Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
REVIEWED BLD2022-1448+Structural_Analysis_or_Calculations+10.20.2022_2.40.38_PM+3176760
CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsaz.com REVIEWED BY CITY OF EDMONDS Job No. 22-1483 By WRH CLIENT: Vanney Associates 55 East 5t" Street, Suite 750 Saint Paul, MN 55101 PROJECT: Xfinity TI — Edmonds Aurora Marketplace 23632 Hwy 99, Suite A Edmonds, WA 98026 Sheet No. Cover Date 10/2022 RECEIVED Oct 21 2022 CITY OF EDMONDS EVELOPMENT SERVICES S,SOyIiER A?, DEPARTMENT Gai��Of WAS WQ p0 N � � w A� G 53603 w� GENERAL INFORMATION: BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE 10-13-2022 BLD2022-1448 Sheet Number Description 2-4 BASIS FOR DESIGN 5 - 14 WALL TYPE FIXTURES 15 - 21 MERCHANDISING NICHE FIXTURES 22 - 35 STUD WALLS 36 - 45 MAIN STAGE 46 - 47 LINTELS YOUR VISION IS OUR MISSION Job Name: CARUSO 1215 W. Rio Salado Pkwy. Job No. TURLEY Suite 200 SCOTT Tempe, AZ 85281 By: consulting T: (480) 774-1700 structural F: (480) 774-1701 engineers BUILDING CODE: 2018 EDITION OF THE INTERNATIONAL BUILDING CODE LOADS: LATERAL: SEISMIC: RISK CATEGORY, II. SEISMIC IMPORTANCE FACTOR, I = 1.0. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss = 1.277. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 = 0.448. SOIL SITE CLASS, D. DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds = 1.022. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 = 0.613. SEISMIC DESIGN CATEGORY, D. MINIMUM INTERIOR PRESSURE = 5 PSF STRUCTURAL STEEL: MISC. STRUCTURAL STEEL (A36): Fy = 36,000 PSI. Xfinity TI 22-1483 Sheet No.: INDEX WRH Date: 10/2022 BASIS OF DESIGN ATC Hazards by Location https: //hazards.atcouncil. org/#/seismic? lat=47.7 845464&ing=-122.3446... A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L%TC Hazards by Location Search Information Address: 23632 Hwy 99, Edmonds, WA 98026, USA Coordinates: 47.7845464,-122.3446758 Elevation: 452 ft Timestamp: 2022-10-1 OT18:38:36.159Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Edmonds Lutheran 19Q park Edmonds Learning Center Apartments 452 ft 236th St Q 236th St Safe ayqo T.J. MaxxQ ' `� Family Pane House Edmi Go gle Map data ©2022 Report a map error Name Value Description SS 1.277 MCER ground motion (period=0.2s) St 0.448 MCER ground motion (period=1.Os) SMS 1.533 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.022 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category = D Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s = 1.7 CRS 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) = 0.6 x 1.533 = 0.920 = 2/3 x 0.920 = 0.613 1 of 2 10/10/2022, 11:38 AM ATC Hazards by Location https:Hhazards.atcouncil.org/#/seismic?lat=47.7845464&ing=-122.3446... PGA 0.542 FPGA 1.2 PGAM 0.651 TL 6 SsRT 1.277 SsUH 1.402 SsD S 1 RT S1UH 2.061 0.448 0.5 S1 D 0.828 PGAd 0.726 * See Section 11.4.8 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period (s) Probabilistic risk -targeted ground motion (0.2s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk -targeted ground motion (1.0s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 2 of 2 10/10/2022, 11:38 AM CALLOUT DESCRIPTION Ci 'WALL' TYPE FIXTURE PC-01 SLACK ME AMINE C-01 WHITE POWDER COAT 4H (RAL #9016) WEIGHT - 110 0# PL-17 WHITE LAMINATE W ILSONART L-01 #D427 £ PL-0FLWHITE MELAMINE iO MATCH PL-0I QUO FL-02 WOOD LAMINATE (FORMICA 8854NT) M�d 6N U HEIGHT - 89" PVC EDGE BAND PT-Ol BENJAMIN MOORS CHANTILLY LACE-OC45 k Y BREAK EDGE AND &LL o PAINT (HEADERS) TO MATCH a a PT-Ol do 0 `CLEAR ANODIZED moo; GRAPHIC FRAME BREAK EDGE AND E ; / PAINT (HEADERS) i� PT- 1 m z mx s Ny EFL-Ol / CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL, ANY REPRODUCTION OR USE WITHOUT EXPRESS WE EN CONSENT IS PROHIBITED. ------------ 65in MONITOR SAMSUNG #UN65NU8000 DIMENSIONS CLEAR ANODIZED w/ PEERLESS MOUNT UNLESS OTHERWISE SPECIFIED, GRAPHIC FRAME ALL DIMENSIONS ARE IN: in _ #DS-V W 75SS ALTERNATE DIMS ARE IN: Imm] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. ----- ___ TOLERANCES ARE: --- UNLESS OTHERWISE SPECIFIED, FRACTIONS -I/32 +0.80mm UPPER CABINET PL-02 DECIMALS .xxx t0.010 fzo.2smm� ANGULAR t0.5° p SURFACES ya 3= �. DRAWN BY: SCALE NB -SIZE]: _€a AL 1:16 g PVC EDGE BAND DATE CREATED: 9= g TO MATCH o-- 3/27/2019 u CLIENT: m COMCAST a= ACCESS PANEL a'a PROJECT: E PL-07l BRANDED PARTNER XR and VE JOB#: COMCO29 p Al FILE NAME: 0o PC-01 3BAY BP-XR- XI WALL - COLUMN DESCRIPTION: X1 WALL - 3BAY SLEEVE CAB INTERIOR 3/4-VIEW PART NUMBER: ¢ UPDATE PER PROTONET INTO BP-XR-19A 4 9/6/2019 AL DISPLAY CABINET INTO TWO. UPDATE a 3 BASE CABINET DEPTH u $ ALL BOTTOM CABINETS NEED TO ADD Ra 3 2019\8\12 JW DOOR LIMITS TO PREVENT DOOR-TO- DOOR COLLISIONS WHEN OPENING S� DOORS SHEET: 2 4/22/2019 AL UPDATE TV B MOU NT SPEC, ADJUST TV WIRE CHASE HOLES 1 4/8/2019 AL UPDATE PER 2019-4S REDLINES O L L REV# DATE NAME DESCRIPTION I v 0 'WALL' TYPE FIXTURE WEIGHT = 490# HEIGHT = 89" BREAK EDGE AND PAINT (HEADERS) __ __ LecGer Gnr_G eNln PT- 1 SLOTS PC-Ol METAL COLUM SLEEVE MEL-02 BLACKMELAMINE I PL-01B 1N/HITE MELAMINETO MATCH PL-01 PT-Ol BENJAMIN MOORE CHANTILLY LACE -OC-65 34" 2 9/20/2019 PM I 2019\8\12 JW CONFIDENTIAL THE INFORMATION CONTNNED IN THIS DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL. ANY REPRODUCTION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS PROHIBITED. DIMENSIONS UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN: ALTERNATE DIMS ARE IN: [—] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. TOLERANCES ARE UNLESS OTHERWISE SPECIFIED, FRACTIONS -1/32 [0.80mm] DECIMALS .