" ANGULAR: MACH!I'BEND!1' CHECKED ONE PLACE DECIMAL !0.03 ENG APPR. TWO PLACE DECIMAL 0.01 THREE PLACE DECIMAL l0.005 MFG APPR. MATERIAL G.A. 6061-T6ALUMINUM COMMENTS: FINISH VARIOUS DO NOT SCALE DRAWING Provide 3/8" anchors with Min. 3" embedment in Min. 5.25" concrete slab. Min. 5" edge distance for anchors is required. ATE 52> GAYLE - iPECI�LTY RFX 5X5 OFFSET BASE PLATE A °No RFXBP5X50S RB SCALE :I'I I WEIGHT: ,- 1 !1F I PART NUMBER FINISH SPECS L I a b G RFXBP5X5S-MI MILL RAW RFXBP5X5S-BL BLACK AAMA 2604 / 25.13 0.11 -0.08 35.7 INTERPON D2000 RFXBP5X5S-BZ BRONZE AAMA 2604 / 32.77 0.73 2.55 40.2 INTERPON D2000 RFXBP5X5S-WH WHITE AAMA 2604 / INTERPON D2000 92.45 -0.83 1.6 6.9 RFXBP5X5S-SI SILVER AAMA 2604 / 87.3 -0.69 1.6 6.9 INTERPON D2000 RFXBP5X5S-AN ANODIZED 215R 1 CLASS 1 87.3 -0.69 1.6 6.9 CLEAR NOTES 1. PART TO HAVE A NON ABRASIVE FINISH. 2. PART TO HAVE MIN. DRAFT ANGLE AS TOOLING REQUIRES. 3. ANYAND ALL CHANGES TO MATERIAL OR FINISH MUST BE APPROVED BY NWI. 4. ALL DIAMETERS TO BE CONCENTRIC WITHIN .005 UNLESS OTHERWISE SPECIFIED. 5. ALL CORNERS TO BE .015 MAX R OR CHAMFER OR OTHERWISE NOTED. 6. ALL DIMENSIONS ARE FINISHED PART DIMENSIONS. 7 POWDERCOAT FINISH TO BE INTERPON 600 OR NWI APPROVED EQUIVALENT. 8. REMOVE ALL BURRS, BREAK CORNERS, AND SHARP EDGES. 9. NOFLASHALLOWED. 10. PART VOLUME' 8.16 CU. IN. 11. ® DENOTES CRITICAL TO FUNCTION F'a a au OT yti REVISIONS ZONE REV. DESCRIPTION DATE APPD 21-021 A INITIAL RELEASE 4-16-21 MRC 21-021 B UPDATED SLOT RADIUS TO .100 5-05-21 MRC 21-091 C CLARIFIED DIMENSIONAL INFORMATION, ADDED CENTER DRAIN HOLE, MODIFIED GENERAL NOTES, 3.72 WAS 3.717, 5.0 WAS 5.00 11-16-21 CMM Provide 3/8" anchors with Min. 2.75" embedment in Min. 5" concrete slab. 38� Min. 5" edge distance for anchors Is required. NOTES: 1. IT IS STRUCTURALLY ACCEPTABLE TO PROVIDE SLOTTED HOLES THE LONGITUDINAL DIRECTION TO ACCOMODATE THE ATTACHMEN OF SLOPED BASE PLATE AND VERTICAL POST AT INTERMEDIATE POSTS ONLY AND NOT AT THE END OF THE STAIR RAILS. DIMENSIONS ARE IN INCHES NAME DATE TOLERANCES: ■ ' FRACTIONALDRAWN 11/16" MRC 4�16�21 ANGULAR: MACH!I'BEND !I' CHECKED ONE PLACE DECIMAL !0.03 ENG APPR. HILL - 9MCIALIFY TWO PLACE DECIMAL !0.01 PROPRIETARY AND CONFIDENTIAL THREE PLACE DECIMAL 20.005 MFG APPR. RFX 5X5 SLOTTED THE INFORMATION CONTAINED IN THIS MATERIAL O.A. SURFACE MOUNT DRAWING IS THE SOLE PROPERTY OF 6061-T6 COMMENTS: BASE PLATE THE CABLE CONNECTION. ANY PART OR AS A OLE FINISH VARIOUS IEJ SIA °NO. WITHOLT THE WRION ITTEN PERMISSION OFN RFXBP5X5S THE CABLE CONNECTION IS PROHIBITED. DO NOT SCALE DRAWING I SCALE:1:2 WEIGHT: ISHEET 1 C PART NUMBER XX-FINISH SPECS L a I b G THK RFXBP5X5-MI MILL RAW RFXBP5X5-BL BLACK AAMA 2604 / 25.13 0.11 -0.08 35.7 INTERPON D2000 RFXBP5X5-BZ BRONZE AAMA 2604 / 32.77 0.73 2.55 40.2 INTERPON D2000 RFXBP5X5-WH WHITE AAMA 2604 / INTERPON D2000 92.45 -0.83 1.6 6.9 RFXBP5X5-SI SILVER AAMA 2604 / INTERPON D2000 87.3 -0.69 1.6 6.9 RFXBP5X5-AN ANODIZED 215R 1 CLASS 1 87.3 -0.69 1.6 6.9 CLEAR 4X 0 .34 THRU ALL \/ 0 .67 X 82° 4X 0.4300 f ❑ 5.0 ❑ 3.72 ❑ 1.850 �- 2.50 NOTES: 1. PART TO HAVE A NON-ABRASIVE FINISH. 