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Specifications nq/ y , /3/ O . c'' Tetra Plastics Wildeck Mezzanine Location: Portland, OR • (Zone 3) Prepared For: Wildeck Mezzanines, Inc 405 Commerce St Waukesha, WI Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 Peter S. Higgins, S.E. Job Number 2146 - ch 23, This Document and t design it co - -ins is copyright by Pet r S. Higgins and Associates. is provided a- .n instrument of service, nd shall not be reproduced ' any fashion out the written permissio of Peter S. � r 7� R OF te, Higgins and sociates. ` �� ^ j � \ � / , Notic 'o ildin• ' - •art ' -nts i � , - 1 If this calculati i ••'tte• o• • g rmi- approv. , it shall III contai all shee s of u a 'o , as -ted in -h: tab - of contents on CREGON the n xt page( , a : a acc•y•anied 4, :rawings listed in Secti n 1. All doc s t bear :pprocriai- seals and signatures in tl4 ink f a con ras 'r. c ' with .e same ob Number Reference. The j ,�y � 1 �, l � calc lation s aLl sigd d acros- his bl . . 1' 1/100• • IRERRODUCTIO eF SI 2 COPIES ARE INVALID' .---___----- RECEIVED - APR 5 LINHAR f PETERSEN POWERS ASSOCIATES - r • PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet ii Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.2 Specifications, Details, Supplementary Calcula- tions 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 Typical UNO 1 1.2.1.2 Compressor Mezzanine 1 1.2.2 Seismic 1 1.2.2.1 General 1 2 Blow Mold Mezzanine 2 2.1 Check Deck 2 2.2 Check Beams 2 2.2.1 12C11 2 2.3 Check Girders 2 2.3.1 W12x30 2 2.4 Cold Formed Beam Properties 3 2.5 Connections 3 2.6 Check Posts 3 2.6.1 Load to Post 3 2.6.2 Post Properties and Capacities 3 2.7 Seismic 3 2.7.1 Base Shear 3 2.7.2 Design Forces 4 2.7.3 Post - Combined Stresses 4 2.7.4 Base Plate 4 3 Extrusion Mezzanine 5 3.1 Check Deck 5 3.2 Check Beams 5 3.2.1 12C11 5 3.3 Check Girders 5 3.3.1 W12x30 5 3.4 Cold Formed Beam Properties 5 3.5 Connections 6 3.6 Check Posts 6 3.6.1 Load to Post 6 3.6.2 Post Properties and Capacities 6 3.7 Seismic 6 3.7.1 Base Shear 6 3.7.2 Design Forces 6 3.7.3 Post - Combined Stresses 7 3.7.4 Base Plate 7 4 Maintenance Mezzanine 8 5 Compressor Mezzanine 8 5.1 Check Deck 8 5.2 Check Beams 8 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet iii 5.2.1 12C11 8 5.3 Check Girders 8 5.3.1 W12x30 8 5.4 Cold Formed Beam Properties 8 5.5 Connections 9 5.6 Check Posts 9 5.6.1 Load to Post 9 5.6.2 Post Properties and Capacities 9 5.7 Seismic 9 6 Miscellaneous Metal 9 6.1 Stairs 9 6.2 Handrail 9 r PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 1 1 Reference Data This calculation reviews the installation of new mezzanine for structural adequacy. The sealing of drawings is for the struc- tural review of the mezzanine only. Other information is not reviewed, nor approved. Wildeck Mezzanines, Inc. is a City of Los Angeles Certified Fab- ricator ( #1433). 