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Home My WebLink AboutCOMA2026-002629This project is for: AvAi r 3642 Euless Grapevine Rd. Suite 100 Grapevine, TX 76051 j NORTH I EULESS GRAPEVINE RD. RECEIVED: 7/13/2026 26-002629 "AVAIR" � rf-1qS�) Sheet Index 3642 EULESS GRAPEVINE RD #100 ytP.E•..F A1.0 TITLE SHEET A3.3 ELEVATIONS PALLET RACKING _ iit A2.0 FLOOR PLAN A3.4 ELEVATIONS Enhao j*� A2.1 FLOOR PLAN A3.5 ELEVATIONS many j"' A2.2 LIGHTING PLAN A3.6 ELEVATIONS 1NHA0' ANG •................................ A3.0 ELEVATIONS A4.0 EGRESS PLAN 143389 '¢i A3.1 ELEVATIONS SED NOTES & DETAILS <7CENs��•'�� (� A3.2 ELEVATIONS lSSiONP V ENG� Project Description Installation of storage rack in an existing building. 3642 EULESS GRAPEVINE RD. SUITE 100 GRAPEVINE, TX 76051 TIT�U lT IIUU TfTTITUTI 11lIU I ALL CHANGES REQUIRE APPROVAL OF REVISED Project Data PLANS Project Location 3642 Euless Grapevine Rd. Suite 100 APPROVED PLANS SHALL BE KEPT ON JOBSITE AT ALL TIMES Grapevine, TX 76051 Building Info: CALL FOR INSPECTIONSCONTRACTOR Total Building Sq. Ft.: 200,568sq.ft. (8i%)ao CONTRACTOR REGISTRATION WILL BE Total Tenant Sq. Ft.: 40,000 sq.ft. REVOKED UPON PERMIT EXPIRATION. Total Racking Sq. Ft.: 19,692 sq.ft. CONSTRUCTLON HOURS 7:a0 A.M.- CONSTRUCT P.M. Building Occupancy: S-1/13 MONDAY - SATURDAY ONLY NO WORK PERMITTED ON SUNDAY Construction Type: Type Ill-B Fully Sprinklered PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT THIS FAGE RELEASED FOR CONSTRUCTION RELEASE GoE5 NOT AUTNOAGE ANY WORK IN 07/14/2026 12:56:17 PM BY: KELLY TAFT TSBPE: 1-3971 ALL CHANGES MUST BE APPI—ED. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions Occupancy: Commercial/Industrial APN: 43105303 Seismic Engineer Fire Consultant Structural Engineering Triad Fire Consultants & Design 27442 Portola Pkwy. 1815 Wright Ave. Suite 170 La Verne, CA 91750 Foothill Ranch, CA 92610 Bob Sharifi Arion Gnotta Ph. 909-596-1351 Ph.909-393-9477 Fax.909-596-7186 Fax.909-393-9476 1 Vicinity Map Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Dale: May 29,2026 Project Name: Approval C 05106126 CN Update mezzanine lighting plan. Scale: N.T.S. / CA, L i N n Please sign layout: D 05108/26 CN Show k level clearances for ldate ns. Title Protect y: Ch,i r: yaztlan Abaci Drawn by: Christopher Nguyen ey.. • L INTEGRATIVE SOLUTION D Approvetl ❑APprovetl With Comments ❑ Revise and Resubmit E F Swaplo'ca[ians of T Mt and T N ba Update meuanine .. Type N bay.. 05108/26 CN Type Type ys. p bay ele�abane. 05111126 CN Update mezzanine bay elevations. Uptlate cross aisle support Sheet CIS Pro to i=` ////�� CIS 1345-2A 9 ^ e z onfiguration. oslzzlzfi cry Uptlate...... m.dock level heights and dj..t beam el aevations Shee[Indez Name: 3642 Euless Grapevine Rd. Suite 100 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92841 accordingly. Al Grapevine, TX 76051 Phone: (562)997-1911 9 www.catalinais.com ' 2A 05129/26 CN Update mezzanine beam level heights for lowerlevels. .0 60'-0" l 8"1 18'—' c C I / FORKLIFT J CHARGER AREA � o � I L WORKSTATION 12." (typ _ 265'-0" 51'-3" 51'-3" 10, 44'-10" 51'-3" 74'-10"�------- I0-V _ 13'-3" _____ r' 51'-3" � NORTH -9 111 E-1, 11 - O Q d N to B E A;I — a s a s a s a —tsg � � � —,a a a f� � E � r l a � a ¢ JL \U"co �-24 d 77'-7" I I a s a s a a s a s li re�m'X pFw Q'z z:m.z"a it a s ¢ a a. ai a s LO ¢ a l0 38'-10" rnl N .I 20'-g D I18 �.. €.. ;I� �, 3'z p 2' a'°J s �10"` 18 J � . 1W11—I` PHASE 2 ;........+33e9 ;e Enhao a E ur m: 9 Q.. x. 3 Zhang ,3�oa xrop PROPOSED RACKING PROPOSED SHELVING PROPOSED SHELVING Bay Number of Pick pick Levels per Type Bays Bay Levels S 4 5 20 S 2 5 10 ry me 2 5 10 TOTAL PICK LEVELS 40 PROPOSED RACKING - SELECTIVE e t Palosit l Bay Number of Pallet Pons Type Bays Positions per Bey A 90 18 1,620 Al 10 12 120 C 2 15 30 _ C1 1 8 8 C2 1 12 12 D 1 10 10 POSITIONS LOST TO COLUMNS 24 NS TOTAL PALLET POSITIO _ 1,776 PHIA-E 2 RACKING - MEZZANINE Bay Number of Pick Positions pick Type Bays per Bay Positions M 40 64 2,560 M1 11 32 352 M2 12 32 384 M3 3 16 48 M4 1 16 16 N 7 24 168 N1 5 6 30 N2 2 3 6 1 N4 2 4 8 P 7 12 84 P1 2 6 12 TOTAL PICK POSITIONS 3,680 NOTE: BUILDING DIMENSIONS TO BE VERIFIED. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project Name: Approval C 05106n6 CN Uptlatemeuaninelightingplan. Scale: N.T.S. on zox-a '^ • CA, L IN n Please sign layout: D 051OW6 CN Show k I...1,leamnc.s for meuanine ba l...tions. y . Floor Project Manager. Yaatlan Al d Drawn by: Christopher Nguyen eE x6v itt P oP `o.N E T ox Tx �o I` INTEGRATIVE SOLUTIONS A tl ❑ PProve ❑Approvetlwith.emmenLs ❑ Revise antl Resubmit E P i.c b.y. locations of TYPe M1 antl TYPe N baYs. UPtlate meuanine OS/06136 CN bay elevafion = �ptlate meuanine bay slave ron�'�Ts. p a e cross aisle support gsmns CN Plan CIS Project# CIS1345-2A sl 1:04:43 PM n R n gum Uptlatomauaninetlecklevelheightsantlatljustbeamelevations d K LY TAF $APE: I-3S17 �y 3642 Euless Grapevin lid. JUlte ��{� 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92841 2 05=6 CN aeeeramgly. Sheet ffid <Name: //� Phone: (562)997-19119www.catalinais.com M 05129a6 CN UptlatemeuaninebeamlevelheighLforlowerlevels. A2.O Grapevine,T; 7605j1n x C 51'-311 511-311 NORTH �E OiiFlxl ySP.. �••' N141189 Oigidltyzigned ......'•.� EnhaOOby Enbm26 ,`bo'.< e ii,``S o,Ex O jam: Zhang a a°°-0,m. CROSS AISLE SUPPORTS (PER LEVEL) Beam Length # of Beams 48" 140 60" 22 DECK SQUARE FOOTAGE (PER LEVEL) Deck Level Area (fta) 1 2,720 3 ) 2 2,720 3 I 2,704 TOTAL AREA 8,144 KICK PLATE 583 L LINEAR FEET (TOTAL) O _r xd' LO PROPOSED RACKING PROPOSED RACKING - MEZZANINE Pick Bay Number of positions pick Type Bays per Bay positions M 40 64 2,560 M1 11 32 352 M2 12 32 384 M3 3 16 48 M4 1 16 16 N 7 24 168 N1 5 6 30 _ N2 2 3 6 N3 2 6 12 N4 2 4 8 P 7 12 84 P1 2 6 12 TOTAL PICK POSITIONS 3,680 NOTE: DIMENSIONS SHOWN BETWEEN SUPPORTS ARE CENTERLINE TO CENTERLINE. NE © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representativett&TSB'E Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project N.— Approval Approval c 05/O6n6 CN Update meuanine lighting plan. Scale: N.T.S. • • nTn � i N n Please si nla out: y D OS/OBn6 CN for levations. klevel cleap. FIoor Proj.ct Manager: yaatlan AtfaeiE9 Drawn by Christopher NguyenE SOLUTIONS ❑Approved ❑ Approvetl With.b,it Ls chow Ewa lo'canons of M1 antl N ba Ue tlate meuanine M1 Typ.INin y.. 05/OBn6 CN ba .I.Aon type Type ys. p ye Cis Project#INTEGRATIVE 08 PM Revise antl Resubmit P py�T. p a e cross aisle supportpIan gsmns cN anngumtlo. CIS1345-2A PE: I-397 n R z Uptlatomeuaninetlecklevelheigh...d.di..tbeamelevations 9sn2ns cN she.t Inaex Name: 3642 Euless Gra evibo Rd. Suite 100 p 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92841 Phone:(562)997-1911•www.catalinais.com pB1 m BeGOftlingy, g5/29n6 cN UptlatemeuaninebeamlevelheighLsforlowerlevels. A2.1 Grapevine, T_7E§Q aN,% B 51'-3" C 51'-3" ° : 5<P,Eo.. E;gs Enhao s's by EnM1ao Zhang ENNAO ANC, Zg 3 11 58- oo' han'f1 1433tO WS IZ --------------- ',NSfO"NEN 1" I 4�" I I I ' I I I I 7' 41 I I I I [D I I I I I 3 I I I I I I I I } I. I 7�„ j THIS PAGE SNoTH,snu .III N�tee— WORK IN RzTN' Cm APPRT EU TE AT6ALL TIMES BEKEP DN THE JOB 7 " — 07/14/2026 1:2125 PIA BY: KELLY TAFT TSBPE 1-3971 ICI I I I I I I I I 48" N a.a=.oRPaa'l'=. z; A= �N 7 „ LO ALL CHANGES MUST BE APPROVED. I I I I I I I I I 411" LIGHT FIXTURES (PER LEVEL) Fixture Type # of I. AEI 3®EI ypFixtures 7." 11 8'-0" LED Fixtures 32 I I I. I II I II I 31 I I I 4S" 8'-0" LED Fixtures 24 t w/ Emergency Battery 411" I I I I,�FJ �� 4 NOTE: BUILDING DIMENSIONS TO BE VERIFIED. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Data: May 29, 2026 Project Name: Approval c o5lovz6 CN Uptlate meuanine lighting plan. Scale: N.T.S. Please sign layout: D WOMB CN chow k level clearances for meuanine .. levations. Prole=t y; Ch,i r. Yaztlan AltSd uy.a L / /.�T/.� L I N G� ❑Approved Ewa IOIcallons of M1 antl N bay.. Ue tlate meuanine Lighting Drawn by: Christopher Nguyen • E 06/06136 CN p TyPe Type ys. p CIS Pro t# INTEGRATIVE SOLUTIONS ❑ APprovetl With CemmenLs bay elevations. ie= Revise antl Resubmit �ptlate meuanine bay slave ron�'�Ts. p a e cross aisle support Plan CIS 1345 -2A ❑ F 06/11/26 CN ontiguratlon. evelheightsantlatllustbeamelevations 3642 Euless Grapevine Rd. Suite 100 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92841 Ma- z osrz2rzs cN Uptlatomeuanine Eeckla==aramgly. sheet lnae><Name: P Phone: (562)997-1911 a www.catalinais.com m os/2926 cN UptlatemeuanmbeamlevelheightsforI.— levels. A2.2 Grapevine, TX 76051 '�SpSE OF TE,fgs1t Dighally signed Enhao' E"nae r- F x Zhan9yllo.. 143389s 13a7'00. 1,F� 36' Clear 36' Clear 34'-0„— T.34'-2" O.P. T.O.P. _ 32'-0" _ 32'-0" Frame Frame 29'-6' 11 Ll L. 29'-6„-11 Ll 24'-0'= Ll L 24'4"— _ —❑❑ 18'_6x �r� 18r_6„_ \ _ <in of GRAPEVINE LEA THIS PAGE REs6DFOR c°xsmucnoN Ll Ll 11 66" 66" / oxe z�si eATnucccoA°i orzzoxws 13' 0"— wu Deck (tyLl Ll P) 13 0"—wieseck _(tyP) / TH eaoATO APPRDyESn AT "BMEgPTCx THE JOB d / <' BY: KELLY TAFT07114/202 TSBPE:21:31 I^3971 90 wke o — 90 90"— — 90" PALLET SUPPORT MATERIAL MUST BE \ \� FLAME RETARDENT a ALL CHANGES MUST 6E APPROVED, .: 144" CLEAR L 96" CLEAR �{' 48" ;, 48" 48" 148" O.C. Jam— 100" O.C. —�✓ " z" Selective Rack Selective Rack Selective Rack Selective Rack Type A Front View Type Al Front View Type A/A1 Side View Type A/A1 Side View All Dims are T.O.B. All Dims are T.O.B. Double Row w/ 12" Single Row WIRE MESH DECK ALL LEVELS WIRE MESH DECK ALL LEVELS Row Spacers NOTE: THE EXACT NUMBER OF ROW SPACERS ARE TO BE DETERMINED BY ENGINEERING. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Date: May 29, 2026 Project Name: Approval c o5loW6 CN Updatemeuaninelightingplan. Scale: 1l4'-1'4' j CA, � i N n j App, sign layout: o 115/ .. CN chow pick level clea p. AN for meuanine bay elevations. Project Manager. Yazdan uya . L Drawn by: Christopher Nguyen ❑ pprove Swap locations of Type M1 antl Type N bays. Update meuanine Elevation CIS Pro t # E 05/06136 CN bay elevatons. jec INTEGRATIVE SOLUTIONS ❑ APPR.Vi.. etl With Comments Uptlate meuanine Day eleva ron�'�Ts. p a e cross aisle support CIS 1345'�A ❑ Revise antl Resubmit F g6f11/26 CN on0guration. Uptlatemeuaninetlecklevelheigh...d.tllustbeamelevations 3642 Euless Grapevine Rd. Suite 100 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 n R z osrz2rzs cN .cc"mmgly. sheet InaeA Name: P Phone: (562)997-1911 owww.catalinais.com 2A u5/2926 cN Uptlate meuanine beam level heights for lower levels. A3.0 Grapevine, TX 76051 36' Clear — - 28'-6" T.O.P. 24'-0' Ll Ll Ll 18'-6"— L 11 L, 66" 13'-0" w no.P—(tYP.) 90" I]]— )I� 144" CLEAR Imo— 148" O.C. Selective Rack Type C Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS 28'-6" T.O.P. 24'-0 = 18'-6"— 13'-0"— — 66', (typ.) 90"— 90" ATyp.Type S 96" CLEAR 100" O.C. Selective Rack Type C1 Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS 28'-6" T.O.P. FIF] 24'-0"— 18'-6"— L 11 L 131-011— 90"— �] Ll Ll_ 66" Ll P_ — 90" Types Type]- 1 144" CLEAR 148" O.C. Selective Rack Type C2 Front View Al Dims are T.O.B. WIRE MESH DECK ALL LEVELS 28'-6" PALLET SU T.O.P. F 24'-0" L-�� Ll 18'-6'— 13'-0"— JmL> _ 66„ (tYPJ L90"— — 90" �96" CLEAR 10 C O.C. Selective Rack Type D Front View All Dims are T.O.B. WIRE MESH DECK ALL LEVELS �� iS><•P1E OF TE}gS11 I Enhao EOnhaoZhllang tlby f1q ....143M9 .'?f ZhanDate2026.06.03 111 .. CENg q. 9 3:05:55-0].00. 36' Clear PPORT MATERIAL MUST BE LAME RETARDENT 24'-0" Frame / CIWy 11p 13 Pt.N6 Tg BE KEPT pN THE ag6 4/2 261:21:3 07I14/2026 1:21:37 PM BY: KELLY TAFT TSBPE: 1-3971 \ 72" 16ya" 55Yz'— —16Yz" 72" 16Ya" 55)'2"——16i'2" j 39" 18" 39" 18" 21" — — 18" 21" — — 18, — 3" — 3" 48" 48" 24"i' Selective Rack Shelving Shelving Type C/C1/D Side View Type S Froni View Type S side View Single Row All Dims are T.O.B. Single Row 6'-0" Frames © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project Name: Approval C 051OW6 CM Uptlate meuanine lighting plan. Scale: 114":1'4" CA, � i N n Plenas, sign layout: o OS/0826 CM pick level cleaances for meuanine bay elevations. Project Manager. Yaztlan Aeaei Drawn by: Christopher Nguyen . L j ❑ pprove ❑ E chow Swap locations of Type M1 antl Type N bays. Update meuanine OS/08136 CN bay elevatons. Elevation CIS Pro t # jec INTEGRATIVE SOLUTIONS Approvetl with .b,it Ls ❑ Revise antl Resubmit F Uptlate meuanine bay slave ron�'�Ts. p a e cross aisle support 05/11/26 CN n CIS 1345'LA n R z on0guration. Uptlate meuanine tleck level heights antl atljust beam elevations 9srz2/zs cN she.t Inaeu Name: 3642 Euless Grapevine Rd. Suite 100 p 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92841 Phone: (562) 997-1911 9www.catalinais.com M .ccordmgly. 05/29a6 cN Uptlate meuanine beam levelheighLsforI.— levels. A3.1 Grapevine, TX 76051 36' Clear 360" — — 24" 336" — 21" 24" 312" — 21" 6 1 — 24" 288"— 2, 24" 264„ " 24" 240" zr _ iF 24" 216" — 21- 24" 192" — 21" =_ — 24" 168" — 19.5" — w— — 24" 144" — 21" — 24" 120— 21" — 24" 96"— 21^ 22" 74" 1s- 22" 52"— s^ — 22" 30"— 9' � ��— 24" 21" r 96" CLEAR O .C. Mezzanine Rack Type M/M2 Front View All Dims are T.O.B. 32'-0" 32'-0" Frame _ — Frame 360" — — 24" 360" — — 24" 336"— —24" 336"— 2 — 24" / 21' 312'— — 24" 21' 312" — — 24" _ zr 288" ' — 24" zr 288" — - 24" \ \ 19.5' 264" 24" 19.5" 264" —24" 21- 240" 2 24" 21'/ 240" 2 24" / 216"— —24" 21"1- 192" — — 24" 216" — — 21' 192" — — 24" 24' \ \ 168" — — 24" 168" — -�1�- — 24" = 144" — -- 2 — 21 24" 144" — — 2 24" 120" - — 21 24" 120'= - - - — 2 24" 96"— _ —22" 96"— —22" ns 74" 22" s 74" � 22" e^ 52"— - — 9" 22 " s- 52"— '�� — 22" % 30"— —24" 30"—� — 24" — zr — 6 6" 6" — 2 — 6" 48" CLR CLR 48" 24„ � 51" O.C. - J'' 8 48" O.C. � ^ Mezzanine Rack Mezzanine Rack Selective Rack Selective Rack Type M1/M3 Front View Type M4 Front View Type M/1 Side View Type M2/3/4 Side View All Dims are T.O.B. All Dims are T.O.B. Single Row Single Row �� iS><•PIE OFTE}q�tt tl Enhao Wt"w"ua"9 ENRao m....u.ot ...;,....._......