2. PART TO HAVEMIN DRAFTANGLEAS TOOLING REQUIRES. 3. ANYAND ALL CHANGES TO MATERIAL OR FINISH MUST BE APPROVED BY NWI. 4. ALL DIAMETERS TO BE CONCENTRIC WITHIN .005 UNLESS OTHERWISE SPECIFIED. 5. ALL CORNERS TO BE.015 MAX R OR CHAMFER OR OTHERWISE NOTED. 6. ALL DIMENSIONS ARE FINISHED PART DIMENSIONS. 7. POWDERCOAT FINISH TO BE INTERPON 600 OR NWI APPROVED EQUIVALENT. 8. REMOVEALL BURRS, BREAK CORNERS, AND SHARP EDGES. 9. NOFLASHALLOWED. 10. PART VOLUME., 8.74 CU. IN. 11. ® DENOTES CRITICAL TO FUNCTION - .64 1.58 4X R.50 .64 -� 0.63 2.50 PART NUMBER: RFXBP5X5 XX Page 90 of 96 REVISIONS ECR/DCR REV. DESCRIPTION DATE APPD - 1 INITIAL RELEASE 3-11-18 DHL - 2 ADDED WIRING HOLE 6-26-19 DHL 21-015 3 UPDATED TOLERANCES FOR MANUFACTURING PROCESS 3-31-21 MRC 21-021 A INITIAL RELEASE 4-16-21 MRC 21-091 B CLARIFIED DIMENSIONAL INFORMATION, MODIFIED GENERAL NOTES, .38 WAS .375, 3.72 WAS 3.717, 5.0 WAS 5.00 11-16-21 CMM 1 DIMENSIONS ARE IN INCHES TOLERANCES: FRACTIONAL!I116' ANGULAR: MACH: I'BEND :I' ONE PLACE DECIMAL !0.03 TWO PLACE DECIMAL e0.01 PROPRIETARY AND CONFIDENTIAL THREE PLACE DECIMAL 10.005 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF MATERIAL 6061-T6 THE CABLE CONNECTION. ANY FINISH REPRODUCTION IN PART OR AS A WHOLE VARIOUS WITHOUT THE WRITTEN PERMISSION OF THE CABLE CONNECTION IS PROHIBITED. DO NOT SCALE DRAWING N Provide 3/8" anchors with Min. 2.75" embedment in Min. 5" concrete slab. Min. 5" edge distance for anchors is required. NAME DATE DRAWN MRC /16/21CHECKEDENG APPR. @jtaito BLE . SIMI MFG APPR. RFX 5X5 CIA SURFACE MOUNT COMMENTS: BASE PLATE SIZE DWG RE\ AlNO. RFXBP5X5-XX e (J) z e n i t h Engineers Architects Construction Managers 6. WOOD ANCHOR CONNECTION FOR RFX238P POST Consider short-term loading in wet enviroment & wood shall be Douglas -Fir or better: G:=0.5 D:= 3 8 CD:=1.6 �C,,i=0.7 Ct:=1.0 3 W3_8_screw :=Kw • G 2,�y 14 lbf = 304.97 lbf yiS in in W3_8_screw := CD • Cm'3_8_screw = 341.56 d' Tensioncapacity := 4.72 2n • r r :<' screw = 1.6 kiz .r. Sheareapacity:=150 lbf v„ CASE 1: Mounted on top of Wood McAs �v (Specific Gravity of wood member) (Diameter of Lag Screw) Kw :=1800 (3/8" Lag Screw Withdrawal Value) lbf in Page 91 of 96 (Withdrawal Capacity for 5 inch thread length) (Use 3/8" x 10" long lag screw) (Capacity of 3/8" lag screw per NDS Table 12K) Base Plate Anchorage design for Wood Connect Plive load = 250 Of s i Moverturning_design = 10.5 kip • 2n CS Minanchor_spacing - 3.717 in (Minim spacing between lag screws) �y Tension M°vertvrning_design =1.41 kip (Tension p�r�lag screw) per_anchor:_ i 2 •M2nanchor_spacing