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u 9- 00253 LEW15 & /0505Tz'` V VAN VLEET Incorporated principals STRUCTURAL CALCULATIONS chris c van vleet p e gary j levels p e FOR Coast Services Mezzanines Tigard, OR PREPARED FOR Coast Services SIGNED 6/3/99 k.0 P ROF <0 _ Ai 15,I 9 J / 1.9 �i0 EXPIRESI2/31 /2000 Lewis & Van Vleet Inc Job Number 99124 CONTENTS Mezzanine Framing: Fl to F4 Lateral: L 1 to L7 consulting engineers 18660 s.w boones ferry road tualatin. oregon 97062 [503] 885 8605 phone (503) 885.1206 fax F -1 99124 coast services LEWIS & Lit consulting engineers Job: Coast Services Client: Coast Services 18660 sw boones rem, rd No. 99124 By LC tualatin, Oregon 97062 Date: 5/99 VAN VLEET ( 885 8605 phone (503) 885 1206 fax NEW MEZZANINE FRAMING DEFINE UNITS K := 1000•lb psi := lb plf := lb ksi K Psf ;= lb .= K klf in ft m ft ft DESIGN LOADS: DL := 15 psf DL partition := 20•psf LL := 50•psf FLOOR JOISTS: typical joist spacing = 16" worst case joist w :_ DL + LL +DL partition) • 16•in w = 113.33 "plf span : =19•ft use 11 7/8" TJI /pro350 () 16" O.C. see ,_ F-1 A- joist at tapered end of mezzanine w :_ (DL + LL +DL partition) 16•in w = 113 33 "plf span : =14•ft f S gA r use JI ' TJI /oro120TS 1 16" O.C. see F-16 F -IA /sieithei 11.875" TJI ® /ProTM' -350 JOIST @ 16.0" o/c TJ- BeamiU v5 20 Serial Number 708041619 BEAMUSA 1001 5124199 5 4223 PM Page 1 of 2 Budd Code 070 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 19' Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting FLOOR - COM Application Loads(psf) 50 Live at 100% duration, 15 Dead, 20 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs ) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5 50" 4 25" Left Face 642 / 449 / 1091 Detail A3 1 25" LSL Rim 2 Parallam® PSL, PPCB 1 50" Hanger Right Face 625 / 437 / 1062 Detail H1 - See TJM SPECIFIERS / BUILDERS GUIDES for detail(s) A3, H1 - CAUTION Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications Limits. End supports, 3 5" Intermediate supports, 3 5" with web stiffeners and 5 25" without web stiffeners. HANGERS: Simpson Strong -Tie Connectors® REVERSE T F T F NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Right Top ITT3511 88 No N/A No 0 2 -N10 4-N10 2 -N10 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1048 1048 1420 Passed(74 %) RT end Span 1 under Floor loading Reaction(lb) 1048 1048 1160 Passed(90 %) Beanng 2 under Floor loading Moment(ft-lb) 4849 4849 5200 Passed(93 %) MID Span 1 under Floor loading Live Defl.(in) 0 431 0 463 Passed(U516) MID Span 1 under Alternate Load critena Total Defl (in) 0 732 0 925 Passed(U303) MID Span 1 under Floor loading TJ -Pro Rating 40 Any Passed Span 1 - Allowable moment was increased for repetitive member usage - Deflection Cntena STANDARD(LL.L/360, TL L/240, ALT U480@50 0 psf) - Deflection analysis is based on composite action with single layer of the appropnate span - rated, GLUED & NAILED wood decking. - Bracing(Lu) All compression edges (top and bottom) must be braced at 2 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability - - Concentrated load requirements for standard non - residential floors have been considered TJ -Pro"' RATING SYSTEM The TJ - Pro (USA) Rating System value is based on a Glued 8. Nailed 3/4 OSB decking. This system is supported by walls. Additional considerations for this rating include Ceiling - None A structural analysis of the deck has not been performed by the program Comparison Value 1 84 PROJECT INFORMATION. OPERATOR INFORMATION; No Project Information available Lewis & Van Vleet Gary Lewis 18660 SW Boones Ferry Rd Tualatin, Oregon 97062 (503) 885 -8605 (503) 885 -1206 Copyright 0 1998 by Trus Joist MacMillan, a limited partnership, Bose, Idaho, USA