%XX ±0.010 A 25mm ANGULAR IO.5° PM 1:16 DATE CREATED: 2/28/2019 CLIENT: COMCAST PROJECT: BRANDED PARTNER XR VE JOB#: COMCO29 FILE NAME: BP-XR-20INTERNET WALL DESCRIPTION: INTERNET WALL PART NUMBER: BP-XR-20 :�i/F1i�l9i:✓tiK�lF1:1i:1i/IiTI TOPREVENTWHEN DOOR-TO-DOOR 1 of 5 TO PREV WHEN OPENING DOORS DESCRIPTION 5 0 'WALL' TYPE FIXTURE WEIGHT = 1000# HEIGHT = 89" I c BREAK EDGE AND PAINT (HEADERS) N -IIVICRIVR 3/4 VIEW RPFAIC rr)r-r PL-01 WHITE LAMINATE IWILSONART- LINEN AD427] PL-01B WHITE MELAMINE TO MATCH PL-01 FL-09 DARK OAK LAMINATE(WILSONART- WAREHOUSE OAK AR ANODIZED APHIC FRAME CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL. ANY REPRODUCTION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS PROHIBITED. DIMENSIONS UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN: ALTERNATE DIMS ARE IN: [—] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. TOLERANCES ARE UNLESS OTHERWISE SPECIFIED, FRACTIONS -1/32 [O SOMMI] DECIMALS .%XX ±0.010 A 25mm ANGULAR IO.5° PM 1:16 DATE CREATED: 3/19/2019 cuENr: COMCAST PROJECT: XR - BP REMODEL JOB #: COMCO29 FILE NAME: BP-XR-21B HOME Wj -2BAY DESCRIPTION: HOME WALL - 2BAY PART NUMBER: BP-XR-21B SHEET 4DESCRIPTION • Of .E 6 'WALL' TYPE FIXTURE WEIGHT = 1100# HEIGHT = 89" BREAK EDGE AND PAINT (HEADERS) C MELAMINE PL-01B WHITE MELAMINETO MATCH PL-01 PT-Ol BENJAMIN MOORE CHANTILLY LACE -OC-65 2 9/19/2019 I PM REVISED PER FIXTURE REVIEW A TBOTTOMZ`ABINETSNEED' AA, I 2019\8\12 JW DOOR LIMNS TO PREVENT DOOR TO DESCRIPTION CONFIDENTIAL THE INFORMATION CONTNNED IN THIS DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL. ANY REPRODUCTION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS PROHIBITED. DIMENSIONS UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN: ALTERNATE DIMS ARE IN: Imm] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. TOLERANCES ARE UNLESS OTHERWISE SPECIFIED, FRACTIONS -1/32 [0.80mm] DECIMALS .%XX ±0.010 A 25mm ANGULAR IO.5° PM 1:16 DATE CREATED: 2/28/2019 cuENr: COMCAST PROJECT: XR - BP REMODEL JOB #: COMCO29 FILE NAME: BP-XR-22A MOBILE WALL-3BAY DESCRIPTION: MOBILE WALL - 3BAY PART NUMBER: BP-XR-22A SHEET: 1 of 6 7 SHELF LOADING- SEISMIC BASED ON RMI SECTION 2 LOAD CASES INTERIOR CONDITIONS - NO WIND LOAD, ROOF LOAD, SNOW LOAD CASES PER RMI 2.1 LOAD OR RAIN LOAD 1. 1.4DL+1.2PL 2. 1.2DL+1.4PL 5. (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)RPLapp +pE = 1.44 DL + 1.01 PL - 1.30 E 7. (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)RPL - pE = 0.66 DL + 0.66 PL + 1.30 E For load support beams and their connections only: 8. 1.2DL + 1.6PL + 1.4*IL conservative seismic values Seismic loads: Sds= 1.2 Sd1= 0.6 R= 4 (worst case) ap= 2.5 R= 0.70 R= 1.00 Load Case 7 Cs= Sds/R= 0.30 Cs min= .044 Sds= 0.05 Cs * Ip= 0.45 Use: 0.45 Wp Number of Shelves= 2 DL per shelf= 47 Ibs PL per shelf= 50 Ibs Pallet Loading Criteria: A. PL (all shelves at 67%)) B. PL (top shelf only) Ip= 1.5 z/h= 0 (Shelf will be anchored at the base) p= 1.3 Fp= 0.45 Shelf depth= Total DL= 94 Ibs Total PL= 100 Ibs Ws= DL+ PL= Ws= DL+ PL top shelf only= EL Case A= (Cs Ip) (or Fp) Ws= 72 Ibs EL Case B= (Cs Ip) (or Fp) Ws= 65 Ibs 18 inches 161 Ibs 144 Ibs Seismic Load Distribution Loading Criteria A: PL (all shelves) DL= 47 Ibs per shelf 67%PL= 33.5 Ibs per shelf EL= 72lbs Load Case #1 1.4DL+1.2PL DL per shelf= 65.8 Ibs PL per shelf= 40.2 Ibs EL= 72 Ibs level 1 2 3 4 5 6 7 8 9 Mot= T,top = T,bottom = Load Case #2 DL per shelf= PL per shelf= EL= level 1 2 3 4 5 6 7 8 9 wi 106 106 0 0 0 0 0 0 0 212 312 134 62 wi 103 103 0 0 0 0 0 0 0 PiIN hi wiXhi 2.8 296.8 5.125 543.25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E: AIIII1 'Ibs d = Ibs Ibs 1.2DL+1.4PL 56.4 Ibs 46.9 Ibs 72 Ibs hi 2.8 5.125 0 0 0 0 0 0 0 Mot= 312 'Ibs T,top = 134 Ibs T,bottom = 62 Ibs wiXhi 289.24 529.4125 0 0 0 0 0 0 0 ------------ 818.6525 d= 35% 65% 0% 0% 0% 0% 0% 0% 0% 100% 2.3 ft 35% 65% 0% 0% 0% 0% 0% 0% 0% 100% 2.3 ft Fi 25.6 46.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 72.5 Fi 25.6 46.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 72.5 Mi(' Ibs) 71.7 240.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 311.8 Mi(' Ibs) 71.7 240.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 311.8 Load Criteria A: Load Case #5 (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)PPLapp +pE 1.44 DL + 1.01 PL - 1.30 EL DL per shelf= 67.7 Ibs PL per shelf= 33.8 Ibs EL= 94.2 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 101 2.8 284.1 35% 33.3 93.2 2 101 5.125 519.9 65% 60.9 312.2 3 0 0 0.0 0% 0.0 0.0 4 0 0 0.0 0% 0.0 0.0 5 0 0 0.0 0% 0.0 0.0 6 0 0 0.0 0% 0.0 0.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 203 -------------- 804.0 -------------------------- 100% 94.2 ------------- 405.3 Mot= 405 'Ibs d = 2.3 ft T,top = 174 Ibs T,bottom = 80 Ibs Load Case #7 (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)PPL - pE 0.66 DL + 0.66 PL + 1.30 EL DL per shelf= 43.4 Ibs PL per shelf= 22.1 Ibs EL= 94.2 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 66 2.8 183.5 35% 33.3 93.2 2 66 5.125 335.9 65% 60.9 312.2 3 0 0 0.0 0% 0.0 0.0 4 0 0 0.0 0% 0.0 0.0 5 0 0 0.0 0% 0.0 0.0 6 0 0 0.0 0% 0.0 0.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 131 -------------- 519.4 -------------------------- 100% 94.2 ------------- 405.3 Mot= 405 'Ibs d = 2.3 ft T,top = 174 Ibs T,bottom = 80 Ibs Seismic Load Distribution Loading Criteria B: PL (top shelf only) DL= 47 Ibs per shelf PL= 50 Ibs on top shelf only EL= 65lbs Load Case #1 1.4DL+1.2PL DL per shelf= 65.8 Ibs PL per shelf= 60 Ibs EL= 65 Ibs level wi hi wiXhi 1 66 2.8 184.24 2 126 5.125 644.725 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 -------------- 192 -------------- 828.965 Mot= 299 'Ibs d = T,top = 128 Ibs T,bottom = 64 Ibs Load Case #2 1.2DL+1.4PL DL per shelf= 56.4 Ibs PL per shelf= 70 Ibs EL= 65 Ibs level wi hi wiXhi 1 56 2.8 157.92 2 126 5.125 647.8 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 -------------- 183 -------------- 805.72 Mot= 303 'Ibs d = T,top = 130 Ibs T,bottom = 65 Ibs 22% 78% 0% 0% 0% 0% 0% 0% 0% 100% 2.3 ft 20% 80% 0% 0% 0% 0% 0% 0% 0% 100% 2.3 'Ibs Fi 14.4 50.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 64.8 Fi 12.7 52.