_............r Zhang ea,m. yt<;, 143M9 S ti........ ttsSyO"NEN 36' Clear PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT THIS PAGE RELE=VCONSTRUCTON P"T'SE -ES NOT AUMNE Ny WON, IN ITT APPROVED PLANS TO BE KEPT ON THE JOB BITE AT ALL TIMES. 07/14/2026 12144 PM BY: KELLY TAFT TSBPE: 1-3971 NOTE: PRODUCT SIZES TO BE DETERMINED. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: eate: May 29, 2026 Project Name: Approval C D5106126 CM Uptlate meuanine lighting plan. Scale: 1/4': 1'4' CA, � i N n sign layout: o OS/ CM pick level clea for meuanine bay elevations. Project Manager. Yazdan AUDIduy- Drawn by: Christopher Nguyen . L j ❑ pprove j App, ❑ E chow p. M1 Swap locations of Type M1 antl Type N bays. Uptlate meuanine .. OS/06136 CN bay elevatons. Elevation CIS Pro t # jec INTEGRATIVE SOLUTIONS Approvetl With.b,it Ls ❑ Revise antl Resubmit F Uptlate meuanine bay;lava-7.7=ps. p a e cross aisle support DSf11/26 CN on0guration. n CIS 1345'LA n R z Uptlatemeuaninetlecklevelheightsantlatljustbeamelevations Dsrz2rzs cN sheet lnae><Name: 3642 Euless Gra ;vine Rd. Suite 100 P 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone: (562)997-1911 9www.catalinais.com zA —rdmgly. 05129126 cN Uptlate meuanine beam levelheighL for lower levels. A3.2 Grapevine, TX 76051 36' Clear 360"— — 24" 336"— — 24" 312" — 21' — 24" 24'-0" zr - 24" 24'-0" — 96" 264" ss° —24" 240" zr 24" 216" zr — 24" 16'-0"— 21• _ — 24" 16-0"— — 96" 168" — 19.s' — —24" 144" — =-,+""- —24 120" �21F• ` —24" 96" — - — 96" 96" — — 20" 76"— T 22" 54"— 22" 32"— s '� 26" 23" 48" CUR 48"CUR 51" O.C. - 51" O.C. Mezzanine Rack Mezzanine Rack Type N Front View Type N1/N2 Front View All Dims are T.O.B. All Dims are T.O.B. 360" — — 24" 2 336" — - 24" 21• 312" — 24" zr 24'-0"— - 96" 24'-0 = _ _ 96" CITY APPROVED N—JOB 81 81 81 al81 81 07/14/2026 1:21:51 PM BY: KELLY TAFT TSBPE: 1-3971 PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT SWING GATE 24'-0" -- -- 96" 24 0 96" 16-0"— — — 96" 16'-0"— - — 96" 16'-0"- 96" — — 20" 96" — 96" 76"— T — 22" 54"— - — 22" 32" 26" 23• 6" — -- — 6" 4" CUR —JI' " CUR �( 488" O.C. ��✓ 51 " O.C. 51 Mezzanine Rack Mezzanine Rack Type N3 Front View Type N4 Front View All Dims are T.O.B. All Dims are T.O.B. SWING GATE SptE OF TE}gS1I is LI _ J...�jarygy Digitally signed Enhao Ill 143389 by Enhao Zhang 111 D0 3a06402T0oD3 Zhang ISS%O"NEN 36' Clear 32'-0" 32'-0" _ Frame _ �Frame i - SWING GATE 96"- — 20" 96 20" \ — 76"— —22" 76"— — """'7 —22" 54"— - s — 22" 54' M 1 s m . _ — 22" 19 32" — 23" 26" 32"— 23' 26" 6" - -- — 6" 6" — 6." - 9" CUR 9" CUR 48" 24" -/- 9 9" O.C. '` 99" O.C. Mezzanine Rack Mezzanine Rack Selective Rack Selective Rack Type P Front View Type P1 Front View Type N/1/3/P Side View Type N2/4/P1 Side View All Dims are T.O.B. All Dims are T.O.B. Single Row Single Row © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project Name: Approval C 051OW6 CM Uptlate meuanine lighting plan. Scale: 114":1'4" go�CATA�i Nn o OS/0826 CN Project Manager.Yaatlanuye Drawn by: Christopher Nguyen . jApp,signlayout: ❑ pprove ❑ E chowpicklevelcleap.M1frmeuaninebayelevations. Swap locations of Type M1 antl Type N bays. Update meuanine O5/08136 CN bay elevatons. Elevation jec CIS Pro t # INTEGRATIVE SOLUTIONS Approvetl With.b,it Ls ❑ Revise antl Resubmit F Uptlate meuanine bay slave ron�'�Ts. p a e cross aisle support 05/11/26 CN on0guration. n CIS 1345'LA n " z Upd.tomeuanin.d.cklevelheigh...d.di..tbeamelevations osrzz/zs cN she.tlnae><Nam.: 3642 Euless Gra evine Rd. Suite 100 P 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone: (562) 997-1911 9www.catalinais.com 2A .—rdmgly. 05/29a6 cN Uptlate meuanine beam levelheiIforI.— levels. A3.3 Grapevine, TX 76051 36' Clear --------------------------------------- 32'-0" a 24'-0" 16'-0"- 8 0 —T No. -gm I. Mezzanine Rack Section A -A Side View All Dims are T.O.B. Enhao Zhang e.ubD- N • ; <+, 143389 � Ir 1Ff �ErvSk� Ga`��f risSfO"NEN 36' Clear F GRAPEVINE THIS '... RELEASED FOR CONSTRUCTION CITY APPROVED PLANS TO BE NEPT ON THE JOB SITEATALLTINKS. 07/14/2026 1*22:10 PM BY: KELLY TAFT TSBPE: 1-3971 ALL CHANGES MUST BE APPROVED. PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project Name: Approval C D5106126 CM Uptlate meuanine lighting plan. Scale: 1/4': 1'4' go�CATA � i N n sign layout: D OS/ CN pick level clearances for meuanine bay elevations. Project Manager. Yaatlan AbSduy- Drawn by: Christopher Nguyen . INTEGRATIVE SOLUTIONS j App, ❑ pprove ❑ Approvetl With.b,it Ls E chow Swap locations of Type M1 antl Type N bays. Uptlate meuanine .. OS/08136 CN bay elevatons. Elevation jec c15 Pro t # ❑ Revise antl Resubmit F Uptlate meuanine bay;lava-7.7=ps. p a e cross aisle support 05/11/26 CN n CIS 1345'LA n R z on0guration. Uptlatemeuaninetlecklevelheightsantlatllustbeamelevations Dsrz2rzs cN she.t InaeA Nam.: 3642 Euless Gra ;vine Rd. Suite 100 P 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone: (562)997-1911 9www.catalinais.com 2A a.DDmmgly. 05/2926 cN Uptlate meuanine beam levelheighL for lower levels. A3.4 Grapevine, TX 76051 36' Clear 32'-0" 24'-0" 16'-0"- 8 0 Mezzanine Rack Section B-B Side View All Dims are T.O.B. �ptE OF 1 1, ••ogi�W:Brea Enhao - rNc. , Dss�w�.aEn, ENUAO Zhang�3�:zsa� ..._....._......_.........,..� <+, 143389 It 1Ff �E� Ga`�rf ttsSfD"NEN 36' Clear THIS PAGE RELE='0ZSTR—N VFJI PLANS TO TE AT ALL 07/14/2026 122:23 PM BY: KELLY TAFT TSBPE: 1-3971 Au CHANGES MUST BE APPROVED. PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Date: May 29, 2026 Project Name: Approval C D5106126 CM Uptlate meuanine lighting plan. Scale: 114': 1'4' go�CATA �iNn sign layout: D 05/ CN pick level clearances for meuanine bay elevations. Project Manager. Yaatlan AUSHuy- Drawn by: Christopher Nguyen . j App, ❑ pprove ❑ E chow Swap locations of Type M1 antl Type N bays. Uptlate meuanine .. 05/06136 CN bay elevatons. Elevation jec CIS Pro t # INTEGRATIVE SOLUTIONS Approvetl With.b,it Ls ❑ Revise antl Resubmit F Uptlate meuanine bay eleva ron�'�Ts. p a e cross aisle support g5/11/26 CN on0guration. CIS 1345'2A n R z Uptlate meuanine tleck level heights antl atllust beam elevations Dslz2rzs cN sheet InaeA Name: 3642 Euless Gra evine Rd. Suite 100 p 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone: (562)997-1911 9www.catalinais.com zA accordingly. 05/29a6 cN Uptlate meuanine beam levelheighL for lower levels. A3.5 Grapevine, TX 76051 36' Clear 32'-0" r r B t I - t r I I I 4 r 24'-0 — 16,-0a_ $1_0„ x .'24'.' 48' 48" 48"—mow' 48'—i�48" 48" 48' k W' M8'�I �48&' 4B'" 48"k48"�24't244 60" 780'1851 Mezzanine Rack Section C-C Side View All Dims are T.O.B. �6fS•�•• ANC /ff Enhao Digitally signetl by Enhao S�q,,: 143389 ._.. ...i oLe 3026.06.0313A7:49 ft9 .� . - Zhang -07.00' #°:;C - 36' Clear mgcNON THE IN= COME 11101111 CSI;ITYAPPI—ED sPT°N BEapsvroN NE,o 07/14/2026 1 22 29 PM BY KELLY TAFT TSBPE: 1-3971 ALL CHANGES MUST BE APPROVED. PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Date: May 29, 2026 Project Name: Approval C 85106/26 CM Uptlate meuanine lighting plan. Scale: 1/4'-1'4' CA, � i N n sign layout: o OS/ CM pick level cleaances for meuanine bay elevations. Project Manager. Yazdan AUaei Drawn by: Christopher Nguyen . L j j App, ❑ pprove ❑ E chow Swap locations of Type M1 antl Type N bays. Update meuanine .. OS/OBI36 CN bay elevatons. Elevation jec CIS Pro t # INTEGRATIVE SOLUTIONS Approvetl With CemmenLs ❑ Revise antl Resubmit F Uptlate meuanine bay slave mn�'�Ts. p a e cross aisle support 05/11/26 CN onOguration. n CIS 1345'LA n R z Uptlate meuanine deck level heights antl atllust beam elevations Osrz2rzs cN sheetlnae><Name: 3642 Euless Grapevine Rd. Suite 100 p 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone :(562)997-1911 9www.catalinais.com zA .ccordmgly. 05/2926 cN Uptlate meuanine beam levelheighLsforI.— levels. A3.6 Grapevine, TX 76051 265'-0" 60'-0" 51'-3" 1. 51'-3" I 51'-3" / PATH FROM TOP FORKLIFT J OF MEZZANINE = 380' CHARGER AREA WORKSTATION PATH FROM TOP OF MEZZANINE = 380' oJ111111_ OF 51'-3" r4 0, NORTH — 0— a c9e 6 �0{ O C � LO V u O Q d N LO m 4 �':"�n. �`�"� i S><•P1E OFOF }c EnharyO ' Digitally signed by Enhao IN"a ............................... r Zhang 'ttof 1433119 Date: Zhang 2026.06.03 13:08:10-07'00' PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT CITY APPROVED PLANS TO BE KEPT ON THE JOB SITEATALL"MES. 07/14/2026 1:22:39 PM BY: KELLY TAFT TSBPE: 1-3971 NOTE: BUILDING DIMENSIONS TO BE VERIFIED. © 2026 All rights reserved. No part of this drawing shall be reproduced or modified in any form or by any means (graphic, electronic or mechanical), including photocopying, without written permission from an authorized representative from Catalina Integrative Solutions. Client REVISION DATE BY DESCRIPTION OF REVISION Sheet Name: Oat.: May 29, 2026 Project Name: Approval C D5106/26 CM Update meuanine lighting plan. Scale: N.T.S. L / nTn L i N n Please sign layout: o 05/06/26 CM k level clearances for levati.. Egress Prole=t y; Ch,i r. Yaatlan uye Drawn by: Christopher Nguyen • INTEGRATIVE SOLUTIONS ❑Approved ❑ APProvetl With COmmenLs E chow Ewa Iolcallons of M1 antl N ba Ue tlate meuanine Typ. Nin y.. 05,06136 CN p TYPe Type ys. p bay eleea6ons. c15 Pr= t# ie= ❑ Revise antl Resubmit F �ptlate meuanine bay slave ron�'�Ts. p a e cross aisle support 05/11/26 CN on0guration. Plan CIS 1345 -2A n R z Upd.temeuanine d.ck level heights antl adi..t beam elevations Dsrz2/zs cN she.t InaeA Nam.: 3642 Euless Grapevine Rd. Suite 100 P 7351 Garden Grove Blvd. Unit B, Garden Grove, CA 92641 Phone: (562)997-1911 tawww.catalinais.com zA a rdmgly. 05/29/26 cN Update meuanine beaml.velheighLsforI.—levels. A4.0 Grapevine, TX 76051 Li I rw. COLUMN t�^ COLUMN fl fl l a" NOTES: USE ' THK COL @ ALL U.O.N 12 CA USE 12 GA THK COL @ TYPES ATI Pao MAVERICK COLUMN/BASE LOCATIONS. DESCRIPTION BASE PLATE: WX 5" MATERIAL 5/8' THICK PLATE STEELYIELD ASTM A36, Fy=36,000 PSI (DESCRIPTION COLUMN' MAVERICKS"X3" MAT. 12 GA THK STEEL DESCRIPTION COLUMN: MAVERICK3"XX MATERIAL 0.089T'THK STEEL II STEELYIELD I ASTM A570, Fy=55,000 PSI 14 P/tE• ,IV:: ❑ ❑El t n ❑vN' DESCRIPTION BRACING: HORIZ & DIAG MATERIAL 16GATHKSTEEL NOTES: STEELYIELD ASTM A570, Fy=55,000 PSI USE (91 ALL ---BRACE LOCATIONS U.O.N. 7 7L�I fifi P� 0 5/1B"Q PIN 1• I ,, 7 GA-4 7f1e"ID T—u3/16" 6R E5 RIVET NOTES: USE @ TYPES A A1, C, Cl, C2, D MAVERICK COLUMN/BASE LOCATIONS. DESCRIPTION BASE PLATE: 8' X 5" MATERIAL 3/8" THICK PLATE STEEL YIELD ASTM A36, Fy=36,000 PSI L- DESCRIPTION COLUMNMAVERICK 4" X T MATERIAL 0.089T' THK STEEL STEELYIELD ASTM A570, Fy=55,000 PSI 15 NOTES. CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENT IS OBTAINED. DESCRIPTION HILT( KWIKBOLT TZ2 ANCHOR NOTES. SIZE 1/2.0 X 33/4" NOM. EMBED. SEE NOTE #4 ABOVE FOR ANCHOR ESR# 4266 SPECS. oll 5/,6'eaAFE PIN TYR 1I8" 7 GA.4 711WO—L LI GR 55 RIVET DESCRIPTION BRACING: 11112. & DIAG. I NOTES: DESCRIPTION 3-PIN CONNECTOR NOTES: MATERIAL 16 GA THK STEEL I USE @ TYPES A, Al. C, Cl. C2, D BRACE MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN STEELYIELD ASTM A570, Fy=55,000 PSI I LOCATIONS. op STEELYIELD ASTM A570, Fy=55,000 PSI CONNECTION LOCATIONS U.O.N. L re• , 2' v2" r2'---------- C O I /e" 211JIt I NOTES. USES (4) ROW SPACERS FOR DOUBLE ROW UNITS DESCRIPTION 4-PIN CONNECTOR NOTES: USE @ TYPES A, C, C2 & DOWN AISLE DESCRIPTION STU ROW SPACER NOTES: MATERIAL 7 GAGE BEAM @ TYPES P48, P60, P1 BEAM TO MATERIAL 16 GAGE ATTACH WITH (4) 5/16'0 GR. 5 BOLTS, (2) (iP STEELYIELD ASTM A570, Fy=55,000 PSI COLUMN CONNECTION LOCATIONS. STEEL YIELD ASTM A570, Fy=55,000 PSI I EACH END. SEE ATTACHED SED 2 OF 2 DWG. PALLET SUPPORT MATERIAL MUST BE FLAME RETARDENT I3 GENERAL PROJECT NOTES�—oESIGn MM,wL %eN eTwEEx MEs)-sm ��FEP ��TVF. u sT. sEmi 1+20xs-,/a Err.EMOEm.) Eia SeroHDUE Inan NwMimelrvTs� ry eo111F.sxxsan m I,20x31/a• EFs EMSEm) ao FP1ss TORDUE (POWEP55OB sEm EMSeoT)EOFTaasroNOVE sisoNGeolTlp 0 I,20xs-1/a•Evs (slMPscN CZ-3DwPm roN .......P� ER.o= a.D�xs o ow xOxEDRNo� D1-F1�sP��oN� — IINIL oETHE bG w —1- MaEaEls;�RGAxoGRMNN N N aRNL os�lEmEO o GPEA s SI THE AVPiwcE oxn Loan IF awuceeLE cl rHEiDTaLavOwDEloao FEsenv. z� is nLnulaEn FORuismumunnLweins ucerr FORweaxG ooxe z ss sHeu FEaMlx. oF,s sEiwEExiwoFmEsrosaGEaxo THE 11 � a �MPory ro u z AaxomRrvsEProMMrvTwxTHEsaFEly SlG 1� _ RNI—E anN—N1 ncMwsie sEPsro V .Es��Ma�ESCSTGE�GrO aPEPR�ERLTPa�EnONroFauEiLo�=rvFPo�NEMEE�MPAGPEAL.ma�xEoa"o � a a'N "DIREOGANEAP oII TM��NITNTM""INa o SNZT— Tr os wPc eEvaxoiHE scope aFmis sinNOPRo. sEFEsio TxewMMExrarr Fos a esa+nE SCUSS.—THIS Q w THIS PAGE RELEAs p0 FOR CONSTROCN O ITH"IS AN' I'll HNO CDY AP—D PLANS TO BE KEPT ON THE 9 07/14/2026 1:22:45 PM BY: KELLY TAFT TSBPE: 1-3971 A EAseooselx TAPP-coxelmu—O Ix ��E OF TFNTI �S P-"""'�'TNsI� LALL 6 3 F 8 EASEMENTS os Pueuc RlcxroFwAr �s �/ CHANGES MUST SE APPROVED, %A:�xf�(!d 6 E nNt• b. � t43389.�,ai Enhao aM1�''u F''�so�= 28-0528-9 Zhang °39 3°26"°5A3 _ .N:3�G7'44' BED 1 OF 2 L9 rl " 1'I NOTES: USE @ ALL BEAM LOCATIONS U.O.N. DESCRIPTION � T BEAM (SB306) MATERIAL 00596°THK STEEL STEELYIELD ASTM A570, Fy=55,OW PSI 13 10 11 NOTES: USE @ CROSS AISLE BEAM @ TYPES P60, P1(IN BETWEEN M2) DESCRIPTION 3-1/2' BEAM (SB356) MATERIAL 0.0596"THK STEEL STEELYIELD ASTM A570, Fy=55,000 PSI LAW r 14 12 NOTES: NOTES: USE @ DOWN AISLE BEAM @ TYPES M, USE @ TYPES Al, Cl, D BEAM LOCATIONS. M60, M2, Pl SINGLE M DESCRIPTION 4BEAM (SB406) DESCRIPTION 41/2- BEAM (SB456) MATERIAL 0.0596'THKSTEEL MATERIAL 0.0596'THKSTEEL STEELYIELD ASTM A570, Fy=55,000 PSI STEELYIELD ASTM ASTO, Fy-SS000 PSI IXP�FRONT BEAM ---- --- 1 3' BEAM SB30616 GA 46' CROSS AISLE BEAM @4 FT O.0 60. CROSS AISLE BEAM @3.5 FT O.0 SEE ATTACHED CATALINA DWG. FOR STORAGE RACK ELEVATIONS. DESCRIPTION I STORAGE RACK ELEVATIONS y xlxa,Ex PExsNo �m. �.