1.1 Documents 1.1.1 Drawings Wildeck 8459 Sheet 1 Rev. 1 Sheet 2 Rev. 1 Sheet 3 Rev. 1 Sheet 4 Rev. - Sheet 5 Rev. - Sheet 6 Rev. - Sheet 7 Rev. 1 Sheet 8 Rev. - 1.1.2 Specifications, Details, Supplementary Calculations Wildeck 31 sheets (8%x11) 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Typical UNO DL = 10 psf; LL = 125 psf 1.2.1.2 Compressor Mezzanine DL = 10 psf; LL = 150 psf 1.2.2 Seismic 1.2.2.1 General Where: Z =0.3 T � _ ZIC I =1.00 R R =6 (Strictly speaking R =12 as the "girder" is the base - Thus: plate, and the "connection" is the base weld which is capable w of fully developing the flexu- 10.7T ral capacity of the plate) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 2 within the range: 1.25S 0.031 <_ V . 0.138 W c- 7 S <1.5 (unless lower value per- nutted by soils report) W =DL (+ LL /4 for storage occu- pancies) T may be determined by any rational method, or the default C /R of 0.46 may be used. 2 Blow Mold Mezzanine 2.1 Check Deck Max Span < 4.2 ft; M < 0.24 ft kips /ft; Smin =0.15 in3 /ft Any 1% deck AMPLE 2.2 Check Beams 2.2.1 12C11 Tributary Width < 4 ft; Span < 15.1 ft Design Forces and Requirements 12C11 O.K. w <0.54 kips /ft V < 4.1 kips M<15.4 foot kips Sxmin =6.15 in3 Ixmin =26.7 in4 (LL /240) 2.3 Check Girders 2.3.1 W12x30 Tributary Width < 8.1 ft; Span < 15.5 ft Design Forces and Require- ments W12x30 O.R. w <1.09 kips /ft V <8.5 kips M <32.8 foot kips Sxmin =16.4 in3 Ixmin=58.5 in (LL /240) I _ PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 3 2.4 Cold Formed Beam Properties 2.5" 12011 'S =6.94 in O.K. I =41.7 in N 2.5 Connections �R R 3.5R V Bo, _ _ 5.;m8.„=-6 + , Vi., = R 3)z + (6)z -0.67R 3" typ • V = 4.I K 4 = 6.1 K • max 3.5" Note: Connections to columns and other connections not required to resist moment have capacities of > 12.1 kips 2.6 Check Posts 2.6.1 Load to Post Tributary Area < 125 ft DL < 1.3 kips LL < 12.5 kips (UBC 20% reduction) Ptot < 13.8 kips 2.6.2 Post Properties and Capacities TS 6x6x3/16 Kl /r= (2)(98)/2.36 =83 A =4.27 in S =7.93 in F =17.6 ksi r =2.36 in 1.33F' =28.9 ksi P =75.0 k 1 33P' M 241'r� 2.7 Seismic 2.7.1 Base Shear Use Code Default Values for CS V= 0.138W =0.61k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 4 2.7.2 Design Forces P <13.8k V <0.61k M <VL= (0.61) (98) = 59.8 "k 2.7.3 Post - Combined Stresses P iW P M = 0.42 <1.33 O.R. P + 0.85M Pa C 1 -- P .)M 1.33P a = 0.42 <1.33 O.R. 2.7.4 Base Plate From equilibrium: M (D)(e)( =P +T 0.85 --cc (T)+(- P- -►��f— Simultaneous solution yields: • 1 e = 0.68 in. • • T = 0 kips Iry Stability limited by bending in plate r R:11 <_PI c)+( 1.33)(0.75)(36) Da 6 = 81.9 inch kips T =0 Stable under vertical load alone O.R. Anchors provide added Factor of Safety PETER S. HIGGINS AND ASSOCIATES `' CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 5 Use min. 3/4" diam. ICBO approved expansion anchors. O.R. Minimum embedment 3.0" into slab. 3 Extrusion Mezzanine 3.1 Check Deck Max Span < 4.2 ft; M < 0.24 ft kips /ft; Smin =0.15 in3 /ft Any 1% deck AMPLE 3.2 Check Beams 3.2.1 12C11 Tributary Width < 3.6 ft; Span < 13.5 ft Design Forces and Requirements 12C11 O.R. w <0.49 kips /ft V <3.3 kips M <11.1 foot kips Sxmin =4.43 in3 Ixmin =17.2 in4 (LL /240) 3.3 Check Girders 3.3.1 W12x30 Tributary Width < 7.0 ft; Span < 21.2 ft Design Forces and Require- ments W12x30 O.R. w <0.95 kips /ft V <10.0 kips M <52.6 foot kips Sxmin=26.3 in3 Ixmin =128 in (LL /240) 3.4 Cold Formed Beam Properties 75 „ 12C11 S =6.94 in O.R. I =41.7 in t PETER 5. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 6 3.5 Connections 1R _ R _ 3.5R VB.u- :Ms.« 6 l.. vv V��= R \J( ( =0.67R V a = 4.1 = 6.1 K R i max 3.5^ Note: Connections to columns and other connections not required to resist moment have capacities of > 12.1 kips 3.6 Check Posts 3.6.1 Load to Post Tributary Area < 135 ft DL < 1.4 kips LL < 13.5 kips (UBC 20% reduction) Ptot < 14.9 kips 3.6.2 Post Properties and Capacities TS 6x6x3/16 Kl /r= (2)(98)/2.36 =83 A =4.27 in S =7.93 in F =17.6 ksi r =2.36 in 1.33F' =28.9 ksi Pa =75.0 k 1733P' =123k M — xa = 241 : 3.7 Seismic 3.7.1 Base Shear Use Code Default Values for CS V= 0.138W =0.66k 3.7.2 Design Forces P <14.9k V <0.66k M<VL= (0.66) (98) =64 .5 "k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 7 3.7.3 Post - Combined Stresses P M P M = 0.47 <1.33 O.R. P + 0.85M Pa 11 P 1 1.33 P, M a = 0.46 <1.33 O.R. 3.7.4 Base Plate From equilibrium: M (D)(e)(0.85 f ",)= P +T 0.85 fc 6—a)(T)+( e I M w 2 (P +T) = 0 ° +T / - -►��f Simultaneous solution yields: e = 0.73 in. T = 0 kips VV Stability limited by bending in plate z RM PI 2` I +(1.33)(O.75)(36) = 86.4 inch kips T =0 Stable under vertical load alone O.R. Anchors provide added Factor of Safety Use min. 3/4" diam. ICBO approved expansion anchors. O.R. Minimum embedment 3.0" into slab. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 8 4 Maintenance Mezzanine OK per above checks. All material the same as above. Spans are the same or shorter, and tributary widths are the same or less. 5 Compressor Mezzanine 5.1 Check Deck Max Span < 3 ft; M < 0.14 ft kips /ft; Smin =0.09 in3 /ft Any 1 deck AMPLE 5.2 Check Beams 5.2.1 12C11 Tributary Width < 2.4 ft; Span < 18.2 ft Design Forces and Requirements 12C11 O.R. w <0.39 kips /ft V<3.6 kips M <16.2 foot kips Sxmin -6.48 in3 Ixmin =34.3 in4 (LL /240) 5.3 Check Girders 5.3.1 W12x30 Tributary Width < 9.4 ft; Span < 20.5 ft Design Forces and Require- ments W12x30 Say O.R. w <1.50 kips /ft V < 15.4 kips M <79.0 foot kips Sxmin=39.5 in3 Ixmin=188 in (LL /240) 5.4 Cold Formed Beam Properties 5" 12C11 S =6.94 in O.R. I =41.7 in C\i PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Tetra Plastics Job No. 2146 March 23, 1996 Sheet 9 5.5 Connections 1R R _ 3.5R Ve.a= 3: M B01,— 6 V,.,= Rj(3) + I = 0.67R 4 V = 4.1 K � R = 6.1 K R max 3 Note: Connections to columns and other connections not required to resist moment have capacities of > 12.1 kips 5.6 Check Posts 5.6.1 Load to Post Tributary Area < 103 ft DL < 1.0 kips LL < 10.3 kips (UBC 20% reduction) Ptot < 11.3 kips 5.6.2 Post Properties and Capacities OK per previous checks (less load on same material) 5.7 Seismic OK per previous checks (less load on same material) 6 Miscellaneous Metal 6.1 Stairs Max rise < 9 feet; max run < 14 feet: Any stringer big enough to fit treads OR by inspection. 6.2 Handrail Pickets @ <42 "; spaced <60" apart; Connections; OR by inspec- tion •