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-0 z _ e /L MK Consulting Engineers _ = 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 , (503) 222 -4453 / FAX (503) 248 -9263 6 � 8 -�� STRUCTURAL CALCULATIONS for CREEK1 /I E IN D US TRIA L PA RK S.W. 74TH AVENUE TIGARD, OR for PACIFIC REALTY VENTURES, INC. 17700 S.W. UPPER BOONES FERRY RD., SUITE 100 Portland, OR 97224 3\ PROr 44' .t‘GIN /�f!,- 6020 '/ V OREGON A a h: Van v • VLMK Job Number 98073 • Dated: APRIL 24, 1998 C: \TEMP \98073ca I cov. Do c • • I page 2 Table Of Contents CREEKVIEW Job# 98073 1. Design Criteria DC -1 2. Foundation Design FD -1 to FD -23 3. Column Design COL1 4. Panel Design PD -1 to PD -13 5. Framing Design FRMG -1 to FRMG -10 6. Lateral Design LD -1 to LD -11 7. 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C.3,21■Jt --- 4:E 01 11--1 11 ----- • 8 - 772 • Er " • .1 Lit • • 0.(141 21,s - 'eia.• 44:S" - Cj , #1 • • VLMK Consulting Engineers Job - a 3933 SW KELLY AVE. / PORTLAND, OR 97201-4393 Client • •==-- •• (503) 222-4453 / FAX 248-9263 Job No. By Date frV:. 9 l Sheet No Lie A „ — yel\ ThCE LQ ." •. • L VOL • e6NEL, EiJ 2 1 \I cAci >e Cr ""1 - MVA Lc 62 - :)er'-) • t9C:A<C.- VLMK Consulting Engineers Job W. a - 3933 SW KELLY AVE. / PORTLAND, OR 97201-4393 Client (503) 222-4453 / FAX 248-9263 Job No By Date • 7 Sheet No. ,""'\)( — C.1 = •■ 1 )+ ) D °) V 1(q • : (;It;;Ln:76 7 iU • , V,; • • ODE:Fc 1 • C ( ThC ): • miN.J)t.4 %a) 46-17 '' i• i •∎ 74THSHEAR 1.MCD 4/26/98 psf = 144 plf = Ibf PSF =psf PLF plf LB • =Ibf FT = ft ft pcf = — Ibf ft k = 1000• Ibf klf : = 1000• plf ksf = 1000- psf KLF = klf KSF = ksf ksi = 1000• psi round5( x) = if( x - floor( x) <0.5, floor( x) r 0.5, ceil( x) ) round( x) = if( x - floor( x) <0.5, floor( x) _ 0.5, ceil(x) ) MATERIALS: CONCRETE: w c : = 150. pcf UNIT WEIGHT OF CONCRETE f c = 2500 CONCRETE COMPRESSIVE STRENGTH FOR SLABS AND FOOTINGS (psi) E c : = 57., f c E c = 2850 MODULUS OF ELASTICITY FOR CONCRETE (ksi) f . = 60000 YIELD STRENGTH OF STEEL REINFORCEMENT (psi) 0 f : = 0.9 LOAD FACTOR FOR FLEXURE s = 0.85 LOAD FACTOR FOR SHEAR STEEL: f s = 36• ksi YIELD STRENGTH OF STRUCTURAL MEMBERS f f = 46• ksi YIELD STRENGTH OF STRUCTURAL TUBES E s = 29000• ksi MODULUS OF ELASTICITY FOR STEEL (ksi) SOIL w soil = 100• pcf UNIT WEIGHT OF SOIL -9 T-eS BUILDNG 74THSHEAR 1.MCD 4/30/98 psf : = psi plf = Ibf PSF = psf PLF = plf LB = Ibf FT • = ft 144 ft pcf : _ — Ibf ft k = 1000• Ibf klf = 1000• plf ksf = 1000• psf KLF - kif KSF = ksf ksi = 1000• psi round5( x) . = if( x -- floor( x) <0.5, floor( x) ; 0.5, ceil( x) ) round( x) if( x – floor( x) <0.5, floor( x) 0.5, ceil( x) ) MATERIALS: CONCRETE: w c : = 150• pcf UNIT WEIGHT OF CONCRETE f c .