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 64.8 Mi(' Ibs) 40.3 258.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 [40.1.119 Mi(' Ibs) 35.6 267.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 302.6 Load Criteria B: Load Case #3 (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)RPLapp +pE 1.44 DL + 1.01 PL - 1.30 EL DL per shelf= 67.7 Ibs PL per shelf= 50.4 Ibs EL= 84.2 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 68 2.8 189.5 24% 20.1 56.2 2 118 5.125 605.2 76% 64.2 328.8 3 0 0 0.0 0% 0.0 0.0 4 0 0 0.0 0% 0.0 0.0 5 0 0 0.0 0% 0.0 0.0 6 0 0 0.0 0% 0.0 0.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 186 --------------------------- 794.7 100% ------------- 84.2 ------------- 385.0 Mot= 385 'Ibs d = 2.3 ft T,top = 166 Ibs T,bottom = 81 Ibs Load Case #4 (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)RPL - pE 0.66 DL + 0.66 PL + 1.30 EL DL per shelf= 43.4 Ibs PL per shelf= 33.0 Ibs EL= 84.2 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 43 2.8 121.6 24% 20.0 55.9 2 76 5.125 391.7 76% 64.3 329.5 3 0 0 0.0 0% 0.0 0.0 4 0 0 0.0 0% 0.0 0.0 5 0 0 0.0 0% 0.0 0.0 6 0 0 0.0 0% 0.0 0.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 120 --------------------------- 513.3 100% ------------- 84.2 ------------- 385.3 Mot= 385 'Ibs d = 2.3 ft T,top = 166 Ibs T,bottom = 81 Ibs T,top = 174 Ibs per 12" section of fixture T,bottom = 174 Ibs per 12" section of fixture *if T,top > than T,bottom use T,top for design T,cab = T,bottom x 2 (cabs at 24" o.c.) = 349 Ibs CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 480.774.1700 www.dsoz.com Job Name Job No. 22-1483 Sheet No. By Date 10/22 ��— X�-"�`; � �P-?<+2_-Z�2 So✓can ►� Wr iS�-, ! l I Q) �+ M A k. OPafc��-, Pe/ 12" v�•w(- �3# Z shot = '4 1*� z T; prop U- FPl T bo+fin w, (Jeri AL VVI,Dq�� s Pz v� C,In o ca �- T 174 T T,c�� = 349 -W G 3(4" 1 W(o,a = # -�'3.0 -. %screw iIrq, `VEe 6 et •iop A4 Ca_5s _ h� 2.9 �k <<f)�� sc�v o.{ PA' COi� 1 ISO -VIEW REAR ISO -VIEW TO MATCH CONFIDENTIAL THE INFORMATION CONTAINED IN THIS MATCH DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL. ANY REPRODUCTION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS PROHIBITED. DIMENSIONS UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN: ALTERNATE DIMS ARE IN: Imm] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. TOLERANC CES> F ARE' UNLESS OTHERWISE SPECIFIED, FRACTIONS ±I/32 [0.80mm] DECIMALS .%XX ±0.010 A 25mm ANGULAR i0.5° PM 1:12 DATE CREATED: 4/5/2017 CLIENT: COMCAST PROJECT: 2017 NEIGHBORHOOD JOB#: COMC003 FILE NAME: FX-15 MERCHANDISINI NICHE - LARGE DESCRIPTION: MERCHANDISING NICI -LARGE PART NUMBER: FX-15 BP-XR-15 UPDATED PER 1ST PRODUCTION SHEET: STANDARD SLOT WIDTH UPDATED REVISED PER PROTOTYPE REVIEW I DESCRIPTION OI 5 N TABLE 13 SHELF LOADING- SEISMIC BASED ON RMI SECTION 2 LOAD CASES INTERIOR CONDITIONS - NO WIND LOAD, ROOF LOAD, SNOW LOAD CASES PER RMI 2.1 LOAD OR RAIN LOAD 1. 1.4DL+1.2PL 2. 1.2DL+1.4PL 5. (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)RPLapp +pE = 1.44 DL + 1.01 PL - 1.30 E 7. (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)RPL - pE = 0.66 DL + 0.66 PL + 1.30 E For load support beams and their connections only: 8. 1.2DL + 1.6PL + 1.4*IL conservative seismic values Seismic loads: Sds= 1.2 Sd1= 0.6 R= 4 (worst case) ap= 2.5 R= 0.70 R= 1.00 Load Case 7 Cs= Sds/R= 0.30 Cs min= .044 Sds= 0.05 Cs * Ip= 0.45 Use: 0.45 Wp Number of Shelves= 6 DL per shelf= 50 Ibs PL per shelf= 50 Ibs Pallet Loading Criteria: A. PL (all shelves at 67%)) B. PL (top shelf only) Ip= 1.5 z/h= 0 (Shelf will be anchored at the base) p= 1.3 Fp= 0.45 Shelf depth= Total DL= 300 Ibs Total PL= 300 Ibs Ws= DL+ PL= Ws= DL+ PL top shelf only= EL Case A= (Cs Ip) (or Fp) Ws= 225 Ibs EL Case B= (Cs Ip) (or Fp) Ws= 158 Ibs 10 inches 501 Ibs 350 Ibs Seismic Load Distribution Loading Criteria A: PL (all shelves) DL= 50 Ibs per shelf 67%PL= 33.5 Ibs per shelf EL= 225lbs Load Case #1 1.4DL+1.2PL DL per shelf= 70 Ibs PL per shelf= 40.2 Ibs EL= 225 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 110 1.24 136.648 5% 10.7 13.3 2 110 2.48 273.296 10% 21.5 53.2 3 110 3.72 409.944 14% 32.2 119.8 4 110 4.96 546.592 19% 42.9 213.0 5 110 6.2 683.24 24% 53.7 332.8 6 110 7.44 819.888 29% 64.4 479.2 7 0 0 0 0% 0.0 0.0 8 0 0 0 0% 0.0 0.0 9 0 0 0 0% 0.0 0.0 -------------- 661 --------------------------- 2869.608 100% ------------- 225.5 ------------- 1211.4 Load Case #2 1.2DL+1.4PL DL per shelf= 60 Ibs PL per shelf= 46.9 Ibs EL= 225 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 107 1.24 132.556 5% 10.7 13.3 2 107 2.48 265.112 10% 21.5 53.2 3 107 3.72 397.668 14% 32.2 119.8 4 107 4.96 530.224 19% 42.9 213.0 5 107 6.2 662.78 24% 53.7 332.8 6 107 7.44 795.336 29% 64.4 479.2 7 0 0 0 0% 0.0 0.0 8 0 0 0 0% 0.0 0.0 9 0 0 0 0% 0.0 0.0 -------------- 641 --------------------------- 2783.676 100% ------------- 225.5 ------------- 1211.4 Load Criteria A: Load Case #5 (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)PPLapp +pE 1.44 DL + 1.01 PL - 1.30 EL DL per shelf= 72.0 Ibs PL per shelf= 33.8 Ibs EL= 293.1 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 106 1.24 131.2 5% 14.0 17.3 2 106 2.48 262.3 10% 27.9 69.2 3 106 3.72 393.5 14% 41.9 155.8 4 106 4.96 524.6 19% 55.8 276.9 5 106 6.2 655.8 24% 69.8 432.6 6 106 7.44 786.9 29% 83.7 623.