�. NOTES: USE @ DOWN AISLE BEAM @ TYPES PM, NOTES NO, P1 ON BETWEEN M2) USE @ TYPES A C, C2 BEAM LOCATIONS. DESCRIPTION BEAM IPTION DESCRI BGA- EL IAL STEEL VIELD ASTM A570S�)55,000 PSI STEEL YIELD ASTM A570K Fyn--)55,000 PSI STEEL VIELDN ASTM A570, Fy-55,000 PSI USE @ ALL CROSS AISLE BEAM LOCATIONS. AS NOTED &1/2-BEAM SB35616 GA W' CROSS AISLE BEAM @ 3.5 FT O.0 @TYPES POO P1(IN BETWEEN 62) GENERAL PROJECT NOTES SET ASEm�oN,s.ss.Axa,xAN�PAcxoEs��N xxwwL ZZ M. %eN xxe,wEEu,k's-sm �� PEP,EyEL..P. xEm .Emx�1�wE�so*mwuE w��n xw�N�o.NT� x xoL.��saN.sm, m.I,me.ava•ErT EmEEmao Fraas roxouE tPowExssozl �l 1'orvWD.µxa•a aI sn o�wxa�w�Noxcorv:�u nn��rosNALLSIX�.wtn I � a o ON II—T- Axo—.L.--.1 xs" 1E�,-IBIx�wx xlA A E NRL�. x "I TOTAL AVNwDE wAo FFn anv. AN- 15 x LLxFANN oF,A x N T� Es DA E xxTME 11 All OU 14 THIB PAGE RELEASED FORECOxsTxuCTON RE 5EDOE9NOTAU-2EANYWO IN APPROYE.O PLANS TO BE KEPT ON THE_JOB 07/14/2026 123:06 PM BY: KELLY TAFT TSBPE: 1-3971 ALL OxANGES MUST BE APPROVED. Digitaled by PALLET SUPPORT MATERL MUST BE Enhao ly sign FLAME RETARDENT EnhaG Zhang IA Zhang 1 :0853-07'00'3 ' 2,�ptE,OF TP��111 1/ 11 rE I ANG 5,..:..:.... 143389 ...........j ILLyso �y,Gp-: i U z� � 8 s 3 � F 9�20-0528-9 SED 2 OF 2 AVAI R 3642 EULESS GRAPEVINE RD GRAPEVINE TX 76051 SCOPE OF WORK: STORAGE RACK CALCULATIONS DATE: 6/3/2026 JOB# 26-0528-9 Dig"lly:g aby Ehao Enhao Zhang ZDa¢2036Pfi_0313 M.17 SED INC 1815 WRIGHT AVE SUITE 200 LAVERNE, CA91750 Structural Engineering& Design Inc. 1815Wri.ht Ave L. Varn. CA 9175n TeP qn959R 1.151 Fax Ang 5Afl 71RR By. NIHAL Project: AVAIR_ Project t. 26,052" TABLE OF CONTENTS TidePage ....................... . ............ I ..................................................... I Tableof Contents ............................................................ . .... .... .... . .................... 2 Design Data and Definition of Components ........ ........ ..... . ..... . — ..................... 3 CriticalConligurafton ............................................................................................. 4 SelmicLoads ............................ .. ............ .... ...................................................... 5 to 6 Column...................... .... ............. ....................... .............................. .................... 7 Beam and Connector .............. ...... ........... .............................. ...... .. . . ............ 8 to 9 Bracing... ........................................................... .... .... . . ... ................................ 10 Anchors........................................... ...... .............................................................. 11 BassPlate ......................... ........ ......... ................................................................ 12 Slaban Grade ............................................... . ........................................ . ... .. ..... 13 OtherConfigurations ............................................. —._ ................................... 14—SI TYPE M60 Page 2- of 3 3 6/2/2026 Structural Engineering & Design Inc. 1 AI B W r aht Ave La Verne. CA 91750 Tel 9n9 59A 1351 Pax909 5g6 71 86 By NIHAL Project: AVAIR Project#26-0528-9 Design Data 1) The analyses herein conforms to the requirements of the: 20212CSeN'an2209 ANSI MN 16.1-2012 S"aYkaiort fur the Design ofOMumHI Steel S7wage Ratios 2012 RM1Rack Design Manual" A5LF7-16 Section 15.5..3 2) Transverse braced frame steel mnfonns to ASIM A570, Gr.55, with minimum strength, Fy=55 last Longitudinal frame beam and connector steel conforms to ASFM A570, Gr.55, with minimum yield, Fy=55 W All other steel conforms to ASIM A36, Gr. 36 with minimum yield, Fy= 36 W 3) Anchor bolts shall be provided by installer per ICC reference an plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a licensed deputy Inspector. 5) The existing slab on grade Is 6" thick with minimum 6000 psi compressive; strength. Allowable Soil bearing capacity Is 750 psF. The design of the existing slab is by others. 6) load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria CeiRnillm of Comnnnerrts f/�I Ay C-1 Cob. enm eunmm mm Canrectrr � J D,4mai Hese9laea,a d, aim aaa� h �I H� 5cd-un A- Qaffi Ad' e YTraarerse lfranre TYPE M60 Page 3 of? 3 61=026 Structural Engineering & Design Inc. 1A16 WHoIJAve I n Verne CA 9175O Tel909.596.1.1ft Fax".y0A 712�'_ By: NIHAL Foiled: AVAIR Project #: 26-0528-9 Configuration & Summary: TYPE M60 60" ou 0" 60" 384" 60 24" g® 2 24" 48" Seismic Criteria I R Bm Lyle I Frame Depthl Frame He Qhtl # Diagonals **R41GYCOLUMNRE4L71ON5 ASD LOADS AXIAL DL= 563 /b AX14L LL= 14,275lb SEISMICAXIAL PS=+/- 1,795/b BA.SEMOMFM= 0" Beam Length Frame Type 96 in I Double Row I Component Description 3MEiS-] Column Fy=55 kal MAVERICK W ED 3x3x0.0897 P-14460 lb, M=2158 in -lb :0.57-OK I I Column It Backer None ale None N/A I I Beam FY=55 W Maverick SB306/3° Face x 0.0598° Nk W=961n l Capacity: 29671b/pr 0.2-OK I Beam Connector 551051 Lvl 2: 3 pin OK I Mmnn=113 in -lb Mrap=12133 in -lb I0.17-OK l Brace-Horizaaal �=55 kid Maverick 1-1/2x1-1/2x16ga '0.09-OK Brace -Diagonal Fv=55 ksi Maverick 1-1/2xl-1/2xl6ga "0.26.OK Base Plate FY=36 W Bx5x0.375 I Forty= 0In-lb 10.7243K I Anchor 2 oer Base 0.5" x 3.25° EH Embed HILTI TZ2 ESR 4266 Inspector, Rego (Net Seismic Uplift=978 Ibf 0.208-OK I I Slab & Sail 6" Ihk x 6000 psi slab on grade. 750 psi Soil Bearing Pressure 0.53-OK Level l Wad** l l story Force I Story nce I Column Conn. Sea. Per Seem Spcg Brame graceTrarov Long t. Aa laln Momnt Moment Connector 1 600 lb 6.0 In 24.0 in 0 lb 0lb 14,798 lb 540 "# 1,612 "# 3 pin OK 2 600 Ito 24.0 In 24.0 In 21b 1lb 14,460 lb 2,158 W 2,113 "F 3pin OK 3 600 lb 22.0 in 24.0 In 4lb 21In 14,1231b 1,971 "# 2,043 "# 3 pin OK 4 600 It, 22.0 In 60.0 in 5 lb 3lb 13,785 lb 1,957 "# 2,032 W 3 pin OK 5 6,890 11, 22.0 In 60.0 In 64 lb, 43 lb 13,448 lb 1,939 "# 8,998 "# �3 pin OK 6 600 lb 24.0 in 60.0 In B Ib 5In 9,965 lb 1,859 °# 1,958 "# -3 pin OK 7 600 lb 24.0 In 60.0 in 10 lb 7lb 9,628 lb 1,827 °# 1,933 '# 3 pin OK 8 600 lb 24.0 In 60.0 In 11 lb B Ib 9,290 lb 1,788 "# 1,903 "# 3 pin OK 9 6,890 lb 24.0 in 1281b 86 lb 8,953 lb 1,742 "# 8,709 "# 3 pin OK 10 600 It, 24.0 In 15 lb 10 lb 5,470 lb 1,229 W 1,508 "# '3 pin OK 11 600 lb 24.0 in 161In 11 lb 5,133 lb 1,171 "# 1,464 "# 3 pin OK 12 600 In 24.0 In 18 lb 121b 4,7951b 1,105 "# 1,416 "# +3 pin OK 13 6,890 lb 24.0 in 192 In 128 lb 4,45E lb 1,034 "# 8,123 "# .3 pin OR 14 600 lb 24.0 In 21 lb 14 lb 975 lb 265 "# 886 "# -3 pin OK I 15 1,2001b 48.0 in 45 lb 301b 638 lb 360 °# 2,088 °# :3 pin OR ** Inad degneci as product might Par pair d beams Total: 539 lb 360 ib - Notes JAISLE LOADS ADDED AT LEVELS 5,9,13 WITH 60PSF U. + 10PSF DL DOWN AISLE BEAM - Maverick SB456 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4FT O.0 TYPE VIN Page'i of 3 3 6/2/2026 Structural Engineering & Design Inc. 1 R15 WdnM Ave La Veme. CA 9175n Tel- 9n9 59A 1351 Far_ 90A 5A6 71 RR By: NIHAL Project, AVAIR Project#-26-0528-9` Seismic Forces CDnBguraeon: TYPE M60 labM arelyeYNpMarmW witM1 rerer6bgargWnmenbaltlm 30f30.N1 AX4 NN]6.1-20135c3.6&P E7-16s 15.5.3 Tranan,erse (Cross Aisle) Seismic Load V= C8*1P-ws=Cs*IP*(0.67*P*M D) v< Cs1= Sds/R = 0.0267 Cs -max * 1p= 0.0267 C32= 0.044*Sds V.,= 0.015 = 0.0047 Eff Base Shear=Cs= 0.0267 CS3= 0.5*Sl/R Ws= (0.67*PL6r1 * PL)+DL (RM12.6.2) = 0.0068 = 20,200lb Cs -max= 0.0267 WnnsvwV 0.0267 * (1125 lb + 19074.9111 etas sir e*ee=C6. 0.0267 I Dransvem= 5391b [ MSYatpsL v Tian v eseismicshettpv f Level PRWD LOAD P P*0.67-1` a DL i wl*hi 1 6DO lb 402 lb 75 lb 6 in 2,862 2 6DO lb 402 lb 75 lb 30 in 14,310 3 600 lb 402 lb 75 lb 521n 24,804 4 60D lb 402 lb 75 lb 74 in 35,298 5 6,890 lb 4,6161b 75 lb 96 in 450,365 6 600 lb 402 lb 75 lb 1201n 57,240 7 600 lb 402 lb 75 lb 144 in 68,688 8 600 lb 40216 75 lb 1681n 80,136 9 6,890 lb 4,61616 75 lb 1921n 900,730 10 600 lb 402 lb 75 lb 216 in 103,032 11 600 lb 402 lb 75 lb 2401n 114,480 11 600 lb 402 lb 75 lb 2641n 125,928 13 6,890 lb 4,616 lb 75 lb 288 in 1,351,094 14 600 lb 402 lb 75 lb 312 in 148,824 IS 1,200 lb 804lb 75 lb 360 in 316,440 sum: P=28470 lb 19,075 lb 1,125 lb W=20199.9 lb 3,794,231 Ss= 0.100 S1= 0.054 Fa= 1.600 W= 2.400 Sds=2/3*SS*Fa= 0.107 Shc=2/3*SI*W= 0.086 mam,M,a tame Dr.)R- 4.0 IP= 1.0 P.=09101111 Pallet Height=hp= 0.0 in DL per Beam Lvl= 75 lb FI FI* i+ho/2) 0.41b -# 2.0 lb 60-# 3.5 lb 182-# 5.0 lb 370-# 64.0 lb 6144-# 8.1 lb '972-# 9.8 lb 1,,4114 11.4lb 1,915-# 128.0 lb 24,5764 14.6 lb 3,154-# 16.3 lb 349124 17.9 lb 4,726-# 191.9 lb 5(,2674 21.1 lb 6j5B3-# 45.0 In, 16,2004 I 539 lb 1=125,474 LonalWtlinal (Do maiele) Seismic Load wn�e�r ra Nnpwdlnat SeNmc kaa5, unng a>s.D Ws= (0.67 * PLw * P) + DL PM- 1.0 Cs1=0.0178=20,200lb (W,1M1nel unt DOR-6.0 Cs2= 0.0047 a=Cs-n,Wlp= 0.0178 T- 0.50 sec Cs3= 0.0045 I Vlong= 0.0178 * (112511, + 19074.91b) Cs -max= 0.0178 elomiwamal= 360 lb Level PROWC LOAD P*0.67*Pa DL hi 1 600 lb 402 lb 75 lb 6 in 2 600 lb 402 to 75 lb 30 1n 3 600 lb 402 11, 75 lb 521n 4 600 lb 402 lb 75 lb 74 in 5 6,890 lb 4,616 lb 75 lb 96 in 6 600 It, 402 lb 75 lb 1201n 7 600 lb 402 lb 75 lb 144 in 8 600 lb 402 lb 75 In 168 in 9 6,890 lb 4,616 lb 75 lb 1921n 10 600 lb 402 lb 75 lb 216 in 11 600 lb 402 lb 75 lb 240 1n 12 600 lb 402 lb 75 lb 264 in 13 6,890 lb 4,616 lb 75 lb 288 1n 14 600 lb 402 lb 75 lb 312 in 15 1,200 lb 804 lb 75 lb 360 1n sum: 19.0751h 1125 lb W=20199.9 lb W-hi 2,862 14,310 24,804 35,298 450,365 57,240 6B,6B8 80,136 900,730 103,032 114,480 125,928 1,351,094 148,824 316,440 3,794.231 I I FI FinatYlsa 0.3 lb 1.4 lb 2.4 lb 3.3 lb 42.7 lb 5.4 lb 6.5 lb 7.6 lb 85.5 lb 9.8 lb 10.9 lb 11.9 lb 128.2 lb 14.1 lb 30.0 In I 360 lb TYPE WO Page SOf 61212026 Structural Engineering & Design Inc. 1Ai5 Wrinhl Avw I a Verne. CA 91750 Tel 90g.5AA 1.1nl Far' 9n9 mg 71AR By: NIHAL Project AVAIR Pined #:26-0528-9 Downaisle Seismic Loads Configurabon: TYPE M60 Determine the story moments by applying portal analysis. The base plate Is assumed to provide no fixity. Seismic Stow Forces TY,W 6nm..4, Vlmg=360Ib Tnbua.ya�w efwe wl�ma, VMI=MDng(2= 1801b =Face Fame _ F1= 016 i KI � iI E F2= 1 It, F3= 21b — F;7 E^R W"'—^a PET 0 Seismic Stow Moments Abase-max=0In-lb <__=Default capacity hl-eff=hl- beam dip height/2 Mbase-v= (VcW*hleff)/2 = 3 m VW = 270 in -lb <__= Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 01n-lb PINNED H45EA5SUMED M 1-1= [VccI * h1eff3-Mbase'eff M 2-2= [Vm9-(FI)/2) * h2 = (18016 * 3 In)-O In -lb = [180 In - 0.711:3*24 in/2 = 540 in -lb = 2,158 in -lb Msels= (Mupper+Mlower)/2 Msea(1-1)= (540 in -lb +215B in-lb)/2 = 1,3491n-lb LEVEL hi Axial Load 1 6 in 14,798lb 2 24 in 14,460 lb 3 221n 14,123 lb 4 22 in 13,785 1b 5 221n 13,4481b 6 24 in 9,9651b 7 24 In 9,6281b 8 24 In 9,2901b 9 24 in 8,953 In 10 24 In 5,4701b 11 24 in 5,1331b 12 24 In 4,7951b 13 24 In 4,45816 14 24 in 975 to 15 481n 638 lb MmW2-2)= (2158 in -lb + 1971 IMb)/2 = 2,0641n-lb Somme � of Forces Column Moment** Mselsmlc** Mand-fixity 540 in -lb 1,349 in -lb 954 in -lb 2,1581n-lb 2,064 IMb 954 In -lb 1,971 in -lb 1,964 in -lb 954 in -lb 1,9571n-lb 1,9481n-lb 954 In -lb 1,939 in -lb 1,8991n-lb 10,955 in -lb 1,859 in -lb 1,843 In -lb 954 In -lb 1,827 in -lb 1,808 Irrlb 954 in -lb 1,788 in -lb 1,765 in -lb 954 arlb 1,742 In -lb 1,4861n-lb 10,955 In -lb 1,229 in -lb 1,2001n-lb 954 in -lb 1,171 Irhlb 1,138 in -lb 954 in -lb 1,1051Mb 1,070 IMb 9541nAb 1,034 in -lb 649 in -lb 10,955 in -lb 2651n-lb 312 In -lb 954 In -lb 3601n-lb 1801n-lb 1,908 lin,lb Mmnn= (Mselsmk+ Mend-fixty)*0.70-mo Mmnn-allow(3 Pin)= 12,133 in -lb **all moments based on limit states level Ioadlnn Tyvwl Fn made _oFwwl„mm ID¢ 1ti« I 112 h1 jh11 ff 4 Beam to Column Elevation rim= 1.0000 Mmnn** 1,6121n-lb 2,1131n-lb 2,0431n-lb 2,0321n-lb 8,9981nib 1,9581Mb 1,933 In -lb 1,9031n-lb 8,7091n-lb 1,50E In -lb 1,4641n-lb 1,4161nib 8,123 in -lb 8861n-lb 2,0881n-lb W Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin bit 3 pin OK 3 pin OK 3 pin OK 3 pm OK c TYPE M60 Page 9 of 3 3 6=026 Structural Engineering & Design Inc. _ 1815 V FHaht Ave La Verne, CA 91750 Tel: 909 596_.1351 Paz 104 59B 7188 By. NIHAL Project: AVAIR Project#:26-0528-9 Column (Longitudinal Loads) Configuration: TYPE M60 Section Properties Section: MAVERICK WELDED 3X3x0.0897 Aeff = 0.741 in12 ly = 0.920 inA4 Ix = 1.237 in14 Sy = 0.632 inA3 5x=0.8501nA3 ry=1.1141n rx = 1.292 in Fy= 55 ksi OF= 1.67 Onx= 0.85 E= 29,500 ksl 3.000 in Kx = 1.7 x Lx = 221..5 in. Ky=24.0 Y9.000 in In Cb= 1.0 0.090 in kI �x -�rr.75 in Loads Considers loads at level 2 COLUMN DL= 487 It [Oibra//aMrases are: RMlSecdl COLUMN PL=13,935 lb Laid Case S:(1+0.105*Sds)D+0.75*(1.4+0.145ds)-B*P+a75*(0.7*lho*EJ<=1.0, ASD Meffod Mcpl= 458 In -lb axlatwdcoem- a74284245*P seiom znomentcceff.' 0.5625*MaN Sds=0.1067 Load Cam 6::(1+0.14+SQr)D+(0.85+0.14Sds)*B*P+(0.7*Na*E)<=1.0, ASDMeMad - 1+0.105*Sds= 1.0112 avallasdcoef.. a60546 lc momentcCelt:. 