Shearper_anchor:= Plive_load = 62.5 lbf (Shear per lag S pw) 4 0- Tensioncapacity = 1.612 kip Sheareapacity =150 l b f Tensionper_anchor DCRT_ 0.88 Tensioncapacity R — Shearper_anchor = 0.42 v Shear capacity 190417-CO3- Rai ling- MathcadCalcs-HKM. mcdx �i. 10 L� i (Less than 1, therefore Okay in�on) (Less than 1, therefore Okay in Shear) .DX i� Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 92 of 96 z r-n i t h Englnccrs Architects Construction Mangan 5 5 C?CR:=DCR, s +DCRV s =1.03 Approximate formula for combined check ! Tension per anchor = 87.466 deg Harkinsons formula should be used for combined check ! LI Shearper_anchor JC. c'00� — Sc2 cc_2Presultantload+Tensionpranchor=_1.414 kip1pe_ancor Z«•— �Ntsionapacity • Shearapaity 1.582 kip Tension cap A Cos (a) 2 +Shearcapacity •sin (a) z DCR•— PresultantloadY4�894 Z« by So, 3/8" lag screws with 5" t&ad length as embedment is required. CASE 2: Flush Fascia Mounte` �fiWood Member �\ TOP OF DECK I \% Plive_load = 250 Of `� v N PE 2%'x2%" II ALUMINUM POST III •� 'AATTAOCHLES J ATTACHMENTSI II CASE 2a - For load perpendicular to the 41W II IPEI REQUIRED Moverturning_design = 10.5 kip • in v G, Llever_arm_upper_lag := 4.5 2n + 1.5 2n = 6 2n 'sker_arm_lower _lag := 1.5 2n Tensioncapacity =1.612 kip c� . ` �,�1 Llever_arm_lower-lag M •—L •Tension +L resist'— lever_arrrt_upper_lag capacity lever_arm_loV lag • 0yLlever_arm_upper_lag Mresist =10.28 kip • in �(1 IV�z Moverturning_design DCR:_ =1.02 (Acceptable in Tension) Mresist CASE 2b - For load vertically down Shear Plive_load =125 Of per anchor•—.— 2 Shearcapacity =150 lb f DCR :_ Shearper_anchor Shearcapacity = 0.83 (Less than 1, therefore Okay in Shear) So, 3/8" lag screws with 5" thread length as embedment is required. • Tens20ncapacity 190417-CO3- Rai ling- MathcadCalcs-HKM. mcdx Zenith Project: 190417-0O3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 93 of 96 z r-n i t h Engineers Architects Construction Managers CASE 3: Offset Fascia Mounted on Wood Member �'W . Pli �t9ad=250 lbf 100 .N CASE 2a - For load perpendicular to the fascia (Consider additional 3" for offset fascia mounted) Moverturning�d�esagn_offsetfascia:=Moverturning_design+Plive_load • 3 in = 11.25 kip • in �• Moverturning_design_offsetfascia + Plive_load = Tensionper_anch 4.4 �► 2.4 in 4 1.469 kip Tensioncapacity= 1•612 kip Tensionper_anchor DCR :_ = 0.91 TensiOncapacity CASE 2b - For load vertically down Pliveload',`,�, Shearper_anchor := _4 = 62.D e Shearper_anchor — 0 42 Shearcapacity (Less than 1, therefore Okay in Tension) Sheareapacity=150 lbf rN(Less than 1, therefore Okay in Shear) So, 3/8" lag screws with 5" thread length as embedment is required. 