= 2500 CONCRETE COMPRESSIVE STRENGTH FOR SLABS AND FOOTINGS (psi) E c =57. . c E c = 2850 MODULUS OF ELASTICITY FOR CONCRETE (ksi) f Y = 60000 YIELD STRENGTH OF STEEL REINFORCEMENT (psi) f = 0.9 LOAD FACTOR FOR FLEXURE s = 0.85 LOAD FACTOR FOR SHEAR STEEL: f s = 36• ksi YIELD STRENGTH OF STRUCTURAL MEMBERS f t := 46• ksi YIELD STRENGTH OF STRUCTURAL TUBES E s : = 29000• ksi MODULUS OF ELASTICITY FOR STEEL (ksi) SOIL soil = 100• pcf UNIT WEIGHT OF SOIL • i G 74THSHEAR 1.MCD 4/30/98 FOOTING DESIGN 9 CANTILEVERED SHEAR WALL FOOTING: FOOTING DIMENSIONS: L wall - 6• ft BEAM SPAN OVER WALL LENGTH L cant = 7 ' ft LENGTH OF CANTILEVER L foot L wall 2 ' L cant L foot = 20• ft LENGTH OF FOOTING b = 5• ft FOOTING WIDTH A foot -- b• L foot A foot = l00•ft FOOTING AREA 2 S foot b. ` fot S foot = 333•ft FOOTING SECTION MODULUS 6 h = 20• in DEPTH OF FOOTING d = 16 • in DEPTH TO CENTROID OF REINFORCEMENT STEEL h panel = 6.5 in SHEAR WALL PANEL THICKNESS H panel - 19 ft HEIGHT OF SHEAR WALL PANEL ABOVE FOOTING LOADS /WEIGHTS OF MOMENT RESISTING ELEMENTS: P DL.roof = 0 k DEAD LOAD GIRDER REACTIONS AT SHEAR WALL ENDS M DL.roof - 2 ' P DL.roof' ( L cant -_ 8• in) + 2 P DL.roof (L cant * L wall - 8 in) M DL.roof = Oft •k L wall H pane l' `' c' l' WEIGHT OF SHEAR WALL PANEL W panel h pane W panel = 9.3 •k IL wall M panel - W panel' 1 2 + L cant) M panel = 93•ft •k W foot - w c' A foot' h W foot = 25 •k M - W ( wall + L M = 25°. ft •k foot foot 2 cant / foot W reisist 4-P DL.roof F W panel W foot W reisist = 34.k M resist = M DL.roof M panel ' M foot M resist = 343•ft •k M R •= 0.85•M resist M R = 291• ft •k C l S-51/ 5 74THSHEAR 1.MCD 4/30/98 • FOOTING DESIGN CANTILEVERED SHEAR WALL FOOTING: LATERAL LOAD AT ROOF DIAPHRAGM: SEE LATERAL DESIGN CALCULATIONS FOR SHEAR WALL LOADS V.= 12.5.k M OT V ' H panel 1-h M OT = 258•ft •k q a = 1.5• psf ALLOWABLE SOIL PRESSURE q min = 0•psf MINIMUM FOOTING PRESSURE d max = 1.86 •ksf q allow 1.331 a q allow = 1.99 •psf L = 7.38•ft LENGTH OF FOOTING WHICH BEARING PRESSURE ACTS q cant = 0.1 •ksf FOOTING PRESSURE AT PANEL EDGE BOTTOM LONGITUDINAL REINFORCEMENT: M bottom = 156• ft •k • 1.4 M bottom R : = R = 189 'psi FLEXURAL RESISTANCE FACTOR ( t•b•d p ( rho< if 200, 1.33• rho, rho) p = 0.00438 STEEL RATIO fy � A s.REQD P b d A s.REQD = 4.21 •in AREA OF STEEL REQUIRED bar no • = 8 REINFORCEMENT SIZE (DIAMETER) n bar = 6 NUMBER OF BARS REQUIRED 2 A s - n bar A bar A s = 4.74 AREA AREA OF REINFORCEMENT STEEL 97599 TCS [3UILDNG 74THSHEAR 1.MCD 4/30/98 FOOTING DESIGN CANTILEVERED SHEAR WALL FOOTING: TOP LONGITUDINAL REINFORCEMENT: N cant w b' h W cant = 1250 - pit WEIGHT OF CANTILEVERED SECTION W soil _ W soil' b• 6• in W soil = 250 'pit WEIGHT OF SOIL ABOVE CANTILEVER W slob - b• 6• in W slab = 375 •plf WEIGHT OF SLAB ABOVE CANTILEVER 2 M top . = W cant ' W soil W slab; ' L cant M top = 45.94• ft •k 2 1 to R := p R = 55.8 'psi FLEXURAL RESISTANCE FACTOR � f.b.d 2 i p = if(rho< 200, 1.33) rho , rho) p = 0.00125 STEEL RATIO 1 f � A s.REQD = • b• d A s.REQD = 1.2 p AREA OF STEEL REQUIRED bar no : = 4 REINFORCEMENT SIZE (DIAMETER) n bar = 7 NUMBER OF BARS REQUIRED A s n bar A bar A s = 1.4 •in AREA OF REINFORCEMENT STEEL 74THSHEAR 1.MCD 4/30/98 FOOTING DESIGN CANTILEVERED SHEAR WALL FOOTING: BOTTOM TRANSVERSE REINFORCEMENT: 1.4'q •12•in•ib h 2 t 1 trans allow panel; M trans = 0.014•ft •k 2.2 1.4 M trans R • = R = 0.084 'psi FLEXURAL RESISTANCE FACTOR f• 12•in-d p • = if ( rho < 200, 1.33• rho, rho) p = 0 STEEL RATIO f A s.REQD P b d A s.REQD = O'in AREA OF STEEL REQUIRED bar no . 