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 635 -------------- 2754.2 ------------- 100% ------------- 293.1 ------------- 1574.8 Load Case #7 (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)PPL - pE 0.66 DL + 0.66 PL + 1.30 EL DL per shelf= 46.2 Ibs PL per shelf= 22.1 Ibs EL= 293.1 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 68 1.24 84.7 5% 14.0 17.3 2 68 2.48 169.4 10% 27.9 69.2 3 68 3.72 254.1 14% 41.9 155.8 4 68 4.96 338.8 19% 55.8 276.9 5 68 6.2 423.5 24% 69.8 432.6 6 68 7.44 508.2 29% 83.7 623.0 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 410 -------------- 1778.8 -------------------------- 100% 293.1 ------------- 1574.8 Seismic Load Distribution Loading Criteria B: PL (top shelf only) DL= 50 Ibs per shelf PL= 50 Ibs on top shelf only EL= 158lbs Load Case #1 1.4DL+1.2PL DL per shelf= 70 Ibs PL per shelf= 60 Ibs EL= 158 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 70 1.24 86.8 4% 6.0 7.5 2 70 2.48 173.6 8% 12.0 29.9 3 70 3.72 260.4 11 % 18.1 67.2 4 70 4.96 347.2 15% 24.1 119.5 5 70 6.2 434 19% 30.1 186.8 6 130 7.44 967.2 43% 67.1 499.5 7 0 0 0 0% 0.0 0.0 8 0 0 0 0% 0.0 0.0 9 0 0 0 0% 0.0 0.0 -------------- 480 -------------- 2269.2 ------------- 100% ------------- 157.5 ------------- 910.3 Load Case #2 1.2DL+1.4PL DL per shelf= 60 Ibs PL per shelf= 70 Ibs EL= 158 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 60 1.24 74.4 4% 5.6 7.0 2 60 2.48 148.8 7% 11.3 27.9 3 60 3.72 223.2 11 % 16.9 62.8 4 60 4.96 297.6 14% 22.5 111.6 5 60 6.2 372 18% 28.1 174.4 6 130 7.44 967.2 46% 73.1 544.1 7 0 0 0 0% 0.0 0.0 8 0 0 0 0% 0.0 0.0 9 0 0 0 0% 0.0 0.0 -------------- 430 -------------- 2083.2 ------------- 100% ------------- 157.5 ------------- 927.7 Load Criteria B: Load Case #3 (1.2 + 0.2Sds)DL + (1.2 + 0.2Sds)RPLapp +pE 1.44 DL + 1.01 PL - 1.30 EL DL per shelf= 72.0 Ibs PL per shelf= 50.4 Ibs EL= 204.8 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 72 1.24 89.3 4% 8.1 10.1 2 72 2.48 178.6 8% 16.3 40.3 3 72 3.72 267.8 12% 24.4 90.7 4 72 4.96 357.1 16% 32.5 161.2 5 72 6.2 446.4 20% 40.6 251.9 6 122 7.44 910.7 40% 82.9 616.6 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 482 -------------- 2249.9 -------------------------- 100% 204.8 ------------- 1170.7 Load Case #4 (0.9 - 0.2Sds)DL + (0.9 - 0.2Sds)RPL - pE 0.66 DL + 0.66 PL + 1.30 EL DL per shelf= 46.2 Ibs PL per shelf= 33.0 Ibs EL= 204.8 Ibs level wi hi wiXhi % Fi Mi(' Ibs) 1 46 1.24 57.3 4% 8.1 10.0 2 46 2.48 114.6 8% 16.2 40.2 3 46 3.72 171.9 12% 24.3 90.4 4 46 4.96 229.2 16% 32.4 160.7 5 46 6.2 286.4 20% 40.5 251.0 6 79 7.44 589.2 41 % 83.3 619.7 7 0 0 0.0 0% 0.0 0.0 8 0 0 0.0 0% 0.0 0.0 9 0 0 0.0 0% 0.0 0.0 -------------- 310 -------------- 1448.6 -------------------------- 100% 204.8 ------------- 1171.9 Maximum Force at each Level Level Fi, max 1 14 2 28 3 42 4 56 5 70 6 84 7 0 8 0 9 0 CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsaz.com Job Name Job No. 22-1483 BY VJ rt- l-\ V V 1 t f C V \O\ V'\ Ui 1` i r-3 Q i f.l--� c. ' Tv( P,- Fi x iIA2 S CAP-xn..- i5 Nww�xj of Slued a 6 Qe--V IOw.'I P V S Pr-Ifcf 104vk p.v sMe,1F Tr;b +0 clec.,l = 2.S ;in(fVL) MAC, 84 4+ + 70 } 56 183 tl Z Tvv,n,r 183 1281:' I.ISL Z I O scsz�� k G" O.C. O'k ► i s l F d cb Q 00 O -*'A1-o-- a -A Sheet No. _ Date 10/22 0 56 12 �8 ,. 18 CARUSO TURLEY SCOTT Job Namef�^ structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 Job No. 22-1483 480.774.1700 www.dsaz.com By wvi k k 2p s� l 0.573 WP 7?, 0.573 i U. 1 r top 4.0 (Aap T' Sheet No. _ Date 10/22 19 CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 480.774.1700 www.dsaz.com vv J 1,._) e. Vic. ,1 en -existing walls 18'-0" MAX Job Name �rf , n Job No. 22-1483 Sheet No. By W R- A Date 10/22 o•�, V S c_ 60OS 162-33 F 76 ' o• e-. or 362S162-43 at 16" o.c. (o,(< Z - at ' W_11 ' -I,(p, -(i)eft ,<5 174 # O."1 � 122 (�2 174 �O Yo 122 Scc�w\ U i e 60OS 162-43 or 362S 162-68 16 P1 a 84, p 59 PZ 70 t* Yo 49'' @ 6Z e3 56 -0 Yo.- _ 39 Pq 42 "- XD.-t - 29 �� @ 3•?Z PS = 28 20 6 - 14 Itt y-0.-7 16 4.0 PSF �c 60OS162-43 or 362S162-68 20 Project Name: Minimum Interior - Stud Calc Model: Minimum Interior Code: 2012 NASPEC [AISI S100-2012] N 18.00 1 EM 6.67 I b/ft iection: 600S162-33 (33 ksi) @ 16" o.c. Single C Stud (punched) Waxo = 950.6 ft-lb Va = 638.1 lb I = 1.79 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Page 1 of 2 Date: 06/15/2022 Simpson Strong -Tie@ CFS DesignerTm 4.0.0.24 Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 270.0 0.284 270.0 60.0 852.9 0.317 0.208 L/1036 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 788.8 0.342 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? R2 60.0 --Shear Connection w/ clip-- NO R1 60.0 --Stud/Track Design, Ref Connectors-- NO Bendina and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 60.0 0.0 1.00 0.09 0.00 0.09 R2 60.0 0.0 1.00 0.09 0.00 0.09 SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Minimum Interior - Stud Calc Page 2 of 2 Model: Minimum Interior Date: 06/15/2022 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Simpson Strong -Tie Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 60.00 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 12.24 % 5.38 % R1 60.00 0 600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 24.69 % 27.25 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 OK (0.15) OK (0.10) OK (0.12) OK (0.09) No Soln No Soln Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Minimum Interior - Stud Calc Model: Minimum Interior Code: 2012 NASPEC [AISI S100-2012] N 18.00 1 EM 6.67 I b/ft Section: 3625162-43 (33 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 612.0 ft-lb Va = 1739.1 lb I = 0.71 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Page 1 of 2 Date: 10/10/2022 Simpson Strong -Tie@ CFS DesignerTm 4.2.0.13 Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 270.0 0.441 270.0 60.0 551.1 0.490 0.526 L/410 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 634.9 0.425 Bendina and Web Crioolin Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? R2 60.0 --Shear Connection w/ clip-- NO R1 60.0 --Stud/Track Design, Ref Connectors-- NO Bending and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Minimum Interior - Stud Calc Page 2 of 2 Model: Minimum Interior Date: 10/10/2022 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong -Tie® CFS DesignerTm 4.2.0.13 R1 60.0 0.0 0.39 0.09 0.00 0.09 R2 60.0 0.0 0.39 0.09 0.00 0.09 Simpson Strong -Tie Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 60.00 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 9.84 % 5.38 % R1 60.00 0 362T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 13.75 % 27.25 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 OK (0.17) OK (0.11) OK (0.11) OK (0.09) No Soln No Soln Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back -back, box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes. 