Pmt , TJ -Prone and TJ- Beam T am trademarks of This Joist MacMillan TJI® and Parallam® are registered trademarks of Trus Joist MacMillan Simpson Strong -Tie Connectors® Is a registered trademark of Simpson Strong•Tle Company, Inc C \TJBeamlNAICOASTJ2B bm giegehtfia efer mezzanine joist F TJ- Beam"' v5 42 Senal Number 709049578 11.875" TJ I ®/Pro Tnn -120TS JOIST @ 16.0" olc BEAMUSA 1001 6/2/99 11 00 05 AM Page 1 of 1 Build Code 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,© 14' Product Diagram Is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM Application Loads(psf) 50 Live at 100% duration, 15 Dead, 20 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs ) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 Plate 3 50" 2 25" Left Face 467 / 327 / 793 Detail A3 1 25" LSL Rim 2 2x4 Plate 3 50" 2 25" Right Face 467 / 327 / 793 Detail A3 1 25" LSL Rim - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s) A3 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 1000 1420 Passed(70 %) Lt end Span 1 under Safe loading Reaction(lb) 995 995 1206 Passed(83 %) Beanng 1 under Safe loading Moment(ft-lb) 2614 2614 3567 Passed(73 %) MID Span 1 under Floor loading Live Defl (in) 0 196 0 340 Passed(U834) MID Span 1 under Alternate Load cntena Total Defl (in) 0 332 0 679 Passed(U490) MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage - Deflection Cntena STANDARD(LL U360, TL 1J240, ALT U480 @50 0 psf) - Deflection analysis is based on composite action with single layer of the appropnate span - rated, GLUED & NAILED wood decking - Bracing(Lu) All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability - Concentrated load requirements for standard non - residential floors have been considered ADDITIONAL NOTES: - IMPORTANT' The analysis presented is output from software developed by Trus Joist MacMillan(TJM) TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design cntena and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJM Associate - Not all products are readily available Check with your supplier or TJM technical representative for product availability —THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above PROJECT INFORMATION OPERATOR INFORMATION: 99124 Lewis and Van Vleet coast services Lance Cerny 18660 sw Boones Ferry Rd Tualatin, OR 97602 (503) 885 -8605 (503) 885-1206 Copynght ® 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA Pro*", TJ -Pro"' and TJ- Beam"' are trademarks of Trus Joist MacMillan TJI® is a registered trademark of Trus Joist MacMillan C \My Documentsyob files199124 coast sennces\iarger mea shorter span bm C j*eA i v , 11.875" TJI ® /ProTM -120TS JOIST @ 16.0" o/c A L TJ- Beam"' v5 42 Senal Number 709049578 BEAMUSA 1001 62199 10 58 40 AM Page 1 of 1 Build Code 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 l i J n i ,© 10' 0 Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM Application Loads(psf) 125 Live at 100% duration, 15 Dead, 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs ) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 Plate 3 50" 2 25" Left Face 833 / 100 / 933 Detail A3 1 25" LSL Rim 2 2x4 Plate 3 50" 2 25" Right Face 833 / 100 / 933 Detail A3 1 25" LSL Rim - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s) A3 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 1000 1420 Passed(70 %) Lt end Span 1 under Safe loading Reaction(Ib) 995 995 1206 Passed(83 %) Bearing 1 under Safe loading Moment(ft-lb) 2143 2143 3567 Passed(60 %) MID Span 1 under Floor loading Live Defl (in) 0 138 0 319 Passed(U831) MID Span 1 under Floor loading Total Defl (in) 0 155 0 479 Passed(U742) MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage - Deflection Criteria STANDARD(LL