4 REINFORCEMENT SIZE (DIAMETER) n bar = 1 NUMBER OF BARS REQUIRED A s n bar. A bar A = 0.2'1n AREA OF REINFORCEMENT STEEL USE 5-0" X 20' -0" X 20" DEEP FOOTING (7' -0" CANTILEVER EACH END) WITH LONGITUDINAL REINFORCEMENT: BOTTOM USE (6) - #8 X CONTINUOUS TOP USE (7) - #4 X CONTINUOUS TRANSVERSE REINFORCEMENT: BOTTOM USE #4 AT 12" O.C. TOP USE #4 AT 12" O.C. • ° fJ 74THSHEAR 1.MCD 4/30/98 FOOTING DESIGN SHEAR WALL FOOTING: UPLIFT AT PANEL EDGE DUE TO LATERAL LOAD AT ROOF DIAPHRAGM: P V• H panel 0.85 . W panel P P 37.6 •k uplift DL.roof I uplift = L wall 4 bar no . - =5 A bar = 0.31 •in T cop . 1.333.0.60.f s A bar T cap = 8.93 •k n bar = 5 NUMBER OF BARS REQUIRED IC P uplift IC = 0.84 n bar T cap USE (51 - #5 BARS COMPRESSION AT PANEL EDGE DUE TO LATERAL LOAD AT ROOF DIAPHRAGM: V • H panel i W panel C - ` I P DL.roof f C= 42 •k L wall 4 USE (61 - #5 BARS - 3 BARS EACH FACE OVER 36" WITH #4 TIES AT 18" O.0 9 G 74THSHEAR 1.MCD 4/30/98 SHEAR WALL DESIGN J I MAXIMUM SHEAR STRENGTH: h panel = 6.5 in SHEAR PANEL THICKNESS D panel 0.8• L wall panel = 4.8•ft V 1.4•V V u = 18 'k V n 7 10 j f c • h panel D panel Psi V n = 187 •k V u IC 1 • = IC 1 = 0.11 11) n CONCRETE SHEAR STRENGTH: H panel = 19•ft H crit - min / ( wall H panel it H crit = 3• ft CRITICAL SECTION FOR SHEAR 2 2 M u.crit (H panel - H crit) • V u M u.crit = 280• ft •k MOMENT AT CRITICAL SECTION N u . 1.4.W panel N u = 13'k DEAD WEIGHT OF PANEL (AXIAL) N u D panel V c 1 : = .3 .�'f c h panel D panel Psi + V c 1 = 64 •k 4• L wa II N l L wa ll. ( 1 .25 .,/f psi +0.2• - I V c 2 : = 0.6• \ F• psi + L wall h panel h D V = 23 •k panel panel c2 M u.crit L wall • V u 2 V c = 23 •k MINIMUM CONCRETE DESIGN STRENGTH V IF INTERACTION COEFFICIENT IS GREATER THAN 1.00 IC a = u IC a = 0.9 THEN SHEAR REINFORCEMENT GREATER THAN O s V c MINIMUM REINFORCEMENT IS REQUIRED IC 2. V u IC = 1 79 IF INTERACTION COEFFICIENT IS GREATER THAN 1.00 b b THEN MINIMUM REINFORCEMENT IS REQUIRED s c 74THSHEAR1.MCD 4/30/98 SHEAR WALL DESIGN F ► 5 FLEXURE DESIGN: M u v u .H panel M 333•ff•k M u R 2 R = 205.6 *psi FLEXURAL RESISTANCE FACTOR h panel' D panel p = if I rho < 200 1.33. rho , rho ) p = 0.0036 STEEL RATIO A s.REQD p h panel' D panel A s.REQD = 1.35 •in AREA OF STEEL REQUIRED bar no • == 5 REINFORCEMENT SIZE (DIAMETER) n bar = 5 NUMBER OF BARS REQUIRED A s n bar' A bar A s = 1.55 in AREA OF REINFORCEMENT STEEL _ " -_ _ __- _ VLMK Consulting Engineers .1� ,� Y 4 c`.i, -- g gineers Job ( =—` =_ ` 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client -_ - _ __ _ (503) 222 -4453 / FAX 248 -9263 Job No. 4 -- Y 7 p By ; ? ` Date �� ! '(J Sheet No. D t IV i--.lK ) - 130" ';1L1 r-1 , ILA) r (\, . :.----..5 - "\ tiA., ( = ISID f,F .v./EL is i_IT - )ci' -1 ' L NJ L- ' i - 014- r- 5 :'• S. l 4 2 C i \ r &. , L 7 = i5C9C.F 65 , 5 " /12 - ;(1 6 ) , 3') = I \(.. . 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Ds _ -20 1 L iW . _.... -'. 6 � :: 2 1 ..1 i,� , = 12 . . : C :oiss e-ew i - r - VZ 1 .2- ) 0./ =-- 61,2kA 0 ,.. (vt n I Z1c. �Co � 5- v ,2, I ��� C. !c. ' d 1 . i 1 . 