0.7*Akol 1.4+0.14Sds= 1.4149 pm�m By analysis, Load case 5 governs udlizing loads as sucfl 1+0.14Sds= 1.0149 0.85+0.14*Sds= 0.8649 Axial Load=Pax= vmues•«rn+o.,s----- .,-vase Moment=Mx= o.75*oa*ma*nwi B= 0.70D0 = 10,84411, = 0.525*2158 in -lb(. dw= 1.0000 = 1,133 in -lb v, Axial Analvds kx%K/rx = 1.7*22.5"/1.2918" KYLY/ry = 1*24"/1.1141" Be > Fy/2 r. = 29.6 = 21.5 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*332.1 k5i)] Fe= nA2Fj(K4r)maxA2 Fy/2= 27.5 ksl = 52.7 ksi = 332.11t51 Pa= Pn/Sk Pn= Aeff*Fn Sk= 1.92 = 39082 lb/1.92 = 39,082 lb = 20,3551b P/Pa= 0.53 > 0.15 Bernina Analvsis - Chek PAWN + (Cmx*Mx)/(Max*px) 5 1.0 P/Pao + Mx/Max 5 1.0 Pno= Ae*Fy = 0.741 MA2 -55000 p3 = 40,770 lb Max= MY/Of = 46761 inAb/1.67 = 28,001 In -lb loc= (1/[1-(Sk*P/Pa)])A-I = (1/[1-(1.92*10844 lb/246186 lb)])A-1 = 0.92 Combined Stresses Pao= Pno/4c Myield=My= S*ry = 40770lb/1.92 = 0.85 InA3 * 55000 051 = 21,235 lb = 46,761 iMb - Pa= n-2E1/(KL)max12 = n-2*29500 ksi/(1.7*22.5 in)A2 = 246,186 lb (10844 lb/20355 III + (0.85*11331n-Ib)/(28001 in-lb*0.92) = (10844 Ib/21235 lb) +(1133 in4b/28001 in4b) = -&raxnnad rotalro/umnstnass mrwtedfor/oadrasn6is 48.096 0.57 < 1.0, OK (EQ CS -I) 0.55 < 1.0, OK (EQ C52) akar/s8931.3125271bA,6WandM= 1510/Mb TYPE M60 Page a- of 3 612/2026 Structural Engineering & Design Inc. 1 R15 Inm,.ht Ave La V rn A 917 0 T I' 90A 5A8 1351 Fax: 909 59R 7186 By: NIHAL Pmject: AVAIR Project#: 26-0528-9 BEAM ConflguraHon: TYPE Mot DETERMINE ALLOWABLE MOMENT CAPACITY A) Check common flame for loyal burldim rR2.11 W= c - 2*t -2*r = 1.75 In - 2=0.0598 in - 2-0.0598 In = 1.511 in w/t= 25.26 1=lambda= [1.0521(k)A0.5] * (w/t) * (Fy/E)A0.5 _ [1.052/(4)A0.5] * 25.26 * (55/29500)A0.5 = 0.574 < 0.673, Flange Is fully effective Bl tlwck weh for loral hurlrlim ror swum h> R fl(mmp)= Fy*(y3/y2)= 48.55 ksl f2(tension)= Fy*(yl/y2)= 100.32 ks Y= f2/f1 Eq. B2.3-5 _ -2.066 k=4+2*(I-Y)A3+2*(I-Y) Eq. 82.34 = 67.77 flat depth=w= yl+y3 - 2.761 in W/t= 46.16722408 1=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5 _ [1.052/(67.77)A0.5] * 2.7608 * (48.55/29500)A0.5 = 0.239 < 0.673 be=w= 2.761 in b2= be/2 bl= be(3-Y) = 1.381n = 0.545 bl+b2= 1.925 in > 0.9004 in, Web is fully effective Oetennine effeM of mid wrxkina on cteel Weltl ooiM lFval rer mc0nn A].2 Fya=C*FYc+(1-C)*Fy (EQ A7.2-1) Lccrlcr=Lc= (p/2) * (r+t/2) 0.141 In C= 2*Lc,/(IP+2*Lc) Lflange-op=Lf= 1.511 In = 0.157 in m= 0.192*(F4/Py) - 0.068 (EQ A7.24) = 0.1590 Br- 3.69*(Fuft) - 0.819*(Fu/Fy)A2 -1.79 = 1.427 since fu/Fw 1.18 < 1.2 and r/t= 1 < 7 OK then Pvc=Bc*Fyf(R/t)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-op= 58.69 ksl (tension stress at top) Fy-bottom= Pya*Ycg/(depth -Ycg) = 113.94 k5l (tension stress at bottom) Check allowable tension stress for Mttnm flame Lflange-bot=Lfb= Lbotom-2*r*-2*t = 2.511 In Cbotom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 ty-botom=Fyb= Co*Fyc+(1-Cb)*Fyf = 57.37 kst Fya= (Fya-tnP)*(Fyb/Wa-bottom) = 29.56 k51 175In ism ,I T TL.25 a Eq. B2.14 3.000m Eq. B2.1-1 o.osoN Beam=lll=Nawrick �/51 f @�a6/a-ranvnnc - v Ix= 0.742 in14 Sx= 0.4521n-3 Ycg= 1.98OIn t= 0.060 in OK Bend Radii 7060 in Fy=Fyv= 55.00 ksi Fu=Fw= 65.00 ksi E= 29500 ksl Eq B2.3-2 tap flange=b= 1.750 in bottom flange= 2.750 In Web depth= 3.P^^n',^ 7 ==w d.pn (EQ A7.2-3) I+ill n rw If F= 0.95 Then F*Mn=F*FYa*Sx= 12.691n � L mom i yl= Ycg-t-r= 1.86Q,In y2= depth-Ycg= 1.02Q;In y3= y2-t-r= 0.90Q In 8-1 Structural Engineering & Design Inc. IAII. A/rlohtAve La Veme Cgg1750 Tel 909.596 13.51 Fax AOA 5AR71R8 By: NIHAL Project: AVAIR BBAM Conflgurabon: TYPE MW RMI Section 5.2, PI II Section Beam= MaWddc SB306/3" Face x 0.0598" thk lx=1b= 0.742 m14 Sx= 0.452 Irl t= 0.060 in E= 29500 ksi Fy=Fyv= 55 Id F= 300.0 Fu=Fuv= 65 ks L= 96 in Fya= 58.7 kd Beam level= 2 P=Product Load= 6001b/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 Project# 2&0528.9 Wa ln,,I Tasss In aaao» o.oson W=LRFD Load Factor=l.1*D+1.4*P+1.4*(0.125)*P eaf72.P,.damel FOR DL=2% of PL, W= 1.599 Il 1 - [(2*PL)/(6*E*lb + 3*F*L)] _ 1 - (2*30D*961n)/[(6*29500 ks*0.742 n'3)+(3*300*961n)] = 0.735 If F= 0.95 Then PMn=PFya*Sx= 25.201n-k Thus, allowable load _ per beam palr=W= PMn*8*(# of beams)/(L*Rm*W) = 25.2 in-k * 8 * 2/(96in * 0.735 * 1.599) = 3,5741b/pair allowable losdbasedon banding stress o Merl W*L*(1-Rm)/B = (35741b/2) * 96 in * (1-0.735)/8 = 5,6831n-lb @ 35741b max allowable load = 0,954 in -lb @ 60016 Imposed product load 2. Check Deflection Stress Allowable Loads Iemg1F+ `II Dmax= DWIld Rd= 1- (4*PL)/(5*F*L + 10*E*Ib) Allowable Deflechon= 1-1180 = 1- (4*300*961n)/[(5*300*96 in)+(10*29500 W*0.7421n^4)] = 0.533 in = 0.6831n Deflection at imposed Load= 0.108 in If Dmax= L/180 Based on 080 Deflection Odena and Dm= 5*W*L^3/(384*E*Ib) V180= 5*W*L-3*Rd/(384*E*lb** of beams) sWn9 for W yields, W= 384*E*1*2,/(180*5*L^2*Rd) = 384*0.742 inA4*2/[I80*5*(96 in)A2*0.683) = 2,967 lb/pair allowable loadbasedon deflection limits Thus, based on the least capacity of item 1 and 2 above: 1 Allowable load— 2,9671b/pair 11 Imposed Product Load= 600 lb/pair I Beam stress= 0.2 Beam at Level Structural Engineering & Design Inc. 1815 Wriahl Ave Le Veme. DA 91750 Te1:9095W i351 Fex: 9095967186 By: NIHAL Pmlacl. AVAIR Proleol#: Deck Beam Down Alain I B Ion Prooettle. Beam Member= SB306 3x2.7546ga 2.760In Beam at Level= 1 Beam Type= Step Thickness= 0.063 In Ix= 0.855 in-4 1.625In Sx= 0.5051n-3 Impec9 Factor (a)=(1.254b/2)= 0.875 Length=L= 48.0 In 3.e00 In -lam W= 0 in Deck LL= 0 psf MOWS 55,1in Fy= 55000 psi Deck DL= 0 psf Deb Cdteda - L/ 240 Deck THb VAdth= 2.0 It Eff Pmdua load to fcmd beam= 775 lb Load. % End Rxiry= 18 % 0 = 0.18 ! Dist Load=w= 27.81bpn Coeff B= 0.11/0.125 = 0.88 Mcenter=6*(wLA2/8) Mcemer=Mcemer(dmple ends) -0*Mcenter(fixed ends) = 0.88*(wLA2/8) = wLA2/8 - (0.18 * vJiA2/12) Mentls= 0*Mmax(fixed ends) = w1-A2/8 - wtA2/66.6666666666867 _ _ (wLA2/12)*0.18 = 0.11 * wLA2 = 0.015*wLA2 Fb=0.6*Ry = 33,000 psi Fb-eff= 33,000 psi Mcenter= 0.11 * wl-A2 Mentls= 0.015*wLA2 = 7,046 In -lb = 961 in-Ib Bendim M= 7,04610-1b fb= (M/Sx)/a fb/Fb= 15945 psi/33000 psi = 15,945 psi = 0.48 <= 1.0, OR Deflection Defl-allow= L/240 DO= 5 * I5wLA4/(384*E*lx)I = 0.200 in = [5*27.8 lbpn*(481n)A4/(394*29.5x10A6 psl * 0.855 W4))*0.88 = 0.067 in <= 0.2 in, OK bendinq= I 0.48. IOK i defl= 0.34. OK Page of g Z Structural Engineering & Design Inc. 1815 Wdaht Ave La Veme. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NINAL Project: AVAIR Deck Beam Groan Aisle Section Promarties Beam Member= SB3063x2.7546ga Beam at Level= 5 Beam Type= Step Ix= 0.8551n14 Sx= 0.505 in^3 Length=L= 48.0 In Lu= 48.0 in Py= 55,000 psi Deb Criteria - L/ 240 Loatle % End Flxlty= 0 % Dist Load=w= 23.31b/In Berrdina Deflection Fb= 0.6 * 6y = 33,000 psi fUeff= 33,000 psi Mcemer= wLA2/8 = 6,710 IrHb M= 6,710 In4b fb= (M/Sx)/a = 13,28B psi Beam Weight= 8.21b/ft Thiclmess= 0.063 in ImpeQ Factor (a)=(1-25%/2)= LOW LL= 60 psf DL= 10 psf Ti1b W dth= 4.0 ft 0 = 0.0 Mcenter= Mcenter(simple ends) = wLA2/8 Mwds= 0 in -lb Protect #: 27501. 3. 00In Po/Fb= 13288 psl/33000 psi = 0.40 <= 1.0, OK Dee -allow= L/240 Deli= [5wLA4/(384*E*Ix)) = 0.2001n _ [5*23.31b/in*(48 ln)14/(384*29.5x10A6 psi * 0.8551nA4))*1 0.064 in <=0.2 in, OK I bendinq= 0.40 OK I I deH= 1 0.32 OK Page o - a3 Structural Engineering & Design Inc. 1815 Wrinht Ave Le Verne. CA 91750 Tel: 909.596.1351 Fax: 9D9.596.7186 By NIHAL Project: AVAIR Deck Beam Down Aisle Section Pmeertles Seam Member-- SB456 4.5x2.75x16ga Beam at level= 1 Seem Type= Step Ix= 2.328 in-4 Sx= 0.9561nA3 Length=L= 96.0 in W= 96.01n Fy= 55,000 psi Dell Divine - L/ 240 Loads % End Rxlty= 18 % Dist Wad=w= 21.3lb/In Mcenter= B*(wLA2/6) = 0.88*(wLA2/8) Mends= 0*Mmax(Sxed ends) _ (wLA2/12)*0.18 = 0.015*wLA2 Fb= 0.6 * Fy = 33,000 psi Fb-eff= 33,000 poi MMnber= 0.11 * wLA2 = 21,5931r1-lb Bendina M= 21,5931n-Ib fb= (M/Sx)/a = 25,814 psi Deflection Dell -allow= 1./240 = 0.400 In Protect a: 1.7ao In ..1.711. Thldmes= 0.063 in I psd Feder (a)=(1-25%/2)= 0.875 aaao m Deck= 60 psf Deck DL= 10 psf Deck Trib width= 2.0 R Eff Product Load W front beam= 925 lb 0 = 0.18 Cceff B= 0.11/0.125 = 0.88 Mcemer= Mcmmr(simple ends) - 0*Mcenter(fixed ends) = wLA2/8 - (0.18 * wL12/12) = wLA2/8 - wLA2/66.6666666666667 = 0.11 * wLA2 Mends= 0.01PV&L 2 = 2,945in-lb fb/Fb= 25814 psi/33DD0 psi 0.78 <= 1.0, OK DO= 6 * [5wLA4/(384*E*Ix)] _ [5*21.3 lb/In*(96 ln)A4/(384*29.54016 psi * 2.328 inA4)]*0.88 = 0.302 in <=0.4 in, OK I beodlnq= I 0.78 IOK I 1 dcH= 0.76 , OK J Page of �y Structural Engineering & Design Inc. 1815Wmld Ave La Veme CA 91750 Tel. 909.596.1351 Fax:909.596.7188 By. NIHAL project. AVAIR Pr0)ect 0: Deck Beam bees Able Section properties Beam Member= SB306 3x2.75xl6ga Beam at Level= 5 Bum Type= Step 1x= 0.855ln^4 Sx= 0.5051nA3 Length=L- 48.0 in Lu= 48.0 in Fy= 55,000 psi Deft Criteria - L/ 240 Leads %End R1tlty= 0 % Dist (gad=w= 23.3lb/in Bending Fb= 0.6 * Fy = 33,000 psi Fb eff= 33,000 psi Mcentr= wi.^2/8 = 6,710 in -lb M= 6,710 in -lb fb= (M/Sx)/a = 13,288 psi Beam Weight= 8.21b/ft Thicimess= 0.0631n Impact Facinc(a)=(1-25%/2)= 1.000 LL= 60 psf DL= 10 psi T1b WWI= 4.0 ft 0=0.0 Mcenter= Mcenter(simple ends) = WLA2/8 Mends= 0 In -lb 27501n 3.000 in fb/Fb= 13288 psi/33000 psi 0.40 <= 1.0, OK 0.063in rs Deflection Defl-allow= 1./240 Deft= [5wL^4/(384*E*bol I, = 0.200 in = [5*23.3lb/in*(48 m)A4/(364*29.5x10A6 psi * 0.8551n^4)]*1 0.064 in <= 0.2In, OK I bendlnq= I 0.401 IOK I 1 4cR= 0.32! OK I Page o It 5 i Structural Engineering & Design Inc. 1815 Wright Ave La Veme. CA 91750 Tel 909 5951351 cav:909,596,7186 .. By. NIHAL Project: AVAIR Project 0: Deck Boom Down Aisle „ Section Prooertho Beam Member= SR4564.5x2.75469a 2750ln I, Beam at Level= 1 Beam Type= Step Thldmes= 0.063 in Ix= 2.328 in14 1.625In Sx= 0.956 W3 ImpEaact (a)=(1-2546/2)= 0.875 Lergth=L= 96.0 in L5001n --1� Lo= Deck LL= 60 psi e.063ln ,01n fj-= 5555000 psi Deck DL= 10 psi Deft Criteria - L/ 240 DeckTrib width= 2.5 R Eff Product load m from beam= 925 It Loads %End Rxity= I8 % 0 = 0.18 Dist load=w= 24.21b/In CwT B= 0.11/0125 _ = 0.88 Mcanter= 8*(WLA2/8) Mcanter= Mcerber(simple ends) - 0*Mmmer(fixed ends) = 0.88*(wLA2/8) = WLA2/8 - (018 * WLA2/12) Mends= 0*Mmax(fixed ends) = WLA2/8 - wLA2/66.6666666666667 _ (wLA2/12)*0.18 = 0.11 * wLA2 = 0.015*wLA2 Pb=0.6*q = 33,000 psi Fb-eff= 33,000 psi Mcent — 0.11 * wLA2 Mends= 0.015*wLA2 = 24,53310-1b = 3,345 in -lb Bending M= 24,5331n-Ib fb= (M/Sx)/a fb/Po= 29328 psl/33000 psi = 29,328 psi = 0.89 <= 1.0, OK Deflection Deft -allow= I/240 Deft= 8 * [5WLA4/(384*E-U)] = 0.400 in = [5*24.2lb/in*(96 In)A4/(384*29.Sx10A6 psi * 2.328 InA4)]*0.88 = 0.343 in <=0.4 in, OK I bending= I 0.89. IOK I deft= 0.96. OK Page of S•G Structural Engineering & Design Inc. 1815 Wdoht Ave Laverne CA 91750 Tel: 909.596.1351 Fav:9o5556 7186 By: NIHAL Project: AVAIR Deck Beam Crow All Section Properties Beam Member= 513306 3x2.75x16ga Beam ae Level= 5 Beam Type= Step 1x= 0.855lnA4 Sx= 0.5051n-3 Length=L= 60.0 In W= 60.0In Fy= 55,000 psi Bell Criteria - L/ 240 Wade % End Fxdy= 0 % Dist Load=w= 20.41b/In Bending Deflection Fb= 0.6 * Py = 33,D00 psi Fb-eff= 33,000 psi Mcemer= vvLA2/8 = 9,180 in -lb M= 9,180 in -lb tb= (Mgx)/a = 18,178 psi DeFl-allow= 1-/240 = 0.250 in Beam Weight-- 8.2Il Thltlmess= 0.063 in knead Fedor (a)=(1-25%/2)= 1.000 LL= 60 psf DL= 10 psf Thb Moll 3.5 ft 0 = 0.0 Mcenter= MceMer(simple ends) = v LA2/8 Project #: 4 z7w In —{II— 1.7awin +� 9.Wnln In In Mendl 0In-lb !n(' F fWFb= 18178 psi/33000 psi z 0.55 <= 1.0, OK e Dell= [5WLA4/(384*E-lx)) ! _ [5-20.4lb(In*(60 In)A4/(384*29.Sx10A6 psi * 0.8551n-4)1*1 = 0.136 in <=0.25 in, OK I bendlnq= I 0.55, IOK I I defl= 0.541, OK I of V Structural Engineering & Design Inc. 1815Wrinht Ave La Veme.CA817SOTeit909.596.1351 Fax.909.5967186 By. NIHAL Project: AVAIR Project 8: Deck Beam Down Aisle ?7 Section Promotes, Beam Member= SB306 3x2.75xl6gz 2'7W In 1JSD fin .,, i Beam Level= 1 Beam Type= Step ThKlmess= 0.0631n Ix= 0.8551n14 1.625 in Sx= 0.505 in-3 Impact Factor (a)=(1-25%/2)= 0.875 I Length=L= 48.0 In 9.aW In —h— Lo= 48.0 in Deck LL= 60 psf o.o69ln Fy= 55,000 psi Deck DL= 10 psf Dell Criteria - L/ 240 Deck TO width= 4.5 R Eff Product Load to from beam= 0lb Loads %End Rxity= 18 % 0 = 0.18 Dist Load=w= 26.3lb/in CDe f 8= 0.11/0.125 = 0.88 Mcenter= B*(wLA2/8) Mcenter= Mcencer(dmple ends) - 0*Mcerter(flxed ends) = 0.88*(wLA2/8) = wLA2/8 - (0.18 * wLA2/12) Mends= 0*14max(fixed ends) = wLA2/8 - wLA2/66.6666666666667 _ (wLA2/12)*0.18 = 0.11 * wLA2 = 0.015*wLA2 Fb= 0.6 * Fy = 33,000 psi Po-eff= 33,000 psi Mcenter= 0.11 a wLA2 Mends= 0.015*wLA2 = 6,665 in -lb = 909 in -lb Bendine M= 6,665 in -lb fb= (M/Sx)/a fb/Po= 15085 psl/33000 psi = 15,085 psi = 0.46 <= 1.0, OK Deflection Defl-allow= L/240 Deft= 8 * [5wLA4/(3WE-Ix)) = 0.200 in = [5*26.3 lb/in*(481n)A4/(384*29.5x10A6 psi * 0.855 inA4)1*0.88 = 0.0631n <= 0.21n, OK I„ I bending= I 0.46 IOK I I defl= 0.32 . OK Page of Structural Engineering & Design Inc. 1915Wdaht Ave LaVerne CA91750Te1: 909.596.1351 Fax9095967186 By: NIHAL Project. AVAIR Deck Beam Oman Aisle Section ProoerBea Bantu Member= S8306 3x2.75xl6ga Beam at Level= 5 Beam Type= Step lx= 0.8551n^4 Sx= 0.5051n13 Length=L= 48.0 in Lu= 48.01n Py= 55,000 psi Dell Utarla - L/ 240 Loads Headline Deflection % End Fbdty= 0 % Dist Land=w= 23.3lb/In Pb= 0.6 * Fy = 33,000 psi Fb-eI 33,000 psi Mcenti v4O2/8 = 6,7101n-lb M= 6,710 in-Ib fb= (M/&)/a = 13,288 psi Beam Weight= 8.2lb/ft Thidmes= 0.0631n Impact Factor (a)=(1-25%/2)- 1.000 LL= 60 psf DL= 10 psf Trib v#dth= 4.0 ft 0 = 0.0 McerRer= Mcenter(slmple ends) = wL^2/8 Mends= 0in-lb fb/Fb= 13288 0/33000 psi 0.40 <= 1.0, OK Project#: " 0.01 in I � De641ow= L/240 Dell= [5wL^4/(384*E*Lx)] = 0.200 in =[5*23.3lbpn*(481n)^4/(384*29.5x10^6 psi * 0.855 m^4)]*1 = 0.064 in <=0.2 in, OK I I bending= I 0-40, IOK 1 4efl= 0.32 OK Page Of g-9 * Structural Engineering & Design Inc. 1815 W ,IM Ave La Vsma, CA 91750 Tel: 9W.5961351 Far t>89.5W,7188 By: NIHAL Project: AVAIR ProJedg' . Deck Beam Down Aisle Section Properties Beam Member= a86046'x2.75"x0.0747" 27501n 1.]501In Beam at Level= i ,1 T Beam'I1/pe= Step Thiomess= 0.07471n ' Ix= 5.7501n14 1.6351n Sk= 1.820 inA3 Impact Fedor(a)=(1-25%y2)= 0.875 Length=L= 96.01n 6A00 N Lu= 96.0 in Deck LL= 125 psf 0.07471. Fy= 55,000 psi Deck DL= 10 Pat Deb Criteria - L/ 240 Deck Milo width= 4.0 R Eff Product Load 10 front beam= 0 lb Loads % End Fbdty= 18 % 0 - 0.18 Dist Load=w= 45.01b/In Coeff 8= 0.11/0.125 = 0.88 Moenter— e*(wLA2/8) Memmer= Mcenter(simple ends) - 0*19cemer(fixed ends) = 0.88*(WLA2/8) = WLA2/8- (13.18 * WLA2/12) Mends= 0*Mmax(f xed ends) = WZ18 - wLAZW.6666666666667 , n _ (WLA2/12)*0.18 = 0.11 * wL-2 = 0.015-AL 2 Fb=0.6*fy = 33,000 psl i Fb-eff= 33,000 Psi , i Mttvtter= 0.11 * wLA2 Mends= 0.015-AA2 = 45,6191ro11, = 6,221 in -lb Bending M= 45,619 in -lb fb= (M/&)/a fb/Po= 2%Q psi/3300 psi = 28,648 psi = 0.87 <= 1.0, OK Deflection `. Deft -allow= 1.1240 Deft= 8 * [5wLA4/(384*E-101 = 0.400 In = [51451bAn*(96 in)A41(384*29.5x10A6 psi * 5.7502 inA4)]*0.88 = 0.258 in <= 0.4 in, OK I bebdio4= 0.67- OK I d,41= 0.65 "„ OK Page o S-In Structural Engineering & Design Inc. 1815 Wnnht Ave La Verne. CA 91750 Tel 909.596.1351 Fax W9.596.7186 B7: NIHAL Project: AVAIR Deck Beam Cron Aisle Section Properties Beam Member= S8306 3x2.75xi6ga Beam htLevel= 5 Beam Type= Step Ix= 0.8551n14 Sx= 0.505 inA3 Length=L= 48.0 In W= 46.0 in A'= 55,ODD psi Hell Criteria - L/ 240 Loads %End Fixity= 0 % Net Load=w= 45.0 lb/in Bendlna Deflection Fb= 0.6 * Fy = 33AOO psi Fb-eff= 33,000 psi Mcenter= wLA2/8 = 12,960 in -lb M= 12,960 in -lb Po= (M/Sx)/a = 25,663 psi Deflallow= L/240 = 0.2o0In Beam Weight= 8.2 lb/ft Thidmess= 0.063 in Imp# Factor (e)=(1-25%/2)= 1.000 LL= 125 Pelf DIP 10 psi Tnb width= 4.0 it 0 = 0.0 Mcenter= Mcenter(simple ends) = wLA2/8 Project#: t2.7501n 1.7a01n 1.