7. HINGED OFFSET FASCIA FOR RFX238P POST dpin_dia :— 4 in Apin_area := 4 • dpin_dia2 = 0.0491 in J?pin := 2 Strength reduction factor F 75 ksi F 30 ksi u_SS304_316•= '— y_SS304_316'•= — B Ft SS304 316 := 30 ksi Fv SS304 316 := 15 ksi Plive_load P live_load=250 lb f p pin= :2 =125 lbf Shearcapacity := Fv_SS304_316 • Apin_area = 368.16 l b f _ Ppin DCRpin � Shear capacity 5 1pin=-----_ 5 = 0.34 < 0.5 1/4" x 6" long stainless steel pin is required to transmit shear to the other side with FOS of 4. YX _ i� Hinged Rail Splice is extension of rail over the post, less than 12" and considered non structural. 190417-CO3- Rai ling- MathcadCa lcs- H KM. mcdx Zenith Project: 190417-CO3 Project Title: Railing Design Project Engineer: Hemal Modi, P.E. Reviewed By: Senthil Puliyadi, M.S., M. Eng., P.E. Page 94 of 96 Design Method Flowable Stress Design (ASD) Connection Type Withdrawal loading Fastener Type Lag Screw Loading Scenario N/A Main Member Type Douglas Fir -Larch Main Member Thickness 11.5 in. Side Member Type Steel Side Member Thickness 12 gage Washer Thickness 0 in. Nominal Diameter 3/8 in. Length FO in. Load Duration Factor F D = 1.6 Wet Service Factor C M = 0.7 End Grain Factor C_eg = 1.0 Temperature Factor) C_t = 1.0 Adjusted ASD Capacity 1804 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull -through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. SHEAR PARALLEL TO GRAIN 1.50 edge distance 1.50 edge distance TABLE 12.5.1A / 12.5.1B / 12.5.1C L_� 30 min. spacing 3.50 min. istance 1.50 edge distance 1.S0 edge distance SHEAR PERPENDICULAR TO GRAIN 40 loaded edge distance 1.50 unloaded edge distance TABLE 12.5.1A / 12.5.1B / 12.5.1C WITHDRAWAL 40 spacing 30 spacing end :e TABLE 12.5.1E (lag screws) Page 95 of 96 Design Method Flowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Lag Screw Loading Scenario Single Shear Main Member Type Douglas Fir -Larch Main Member Thickness 2.5 in. Main Member: Angle o Load to Grain P90 Side Member Type Steel Side Member Thickness 1/4 in. Side Member: Angle o Load to Grain 0 Washer Thickness 0 in. Nominal Diameter 3/8 in. Length 2.5 in. Load Duration Factor C D = 1.6 Wet Service Factor FEM = 0.7 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 440lbs. Is 1291 lbs. II 241 lbs. IIIm 11251lbs. IIIs 11241lbs. IV 202lbs. Adjusted ASD Capacity 2021bs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Page 96 of 96 Design Method Flowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Lag Screw Loading Scenario Single Shear Main Member Type Douglas Fir -Larch Main Member Thickness 2.5 in. Main Member: Angle o Load to Grain P90 Side Member Type Steel Side Member Thickness 12 gage Side Member: Angle o Load to Grain 0 Washer Thickness 0 in. Nominal Diameter 3/8 in. Length 2.5 in. Load Duration Factor C D = 1.6 Wet Service Factor FEM = 0.7 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 472lbs. Is 385 lbs. 1 1215 lbs. IIIm 11264lbs. IIIs 11152lbs. IV 200lbs. Adjusted ASD Capacity 152 lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council.