8„ roe . W/ :-v ? Aar /4 6, C DT WEZ- • i�cM.'7 p 4 ,Nt) o. c . o P� , V� - t��J 4 6 IZ" 6�� 1J' - 2, -; VLMK Consulting Engineers Job - == =_- 3933 SW KELLY AVE. / PORTLAND, OR 97201-4393 Client (503) 222-4453 / FAX 248-9263 Job No. It .1. By C._ 5 Date M-4 i Sheet L fa 1 ) ) r 5 ■% C.vt 1 2.S" Fr‘.5;/.6 1C-3 16- P(■-L-1 PL F,6)000 ILL (f?;S:2 ku LL 2(Y3) c crs(5)_-_:>11,4. es Nf 1 3 t■-.)1/4 5 = 7 -- =---• 1 ‘t/2 L-L. 2V012-3,-7c Ict_F » » » » » » » » » » » » TILT WALL PANEL « « « « « « « « «« « «« - - -VLMK Engineering Software-- - CREEKVIEW BLDG A, TYPICAL REINFORCEMENT » » » » » » » » » » » » » »» INPUT « « « « « « « « « « « « « « «< v Top of parapet LP Top of sheathing L v_ Top of slab LP = 1.00 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 18.33 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 2.25 inches * *ENTER DEPTH TO REINFORCING PD = 0.06 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.13 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 6.75 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS 2 faces ? NO yes /no * *IS THERE STEEL ON TWO FACES? As = 0.265 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL L---- r17 , 4 0 .6.— , 4 . i I o (- r Ito 0,c,„ ' ? « « « « « « « « « « « « « «< OUTPUT » » » » » » » » » » » » » » » > k used = 0.80 kL /h = 31.994 > OK, kL /h <= 50 Rho = 0.010 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) Ms = 5.690 in -kips DeflS = 0.154 inches > OK, Service defl. < L /150 (UBC 1914.8.4) phiMn = 30.946 in -kips +MuMAX = 9.748 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 11.989 in- kips > OK, Mu @ Slab Level <= phiMn FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.021 ksi > OK, Vert. serv. load stress <= 0.04 F'c Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « « « « « « «< - - -VLMK Engineering Software - -- }� CREEKVIEW BLDG A, TYPICAL WEST WINDOW PANEL �A \ » » » » » » » » » » » » » » »» > INPUT « « « « « « « « « « « « « ««< v Top of parapet LP Top of sheathing L HTO <- ED- >l<--- WO - - - >I HBO v v v Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.00 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 18.33 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 19.00 feet * *WIDTH OF OPENING HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 2.50 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.38 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.79 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f - c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.410 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « «« «< OUTPUT » » » » » » » » » » » » »» Total As = 1.2 q. in.‹-- -TOT L AREA Off; REINF. REQUIR,D EA. SIDE k used = 55C- - L., O, % �j� ►/'r`��' 6(,r.