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Wall Type Fixture - Stud Calc Model: Stud at 'Wall' Type Fixtures Code: 2012 NASPEC [AISI S100-2012] N 5.32 Ib/ft 1 In Point Loads P1 P2 Load(lb) 122 122 X-Dist.(ft) 2.83 7.42 -0- P 2. .0- P 1. Section: 600S162-43 (33 ksi) Single C Stud (punched) Maxo = 1390.0 ft-lb Va = 1415.7 lb I = 2.32 in14 Page 1 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 943.8 0.679 943.8 60.0 1124.0 0.840 0.502 L/431 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 1205.1 0.783 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (Ib) (lb) (ft-lb) Value Required? P2x 122.0 1.50 602.8 994.5 943.6 0.52 NO P1x 122.0 1.50 602.8 994.5 607.3 0.37 NO R2 117.4 --Shear Connection w/ clip-- NO R1 222.4 --Stud/Track Design, Ref Connectors-- NO SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Wall Type Fixture - Stud Calc Model: Stud at 'Wall' Type Fixtures Code: 2012 NASPEC [AISI S100-2012] Page 2 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Bending and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 222.4 0.0 0.88 0.18 0.00 0.18 R2 117.4 0.0 0.88 0.09 0.00 0.09 P1 207.5 607.3 0.88 0.17 0.44 0.47 P2 61.1 943.6 0.88 0.05 0.68 0.68 Simpson Strong -Tie Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 117.35 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 19.24 % 10.52 % R1 222.41 0 600T150-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to 50.08 % 50.50 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 OK (0.38) OK (0.24) OK (0.32) OK (0.18) No Soln No Soln Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Wall Type Fixture - Stud Calc Model: Stud at 'Wall' Type Fixtures Code: 2012 NASPEC [AISI S100-2012] N 5.32 Ib/ft P 2. Point Loads Load(lb) X-Dist.(ft) 1 P1x P2x 122.00 122.00 2.83 7.42 Section: 3625162-68 (50 ksi) Single C Stud (punched) Maxo = 1431.9 ft-lb Va = 4369.6 lb I = 1.07 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Page 1 of 2 Date: 10/10/2022 Simpson Strong -Tie® CFS DesignerTm 4.2.0.13 Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 943.8 0.659 943.8 60.0 1162.5 0.812 1.087 L/199 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 1471.1 0.642 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? P2x 122.0 1.50 2202.3 3633.8 943.6 0.43 NO P1x 122.0 1.50 2202.3 3633.8 607.3 0.28 NO SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Wall Type Fixture - Stud Calc Page 2 of 2 Model: Stud at 'Wall' Type Fixtures Date: 10/10/2022 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong -Tie® CFS DesignerTm 4.2.0.13 R2 117.4 --Shear Connection w/ clip-- NO R1 222.4 --Stud/Track Design, Ref Connectors-- NO Bendina and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 222.4 0.0 0.23 0.22 0.00 0.22 R2 117.4 0.0 0.23 0.12 0.00 0.12 P1 207.5 607.3 0.23 0.21 0.42 0.47 P2 61.1 943.6 0.23 0.06 0.66 0.66 Simpson Strona-Tie Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 117.35 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 15.44 % 10.52 % R1 222.41 0 362T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to 32.33 % 50.50 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 No Soln No Soln No Soln No Soln OK (0.17) OK (0.13) Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back -back, box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes. 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Merchandising Niche Type Fixture - Stud Calc Model: Stud at Merchandising Niche Code: 2012 NASPEC [AISI S100-2012] 5.30 Ib/ft 1 .0- P 1. P 2. P 3. P 4. P 5. P 6. Point Loads P1 P2 P3 P4 P5 P6 Load(lb) 59 49 39 29 20 10 X-Dist.(ft) 7.44 6.20 4.96 3.72 2.48 1.24 Section: 600S162-43 (33 ksi) Single C Stud (punched) Waxo = 1390.0 ft-lb Va = 1415.7 lb I = 2.32 in14 Page 1 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 857.1 0.617 857.1 60.0 1118.5 0.766 0.464 L/465 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 1205.1 0.711 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? P6x 10.0 1.50 602.8 994.5 234.7 0.11 NO P5x 20.0 1.50 602.8 994.5 448.7 0.21 NO P4x 29.0 1.50 602.8 994.5 629.6 0.30 NO P3x 39.0 1.50 602.8 994.5 766.2 0.37 NO SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Merchandising Niche Type Fixture - Stud Calc Page 2 of 2 Model: Stud at Merchandising Niche Date: 06/15/2022 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 P2x 49.0 1.50 602.8 994.5 845.3 0.41 NO P1x 59.0 1.50 602.8 994.5 857.1 0.42 NO R2 109.1 --Shear Connection w/ clip-- NO R1 192.3 --Stud/Track Design, Ref Connectors-- NO Bending and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 192.3 0.0 0.88 0.16 0.00 0.16 R2 109.1 0.0 0.88 0.09 0.00 0.09 Pi 53.2 857.1 0.88 0.04 0.62 0.62 P2 61.5 845.3 0.88 0.05 0.61 0.61 P3 107.0 766.2 0.88 0.09 0.55 0.56 P4 142.6 629.6 0.88 0.11 0.45 0.47 P5 169.2 448.7 0.88 0.14 0.32 0.35 P6 185.8 234.7 0.88 0.15 0.17 0.23 Simpson Strong -Tie Connectors Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Interaction Interaction R2 109.15 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 17.89 % 9.79 % R1 192.25 0 600T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to 46.89 % 43.65 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 OK (0.34) OK (0.21) OK (0.29) OK (0.16) No Soln No Soln Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.stroncitie.com for latest load data, important information, and general notes 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Merchandising Niche Type Fixture - Stud Calc Model: Stud at Merchandising Niche Code: 2012 NASPEC [AISI S100-2012] N 1 Point Loads P1x P2x Load(lb) 59.00 49.00 X-Dist.