#2a In 3.000 in 0.0831n a Mends= 0 In -lb I1 3 ib/Fb= 25663 psi/33000 psi -_ = 0.78 <= 1.0, OK Den= [SwLA4/(384*E*lx)1 _ [5*451b/in*08 ln)A4/(384*29.Sx10A6 psi * 0.855 in-4)1*4 = 0.1231n <= 0.21n, OK i I bending- 0.78. OK I 1 4eF1= I 062E IOK I of a' I Structural Engineering & Design Inc. 1815 Wdoht Ave La Verne . CA 91750 Tel 909 596.1351 Fax 9D9.596.7186 By: NIHAL Project AVAIR Deck Beam Down Aisle Section Properties Beam Member= SBW4 6"x2.75"x0.0747" Beam at Level= 1 Beam Type= Step 1x= 5.750 in-4 Sam: 1.820 inA3 Length=L= 96.0 In Lu= 96.0 in Py= 55,000 psi Deb Criteria - L/ 240 Loads Bending Deflection % End Fixity= 18 % Dist Load=w= 50.6 lb/in Mointer= B*(wLA2/8) = 0.88*(WLA2/8) Mends= 0*Mmax(flxed ends) = (WLA2/12)*0.18 = 0.015-wLA2 Fb= 0.6 * w = 33,000 psi Fb-eff= 33,000 psi Project #: 2.7M In I601n T Thickness= 0.0747 in 1�.625 in Impart Factor (a)=(3-25%/2J= 0.875 ( 1 6.000 in —X Deck = 125 Pat 0.0747 InDeck DL= 10 psfsf DeckTrib vidth= 4.5 it Eff Product Load to front beam= 0lb illll— 0 = 0.18 Coeff B= 0.11/0.125 = 0.88 Mcenter= Mcenter(simple ends) - 0*Mcenter(fixed ends) - = wL12/8 - (0.18 * WLA2/12) = wLAi/8 - wLA2/66.6666666666667 = 0.11 * WLA2 A f Mcenter— 0.11 * WLA2 Mends= 0.015*wLA2 = 51,296 in -lb = 6,995 b>Ib ' M= 51,296 io-lb fb= (M/Sx)/a fb/Po= 32213 psl/33000 psi = 32,213 psi = 0.98 <= 1.0, OK DeB-allow= 1./240 Dell= B * [5WLA4/(384-E-bOJ = 0.4001n = [5*50.6 lb/in*(96 in)A4/(384*29.540A6 psi * 5.7502ln^))*0.88 = 0.2901n <=0.4In, OK I bendl"= 0.99 I IOK I defl= 0.73 , OK I I Page Of - -- p 0 `IL Structural Engineering & Design Inc. 1815 Wrinht Ave La Verne CA 91750 Tel ADg 5961351 Fax909.5967186 By: NIHAL Project: AVAIR Deck Beam Cmsa Able Section Pmoerties Project p: Beam Member= 58356 3.5x2.75xl6ga 2.7301n 1.7e01n Beam at Level= 5 Beam Weight= 8.21b/R Beam Type= Step Thickness= 0.0631n —A— Ix= 1.245 kA4 13x5 in Sx= 0.642In-3 Impact Facbr (a)=(1-25%/2)= 1.000 ' Length=L= 60.0 In &600 in W= 0 in LL= 125 psf 0.o631n 55, Fy= 55,000 psi DL= 10 psf YIIII- Oefl Critena - L/ 240 Tnb width= 3.5 Loads it % End Fbdty= 0 % 0 = 0.0 Dist Load=w= 39.4lb/in Mce te= MceMer(simple ends) = wLA2/8 Po= 0.6 * Fry = 33,000 psi Weff= 33,000 psi f Mcenter- wLA2/8 Mends 0IrNb = 17,73011FIb Bantling M= 17,73010-Ib Po= (h1/S)o/a Po/Po= 27617 psi/33000 psi - = 27,617 psi = 0.84 <= 1.0, OK Deflection Defl-allow= 1-1240 Deft= [5wLA4/(384*E*bc)] = 0.2501n =[5*39.41b/in*(601n)A4/(3B4*29.Sx10A6 psi 1.245104)3*1 = 0.181 in <= 0.25 in, OK r r I bendinq= 0.84} OK I I defl= I 0.72 [ 10K Page of I i r x Structural Engineering & Design Inc. f 7186 By: NMAL Project: AVAIR Proiect#:26-0928-9 3 Pon Beam to Column Connection TYPE M60 ' , r e oeam ergo momen6 anown rxaem snow me resun or me maiamum moucea nuns am monenvs roan seismic + sauc ioaos am me car mandated minimum value of 1.5%(DL+PL) Mwnnmaoi (Meeleralic+11ilend4fidty)*0J0*11110 iP1 dw= = 2,113 in -lb Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.35 in Fy= 55,000 psi Ashear— (0.35 In)A2 * Pi/4 = 0.09621n-2 Pshear= 0.4 * Fy * Ashmr } = 0.4 * 55000 psi * 0.09621nA2 = 2,116 lb Bearing Capacity of Pin tcel= 0.090 In Fu= 65,000 psi Omega= 2.22 a= 2.22 Meaning= alpha * Fu * done * tcol/Omega = 2.22 * 65000 Psi * 0.35 In * 0.0897 m/2.22 = 2,041 lb < 2116 lb Moment Capacity of Bracket; Edge Distance=E= 1.00 In Mn Spacing= 2.0 in = 1.667 * PI Mcap= Sdip * Fbending C*d= Mcap = 1.667 = 0.1271nA3 * 0.66 * Py = 4,6101n-lb Pdlp= Mcap/(1.667 * d) = 4610.1 In-lb/(1.667 * 0.5 In) Thus, P1= 2,041 lb = 5,531 lb Mconn-allow=[Pl*4.5"+PI*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5") = 2041 LB*[4.5"+(2.5'/4.5')*2.5"+ (0.51/4.5n*0.511) = 12,133 in -lb '> Mmnn may, OK Pf= 55,000 psi d= E/2 = 0.50 In TYPE M60 Page I of 33 61=026 Structural Engineering & Design Inc. 1 R15 Vdricht Ave I a Veme f:A 91750 TelPOP ISSN{ 1351 Fqr P09 59A 718R By: NIHAL Project: AVAIR Project #:26-0528-9- Transverse Brace Configuration: TYPE M60 Diagonal Member— Maverick 1-1/2k1-1/2XS6ga Area= 0.273 lnA2 y,NO in r min=0.496 in Fy= 55,000 psi (��II��I--��pp(1k Or, 1.0 1--1 1 1n Dr= 1.92 1�� I l-0.2501n—L Frame Dimenslons Bottom Panel Height=H= 60.0 In Frame Depth=D= 48.0 in Column Width=B= 3.0 in Dla0 mal Member Horizontal Member,— Maverick 1-1/2x1-1/2NI69a Area— 0.273 mA2 r m1n=0.496 In io-500 Fy= 55,000 psi - ((((�IIIT , K= 1.0 �1,500 I' 0.250 Clear Depth=D-B*2= 42.0 in X Brace= NO rho= 1.00 Load 0,s 6:r(1 0 k;--L(R85+0.145.W)BV*1V..7*rM*EJ<=1.0, ASD MCMad Vtransverse= 539 It, Vb=Vtranswe.7*rhn= 5391b * 0.7 * 1 = 377 It, Ldiag= [("-2)A2+(H-6")12]AI/2 = 66.8 in Pmaa= V*(Ldia9/D) = 6001b axial load on Azw na/brace member Pn= AREA*Fn = 0.273 InA2 * 16D47 psi = 4,381 lb Pallaw= Pn/9 = 4381 Ib/1.92 = 2,2821b Pn/Pallow= 0.26 <= 1.0 DK Horizontal brace Vb=Vtranw*0.7*r1ho= 37716 (M/r)= (k * D11ag)/r min " _ (1 x 66.8 In /0.496 in ) = 134.7In Way Fe=pIA2*E,/od/r)A2 = 16,047 PSI m� .Sime Fe<!y/Z 3^t$m -- Fn= Fe— = 16,047 PSI 1 L Gnreuogm Mlidk End Weld Ill 3.0 In Fu= 65 ksl bnn= 0.060 in Weld Capacity= 0.75 * Orrin * L * Fu/2.5 = 3,510 lb OK (kl/r)= (k * Lhoriz)/r min Fe= pIA2*E/(M/r)A2 Fy/2= 27,500 psi _ (1 z 48 in) /0.496 in = 31,072 psi = 96.81n Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Paibw= Pn/Dc ,- = 30,661 psi = 0.2731n-2*30661 pa = 8371 lb /1.92 = 8,371 lb = 4,360 lb Pn/Pallow= 0.09 <= 1.0 OK TYPE MOO Page l o Of 33 6/2/2028 Structural Engineering & Design Inc. 1815 Wriohf Ave to Veme CA 917RD TwP ADA SAR 1361 Far AOA 5967186 _ By: NIHAL Project: AVAIR Project M 26-0528-9 Single Row Frame Overturning Configuration: TYPE M60 '.. Loads Critical Load mee(s): _ 1) RMI Sec 2.2, hem 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*8*Papp - E*rho hp .:' Scis= 0,1067 v Vtrans=V=E=Qe= 539 to (0.9-0.2Sds)= 0.8787 DEAD LOAD PER UPRIGHT=D= 1,125 It (0.9-0.2Sds)= 0.8787 PRODUCT LOAD PER UPRIGHT=P= 6= H h 19,074 It Papp*P*0.67= 17,748 rho= 1.0000 W3 Lc1=W41=(0.87866*D+0.8]a66*Papp*I)= 17,74816 It 111 T Frame Depth=Df= 48.0 In Product Load Top Level, Prop= 1,200 It llll Htop-NI=H= 360.0 in DL/LA= 75 lb # Levels= 15 Seismic Ovt based on E, E(R*hi)= 86,1781n-lb # Anchors/Base= 2 heiohUdeoth ratio= 7.5 in hp 0In moe EL Ann -A) Falk, Loaded Rack h=H+h.N= 360.0 in Load case 1: Movt= E(R*hp*E*rho _ Mst= Wstl * DF/2 T= (Movt-Mst)/Df = 86,178 in -lb = 177481b * 48 In/2 = (86178 iMb - 425952 In4b)/48 in = 425,9521n-lb =-7,0791b No Unli1M Net Seismic Uolift=-14,15816 01 To Level Loaded Onh, Load use 1: 0 V1-1= Cs * Ip * POP * 0.67 MSt2= (0.87866*D) * 48 In/2 = 0.0267 * 12001b * 0.67 = 23,724 in -lb = 21 It MaAl= [VI-1*h+V2 * H/2]*rho VI-2= 560 It = 13,1351n-lb V2=VaL Cs*lp*D = 30Ib Mstl= (0.87866*D + 0.87866*Ptop*l) * 48 in/2 = 49,0291n4b Movt2= [VI-2*h + V2 * H/2]*rho = 207,0071n-lb T1= -748 lb T2= 3,818 lb net UpliRparcolumn Omega doesnY apply to T2 as it is caused by Impact fort Net Selsmic UolHt= Mill to Anchor Theck (2) O.S" x 3.2S' Eff Embed HILTI TZ2 anchor(s) per base plate. Special inspection is required per ESR 4266. Pullout Capacty=Trap= 1,961 Ito LA. City Jurisdiction? NO Tcap*Phi= 1,961 It Shear Capacity=Vcap= 2,517 lb Phi= 1 Vrap*Phi= 2,517 It Fully Loaded: (134 lb/25171b)A1 = 0.05 <= 1.2 OK Top Level Loaded: (1909 Ib/1961 Ib)^3 + (140 Ib/2517 Ib)Al = 1.03 <= 1.2 OK TYPE M60 Page I i of 3 3 S/2/2026 Structural Engineering & Design Inc. 1 B15 Wdnht Ave I a Veme. CA 91750 Tel' 909 598135)_Fax-9D9-596 7186 By: NIHAL Project AVAIR Project#: 260528-9` Base Plate Configuration: TYPE M60 Section a , Baseplate= Bx5x0.375/r] \]/'� /j(r Elf Width=W = 6.00 In a = 2.O0 in Mb� BITDepth=D = 5.00 in Anchor c.c. =2*a=d = 4.00 in Iry �- Column Width=b = 3.00 in N=# Andha/Base= 2 I g I b L I Column Depth=dc = 3.00 in Py = 36,000 psi I " W L = 1.50 in Plate Thidmess=t = 0.375 in Downalsle Emrich Down Aisle Loads Loa0 Case 5.':/1+0.1051dF)D+0.75*!/1.4+214,G-B-P+a75-10.7*dm*E7<=1.0. ASD Metlra1 COLUMN DL= 563 It Axial=g= 1.01120i5 * 562.5lb � 0.73 * (1.41M638 * 0.7 * 14235111) COLUMN PL= 14,235 lb - = 11,1431b Base Moment= 01Mb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0112 = 0 in -lb * 0.75*0.7*rho 1.4+0.145ds= 1.4149 = O in -lb Efle B= 1@111111MM Axial Load P = 11,143 lb Mbas i = 0 In -lb I BFe Axial stress=fa = P/A = P/(D-M M1= WLA2/2= fa*L^2/2 = 371 psi = 418 in -lb Moment Stress=Po = M/5 = 6*Mb/[(D*BA2] Moment Strew=Po2 = 2 * Po * L/W = 0.0 psi = 0.0 psi - Moment 5tress=f al = fb-fb2 M2= fbl*L^2)/2 I =0.0 psi =0m4b M3 = (1/2)*Po2*L*(2/3)*L = (1/3)*Po2*L^2 Mtotal = M1+M2+M3 = 0In-lb = 418 In-lb/In 5-plate = (1)(tA2)/6 Po = 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb = Mtolal/[(5-plate)(Fb)] Fp= 0.7*Fc = 0.66 OK = 4,200 psi OK Tanc or =(Mb-(Ptapp*0.75*0.46)(a))/[(d)*N/2) Tallow= 1,961 It OK _-8,874It No Tenslon Cross Aisle Loads �c*+�+�•:uwnsmm. nvn,sus—h.a.am— Check uollft load on Bassilate PsMc= 11,143 lb Movt*0.75*0.7*dlo= 45,2431n4b Pseismic= Movt/Frame Depth Frame Depth= 48.01n = 943 It P=Pstatic+Pseismic= V=616 I b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 1.50 In fa = P/A = P/(D*W) = 403 psi Sbase/In = (I)(t^2)/6 = 0.0231n^3/In fb/Fb = M/[(S-plate)(Fb)] = 0.72 OK M= wLA2/2= fa*L12/2 = 453 in-lb/in Fbass = 0.75*Fy = 27,000 psi LtvxJt clot tortes on nameplate Min 2 or more anrlmis per Wl 7.2.2. tmtheroa pushmemsam. mrsism aiommmd tors aoxWm aumsue me aumn and a not uplift home cam, me minimum mse nato moues hall he determined! oni on a desen hm,rng immoet In ea pare opal the uplift force on one anchor times 12 the distance from he centedine of the anchor to the nearest edge of the rack column" a �Mu l to,atmo Uplift per Column= 978It W Anchor per BP-- 2 Net Tension per andior=Ta= 489 It c= 1.50 in Mu=Moment on Baseplate due to uplift= Ta*U2 = 3671n-lb Splate= 0.117 in^3 ffb/Fbl*0.75= 0.087 OK s TYPE M60 Page 12 of 3,3 6/2/2025 Structural Engineering & Design Inc. By: NIHAL Slab on Gretle 1 R15 Wdnht Ave La Vema CA Q17Fn TaP QOQ 59R 13fl1 Gar QOA FAR 71 RR Project AVAIR Configuration: TYPE M60 Project#: 260528-9 P xr . slab ». li 6,000 psi } tsiab=h 6.O in a ---r--, - ._ biF 6.01n D I b e Phl 0 0.6 slab -•• ,�- � I t LJ � cross �: fsoil-750 psF ��7(111111(IIIIIIIIIIIIIIilllllllil�mR�m�� yuuuuuuuuuwuuwuu - c 'A. le Moot- 86,178 in-Ib x Fame depth= 48.0 in N- Y a Sd5- 0.107 L Down Aisle 0.2*Stls= 0.021 SLAB EIBVATIDN a 4..... 1511111 elan ylew p=BiA- 1.290 Sam Plate PM0.5= 77.50 psi ea:. aaQdam-o- - 6.001n width=a= 3.001n ks= 50.00 psi ara. weoam Dams-D- 5.00 in depm=b= 3.001n R1= 5.0 Ln mdav dtreo, ofai m 0o,ofPate=c= 4.5011 Er-3,443,668 PSI Column Loads muwav mss racedmluem to edge orl>laia=e=4.00 in a=0.1if DEAD LOAD=D=563It, per column Load Case 1)(1.2+0.25ds)D+(1.2+0.2Sds)*B*P+coo*E wns(asz rams uMamx'oiASD bad = 1.22134 * 563 lb + 1.22134 * 0.7 * 14235 It,+ 1 * 17951b PRODUCT LOAD=P= 14,235lb per column = 14,653 It, unfaCDx Oitiad Load Cam 2)(0.9-0.25ds)D+(0.9-0.2Sds)*B*PaPp+rho*E w.asauenni Papp= 9,537 Ili per column = 0.87866 * 563 It, + 0.87866 * 0.7 * 9537A516 + 1 * 1795 lb P-wisMC=E= (Movt/Fame depth) = 8,1561In = 1,795 lb per column Load Case 3) 1.2*D + 1.4*P wv�vm�x,.z u GmttAambad =1.2*563It, +1.4*14235It, B= = 20,6D4 Ib rho=NMM Load Caw 4) 1.2*D + 1.0*P + 1.0E Sds= 0.1067 = 16,7061b 1.2 + 0.2*Sds= 1.2213 Effective Column Load=Pu= 20,6041bpercalumn 0.9 - 0.20Sds= 0.8787 fb 7.5(fc)A0.5= 580,9475019 d,req={Pu*FS/[1.72*((ks*Rl/Ec)*30A4+3.6)*ft*beta])AO.5 Factor of Safety = 3 = 3.781481443 beta = 1 far d < 7.0 in b=(F&d,regA3/(12*(1-uA2)*ks))AO.25 beta = 0.85 for d > 7.0 in = 23.73749 b,mq=1.5*b= 35.606235 If depth of frame < 2 * b,reg, Plt-new = 2*Pu_oId=4120B If depth of fame > or = 2* b,req ,. Pu remains as of before Pn= 1.72*[(ks*Rl/Ec)*IOA4+3.6]*ft*tA2 = 1.72 * [(50 * 5 / 3443668)*lOA4 + 3.6)] * 580.947501931113 * 6A2 = 155614.9615 Pa=Pn/F5= 51871.65383 Pu/Pa= OM OK TYPE M80 Page Of 3 3 8%7J2028 Structural Engineering & Design Inc. 1 R15 Wdgm Ava I a Verne CA 917SO Tel 909 598.1351 Fax- 909 598 7186 By. NIHAL Configuration fi Summary: TYPE A �I 384" BB" 66- 90" .� ?�144"''I AV AIR 80" 60" 384" 80" OT 9U" >_ 2A" W �l- ' 24" 48" 48" Seismic Criteria # iSm Lite I Ram in Pr NOeightl # Were Ss=0.1, Fa=1.6 9 Project #: 26-0528-9 x*RACX 0OL(LMN REAC*0N5 ASD LOADS AX/AL DI= ld'R/b AXL4L LL= 14250/b SEISMICA7AL FS=+/- 1,524/b a4srmom:ENr= 0..ln-lb Beam Length I Frame Type 144 in Double Row Component Description Column Fy=55 ksi MAVERICK WADED 40 0.0897 P-11438 lb, M=11825 in -lb Column & Backer None None None Beam Fy=55 k5i Mav SB606/6" Face z 0.0598" mk W=144 in Capacity: 63841b/pr Beam Connector Fy=55 ksi Lvl 1: 4 pin OK I Mconn=124 in -lb I Map=271121n-lb Brace -Horizontal 55 ksi C2.5X2.SX0.25x0.O598 Brace -Diagonal =55 ksi C2.5x2.5z0.25x0.0598 Base Plate =36 ksi 8x5x0.375 1 Fbdty= 0In-lb Anchor 2 per Base 0.5" x 3.25" F%Embed HILTI TZ2 ESR 4266 No Inspection (Net Seismic UdiN=0 lb) Slab & Soil 6" thk x 6000 psi slab on grade. 