L/360, TL L/240, ALT U480 @50 0 psf) - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking - Bracing(Lu) All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability - Concentrated load requirements for standard non - residential floors have been considered ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMtllan(TJM) TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJM Associate. - Not all products are readily available Check with your supplier or TJM technical representative for product availability —THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Lewis and Van Vleet Lance Cemy 18660 sw Boones Ferry Rd Tualatin, OR 97602 (503) 885 -8605 11, (503) 885 -1206 Copynght 01999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA Pro^', TJ -Prom and TJ- Beam^' are trademarks of Trus Joist MacMillan TJI® is a registered trademark of Trus Joist MacMillan C \My Documentstiob fiies999124 coast services\smali mea typ bm F -2 99124 coast services joist at storage/warehouse mezzanine w := (DL+ 150 psf) 16 in w = 220 •p1f span :=10 ft use U 7 /1s . " TJI /pro120TS @ 16" 0 C. see - � L FLOOR BEAMS AND HEADERS: 5' header at office mezzanine w := (13L t LL + DL partition) 19 ft -F 8 ft sm(45 deg) w = 1047 92 •plf 2 span : =5•ft 2 M : =w span M = 3274 74•lb•ft 8 R : =w span R = 2619.79•Ib 2 S = S = 44.91 *ill ref, req A = 1.5 (R– w-11.25-in) A = 25.85 •in req ' 95 -psi req use (2) 2x 12's S =63.2 A =33.8 3' headers at office mezzanine w :_ (DL �- LL + DL p aon • 13 ft sin(45 deg) + 18 ft w = 1155 68 •p1f span :=3-ft 2 2 M :=w 51 M= 1300.14.1b•ft 8 R : =w• R = 1733.51.1b 2 S = M S N — S = 14 86 •in re q . 1050•psi req A = 1.5 (R w-7.25-in) A = 16 35 •in req 95.psi Areq F -3 99124 coast services use (2) 2x8's S =26.2 A =21 8 4' header storage mezzanine w := IDL +LL +DL tion 14ft +(DL +125•psf)• w 1295 •plf span : =4ft / 2 2 M : =w- M = 2590•1b•ft 8 R : =w• s R = 2590•lb 2 S = M S re = 32.31 •in ren —I 962 psi q A req ' = 1.5 (R– w•9.25 in) A = 25.13 •m 95 .psi req use (2) 2x 10's S =42.8 A =27 8 STUD WALLS: worst case stud wall check No. 2 2x4's at 16" O.C. bending: q : =5 psf M : =q 16 m (i g )2 M = 83.33•lb•ft S:= 306•m fb : = N1 fb = 326.8 psi Fb := 1313 psi compression: t ea P := [(DL + LL+ DL p�hon) .1 ft + 10psf• 10•ftl JJ P = 1210•Ib axi F-4 99124 coast services f := P '� f = 230 48 "psi c 1.5 in•3 5 in 0 column stability factor F cstar := 1300 psi 1 15.1.15 K =3 c: =8 1 =9ft d: =35•m E':= 1600•ksi d = 30.86 OK F cE '_ cE F cE = 504 12 °psi l I 2 e d � 1+ I F cE FcE 2 FcE C := F cstar, _ l + F cstar – F cstar C = 0.27 2c 2c c p F c := F cstar C p F c = 468.94 "psi combined loading: 2 F ° fb f = 07 <1.00K c F 11_ c —7—) FcE use 2x4 no2at16 "0.C. FOOTING: use allowable soil bearing pressure = 1500 psf P := (13L t LL t DL partition) • 19•ft t 10-psf-10-ft P = 907.5 "plf 2 q allowable =1500 psf w req := w req = 7.26 "in use 16" x 8" footings q allowable L -1 99124 coast services L WIS & consulting engineers Job: Coast Services Client: Coast Services 18660 sw boos ferry rd Job No. 99124 By LC n tualatm, Dragon 97062 Date: 5/99 VAN VLEET ( 885 8605 phone (503) 885 1206 fax NEW MEZZANINE LATERAL DEFINE UNITS: lb K := 1000•lb psi := plf :_ —ft- 1CSi := K psf : _ kIf K in in ft $ SEISMIC. I:=1.0 C a := 36 R : =4.5 zone 3, soil type SD shear wall '2.5 C a •I\ V •= W ` 1.4•R i V := 143•W W wall := 10•psf W DL : =15 psf+ 10•psf stud wall DL + partition load NULLVUNt IC) ...: :5j (./ :•\:` . \ I \\ - ^ ' . L // -- — — -- _71 7: t=7"=E1_ - fe - F3E..1E= l__t I I --L 4, „, , „ ..„ „; , .... r -- ,i__ __ _____ - ,\.• // _._- ' _ ,S, IF S. ///1/ N I / ' / 1 : / j•-\ " • 1 \ \ / / $ I I I 1\, / -4 / / I : . su■ ,,,. :,, S / .././ ' ta, I .lk ../ 1 ' ■ . Alk , I k / > * C . ) f-- --- - {1 I i I I Mr I I [ LT- : / ' •// I I I I / \* I I I - --- --.1 i---------- 1 (--. • lit-,IL ........ (3) \ CD j...\://1 O /•9 L -2 99124 coast services OFFICE MEZZANINE LATERAL seismic controls V := 143.LWDL25- ft+Ww�.( . 2 • 19-ft V = 98491•Ib L 2 ,JJ 2 V 2 := 143 f WDL(25ft--10ft)+ • (10ft■ 31 19 ft V 139246.1b LL 2 , JJ 2 V =.143 [Wm 19 ft +Wi10ft�2123 -ft V3= 94559.1b 2 / JJ 2 V =.l43 W 19ft+W 2 .23 ft 1 L V4= 133726. LL 2 rr 2 sin(45 deg) DIAPHRAGM SHEAR: V 1 at 1: v := v = 42.82•plf use 3/4" plywood nailed with 10d 23-ft 6" 0 C all supported edges and 10d i 12" O.C. in field allowable v =215 V 4 at 4: v := v = 78.66 •plf use 3/4" plywood nailed with 10d 17-ft 6" 0.0 all supported edges and 10d @ 12" 0 C. in field allowable v =215 WAREHOUSE MEZZANINE LATERAL seismic controls 10.ft V 5 := .143{W wall- (— ). 2fl8l1 - loft V5= 2202.2.1b V 6 := .143•{W DL •(40•ft)+ W wall 10 -ft 10 $ V 6 = 750 75•1b L 2 J 2 V .143•f WDL10ft+Ww� 1 lOftl 2 1 25ft V7= 625.63.1b L ,2IJ L -3 99124 coast services V8 =[143[WDL10ft +Wwall J V8= 1001.16 DIAPHRAGM SHEAR: V 6 at 6: v := v = 18.77 •plf use 3/4" plywood nailed with 10d @ 40.11 1 6" O.C. all supported edges and 10d @ 12" O.0 in field allowable v =215 V 7 at 7: v := v = 62.56 •pif use 3/4" plywood nailed with 10d 10.11 6" 0 C. all supported edges and 10d 0 12" O.0 in field allowable v =215 SHEAR WALL TYPES type sheathing edge nailing field nailing v allowable A 5/8" gyp, 2 sides 6d @ 7" 0 C 6d @ 7" 0 C 115 plf (seismic) INFORMATION FOR REDUNDANCY p CHECKS A boffice := 362 V office := .143.[WDL•362.11 +w wall'1211'2 (23.11 +19.11)] V office = 1.89•K A bwarhouse :=250 V warho :=. - W DL•250•ft 2 + W wall 10.11 2 (25•ft+ 10.11) 2 V warho = 1.39 •K SHEAR WALLS @ 1: (1) 19' wall V = 984.91.1b L-4 99124 coast services V 1 v := v = 51 84•p1f use wall type A 19ft check p - 19' wall: r:= V 1 10 r = 027 V office 19 p'=2 — 20 p = — 1.84 therefore p =1.0 r A boffice check overturning- 19' wall: M " =V 1 •(1041) M ot = 98501t•K M := W DL 19 2 ft +W 1 (1 wall(lOft) •ft) M r = 609241 K no holdown req. SHEAR WALLS @ 2: (2) 8' walls V 2 = 1392.46.1b V v := 2 8 ft v= 87.03 •plf use wall type A check overturning whole wall line - strap and block: M ot : = V M ot = 13.9241K Mr := [W wall (10ft)]•(2 Zft)2 M 242 r no holdown req L -5 99124 coast services • SHEAR WALLS @ 3: (1) 11' wall V 945.59.1b V v 1 v = 89 54•p1f use wall type A lift check p- 11' wall: V 3 10 r:= r =0.45 V office I I p := 2 - 20 p = - 0.32 therefore p =1.0 r bboffice check overturning- 11' wall: M ot : =V (10 ft) M 946aft K Mr'= IWDL . 15- psf•2ft +Wq,�(10ft)1• .ft)2 M 10.89011 no holdown req SHEAR WALLS @ 4: (1) 14' walls V 4 = 1337.26.113 V v := v = 95 52 •pif use wall type A I4•ft check overturning -14' wall: p :~ M := V M ot = 13374ftK L-6 99124 coast services M ,_[ 12ft + 10ft)] (14ft)2 M 245•ftK r '- L DL' 2 wall'( 2 r no holdown req. SHEAR WALLS @ 5: (1) 13', (1) 12' wall V 2202.2.1b V 5 v := v = 88.09•plf use wall type A 13.ft+ 12 ft check overturning- 12' wall: 12 Mot:-- 25 V (10ft) M 10 5741.K M r '- ,_[W DL 10•ft+ 16•ft + W wall'( 10 ft)]• (12•ft)2 M 30.6 K 2 2 r° no holdown rep. SHEAR WALLS @ 6: (1) 40' wall V 750.75.1, by inspection, wall type A and no holdowns OK f Yke,— L -7 4 99124 coast services SHEAR WALLS @ 7: (1) exterior wall V 7 = 625 63.1b by inspection, shear from mezzanine negligible compared to overall building lateral force the wall was designed for SHEAR WALLS @ 8: (1) 10' wall V 1001.1b V 8 v := v = 100 1 Tlf use wall type A 10.1 check overturning- 10' wall: M =V8 (1040 M 10.014t•K r 2 M r ' = L W DL 1 2 +.W (1 wall(lOft)1 e) ft tW 10ft5ft loft M 10.63•1K ff (5' of adj. wall) M ot — 85.1141 holdown force: P : = P = 97.88.1b 10-ft no holdown rec.