(ft) 7.44 6.20 5.30 Ib/ft .0- P 1x P 2x P 3x P 4. P 5. .0- P 6x Pax Pox P5x P6x 39.00 29.00 20.00 10.00 4.96 3.72 2.48 1.24 Section: 3625162-68 (50 ksi) Single C Stud (punched) Maxo = 1431.9 ft-lb Va = 4369.6 lb I = 1.07 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Page 1 of 2 Date: 10/10/2022 Simpson Strong -Tie® CFS DesignerTm 4.2.0.13 Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 857.1 0.599 857.1 60.0 1154.3 0.743 1.006 L/215 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 216.0 1471.1 0.583 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? P6x 10.0 1.50 2202.3 3633.8 234.7 0.10 NO P5x 20.0 1.50 2202.3 3633.8 448.7 0.19 NO SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Merchandising Niche Type Fixture - Stud Calc Model: Stud at Merchandising Niche Code: 2012 NASPEC [AISI S100-2012] P4x 29.0 1.50 2202.3 3633.8 P3x 39.0 1.50 2202.3 3633.8 P2x 49.0 1.50 2202.3 3633.8 P 1 x 59.0 1.50 2202.3 3633.8 R2 109.1 --Shear Connection w/ clip-- R1 192.3 --Stud/Track Design, Ref Connectors -- Bending and Shear Support or Vmax Mmax Va Pt Load (Ib) (ft-lb) Factor V/Va R1 192.3 0.0 0.23 0.19 R2 109.1 0.0 0.23 0.11 P1 53.2 857.1 0.23 0.05 P2 61.5 845.3 0.23 0.06 P3 107.0 766.2 0.23 0.11 P4 142.6 629.6 0.23 0.14 P5 169.2 448.7 0.23 0.17 P6 185.8 234.7 0.23 0.19 Simpson Strona-Tie Connectors Page 2 of 2 Date: 10/10/2022 Simpson Strong -Tie® CFS DesignerTm 4.2.0.13 629.6 0.27 NO 766.2 0.33 NO 845.3 0.37 NO 857.1 0.37 NO NO NO M/Ma 0.00 0.00 0.60 0.59 0.54 0.44 0.31 0.16 Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector V+M Intr. 0.19 0.11 0.60 0.59 0.55 0.46 0.36 0.25 Connector Anchor Interaction Interaction R2 109.15 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 14.36 % 9.79 % R1 192.25 0 362T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to 27.94 % 43.65 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 No Soln No Soln No Soln No Soln OK (0.15) OK (0.11) Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back -back, box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes. 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com BREAK EDGE AND PAINT (HEADER) SAMS #UN7 ON P #P5D (BY C C BREAKED( (LOWER C 3/4 -VIEW OKC!'HF\ CuVC filVu rHIIV I (LOWER SURROUND) PT- 1 FINISH SCHEDULE CALLOUT DESCRIPTION PL-01 JWHITE LAMINATE (WILSONART - LINEN PL-07 I PION ITE MERCURY SG204 SUEDE =AK EDGE AND DINT (HEADER) PT-Ol 0 �Go g ao LR a^ 0 =a u Vl LmwXiC a LL fl- N dcq m o � ogN 3 y O W 3 c <3 aN w u3 z °0 O C_ c4 a CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DOCUMENT IS THE SOLE PROPERTY OF SPARKS RETAIL. ANY REPRODUCTION OR USE WITHOUT EXPRESS WRITTEN CONSENT IS PROHIBITED. DIMENSIONS UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN: in ALTERNATE DIMS ARE IN: [mm] ALL DIMENSIONS SHOWN ARE FINISHED DIMENSIONS. TOLERANCES ARE: UNLESS OTHERWISE SPECIFIED, FRACTIONS ±1/32 [±0.80mm] DECIMALS .XXX ±0.010 [±0.25mm] ANGULAR ±0.5° AL 1:10 DATE CREATED: 2/26/2019 CLIENT: COMCAST PROJECT: XR - BP REMODEL JOB #: COMCO29 FILE NAME: BP-XR-10 MAIN STAGE DESCRIPTION: MAIN STAGE BP-XR-10 3 11/26/2019 AL REMOVE LOGO, REMOVE HEADER, REDUCE HEIGHT SHEET: 2 9/6/2019 AL CHANGE SIDE SURROUNDS TO ATTACH WITH MOD EEZ 1 4/8/2019 AL UPDATED PER 2019-4-5 REDLINES 1 O f 8 27 :V# DATE NAME DESCRIPTION REVISION TABLE CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 480.774.1700 www.dsaz.com cAse, ; 2 0o # y /' G : 3 zp Vp,. = 461 # (-4) Job Name (Lh Job No. 22-1483 Sheet No. By We-aA- Date 10/22 (-3zz)(1+2.) 0.3 Sp3jpL31 115 .461 614461 �= D- �rz d=3b" VO ' (E2D4 +'77') X 6 S�. - 2.6 i ! _ 2.6 r3� -70 � (tn 1k i U }ire((,—c 28 CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsoz.com Job Name Job No. 22-1483 Sheet No. By Date,? A 4- Ace, s - at cleats (for gravity and moment) TO,_ : 70# V3Z:, *t 1 77 't(t,.`-j') - 374 ( (\,su) ti �scrc.} ' 435 '�' /-2 ' 3, fl = 145 ':'- AS vl(Z=3.0 2-66 -Aw aK C I Pc % (3) vtn ba 4. • o, 145 to x c-1 s c,,-w,f = 580 -14- ,r 70 374 i' = 0.28 c ► . � o 580 VV; '10.5 461'# 0,-1 � � � 54 � G 3.25 � 7, � .2 5 � -' I CA 16 ©.(—. 29 Job Name Xf� ice/ CARUSO TURLEY SCOTT structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe, AZ 85281 Job No. 22-1483 Sheet No. 480.774.1700 www.ctsaz.com By vi Date 10/22 461.tA-� 323 -323 it 162 162 (5 i� S erg <as {� >�t Self -Drilling Screws 3.6.2 3.6.2.1 Product Description Hilti self -drilling screws are designed to drill their own hole in steel base materials up to 1/2" thick. These screws are available in a variety of head styles, thread lengths and drill -flute lengths for screw diameters #6 through 1 /4". Hilti self -drilling screws meet ASTM C1513, ASTM C954 and SAE J78 standards, as applicable. Product Features: • Hex head for metal -to -metal applications • Flush head for wood -to -metal applications • For metal from 0.035" to 0.500" thick • Winged reamers for wood over 1/2" thick • Stitch screws for light gauge metal -to -metal • Sealing screws for water resistant fastenings 3.6.2.2 Material Specifications Material ASTM A510 Grade 1018-1022 Heat Treatment Case hardened and tempered • Sizes 8, 10 and 12: 0.004" to 0.009" case depth • Size 1/4": 0.005" to 0.011 " case depth Plating Refer to Section 3.6.2.5 for screw coating information. Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with #10 screw capacity =; or chemically treated wood when moisture may be present or in 455# (allowable) iments. For further information, contact Hilti Technical Support at 11-877-749-6337. #12screw capacity = 775# (allowable) 3.6.2.3 Technical Data Ultimate Tensile Strengths - Pullout (Tension), lb (kN)1 2,3,4,5,6,7 3.6.2.1 Product Descri 3.6.2.2 Material Specifications 3.6.2.3 Technical Data 3.6.2.4 Installation Instructions 3.6.2.5 Ordering Information Listings/Approvals ICC-ES (International Code Council) ESR-2196 COLA (City of Los Angeles) RR 25678 JS 5kABS ICC-ES ESR-2196, provides IBC rec- ognition of Hilti's Self -Drilling Screw fasteners for most common applica- tions (e.g. CFS connections, gypsum to CFS, etc.), including HWH, HHWH, PPH, PPFH, PBH, PWH, PTH, PPCH, TPCH and PFTH head style screws. Nominal Thickness of steel member not in contact with the screw head, ga (in.) Screw Designation Diameter 20 18 16 14 12 10 in. (0.036) (0.048) (0.060) (0.075) (0.105) (0.135) 190 250 320 395 555 715 #6 0.138 (0.85) (1.11) (1.42) (1.76) (2.47) (3.18) 210 275 345 435 605 780 #7 0.151 (0.93) (1.22) (1.53) (1.93) (2.69) (3.47) 225 300 375 470 660 845 #8 0.164 (1.00) (1.33) (1.67) (2.09) (2.94) (3.76) 260 350 545 765 980 #10 0.190 (1.16) (1.56) (2.42) (3.40) (4.36) 295 395 495 620 870 1120 #12 0.216 (1.31) (1.76) (2.20) (2.76) (3.87) (4.98) 345 460 575 715 1000 1290 1/4 in. 0.250 (1.53) (2.05) (2.56) (3.18) (4.45) (5.74) 1 The lower of the ultimate pullout, pullover, and tension fastener strength of screw should be used for design. 2 Load values based upon calculations done in accordance with Section E4 of the AISI S100. 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a D factor of 0.5 be applied for LRFD design or a (P factor of 0.4 be applied for LSD design. 4 ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 5 The screw diameters in the table above are available in head styles of pan, hex washer, pancake, flat, wafer and bugle. 6 The load data in the table is based upon sheet steel with Fu = 45 ksi. For F. = 55 ksi steel, multiply values by 1.22. For F. = 65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. Hilti, Inc. (US) 1-800-879-8000 1 www.us.hifti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Direct Fastening Technical Guide 2015 161 #10 screw capacity = 405# (allowable) #12screw capacity = 615# (allowable) Ultimate Shear Strengths - Bearing (Shear), lb (kN)1,2,3,4,5,6a Self -Drilling Screws 3.6.2 Nominal Thickness of steel Thickness of steel member not in contact with the screw head, ga (in.) Screw Diameter member in contact Designation with crew head in.screw ga 20 (0.036) 18 (0.048) 16 (0.060) 14 (0.075) >- 12 (0.105) 20 (0.036) 500 (2.22) 660 (2.94) 660 (2.94) 660 (2.94) 660 (2.94) #7 0.151 18 (0.048) 500 (2.22) 660 (2.94) 880 (3.91) 880 (3.91) 880 (3.91) >_ 16 (0.060) 500 (2.22) 660 (2.94) 890 (3.96) 890 (3.96) 890 (3.96) 20 (0.036) 525 (2.34) 715 (3.18) 715 (3.18) 715 (3.18) 715 (3.18) #8 0.164 18 (0.048) 525 (2.34) 805 (3.58) 955 (4.25) 955 (4.25) 955 (4.25) >_ 16 (0.060) 525 (2.34) 805 (3.58) 1120 (4.98) 1170 (5.20) 1170 (5.20) 20 (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) 18 (0.048) 565 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) #10-12 0.190 16 (0.060) 565 (2.51) 1210 (5.38) 1390 (6.18) 1390 (6.18) >_ 14 (0.075) 565 (2.51) 865 (3.85) 1210 (5.38) 1645 (7.32) 1645 (7.32) 20 (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) #10-16 0.190 18 (0.048) 565 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) >_ 16 (0.060) 565 (2.51) 865 (3.85) 1210 (5.38) 1215 (5.40) 1215 (5.40) 20 (0.036) 565 (2.51) 830 (3.69) 830 (3.69) 830 (3.69) 830 (3.69) 18 (0.048) 565 (2.51) 865 (3.85) 1110 (4.94) 1110 (4.94) 1110 (4.94) #10-18 0.190 16 (0.060) 565 (2.51) 865 (3.85) 1210 (5.38) 1390 (6.18) 1390 (6.18) >_ 14 (0.075) 565 (2.51) 865 (3.85) 1210 (5.38) 1645 (7.32) 1645 (7.32) 20 (0.036) 600 (2.67) 930 (4.14) 945 (4.20) 945 (4.20) 945 (4.20) 18 (0.048) 600 (2.67) 925 (4.11) 1260 (5.60) 1260 (5.60) 1260 (5.60) #12-14 0.216 16 (0.060) 600 (2.67) 925 (4.11) 1290 (5.74) 1570 (6.98) 1570 (6.98) >_ 14 (0.075) 600 (2.67) 925 (4.11) 1290 (5.74) 1800 (8.00) 1880 (8.36) 20 (0.036) 600 (2.67) 930 (4.14) 945 (4.20) 945 (4.20) 945 (4.20) 18 (0.048) 600 (2.67) 925 (4.11) 1260 (5.60) 1260 (5.60) 1260 (5.60) #12-24 0.216 16 (0.060) 600 (2.67) 925 (4.11) 1290 (5.74) 1570 (6.98) 1570 (6.98) 14 (0.075) 600 (2.67) 925 (4.11) 1290 (5.74) 1800 (8.00) 1970 (8.76) >_ 12 (0.090) 600 (2.67) 925 (4.11) 1290 (5.74) 1800 (8.00) 2285 (10.16) 20 (0.036) 645 (2.87) 1020 (4.54) 1090 (4.85) 1090 (4.85) 1090 (4.85) 18 (0.048) 645 (2.87) 995 (4.43) 1400 (6.23) 1460 (6.49) 1460 (6.49) 1/4 in. 0.250 16 (0.060) 645 (2.87) 995 (4.43) 1390 (6.18) 1820 (8.10) 1820 (8.10) 14 (0.075) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) 2280 (10.14) 12 (0.090) 645 (2.87) 995 (4.43) 1390 (6.18) 1940 (8.63) 1 2440 (10.85) The lower of the ultimate shear bearing and shear fastener strength of screw should be used for design. Load values based upon calculations done in accordance with Section E4 of AISI S100. 3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design, a 0 factor of 0.5 be applied for LRFD design or a m factor of 0.4 be applied for LSD design. 4 ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 5 Load values in table are for Hex Washer Head (HWH and HHWH), Phillips Pan Head (PPH), Phillips Truss Head (PTH), Phillips Pancake Head (PPCH), and Phillips Flat Truss Head (PFTH) style screws. Phillips Bugle Head (PBH) and Phillips Wafer Head (PWH) styles are not covered by this table because they are not intended for attachment of steel to steel. 6 The load data in the table is based upon sheet steel with F. = 45 ksi. For F. = 55 ksi steel, multiply values by 1.22. For F. = 65 ksi steel, multiply values by 1.44. 7 Refer to Section 3.6.2.5 to ensure drilling capacities. 3.6.2.4 Installation Instructions For general discussion of Hilti screw fastener installation, reference Section 3.6.1.7. For allowable diaphragm shear loads and stiffness values for steel roof or floor deck utilizing Hilti self -drilling screws as frame or sidelap fasteners, reference Section 3.5 and download Hilti's Profis DF software at www.us.hilti.com/ decking (US), or www.hilti.ca (Canada). To estimate the number of sidelap screws on a steel roof or floor deck project, reference Section 3.5.1.6. Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilti Technical Support at 1-877-749-6337. Hilti, Inc. (US) 1-800-879-8000 1 www•us.hifi.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.ca I Direct Fastening Technical Guide 2015 163 Project Name: Main Stage - Stud Model: Main Stage Stud Code: 2012 NASPEC [AISI S100-2012] N 10.50 1 In 5.30 Ib/ft Point Loads P1 P2 P3 P4 Load(lb) -35 35 54 54 X-Dist.(ft) 6.75 3.75 7.25 3.25 Section: 3625162-43 (33 ksi) Single C Stud (punched) Maxo = 612.0 ft-lb Va = 1739.1 lb I = 0.71 in14 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos (ft-lb) Maxo (ft-lb) Span 280.1 0.458 280.1 Distortional Buckling K-phi Lm brace Ma-dist (lb-in/in) (in) (ft-lb) Span 0.00 126.0 Bending and Web Crippling Support or Load Bearing Pa Pt Load P(lb) (in) (lb) P4x 54.0 1.50 620.7 P3x 54.0 1.50 620.7 P2x 35.0 1.50 620.7 P 1 x -35.0 1.50 620.7 R2 71.8 1.00 276.7 Page 1 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 P 3. P 1. P 2. P 4. Bracing Ma-Brc Mpos/ Deflection (in) (ft-lb) Ma-Brc (in) Ratio 60.0 560.1 0.500 0.171 L/738 Mmax/ Ma-dist 634.9 0.441 Pn (lb) Mmax (ft-lb) Intr. Value Stiffeners Required? 1024.1 270.5 0.31 NO 1024.1 205.4 0.25 NO 1024.1 280.1 0.31 NO 1024.1 205.1 0.23 NO 484.3 0.0 0.13 NO SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Main Stage - Stud Model: Main Stage Stud Code: 2012 NASPEC [AISI S100-2012] R1 91.8 1.00 Bending and Shear Support or Vmax Mmax Pt Load (Ib) (ft-lb) R1 91.8 0.0 R2 71.8 0.0 Pi 32.9 205.1 P2 18.0 280.1 P3 54.6 205.4 P4 74.6 270.5 Simpson Strong -Tie Connectors Support Rx(Ib) Ry(lb) 276.7 484.3 Va Factor V/Va 0.39 0.14 0.39 0.11 0.39 0.05 0.39 0.03 0.39 0.08 0.39 0.11 Page 2 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 0.0 0.17 NO V+M M/Ma Intr. 0.00 0.14 0.00 0.11 0.34 0.34 0.46 0.46 0.34 0.35 0.44 0.46 Connector Anchor Simpson Strong -Tie Connector Interaction Interaction R2 71.83 0 By Others & Anchorage Designed by Engineer NA NA R1 91.83 0 By Others & Anchorage Designed by Engineer NA NA Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span 60 N/A 0.0 OK (0.40) OK (0.25) OK (0.26) OK (0.21) No Soln No Soln Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Brace Model: Brace Code: 2012 NASPEC [AISI S100-2012] 10.50 N z section: 3625162-43 (33 ksi) Single C Stud (punched) Vlaxo = 612.0 ft-lb Va = 1739.1 lb I = 0.71 in14 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Page 1 of 2 Date: 06/15/2022 Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 0.0 0.000 0.0 None 230.3 0.000 0.000 L/0 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 126.0 634.9 0.000 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? R2 0.0 --Shear Connection w/ clip-- NO R1 0.0 --Stud/Track Design, Ref Connectors-- NO Bendina and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 0.0 0.0 0.39 0.00 0.00 0.00 R2 0.0 0.0 0.39 0.00 0.00 0.00 Combined Bendina and Axial Load Details SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: Brace Page 2 of 2 Model: Brace Date:06/15/2022 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong -Tie® CFS DesignerTm 4.0.0.24 Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 276.0(c) None None 206 0.0 126.0 828.8(c) 0.33 0.33 Simpson Strona-Tie Connectors Support Rx(lb) Ry(lb) Simpson Strong -Tie Connector Connector Interaction Anchor Interaction R2 0.00 0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 0.00 % 0.00 % R1 0.00 276 362T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 0.00 % 0.00 % steel (3/16" to 1/2" thickness) Simpson Strong -Tie Wall Stud Bridging Connectors Design Method = AISI S100 Design Bracing Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/Parapet Length(in.) Braces Pn(lb.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span Span N/A N/A N/A N/A N/A N/A N/A N/A Notes: 1) Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.strongtie.com for latest load data, important information, and general notes 4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com Project Name: 3' LINTEL Model: Beam/Stud -1 Code: 2012 NASPEC [AISI S100-2012] Max. Lintel Load: = 10psf x 4' wall above = 40#/ft Page 1 of 1 Date: 05/18/2021 Simpson Strong -Tie® CFS DesignerTm 4.0.0.16 capacity without web stiffeners 325.00 Ib/ft R1 R2 3.00 Section: (2) 3625162-33 (33 ksi) Boxed C Stud (punched) Maxo = 881.7 ft-lb Va = 2047.2 lb I = 1.10 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos (ft-lb) Maxo (ft-lb) Bracing Ma-Brc Mpos/ Deflection (in) (ft-lb) Ma-Brc (in) Ratio Span 365.6 0.415 365.6 None 881.7 0.415 0.018 L/1976 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? R2 487.5 3.50 518.2 906.9 0.0 0.49 NO R1 487.5 3.50 518.2 906.9 0.0 0.49 NO Bending and Shear Support or Vmax Mmax Va V + M Pt Load (lb) (ft-lb) Factor V/Va M/Ma Intr. R1 487.5 0.0 0.51 0.47 0.00 0.47 R2 487.5 0.0 0.51 0.47 0.00 0.47 SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com 34 Project Name: 10' LINTEL Model: Beam/Stud -1 Code: 2012 NASPEC [AISI S100-2012] Max. Lintel Load: = 10psf x 4' wall above = 40#/ft Page 1 of 1 Date: 05/18/2021 Simpson Strong -Tie® CFS DesignerTm 4.0.0.16 capacity without web stiffeners CH b/ft R1 R2 10.00 Section: (2) 60OS162-33 (33 ksi) Boxed C Stud (punched) Maxo = 1901.3 ft-lb Va = 1276.1 lb I = 3.59 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (in) Ratio Span 1187.5 0.625 1187.5 None 1901.3 0.625 0.202 L/594 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (ft-lb) Value Required? R2 475.0 3.50 479.4 838.9 0.0 0.52 NO R1 475.0 3.50 479.4 838.9 0.0 0.52 NO Bending and Shear Support or Vmax Mmax Va V + M Pt Load (Ib) (ft-lb) Factor V/Va M/Ma Intr. R1 475.0 0.0 1.00 0.37 0.00 0.37 R2 475.0 0.0 1.00 0.37 0.00 0.37 SIMPSON STRONG -TIE COMPANY INC. www.strongtie.com 35