750 pd Soil Beanng Pressure Level I Load** I I Story Force I Story Forte I Column I Column I Conn. Far Level Beam Saco Brace Tremor Longit. Axial Moment Moment 1 4,50016 90.O In 24.0 In 34 lb 221b 11,438 lb 11,825 "# 6,024 W 2 4,500 Ito 66.0 in 24.0 in 58 lb 39 lb 9,150 In 4,170 "# 3,121 "# 3 4,500 lb 66.0 In 24.0 in 63 lb 55 lb 6,863 lb 3,533 "# 2,581 "# 4 4,500 lb 66.0 in 60.0 In 1071b 71 lb 4,575 lb 2,625 "# 1,851 "# 5 4,500 It, 66.0 In 60.0 in 132 lb 88 lb 2,288 lb 1,447 "# 932 "# 60.0 In 60.0 in 60.0 in ** wed defieed a a product weigh per Pao- 9 airs Total: 4131b 275 lb Notes 4500L35 (AVG) PER LEVEL & 6000 LES (MAX) PER LEVEL. TOTAL BAY CAPACITY SHALL NOT EXCEED 22500 LBS 4 STD ROW SPACERS STRESS 0.85-OK N/A 0.7-OK 1122-OK 0.03-OK '0.05-OK 40.740K 0.033-OK 0.69-OK Beam Connector 4 pin OK A pin OK 4 pin OK 4 pin OK 4 pin OK TYPE A Page ll4 Dr 3 g 6I)J2026 Structural Engineering & Design Inc. 1815 W lgj Ave Le Verne CA 117. f Twh 90B 546 1.51 Fax-_ 909 598 7186 By: NIHAL Project: AVAIR Project#:26-0528-9 Configuration B Summary: TYPE Al 1 r �I 86 384" 6W 6t 990" 60" 60 60"� V 60" -,I, 8 _3 24" _ 24" .� 48" 4= 48" **RACK COLUMN REACL 1ON5 ASD LCMDS AXIAL DL= IBB lb AXIAL LL= 10,0O0 lb SEISMICAUU PS=+/- 1,359 /b BASE MOMENT= 0/R-lb Seismic Criteria l # B Willl Fra a FrameXOeltghtl # Diagonals Bea gth Frame Ss=0.1, Fa=1.6 5 IDepthl 8 96 N l Double Rowe I Component Description STRESS I Column Fy=55 ksl MAVERICK WELDED 4x3x0.0897 P=10188 lb, M—IG658 in -lb 30J4-01< I Column & Backer None None None " N/A I Beam PV=55 k51 SB4064"X2.7S"x0.0598" Lu=96in Capacity: 4636 lb/pr ;,0.86-0K I Beam Connector Fy=55 ed LA 1: 3 pin OK I Mconn= 51 In -lb Mcap=151821n-lb l 'i0.37.01( Brace -Horizontal W=55 kci C2.5x2.5x0.25x0.0598 -0.02-0K I Brace -Diagonal FV=55 ld C2.5x2.5xO.25%0.0598 0.04-OK I Base Plate 36 k9 8x5x0.375 I Fixity= 0In-lb ?0.66-OK I Anchor per Base 0.5° x 3.25" Eff Embed HILTI TZ2 ESR 4266 No Inspection (Net Seismic Upli t=0 Ib) 0.033-0K I Slab & Sail 6" thk x 6000 psi slab on gmde. 750 psf Soil Beating Pressure 0.58-OK I Level Wade• l l Story Force l Story Force l Column l Column Conn. Beam Per Level Beam Speg Brace Transv LonRit Axial Moment Moment Connector l 1 4,000 Ito 90.0 in 24.0 In 30lb 20 lb 10,188 lb 10,658 "# 5,551 "# 3 pin OK 2 4,000 lb 66.0 in 24.0 in 52 lb 34 lb 8,150 lb 3,714 '# 2,922 "# 3 pin OK 3 4,000 lb 66.0 In 24.0 in 74 lb 49 lb 6,113 lb 3,147 '# 2,440 W 3 pin OK 4 4,000 It, 66.0 in 60.0 In 96 lb 64 lb 4,075 lb 2,338 °# 1,790 "# 3 pin OK 5 4,000 lb 66.0 In 60.0 in 117 lb 78 lb 2,038 lb 1,289 °# 972 "# 3 pin OK 60.01n 60.0 In ,I 60.0 in *' triad dented as productweght per pair of beams Total: 368 lb 245 lb Notes 4500L&S (AVG) PER LEVEL & 6000 L85 (MAX) PER LEVEL TOTAL BAY CAPACITY SMALL NOT EXCEED 22500 LOS 4 STD ROW SPACERS TYPE Al Pagel,j-cf 73 6/712026 Structural Engineering & Design Inc. 1R15 Wrinhf Ave I a Veme CA g175D T.I 9D96961351 Fax 9091,96.7186 By: NIHAL Project: AVAIRQ25406 Configuration & Summary: TYPE C 66" 80" y 48" 288" BE. 48 288 401 66" J l— 40" 40" A- -144 -4W Project# 2"528-9 --RACKCOLUMN REACFIDNS ASD LQ4O5 AXAL DL= 150 /b AXIAL LL= 9,000/b SEISMICA%ZALAS=+/- 1,0151b S45EMOMENf= B, nn4b I Seismic Criteria # em Lvls I From Depth Frame Helghtl # Diagonals Ream Length I Frame Type Ss=0.1, Fa=1.6 4 48 In 288.0 in 6 I 144 in Single Row Component Description [STRESS I I Column FV=55 ksi MAVERICK WELDED 4x3x0.0897 I ±0.8-OK i I Column & Becker None None None 1 N/A I I Beam FV=55 ksi JII SB606 6"x2.75"x0.0598" Lu=1441n Capacity: 6357 lb/pr i0.71-01( I I Beam Connector FV=55 ksi Lvl 1: 4 pin OK I Mn='LB4 ceo 6.8 in -lb I Mcap=242701n-lb "0.12-OK I I Brace -Horizontal FY=55 ksi C2.5x2.5x0.25x0.0598 '0.04-OK I I Brace -Diagonal Fy=55 ksi C2.5x2.50.250.0598 ;0.1-0K I I Base Plate FV=36 ksl Bx5x0.375 ( Fixity= 4774.6 in -lb 40.76-OK I I Anchor 2 per Base 0.5" x 3.25" Eff Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=0 lb) 0.025-0K I I Slab & Soil 6" thk x 6000 psi slab on grade. 750 psf Soil Bearing Pressure 0.5-0K I Level I gLevel I story Fitr. rce I I Column I Column I oom Per Beam SM grace TransvCe Lagq� Moment Moment Connector 1 4,500 lb 90.0 in 40.0 In 39 lb 91b 7,878 lb 8,375 "# 2,847 "# '4 pin OK i 2 4,500 lb 66.0 in 40.0 in 68 lb 16 lb 5,90B Ib 4,139 "# 2,548 "# 4 pin OR 3 4,500 lb 66.0 in 40.0 in 97 lb 23 lb 3,939 lb 3,301 W 1,658 "# 4 pin OK 4 4,500 lb 66.0 in 48.01n 1261b 301b 1,969 lb 1,931 "# 965 "# 4 pin OK 48.0 in 60.0 in " toad darned as pmduQ mipM per pair of beams Total: 330 It, 78It, Notes 7 (AVO) PER LEVEL & 6000 LBS (MAX) PER LEVEL. TYPE C Page It Of; - 6IM026 Structural Engineering & Design Inc. 1R15 Wrieht Ave La m Vee CA A175n TeP An9 FAR 1351 Fax 909 .596 7186 By: NIHAL Project: AVAIRQ28406 Project #: 2M528-9 Configuration & Summary: TYPE Cl fib" BO Ij 4� I 288" 68 48" �.— 288"� 40 88" 90" 6 4-48"-i *-RACX LYIL!/MN R5 M- `,V.S ASDLOADS AXIAL &= SA8 /b AXIAL LL— 8, lb SElSMICAX/AL iS=+/- lb EA5EMOMEA?= 7,318in-lb I Seismic Criteria I # B Lvls I Frame Depth) Frig elgml # Diagonals I � Type I Frame I Ss=0.1, Fa=1.6 m 2880'In 96 in Single I I Component Description : "T"55 I Column F�(=55 ksi MAVERICK WELDED 4x3xO.0897 V0.69-OK I Column & Backer one None 135.7 None 3 N/A Beam 55 cm SB406 4"x2.75"x0.0598" Lu=96 in Capacity: 5600 lb/Dr ,b.71-0KBeam Connector US 1a1 LA 1: 3 pin OK I Mmnn=21n-Ib I Mcep=242701n-lb ' 0.1-OK I Brace-HoOzontal Fy=55 ksi C2.5x2.5xO.25xO.059B A1.04-OK I Brace -Diagonal 55 ksi C2.5x2.5x0.25x0.0598 0.08-0K I Base Plate Z=36 ksl 8x5xO.375 l Fbely= 4330.9 in-lb -�0.67-0K I Anchor 2 per Base 0.5" x 3.25" Eff Embed HILTI TZ2 ESR 4266 Inspection Req (Net Seismic UpiiR=O lb) 0.025-0K I Slab & Soil 6" mk x 6000 psi slab on grade. 750 psf Soli Bearing Pressure ;0.42-01( Level I Loads"' I I Story Force I Story Force I Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longik Axial Moment Moment Connector i 1 4,000 In 90.0 in 40.0 in 35 lb 91b 7,023 lb 7,318 "# 2,436 "# '3 pm OK i 2 4,009 lb 66.0 in 40.0 in 61 lb 15 lb 5,2671b 3,578 "# 2,190 "# 3 pin OK 3 4,000 lb 66.0 in 40.0 In 86 lb 21 lb 3,511111 2,940 "# 1,462 °# 3 pin OK 4 4,000 lb 66.0 in 48.0 in 112 It, 27111 1,756 lb 1,754 "# 877 "# 3 pin OK 48.0 In 60.0 in *stnae EeBneE es`odxtwghtperpairofbemx Total: 294 lb 71 lb Rotes 4500LB5 (AVG)PER LEVEL & 6000 LBS (MAX) PER LEVEL TYPE CI Page 14-o133 k/2026 Structural Engineering & Design Inc. 1A15 Wrinht Ave I a Veme CA A1 75n TM 9no 59A 1351 Fax909 59R.71 AR By: NIHAL Project AVAIR Project#: 2M528-9 Configuration & Summary: TYPE C2 **RACK COLUMN REArrf MS 66" fi0" ASOLOAOS 's AXIAL OL= 150 /b 48 AXLAL LL= 9,000lb SE13MICAXIALP5=+/- 1,b15/b 66" 48" > LMSEMOMENT= 8,375in-Lb 288" y40' 0- >90" 144"---+ 48" -1 Seismic Criteria #Sm Lvls I Frame Dal Frame He(gMl#Diagonals Beam Length I Frame Type Ss=0.1, Fa=1.6 4 48 in 288.0 n 6 144 in Single Row Component Description STRESS—1 Column Fy=55 kp MAVERICK WELDED 4x3x0.0897 I ; 0.8-OK I Column &Backer None None AJII46 No - ` N/A 1 Beam Fy=55 ksl SB606 6"x2.75"x0.0598" Lu=144 m Capacity: 6357 lb/pr 0.71-OK 1 Beam Connector rrjj''-55 Im Lvl 1: 4 pin OK I Momn=i .81n-lb I Mcap=242701n-lb lb.12-OK I Brace -Horizontal Z=55 ksi C2.5x2.50.250.0598 30.04-OK 1 I Brace -Diagonal 55 ksi C2.5x2.50.25x0.0598 0.1-0K 1 I Base Plate C36lrsl Sx.5x0.375 I` Fixity— 4774.6In-lb +0.76-OK 1 1 Anchor 2 per Base 0.5" x 3.25" Eff Embed HILTI TZ2 ES[(.4)6fi lP. gn Rep�p (Net Seismic Uplift=O lb) 0.025-OK 1 I Slab & Soil 6" thk x 6000 psi slab on gade. 'f5•a ps{ Sol fA y'rrrEi��}}}geeure 0.5-OK 1 Level I Load-- I I Story Fbrce Story Force I Column F Column I Conn. Beam Per Level Beam SM Brace Trans, Longlt Axial Moment Moment Connector 1 4,SDO lb 90.0In 40.0 in 39 lb 91b 7,878 lb 8,375 "# 2,847 "# 4 pin OK 2 4,500 lb 66.0 In 40.0 in 68 lb 16 lb 5,908 lb 4,139 °# 2,548 "# 4pin OK 3 4,5001b 66.0 in 40.0 In 9716 23 Ib 3,939 lb 3,301 "# 1,658 "# 4 pin OK 4 4,5001b 66.0 In 48.01n 1261b 30 lb 1,969 lb 1,931 "# 965 "# 4pin OK 48.0 in 60.0 In ** load refined as product rel9M per pair of beams Total: 330 lb 78 lb Notes 4500LBS (AVO) PER LEVEL & 6000 LEIS (MAX) PER LEVEL. TYPE C2 Page `7 of 33 6/2/2026 Structural Engineering & Design Inc. 1815 Wdnh1 Ave I a VArva CA g175_n_ Tel 9L19 596 1151 Fax-_ 909 596.7188 By. NlH !- Project AVAIR Project #:26-0528-9 Configuration & Summary) TYPE D 68II" 60" 4`8 48" t 288" ,l 6G.. > L140' go.. 96" 48" I Seismic Criteria # Bm Lvls I Frame Depth) Frame Height) # Diq pnals I Ss=0.1, Fa=1.6 4 48 in 288.O in 8 **RAIX COLWMWREACT/ONS ASD LOADS AXIAL At= 150Lb AXIAL LL= 8,1X10 Lb SEISMICAXIAL PS=+/- 9&1b R4SEM0ME1VT= 7,.T18ir lb Beam Length I Frame Type 1 961n Single Row I I Component Description 'STRESS I I Column FV=55 ksl MAVERICK WELDED 4x3x0.0897 I -0.69-OK I I Column & Backer Now None 111 None N/A I I Beam i4=55 ksl SB4064"x2.75"x0.0598" W=961n I Capacity: S600 Ib/pr 0.71-OK I Beam Connector FV=55 ksl BA 1: 3 pin OK I Mconn='435.7 in -Ito Mcsp=242701n-Ib 0.1-OK I Brace-Horimntal 55 ksi C2.5x2.5x0.25x0.0598 .'0.04-OK I I Brace-Diagonal=55 ksi SX2.50.25x0.0598 10.08-0K I Base Plate FV=36 ksl 8x5x0. t Fixity= 4330.91nib :0.67-OK I I Anchor 2 per Base 0.5" x 3.25" Elf Embed HIM TZ2 ESR 4266 Inspection Raq (Net Selsmic Uplift=O lb) 0.025-OK I I Slab & Soil 6" thk x 6000 psi slab n grade. 750 psf Soil Bearing Pressure 0.42-OK Level I PerLLevel Beam SM I Bmca I ha � I StLong rce I Aal lain I Moment I Moment Connector 1 4,000 ib 90.0 in 40.0 in 35 lb 91b 7,0231b 7,318 '# 2,436 "# 3 pin OK 2 4,000 to 66.0 In 40.0 in 61 lb 15 Ito 5,2671b 3,578 "# 2,190 "# 3 pin OK 3 4,000 Ito 66.0 In 40.0 in 861b 21 Ib 3,511 Ito 2,940 "# 1,462 "# -3 pin OK 4 4,000 to 66.0 in 48.0 in 112 Ito 27 It, 1,7561 1,754 "# 877 "# '3 pin OR 48.0 in 60.0 in r i 7 � I 'rluad defined as product weight per pair of beams Total: 2941b 711b Notes 4500LB5 (AVG) PER LEVEL & 6000 LBS (MAX) PER LEVEL. J TYPED Page I17pf y3 WJ2026 Structural Engineering & Design Inc. By: NIHAL 1915 WAnhl Ava La Verne_ CA 0175D Tab A09.596.1351 Fax: 909,596.7186 Project: AV AIR Project #:26-0528-9 Configuration & Summary: TYPE M =� *•RACKC0LUMNREA B3 (71 5 24" ASD LOADS 24" w AU& DL= 56 lb Y AUAL LL= 1J,395/b 21' .60" W_ ` � SEISMICAXIAL Ps=+/- 1,701 /b 24"l_ 60.. EASEMOMENT= OID4b 384" 2F' 384" 6T i 60" 21' 26 W 22 -� 24" 22" , _ � Seismsterial?#-B BID Fm mB Deorhin l Fro& Haghtl # DiaonalsI Boom Length I FType , Fa=1HIn gDouble Component Description STRESS i Column FV=55 ksi MAVERICK W�D ED 3x3x0.0897 P=13620 It, M=20381n-lb 0.9-OK I I Column & Backer None F(or Now 'a: N/A I I Beam FV=55 ksi Maverid: SB306/3" Face x 0.0598" thk W=96 in Capacity: 2967 ib/pr 0.2-OK _I I Beam Connector Fy=55 ksi LVI 2: 3 pin OK � Mconn=2 32 in -lb l Mcap=121331n-Ib O.17-OK I I Brace -Horizontal FY=55 ksi Maverick 1-1/2x1-1/2x16ga ,D.OB-OK I I Brace -Diagonal �f 55 ksi Maverick 1-1/2x1-1/Zx16ga ;0.25-OK I I Base Mate Fv=36 ksi Bx5x0.375 R)dty= O in -lb D.68-OK I I Anchor 2 per Base 0.5" x 3.25" Eff Embed HILTI TZ2 ESR 4266 No Inspection tNet Seismic Uplift=9781b) D208-OK I Slab & Soil 6" thk x 6000 psi slab on grade. 750 psr Soil Bearing Pressure 0.940K I Level l Load-* l l Story Force i Story Force I Column l Column l Conn. Beam Per Level Boom SM Brae Tram"LoriR'rt Axial Moment Moment Connector i 1 600 11, 6.0 in 24.0 In 0lb 0 fb 13,958 lb SID "# 1,560 ^# 3 pin OK 2 600 lb 24.0 in 24.0 in 2lb 1 lb 13,620 lb 2,038 "# 2,032 °# 3 pin OK 3 6001b 22.0 in 24.0 in 41b 21b 13,283 lb 1,861 "# 1,966 "# 3 pin OK 4 600 It, 22.0 in 60.0 In 5lb 3 Ib 12,9451b 1,847 "# 1,954 "# -3 pin OK 5 6,330111, 22.0 in 60.0 in 591b 39 lb 12,608 lb 1,829 "# 8,301 "# :3 pin OK 6 600 lb 24.0 in 60.0 In 8 lb 5 lb 9,405 lb 1,759 °# 1,887 "# 3 pin OK 7 600 lb 24.0 In 60.0 In 10 lb 71b 9,068 lb 1,726 °# 1,862 "# 3 pin OK 8 600 lb 24.0 in 60.0 in 11 lb 8lb 8,730 lb 1,687 °# 1,833 W 3 pin OK 9 6,330111 24.0 in 1181b 79 lb 8,393 lb 1,642 "# 8,029 "# 3 pin OK 10 600 lb 24.0 in is lb 101b 5,1901b 1,169 "# 1,466 "# �3 pin OK 11 6001b 24.0 in 161b 11 Ib 4,853 lb 1,111 "# 1,422 "# 3 pin OK 12 600 lb 24.0 in 18 lb 12 lb 4,5151b 1,045 W 1,374 "# !3 pin OK 13 6,330111 24.0 in 177 lb 118 lb 4,178 lb 973 "# 7,479 °# =3 pin OK 14 6001b 24.O in 21 lb 141la 975 It, 265 W 886 "# 3 pin OK 15 1,200111 48.0 in 45 lb 30111 638 lb 360 W 2,088 "# 3 Din OK I •Lead de0ned as rodu¢wel9Mf�'�av d beams Total: 509 Ib 340Ila I Notes AISLE 1AdS ADDED AT LEVELS 5,9,13 WITH 60PSF LL+ IOPSF DL - DOWN AISLE BEAM - Maverick SB456 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4FT O.0 TYPE M48 Page1p of 3 3 W2,2026 Structural Engineering & Design Inc. 1815 Wrinht Ave ?Verne r.A p1750 Tel909 59B 1351 Fax' Ong 59B 7188 By: NIHAL Project: AVAIR Project 926-0528-9 Configuration B Summary: TYPE M3 qg•• J �- I **RACY CiJLUMN NEACFION.S 60" AS0 L0.90S i $ 60" / AXWLIX=7 � ,635 24" ANIAL [L= 7,635/b 24" 60, 5E15M7CAX/AL FY=+/-1,027 /b za•8�� HASEM0MENT= 01/n-lb 384" 24 084 � 24' . - BO" 24"_ 24" 2V 22^ 24 zr' za° v 24" 48" --r f 4W I Seismic Criteria I # Ban Lvls I Frame Depthl Frame HeneRo obtl # Di onals I Bea d LenFrame we I I Ss=0.1, Fa=1.6 15 48 in 48 InI Component Description STRESS Column FY=55 ksI MAVER CK WE DED 3x3x0.U897 P=80101b, M=1211 inib ;0.53-01( I Column B Backer Ore None None ' N/A I I Beam ��vv 55 ksi Maverick SS30613" Face x 0.0598 thk W=48 in I Capacity: 6292 Ib/pr �;0.05-OK I I Beam Connector Fy=55 ksl Lvl 2: 3 pin OK I Mconn= 15 inAb Mop=12133 InAb 0.08-OK IBrace-Nonzontal Fy=55 ksl Maverick 1-1/2z1-1/2xl6ga 0.05-OK Brace -Diagonal PV=55 ksi 3,j$ ��ff pp MMaaavvverlrldc 1-1/2x1-1/2xl6ga 0.15-0K Slab B Soil Ander 2 per BaseBase Plate F�-36 l 0.5"6" tex gl6 psi a oln jl`ag� )$4266 No par SOII Inspection (Net ire ismFmic Up iR=978 lb) '.2( Level I Load** I I Story Force I Story Force I Column I Column I Conn. Beam Per Level Beam 9pcg Brace Tranav Lorkgit. Axial Moment Moment Connector 1 3001b 6.0 In 24.0 in 0It 01b 8,198 lb 303 "# 634 "# 3 pin OK 2 300 lb 24.0 In 24.0 in 1 Ib 1 to 8,010 lb 1,211 "# 915 °# 3 pin OK 3 300 lb 22.0 in 24.0 In 2lb 1 Ib 7,823 Ib 1,106 "# 875 "# 3 pin OK 4 300 lb 22.0 In 60.0 in 3lb 2lb 7,635 lb 1,098 "# 869 "# 3 pin OK 5 3,790 lb 22.0 In 60.0 In 36lb 24 lb 7,448 lb 1,087 "# 2,059 "# :3 pin OK 6 300 lb 24.0 in 60.0 In 51b 3It 5,515 lb 1,043 "# 828 "# 3 pin OK 7 30011, 24.0 In 60.0 in 6lb 4lb 5,328 lb 1,025 '# 814 "# 3 pin OK 8 300 lb 24.0 in 60.0 In 716 4lb 5,14016 1,002 °# 796 "# 3 pin OK 9 3,79016 24.0 in 72 lb 48 lb 4,953 lb 976 "# 1,896 "# 3 pin OK 30 300 It 24.0 In 9 ib 6lb 3,0201b 689 "# 575 "# 3 pin OK 11 300 It, 24.0 In 91b 6lb 2,833 It, 655 °# 550 "# ✓3 pin OK 12 300 Ib 24.0 In 10 lb 7lb 2,64516 617 °# 522 "# ;'3 pin OK 13 3,790lb 24.0 in 107 lb 72 It, 2,458 lb 576 "# 1,566 "# '1.3 pin OK 14 300 Ib 24.0 In 12 lb 81b 525 Ib 147 "# 224 3 pin OK I 15 600 Ib 48.0 in 25 lb 16 I6 3381b 196 "# 395 "# 3 Din_ OK I -lLudde Jas roluc[ ht QQeryy Ygbeams Total: 303 Ib 202 Ib Nntes ALiLE ADS ADDED AT LEVELS 5,9,13 WITH 60PSF LL + 1OPSF DL. DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4FT O.0 TYPE MI Page 2 I of �? 3 602026 Structural Engineering & Design Inc. 1 R15 Wright Ave I a Veme CA 91750 Tek 9nll59R 1351 IF.., 909 59R 71RR By: NIHAL Project: AVAIR Configuration & Summary: TYPE M2 80" 80" 80" 384' � I 60" W 2 -k- t 24" Seismic Criteria I #B15Lvls (Fame Depth)Frame Heightl#Diaggonals Ss=0.1, Fa=1.6 Project #: 2"528-9 -*AW OV OX L MN REAlT/ONS ASO LOADS AXIAL DL= 5E4 /b AXIAL LL= 7,635 lb 5 SEISMICAXIAL Ps=+/- 2,054 /b BASEMOMENT= 00-/b Beam Length Fame Type 96 in Double Row I Component Description STRESS Column H� 55 ksi MAVERICK WFFF�pED 304.0897 P=8010 lb, M=1211 in -lb 0.53-OK I Column & Backer None IPone None s N/A I Beam w�v 55 ksl Maverick.SB306/3" Face x 0.0598" thk Lu=96 in Capacity: 2967 Ib/pr I ; 0.1-OK j I Beam Connector Fy=55 ksi Lvi 2: 3 pin OK I Mmnn=J145 in -lb Map=12133 in -lb A09-OK f I Brace-Homomal Fv=55 ksi Maverick 1-1/2xl-1/2xl6ga '0.03-OK J I Brace -Diagonal I P/=55 list Maverick 1-1/2xl-1J2xl6ga _ _ I0.1943K J Base Plate I Pv=36 list Bx5xO.375 /I F6dty= 0 in -lb :0.43-OK J Anchor 1 2 per Base 0.5" x 3.25" Elf Embed H1LTI TZ2 FSR 4266 Inspeaon Regtl (Net Seismic UohR=25521bf h.542-OK J I Slab & Soil 6" thk x 6000 psi slab on grade. 750 W Soli gearing Pressure 0.43-OK J level I I I I SST ry Force l I CoAidallumnI Column n Con. Boom PerrLLevel Beam 9PW Brace ansv LorWitory rce Moment I Moment Connector J 1 300 lb 6.0 In 24.0 in 0 to 01b 8,1981b 303 "# 864 "# '3 pin OK 2 300 lb 24.0 in 24.0 in 1 Ib 1 It, 8,010 lb 1,211 "# 1,145 "# 3 pin OK 3 300 lb 22.0 in 24.0 in 2lb 1 Ib 7,8231b 1,106 "# 1,105 "# 3 pin OK 4 300 It, 22.0 in 60.0 In 3 lb 2lb 7,635 lb 1,098 "# 1,099 "# 3 pin OK 5 3,790111, 22.0 in 60.0 In 3616 241b 7,4481b 1,087 "# 4,961 "# 3 pin OK 6 300 lb 24.0 In 60.0 In 5 lb 3 Ib 5,515 lb 1,043 "# 1,058 "# 3 pin OK 7 300 lb 24.0 in 60.0 In 6In 4lb 5,3281b 1,025 "# 1,043 "# 3 pin OK 8 3001b 24.0 In 60.0 In 7lb 4lb 5,140 lb 1,002 "# 1,026 "# '3 pin OK 9 3,790 lb 24.0 In 72 lb 481b 4,953 lb 976 "# 4,801 "# -3 pin OK 10 300 It, 24.0 in: 9lb 6lb 3,020 lb 689 "# 805 "# 3 pin OK 11 300 Ib 24.0 In 9 lb 61b 2,833 lb 655 "# 779 "# } pin OK 12 300 lb 24.0 in 10 lb 71b 2,645 lb 617 "# 752 "# c3 pin OK 13 3,790lb 24.0 In 107 In 721b 2,4581b 576 "# 4,471 "# .B pin OK 14 300 I6 24.0 in 12 lb 8 lb SZ5 to 147 "# 4S4 "# -3 pin OK 15 600 lb 48.0 in 25 In 16 I6 338 lb 196 "# 1,052 "# 3 Pin OK W*Load defined as Qraduct IgM peryaI dbums Total: 303 It 202 Ib Noes AISL LO ADDED AT LEVELS 5,9,13 WITH 50PSF LL+ IDPSF DL. . DOWN AISLE BEAM - Maverick SB456 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4FT O.0 „ TYPE M2 Page) 2-of 3 3 602026 Structural Engineering & Design Inc. 1R15 Wnnhi Ave La Varne. CA 9175n TeH AnQ 5QR 1351 Fax: 909.59fi 71RR By. NIHAL Project. AVAIR Configuration a Summary. TYPE M3 l 24 24" 22X' 2C �J 4" 384" 24^ i`- 48" fi0" 0" 60" 60" 660' 60" 24" f 24" I Seismic Criteria I # Ban Lvls I Fro 24 DeoNl Fa3� He ghtl # Diagonals I Ss=0.1, Fa=1.615 Project #:26-0528-9 * *RAQr M 1JMN REAL7TOKS ASO LOADS AXIAL DL= 563 lb AXIAL LL= 7,635 Lb SEISMICAUAL PS=+/- 7,0301b BASE MOMENT= OM -lb Beam Length I Frame IVile 48 in Double Raw I I Component Description STRESS I I Column Fy=55 ksi MAVERICK WELDED 3x3x0.0897 P=8010 It, M=1211 in -lb 0.53-OK I Column & Backer None None None '' N/A I I Beam FV=55 ksl MaveNdk SB306/3" Face x 0.0598" thk Lu=48 in Capacity: 6292 Ib/pr 0.05-0K I I Beam Connector FV=55 ksi Lvi 2: 3 pin OK I Mmnn= 15 in -lb I Mmp=12133 in -lb "0.08-0K I I Brace -Horizontal PV=55 kg Maverick 1-1/2xl-1/2x16ga '0.03-0K I I Brace-Diagnal FY=55 k51 Maverick 1-1/2xl-1/2xl6ga 0.19-OK I I Base Plate I FV=36 ksi Bx5x0.375 ) Fixity- 0 in -lb '0.43-0K I I Anchor I 2 per Base 0.5" x 3.25" Eff Embed HILTI TZ2 ESR 4266 Inspection Read (Net Seismic Uplift=2316 Ibi 0.492-0K I I Slab & Soil I 5° ink x 6000 psi slab on grade. 750 psf Soil Bearing Pressure 0.43-OK I Lai I I I I Story I Story I CAxialnColumn I Conn. I Bam Per LLe nil seam 9p Brace T ansvce ng trce Moment Moment Connector 1 30016 6.0 In 24.0 in 016 01b 8,198Ib 303 "# 634 "# 3 pin OK 2 3001b 24.0 in 24.0 In 1 Ib I Ib 8,0101b 1,211 °# 915 "# 3 pin OK 3 3001b 22.0 in 24.0 In 21b 1lb 7,823 lb 1,106 "# 875 "# 3 pin OK 4 300 Ib 22.0 In 60.0 in 3 16 2lb 7,635 lb 1,098 "# 869 "# 3 pin OK 5 3,790 lb 22.0 In 60.0 In 36 lb 241b 7,448 lb 1,067 "# 2,058 "# ;3 pin OK 6 3001b 24.0 in 60.0 in 5Ib 31b 5,515 lb 1,042 W 827 "# :.3 pin OK 7 3001b 24.0 in 60.0 In 616 4I6 5,328 lb 1,022 W 812 "# -3 pin OK 8 3001b 24.0 in 60.0 In 71b 4Ib 5,140 lb 1,000 "# 795 "# 3 pin OK 9 3,790 It, 24.0 In 72 lb 481b 4,953 to 973 W 1,894 °# 3 pin OK 10 300 to 24.0 In 91b 6lb 3,020 lb 686 W 572 "# 3 pin OK 11 300 It, 24.0 in 10 Ib 6lb 2,833 lb 652 "# 547 "# 3 pin OK 12 30016 24.0 In 10 11, 7 It, 2,645 It, 614 "# 519 "# +3 pin OK 13 3,790 lb 24.0 in 108 Ib 7216 2,458 It, 572 "# 1,562 "# 3 pin OK 14 300 lb 24.0 in 121b 8 1b 525 1b 140 °# 185 "# 3 pin OK I 15 6001b 24.0 In 231b 15 Ib 338 lb 91 "# 343 °# 3mo OK i Lmd defined as pmdu weigM per pal, of beams Total: 303 Ib 2021b Notes AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 6OPSF LL+ IOPSF DL ' DOWN A[SIE BEAM - Mavnck SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - S8306 BEAM @ 4FT O.0 TYPE M3 Page2 i of 3 3 fi�nQ26 Structural Engineering & Design Inc. 1 R15 Wrinht Ova Ls V, r`4 o179n Tel- Ono 99A 13_9_1 Fax 909598.7186 By NIHAL Project: AVAIR Project#:26-0528-9 Configuration 8 Summary: TYPE M4 ba' ;J 24" M' '- 24" 24" _ 34e �I-,mmwuJ 384" 24' L _... 1. 2222 1._ 1. 48" 0_ 60" 60" 60" 6 384" 60" 4" z4_" saw 24" 24 24" y� 24 Seismic Criteria #Bm Lvis Frame Depth Frame Height #Diagonals Ss=0.1, Fa=1.6 15 384.0 in 8 -*RACKL UMNREACTIONS ASOLOADS AYJALOL= 563155 AUALLL= 7,S35/b 5 SEI5M6AXL1L PS=+/- 2,054/b 945EMOMEVr= 01n-lb Beam Length I Frame Type 4B in Double Row I Component Description STUBS I I Column P1=551� MAVERICK WELDED 3x3x0.0897 P-8010 lb, M=1211 in -lb ;0.53-0K I I Column 8 Backer None. None 115 None - N/A I Beam FFyy 55 Id Maverick S8306/3" Face x 0.0598" lhk Lu=48 in Capadty: 6292 lb/pr :0.05-OKBeam Connector Z=55 ksi LA 2: 3 pin OK I Mconn=1n-lb I Mcap=121331n-lb "0.08-OK I Brace -Horizontal Fy=55 ksl Maverick 1-1/2xl-1/2xl6ga '0.03-OK Brace -Diagonal Fy=55 ksi Maverick 1-1/2x1-1/2x169a ;0.19-OK Base Plate Fy=36 ksi Bx5x0.375 Fixity- 0 it 443-OK I Andlor 2 per Base 0.5" x 3.25" BY Embed HILTIIIITZ2 EBB 4266 Inspection Race! Seismic UdKt=2552 lb) 0.542-0K I Slab ® Soil k xl PPOO psi slab Ir'y SwCA�i[alaln P Ira Level oadl I I BtoryTraForin,m Force ["Long Column I I BeamConnector Per l Beam SpW Brace it. Moment Moment 1 300 lb 6.0 in 24.0 In 0lb 011) 8,198 lb 303 "# 634 "# 3 pin OK 2 300 lb 24.0 In 24.0 In 1 Ile 1 lb 8,010 lb 1,211 "# 915 "# 3 pin OK 3 300 lb 22.0 In 24.0 in 21b 1 to 7,823 lb 1,106 "# 875 "# -3 pin OK 4 300 lb 22.0 in 60.0 in alb 21b 7,635 lb 1,098 "# 869 '# '3 pin OK 5 3,79016 22.0 in 60.0 in 361b 2416 7,4481b 1,087 "# 2,059 "# , pin OK 6 300 lb 24.0 in 60.0 In 5lb 3 lb 5,515 lb 1,043 "# 828 "# �P pin OK 7 300 lb 24.0 In 60.0 in 6lb 4lb 5,328 lb 1,025 "# 814 "# -3 pin OK 8 300 lb 24.0 in 60.0 In 7It 4lb 5,140 lb 1,002 "# 796 "# 3 pin OK 9 3,79011, 24.0 in 721b 481b 4,953 lb 976 "# 1,096 "# § pin OK 30 300 lb 24.0 in 9lb 6lb 3,0201b 689 "# 575 "# L3 pin OK 11 300 It, 24.0 In 9lb 6lb 2,833 lb 655 "# 550 "# 3 pin OK 12 300 1b 24.0 in 10 lb 7lb 2,6451b 617 "# 522 "# +3 pin OK 13 3,790 lb 24.0 in 107 lb 72 lb 2,458 lb 576 "# 1,566 "# '3 pin OK 14 300 lb 24.0 In 121b B lb 525 it, 147 "# 224 "# 3 pin OK I 1s 600 lb 48.0 in 25 to 16 lb 33B lb 196 "# 395 "# -3 pin OK *+triad definer as rod dtw rt Q�fair of beams Total: 3031b 2021n Notes AISLE LOADS ADDED AT LEVELS 5,9,13 WrM 60PSF LL+ 10PSF DL. - DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM (1P 4FT O.0 TYPE M4 Page2 y of 3 3 6/2I2026 Structural Engineering & Design Inc. IRIS Wrinht Ave La Vame CA 91750 Tel gng SEEi_13F1 Far 054 FAR 71AR NIHAL Project AVAIR Project #.26-05289 Configuration & Summary: TYPE N 40" L -*=RAI XCOLUMN REAC77ONS 60- 24" i 60" \ ASO LOADS 60' AXIAL OL= 563 /b �• - AXIAL LL= 9,382/b _ SElSM/CAXGIL PS=+/-1,214 /b 60" � �� 84SEMOMEA7= 0/0-lb 3•• 24"- 364" �q- :!! 60 \ 24" l 44" 2 2z" 20" 24" 48"'� 48" I Seisms, Cheri # Son SLvIs Prime Dr48 um,� Imene,He384 n tl #Diaggonals Beam Length in Double e Rowe I Component Description SME55 I Column P 55 ksi MAVERICK WELDED 3x3x0.0897 P=96081b, M=1584 in -lb 9.65-OK Column & Becker None Now None N/A Beam =55 ks1 Maverick SB306/3" Face z 0.0598 ihk Lu=481n Capacity: 62921b/pr . 0.1-OK I Beam Connector Z=55 ksi Lvl 2: 3 pin OK Mconn=129 in -lb Mcap=12133 in -lb I0.1-OK I Brace -Horizontal FV=55 ksi Maverick i-1/2x1-1/2xl6ga p.06-OK Brace -Diagonal FY=55 ka Maverick i-1/2x1-1/2x16ga '0.18-OK Base Plate Fy=36 kd 8x5x0.375 Fixity= 0 in4b -D48-OK I Anchor 2 per Base 0.5" x 3.25' Elf Embed HILTI TZ2 ESR 4266 No InspeNom Net Seismic Uplift=978 lb) 0.208-OK Slab & Soil 6" thk x 6000 psi slab on grade. 750 psf Sol Bearing Pressure g.58-OK Level Load-* I Story Force I Story Force I Column Column I Conn. Beam Per Level Beam Spog Brace Transv I LongN. I Axial Moment Moment Connector i 24.0 in 24.0 In 24.0 in 60.0 In 5 4,555 lb 20.0 in 60.0 in 451b 301b 8,595 lb 1,180 "# 2,425 "# ,9 pin OK 6 3001b 24.0 in 60.0 in 5 Ib 3lb 6,2801b 1,237 "# 963 "# ,*� pin OK 7 3001b 24.0 In 60.0 In 61b 4 to 6,0931b 1,217 "# 948 "# 3 pin OK 8 30011b 24.0 In 60.0 In 71b 5lb 5,905 to 1,194 "# 930 "# -3 pin OK 9 4,555 lb 24.0 In 89 1b 6011, 5,719 lb 1,166 "# 2,270 °# -3 pin OK 10 3001b 24.0 In 9lb 6 to 3,403 1b 809 "# 658 3 pin OK 11 30011b 24.0 in 101b 7lb 3,2151b 773 "# 632 "# 3 pin OK 12 30011h 24.0 In 11 Ib 71b 3,0281b 734 °# 603 '# 3 pin OK 13 4,555 lb 24.0 In 1341b 891b 2,8401b 691 "# 1,874 "# .3 pin OK 14 300lb 24.0 In 131b 91b 52516 154 "# 230 "# -3 pin OK i 15 60011b 48.01n 261b 171b 33811h 205 "# 400 "# 3Pin OK ** Load defined re product.19ht per pair of beams Total: 36611b 244111c Notes AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 6OPSF LL+ IOPSF DL. DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM ® 4FT O.0 TYPE N Page 2 5of 3 3 6/20026 Structural Engineering & Design Inc. 1R1R Wnnht Ave LaVerne CA A175n TP-I-,Qnq 59R 1R61 Faxqnq AqR 71 Pf By: NIHAL Project. AVAIR Project#:26-0528-9 Configuration & Summary: TYPE N1 24••A 24"" 24. 24•''` 384" zd" 24•• 20" 22" , 2z•• �_- 26 4W 80" 60 fi0" 384' 80" W -4, 24" 24" T 48" I Seismic Criteriab I #Bm Lvls is IFrameBe48 InamI Rome 0enghtl#Digonals Component Column P( 55 ksi Column & Barker we Beam Py=55 ksl Beam Connector FY=55 ksi Brace-Honzantal FY=55 ksl Brace -Diagonal Py=55 W Base %ate Fry=36 ksi Anchor 2 par Base Slab & Soil Level Load** I Per level Beam I 1 300 lb 6.0 n 2 300 Ito 26.0 in 3 300 lb 22.0 In 4 300 Ito 22.0 in 5 4,55516 20.01n 9 4,5551b 24.0 in 13 4,555a 24.0 In * RACK COLUMN RaMMS ASD LOADS AXIAL DL= 563 /b AXIAL LC= 14132 /b SEMWAXI41 PS=,% 1,345/b E45EMOMEAT= Oln-lb Beam Length I Frame Type 1 48 In Double Raw I Description STRESS I MAVERICK V/ELDED 304.0897 P-10508 lb, M=17021n-lb '0J1-OK I None None N/A I Maverick SB306/3" Face x 0.0598" thk Lu=48 in Capacity: 6292 lb/pr 0.05-OK I Lvi 2: 3 pin OK I Mnnn= 2021n-ib I Mmp=12133 in -lb ;. 01-OK I Mavendc 1-1/2xi-1/2xl6ga 0.06-0K I Maverick 1-1/2x1-1/2xi6ga "0.19-01( I 8x5x0.375 Fixity- 0 MAD 111.52-0K 1 0.5" x 3.25" Eff Embed HILTI T22 ESR 4266 No Inspection Net Seismic Uplift=978 lb) 0.208-0K I 6" thk x 6000 psi slab on grade. 750 esf Soil Bearing Pressure I 0.65-OKory Form I S I SLLon9 e I Co Column Conn. I I I grace Axialory TTra t Moment Moment Connector 24.0 In 0 Ile 0 lb 10,695 lb 393 "# 837 "# 3 pin OK i 24.0 in 1 Ib 1 lb 10,508 lb 1,702 "A 1,202 "# 3 pin OK 24.0 In 2lb 1 Ito 10,320 lb 1,436 "# 1,106 "# 3 pin OK 60.0 In 31b 21b 10,1331b 1,428 "# 1,055 "# 3 pin OK 60.0 in 41 ib 28 lb 9,94511) 1,289 "# 2,513 "# 0 pin OK 60.0 In 60.0 in 60.0 In 82 lb 551b 124lb 821to I *f mad defined as prod=weIgM per petr of beams Total: 393 lb 2621b Notes AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 6OPSF LL+ 10PSF DL. DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4F - O.0 6,618 lb 1,268 4 2,351 "# 3 pin OK 3,290 lb 750 "# 1,930 "# ;{i pin OK I TYPE N1 Page 2E of 33 61=026 Structural Engineering & Design Inc. 1 1115 WHold Ave La Vero. CA 41750 T.I909. 5AR_1351 Par A04 596 71 RR By: NIHAL Project: AVAIR Project#:2&0528-9 Configuration & Summary: TYPE N2 F24 6i� *"RAOY COLUMN RE M- ON.S5 ASD LOAA980"AXIAL DL= 563 lb #- AX7AL LL= 10,1321b60" SEISMICAXIAL PS=+/- 2,,690 lb -4- ,_ 60.. �� H45EMOMEN% OHR-lb 384" �, 384" �k- 2A"" 24" 21. 24" �Y 24 20' �•- 24" 24" �- I Seismic Criteria 11 Bm Lvls e Depth me Height # Di rile Beam Length Frame Type I Ss=0.1, Fa=1.6 15 I Frame24 in I Frame 384.0 in I 48 in I Double Row Component Description STRESS J Column FY=55 ksi MAVERICK WELDED 3x3xO.0897 P=10508 lb, M=17021n-lb 0.71-0K I I Column & Backer None None None N/A I I Beam FFyy 55 W Maverick SB.306/3"Fa[e x 0.0598" Mk Lu=481n Capacity: 6292 lb/pr 0.05-0K I I Beam Connector F1 S ka Lv12: 3 pin OK I Mai 2021n-lb I Mcap=12133 In -lb 0.1-OK I I Brace-Horimntal I Fv=55 ksl Maverick 1-1/2xi-1/2xl6ga g.04-OK I I Brace Diagonal I Fv=55 ksi Maverick 1-1/2x1-1/2x16w '0.25-0K I I Base Plate I FV=36 ksi 8x5x0.375 f Fixity= 0In-lb $0.56-01( I I Anchor I 2 Per Base 0.5" x 3.25" EfT Embed HILTI T22 ESR 4266 No Inspection (Net Seismic Uplift=2552 lb) 0.542-OK f Slab & Soil 6'thk x 6000 Psi slab on grade. 750 psf SPIT Bearing Pressure 0.65-OK Level Load** Story Force Story Force Column Column Conn. Beam I Per Lovell Beam SnagBrace Trarrsv I Longlt. I Axial I_ Moment I Moment Connector 1 30011, 6.0 In 24.0 in 0 lb 0 It, 10,695 lb 393 "# 837 4 3 pin OK 2 300111 26.0 in 24.0 in 1 lb 1 Ib 10,508 lb 1,702 "# 1,202 "# 3 pin OK 3 300 lb 22.0 in 24.0 in 2 Ito 1 lb 10,320111 1,436 "# 1,106 "# 3 pin OK 4 3001b 22.0 in 60.0 in 3 lb 2 Ito 10,133 lb 1,428 "# 1,055 "# 3 pin OK 5 4,53516 20.0 in 60.0 in 41 lb 28 lb 9,9451b 1,289 "# 2,513 "# (3 pin OK 60.0 in a 60.0 in 60.0 in 9 4,555 lb 24.0 In 82 lb 551b 6,618 lb 1,268 "# 2,351 4 pin OK 13 4,55311, 24.0 In 124 lb 821b 3,290 to 750 "# 1,930 "# '�3 pin OK I i ** Load tleanetl as pmtluR weI9M per pair of beams Total: 393 lb 262 It, - Notes (AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 60PSF LL + IOPSF DL IN AISLE BEAM - Mavenc k SB306 WITH 3- PIN CONNECTOR SS AISLE BEAM - SB306 BEAM ® 4FT O.0 TYPE N2 Page 2 r of 3 7 6'122026 Structural Engineering & Design Inc. 1815 Wdnht Ave LY Vy q CA f 17T.Tq),gnA FAR 1351 Fax AOA 5AR. 7186 By NIHAL Project: AVAIR Prolectk26-0528-9 Configuration t4 Summary: TYPE N3 80" 60" 80 \ 60- 60" r� 0" 384 80" A-4, 24" a4^ r48" Seismic Criteria I # Ban Lyle I Frame15 48 InpmI Frame 0tl9m1 # Diagonals Component Column FV=55 Iasi I Column & Backer None I Beam Py=55 kd Beam Connector Fy=55 ksi I Brace -Horizontal ��11''-55 ksi Brace -Diagonal Fy=55 k5 I Base Plate Fv=36 ksi I Anchor 2 per Base I Slab & Soil Lovel I Loads- Per Level Beam i 1 300 lb 6.0 In 2 300 lb 26.0 in 3 300 lb 22.0 In 4 300 lb 22.O In 5 3,790 lb 20.0 in 3,790 lb 24.0 in 13 3,790 lb 24.0 In **RAOV=UMNREAL7/0NS ASD LOADS AXIAL DI= 50 lb AXIAL LL= 7, 45lb SQSMICAXUAL PS=+/- I,?116lb R45EMOMEN7= gin -lb Beam Length I Frame Type 48 In Double Row Description STRESS MAVERICK WELDED 3x3x0.0897 P=8010 It, M-1312 m-Ib :0.54-OK None None `: N/A I Maverick S13306/3" Face x 0.0598" ink Lu=48 In Capacity: 6292 lb/pr ;0.05-OK I Lvt 2: 3 pin OK I Mconn= 50 in It, Mcap=12133 in-Ib ",0.08-OK I Maverick 1-1/2xl-1/2xl6ga '0.05-OK I Maverick l-1/2xl-1/2xl6ga '0.15-OK 8x5x0.375 Fadly= Din -lb "0.4-OK I 0.5" x 3.25" Eff Embed HILTI TZ2 ESR 4266 No Inspection Net Seismic Uplift=978 It) 0.208-OK I 6" thk x 6000 psi slab on grade. 750 per Sol Dearing Pressure 0.43-OK I Story Force Story Force Column I I Column Conn. I I Beam Brace I Tramsv Longit. Axial Moment Moment Connector 24.0 In 0lb O lb 8,198 In 303 "# 669 "# 3 pin OK i 24.0 In 1 lb 1 lb 8,010 lb 1,312 "# 950 "# 3 pin OK 24.0 in 21b i lb 7,823 It 1,106 ^# 875 "# 3 pin OK 60.0 In 3lb 2lb 7,635 It 1,098 °# 834 "# 3 pin OK 60.0 in 36 lb 24 Ib 7,448 lb 988 "# 2,024 "# f3 pin OK 60.0 In q 60.0 in 60.0 in 72 Ib 48 In 4,95316 975 "# 1,896 "# 3 pin OK 107 lb 72 it, 2,458 It Iuad defined as product w ght per pair or beams Total: 303 In 202 lb Note9 AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 60PSF LL + IOPSF DL. DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR CROSS AISLE BEAM - SB306 BEAM @ 4FT O.0 576 "# 1,566 "# 3 pin OK TYPE N3 Page Lp Of 6/2I2026 Structural Engineering & Design Inc. 1A16 WOnht Ave In %teme, CA 917W Tel gflg SRA CAM Far POP 59H 71 RH By. NIHAL Projecl. AVAIR Project #: 26-0628-9" Configuration l Summary: TYPE N4 �- I **RACK CO[!/MN REAL77ON5 4e" ` 2a" A 60 ASD LOADS .......:.:........_....._. AXb1LOL- 24' 1� 6 AWL LL= 7,635/b 24" ` 60" SEISMILAUAL P8=+/- 2,053lb �^ 610 BMSEMOMENT= 07n-lb 384" 24 384'. 2q" 60" 24" ?Q ,I 24" 20 �- 244" 24" �- I Seismic Criteria # BM Lvls ( Frame DepthI Frame Height) # Diagonals I Beam Length I Frame Type I SS=0.1, Fa=1.6 15 24 in 384.0 in 8 48 in Double Row I I Component Description STRESS I Column FY=55 W MAVERICK WELDED 3x34.0897 P=80101b, M=13121n-lb ;0.54-OK I Coumn B Backer Now None I None k WA I I Beam Fy=55 ksi Ma�erjglCSBj0(�pace ) 0.0598" thk ly W=48 in I Capacity: 6292 lb/pr 0.05-OK I I Beam Connector FFyy 55 ksl Ly�l'�Z�"'33 pm I Mmnn= 501n-lb Mrap=121331m1b 00.08-OK I I Brace -Horizontal Fy=55 ksl Maverick 1-1/2x1-1/2x16ga `0.03-01( I I Brace -Diagonal FV=55 ksi Mevenck 1-1/2xl-1/2xl6ga :0.19-OK I Base Plate Fv=36 ksi 8x5x0.375 1 Fixity— 0 in -lb AO.43-OK I Anchor 2 per Base DY x 3.25" Eff Embed HILTI TZ2 ESR 4266 Inspection Regtl (Net Seismic Uplift=2552 Ibj 0.542-OK Slab 8, Soil 6" thk x 6000 psi slab on grade. 750 pst Soil Bearing Pesure 0.43-OK Level I Load** I I Story Force Story Force I Column I Column I Conn. Beam Per Level Beam race Spcg BTrans, LongLL Axial Moment Moment Connector 24.0 in 24.0 In 24.0 In 60.0 in 5 3,7901b 20.0 in 60.O In 36 lb 24 Ito 7,448 to 998 "# 2,024 "# 3 pin OK 60.0 in 60.O In 60.0 In 9 3,7901b 24.0 In 72 lb 481b 4,953 lb 975 "# 1,896 °# 3 pin OK i 13 3,7901b 24.0 in 107 lb 72 lb 2,4581b 576 °# 1,566 "# :3 pin OK 14 300 lb 24.0 In 12 lb 8lb 525 lb 147 "# 224 "# r3 pin OK I 15 600 lb 48.O In 2516 161b 3381b 196 "# 395 "# _ ia3 Pin OK I •* Loaa defined as product m:IgM per pair of beams Total; 303 lb 202 lb CRNotes AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 60PSF LL + lOPSF DL DOWN AISLE BEAM - Maverick SB306 WITH 3- PIN CONNECTOR EAM - SB306 BEAM @ 4FT OX o TYPE N4 Page29 of i 61/M026 Structural Engineering & Design Inc. 1 R15 Wrioht Ave La Verne CA 9175D Tel- POP S9R 1.R91 Fax- 909 FAR 718A .� By: NIHAL Project: AVAIR Project #. 26-0526-9 •u Configuration B Summary: TYPE P48 F66(or 24" za"� 2a"z4" 384" za•' �� 384" � 80" A" 4" _ 20" 22� � 22" 1 24" ga• — 48" S Seismic mic Fa=1.6a I # BanLvis Frame Depth) Frame 0 I ohtl # Diagonals --AALX COLUMN 8EA=ZAg ASO LOADS AXIAL OL= 498lb AXIAL LL= 1$1000 SELSMICAXIAL Ps=+/- 1,7481b 34SEMOMEA7= On -lb Beam Length I Frame Type 1 96 in Double flow I Component Description 'S"P'ESS Column Fy=55 ke Maverick WC 3012-3x3xl2ga P=15150 lb, M=2436 in -lb i�0.82-OK Column B Backer None Now None ^ N/A Beam Fy=55 ksi Maverick SB306/3" Face x 0.0598" thk W=961n C4pactY: 2967 lb/pr ,. 0.2-OK Beam Connector FY=55 W LN 2: 3 pin OK I Mccnn=' 2381n-lb I Mcap=12578 in -lb 0.18-01< Brace -Horizontal FV=55 ksi Maverick 1-1/2x1-1/2x16ga ' 0.09-OK Brace -Diagonal Py=55 k4 Maverick l-1/2x1-1/2x16ga -0.27-OK Base Plate Fy=36 ksl 8x5x0.375 I Fixity= 01n-lb - 0.7-OK I Anchor 2 Der Base 0.5" x 3.25' Elf Embed HILTI TZ2 ESR 4266 No Inspection (Net Seismic UdiR=O Ito) 0.05-OK I Slab B Soil 6" thk x 6000 psi slab on grade. 750 psf Soil Bearing Pressure 0.56-OK I Level I Load•• I Story Force I Story Force I Column I Column I Conn. Beam Per Level Beam BMW Transv Lengtt. Axial Moment Moment Connector 1 600 It, 6.0 n 24.0 In 1 lb 0lb 15,488 lb 563 "# 1,717 "# 3 pin OK 2 600 lb 26.01n, 24.0 In 2lb 2lb 15,1501b 2,436 "# 2,238 "# 3 pin OK 3 600 lb 22.01n 24.0 In 4lb 3 to 14,813 lb 2,052 "# 2,099 "# 3 pin OK 4 600 lb 22.0 in 60.0 In 6lb 4 lb 14,475111 2,037 "# 2,022 "# 3 pin OK 5 8,000lb 20.01n 60.0 in 83 It, 55 lb 14,138 It, 1,833 "# 10,199 "# �.3 pin OK 60.0 In 60.0 In 60.0 In 9 8,00016 24.0 In 167 to III lb 9,538 lb 1,791 "# 9,925 "# -3 pin OK 13 8,000 In 24.0 in 250 lb 166lb I" Wad defined w p duRwelght per pair of teams Total: 563 It, 375 lb I Notes (AISLE LOADS ADDED AT LEVELS 5,9,13 WIFH 125PSF LL+ 1OPSF OIL. BEAM - Maverick S6604. 6" K14GA BEAM REQUIRED WITH 4- PIN CONNECTOR 4,938 lb 1,000 "# 9,254 "# (3 pin OK TYPE P 48 M Page go of `j 3 0/2L2028 Structural Engineering & Design Inc. 1R151Nnaht Ave Le Verne CA 917�TM AM figR I.W Far AM FAR 71M By: NIHAL Project: AVAIR Pmjex#:26-0528-9 Configuration & Summary: TYPE P60 24" 24" 24" 24" 24. •.......___a..::r: 361' u" 24" 24° �— 98" �T 60" 60" W 60" 6D. 384^ 60" 600" 24" 24" 24" t 48" Seismic Criteria # Bm Lvls I Frame Degthl Frama lls qMl # Diagonals ) Ss=0.1, Fa=1.6 13 48 In 8 * *RACK COLUMN REACTIONS ASO LOADS AXIAL DL= 488 /b AXIAL LL= 15,967/b SEISMICAXW Psm+/- 1,889 lb H45EMOMENT= 0in4!b Beam Length I Frame Type I 96m Double Raw I Component Description SMSS I Column P( 55 ksi Maverick WC 3012-3x3x12oa P=164181b, M=2631 Irrlb „0.8940K I Column & Backer ?•lone None Nane I' N/A I Beam PV=55 ksi Maverick SB30613" Face x 0.0598" thk Lu=96 in Capaed: 29671b/or _ ; 0.2-6K I Beam Connecor Fy=55 ksl Lvl 2: 3 pin OK I mmnn= I364IrNb Mcap=125781n-lb 'O.19-OK I Bra a Hodzontal Pv=55 Ie;1 Mavenck 1-1/2xl-1/2xl6ga 0.1-OK I BracrDiagonal P7=55 ksi Maverick 1-1/2x1-1/2x16ga 0.3-OK I Base Plate Py=36 W 8x5x0.375 Finty= 0 inAb 0.76-OK I Anchor 2 per Base 0.5" x 3.25" Elf Embed HILTI TZ2 ESR 4266 No Inspection (Net Seismic UPIttt=O Ib) _ 0.05-OK I Slab & Soil 6" thk x 6000 psi slab on grade. 750 ps' Soil Beenig Pressure 0.61-OK I Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Brace Transv Longlt Axial I Moment I Moment Connector 1 600 lb 6.0 r. 24.0 In Ilb 0lb 16,755 Ib 608 "# 1,801 "# 3pin OK 2 600 to 26.0 in 24.0 In 21b 2lb 16,418 Ib 2,631 "# 2,364 "# 3 pin OK 3 60016 22.0 in 24.0 in 4lb 3lb 16,080 Ib 2,217 "# 2,215 "# ..3 pin OK 4 600 lb 22.0 in 60.0 in 6lb 4lb 15,743 lb 2,202 "# 2,133 "# 3 pin OK 5 8,M it, 20.0 in 60.0 In 91 to 61 lb 15,405 lb 1,983 "# 11,245 "# 'i3 pin OK 60.0 in 60.0 In 60.0 In 9 8,845 It, 24.0 In 1821b 121 lb 10,383 In 1,941 "# 10,949 "# L3 pin OK 13 8,845 lb 24.0 in 2731b 1821b 5,360 lb 1,088 "# 10,226 "# *3 pin OK i LxddoMmdes rodu¢ww9M p�rp,�r of ams Total: 608 lb 405 It, Notes AISLE L6AD5 AdD�DIT LEVELS 5,9,13 WITH 125PSF U. + IOPSF DL. DOWN as BEAM -Maverick 58604 6" X14GA BEAM REQUIRED WITH 4 PIN CONNECTOR CROSS AISLE BEAM - SB356 BEAM @ 3.517 O.0 TYPE P 60 M Page 3) of 3 3 �2/2026 Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 TM qOA 596.1351 Far g11q 5gfi 7186 By: NIHAL Pm)ect AVAIR Project A 26A528-9 Covinguration h Summary: TYPE P1-IN BETWEEN NITS 2^ 2^ _� 384" 24' 24" .: 2„ 2m 2V 22' �— 98 60. 60" 601 -yr 384" 80" 80" za" 24" 24" 24" 4 Cr COLUMN REAI.'f ONS ASD LOADS AYM DL= 488/b AXIAL LL= 10582/b SEISMICAXIAL Ps=+/- 2,?34L6 AMSEMOMENT= Olin -lb Seismic Criteria # em Lvis Frame Depth I Frame Height # Diagonals I Beam Length Ss=111, Fa=1.6 I 13 I 24 in 384.0 in 8 96 in Frame Type I Double Row I I Component Description 5SME55 I Column Fy=55 ksl MAVERICK WELDED 3x3x0.DB97 P=11783 lb, M=18901D-lb q 0.8-0K I Column & Backer None None L None 4 N/ABeam Fv=55 ksI Maverick SB306/3" Face z O.0598" thk W=961n Capacity: 2967 lb/pr 0.1-OKBeam Connector PW=55 ksi LA 2: 3 pin OK I Mconn=1in-lb I Mmp=121331n-lb 'O.13-OK I I Brace -Horizontal P/=55 ksi Mavedrk 1-1/2x1-1/2xi6ga 50.04-OK I I Brace -Diagonal FY=55 k51 Maverick 1-1/2z1-1/2xi6ga 0.28-OK I I Base Mate FY=36 ksl Bx5x0.375 Fbdly= 0In-lb 40.58-01( I I Anchor 2 Der Base 0.5" x 3.25" EB Embed HILTI TZ2 ESR 4266 Inspection Re (Net Seismic Uplift=1956 It) 0.425-OK I I Slab & Soil 6" thk x 6000 psi slab on grade. 750 psr Soil Bearing Pressure :0.53-OK I Level I Load•• I I Story Farce I Story Farce Column I Column Conn. ' Beam Per Level Beam9 Brace TreTrapani,Longlt Axial Moment Moment I M Connector I 1 3001b 6.0 (n 24.0 in 0 lb O lb 11,970 lb 437 "# 1,148 "# 63 pin OK 2 300 lb 26.0 in 24.0 in 1 lb 1 lb 11,783 lb 1,890 "# 1,554 "# '3 pin OK 3 300 lb 22.0 in 24.0 in 2 lb 2Ib 11,595 lb 1,594 "# 1,447 "# 3 pin OK 4 3001b 22.0 in 60.0 in 3 lb 2Ib 11,408 lb 1,586 "# 1,390 "# 3 pin OK 5 6,05511, 20.0 in 60.0 In 63 It, 421b 11,220 lb 1,431 "# 7,752 '# I3 pin OK 60.0 in G 60.0 in 60.0 in 9 6,0551b 24.0 in 1261b 841b 7,5931b 1,388 "# 7,534 '# -3 pin OK r, 9 13 6,05516 24.0 In 190 lb 126 lb 3,965 lb 758 "# 7,004 "# "3 pin OK I` J Load defined as piodurt wdght per pair of beams Total: 437 lb 291 lb Notes AISLE LOADS ADDED AT LEVELS 5,9,13 WITH 125PSF LL + IOPSF DL DOWN AISLE BEAM - Maverlrk SB604- 6" X14GA BEAM REQUIRED WITH 4- PIN CONNECTOR CROSS AISLE BEAM - 50356 BEAM @ 35FT O.0 TYPE PI Page �2orj3 'bi2/2026 Structural Engineering & Design Inc. 1A1FWrmhf AveaVm .A A17SO Tel BOB 5AR. 1351 Far PMFAR71AR By. NIHAL Project: AVAIR Pmiect#:26-0528.9 Configuration B Summary: TYPE P3- SINGLE M I 384 96„ '*RACK COLUMN REACTIONS 60" ASD LOADS 9g 60" AXIAL DL= 263lb .,.... ��. AXIAL LL= 3$40/b 2 6i SE7SMICAXIAL P.—+/- 942lb „ 22° i 384' 60" 845EMOMENT- OIn-lb 60" 24" 26" 24" 6" 24„ 96., 24" .. Seismic Criteria I # Bm Lvls Fre 24 neoth Fra384.0In I # Dlaponals I Been 6 m I Length FDguble Rowrame e Ss=0.1, Fa=1.6 Component Description Calumn F1( 551m MAVERICK WELDED 3x3x0.0897 P-2235 lb, M=19181n-lb Column & Backer 1Jone None 129 None Beam FY=55 W Maverick S8456/4.5" Face x 0.0598"thk Lu=96 in Capacity: 5672 lb/pr Beam Connector [[��'' S5 kai UA 6: 3 pin OK Mconn=1n-Ib Mcap=12133 in -lb Brace -Horizontal Fy=55 ITA Maverick l-I/2x1-1/2xl6ga Brace -Diagonal 55 Ica Maverick 1-1/2xl-1/2xl6gaaga/I Fixity— 0 Anchor per Base 0.5" x 3.25" Eff Embed F{j�n Rj ESJ� [rlypeQJgfl )(estrum Uplift=122941bS Slab &Soil 6"thk x 6000 psis. 8AF?5�. 3J $aVI ,F Inr Level Load** I I Story Force I Story Force I Column I Column I Conn. Per Level Beam Spce Brace Transv Loqq@p/t. Axial Moment Moment 1 300 lb 6.0 in 24.0 in 0 in 0 rb 4,103 lb 152 "# 580 "# 2 300 lb 26.0 In 24.0 In 1lb Ilb 3,915 lb 655 "# 761 "# 3 300 lb 22.0 in 24.0 In 2lb 2lb 3,728 lb 549 "# 708 "# 4 300 lb 22.0 In 60.0 in 3 to 2lb 3,S40 b 540 "# 677 W 5 2,160 Ib 20.0 In 60.0 In 24 lb 16 lb 3,353 lb 480 "# 2,624 "# 6 2,160 lb 96.0 in 60.0 In 48 lb 321b 2,235 lb 1,918 "# 2,929 "# 7 2,160 lb 96.0 In 60.0 in 7216 48 lb 1,118 lb 1,150 W 2,056 °# 60.0 In i ^* Land deaned as product might per pair M beams Total: 151 lb 101 lb Notes LEVELS 5,6,7 DESIGNED FOR 125PSF LIVE LOADS GOWN AISLE BEAM - Maverick SS456 BEAM WIT113- PIN CONNECTOR @ LEVELS 5,6,7 (.STRESS a0.51-OK N/A ,0.38-OK ,0.24-OK "0.02-OK ? 0.1-OK c0.21-OK 0.492-OK 0.16-0K Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 16 pin OK J pin OK .3 pin OK TYPE PI -END CAP Page ? 2of3 j' R(2/2026