- kL /h = 31.994 > OK, kL /h <= 50 Rho = 0.010 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.622 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.126 ksi > OK, Vert. serv. load stress <= 0.04 F'c Ms = 34.495 in -kips phiMn = 80.866 in -kips +MuMAX = 61.295 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 72.723 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 53.129 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 23.141 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « « « « « « «< ---VLMK Engineering Software-- - CREEKVIEW BLDG A, TYPICAL EAST GRADE DOOR/ WINDOW PANEL » » » » » » » » » » » » » » » > INPUT < i « « « « « « « « « « « « « «< v_ Top of parapet LP Top of sheathing I L HTO <- ED- >I <--- WO - - - >I HBO I I v v v_ Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.00 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 18.33 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 10.00 feet * *WIDTH OF OPENING HTO = 10.00 feet * *HEIGHT TO TOP OF OPENING HBO = 0.00 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75- >1. h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.38 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.79 k /foot * *ENTER. SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD rc = 3.50 ksi * *ENTER CONCRETE STRESS f = 60.00 ksi * *ENTER STEEL STRESS As = 0.310 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « «« « « « « « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 0 3 sq. in. <-- -TOTAL AREA OF R,EINF. REQUIRED EA. SIDE .. (--- C(26.47, e)- �� i C...Y• ; ,� ,..t- k used = 0.80 3 � " kL /h = 31.994 > OK, kL /h <= 50 Rho = 0.007 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.154 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c) faSVC = 0.081 ksi > OK, Vert. sere. load stress <= 0.04 F'c Ms = 20.863 in -kips phiMn = 63.260 in -kips +MuMAX = 37.859 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 44.831 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 35.849 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 44.831 in- kips - -> OK, Mu @ Btm of Opening <= p hiMn Mcr = 26.844 in- kips - -> OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « «« « « « « « «< -- -VLMK Engineering Software- -- CREEKVIEW BLDG A, TYPICAL EAST STOREFRONT ENTRY PANEL » » » » » » » » » » » » » » » »> INPUT « « « « « « « « « « « «« « «< 1 v Top of parapet LP Top of sheathing 1 1 L HTO <- ED- >I <--- WO - - - >1 HBO v v v_ Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.00 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 18.33 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 19.00 feet * *WIDTH OF OPENING HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 0.00 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.38 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.79 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.410 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 1.23 sq. in.<-- -TOTAL AREA OF REINF. REQUIRED SIDE k used = .8 0�--- �� ) ���. ` . c 1.. -. o' —sTS c ..)i r.._ J-1 kL /h = 31.994 > OK, kL /h <= 50 Rho = 0.010 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.622 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'C), (UBC 1914.8.2.1) faSVC = 0.126 ksi > OK, Vert. sere. load stress <= 0.04 F'c Ms = 34.495 in -kips phiMn = 80.866 in -kips +MuMAX = 61.295 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 72.723 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 53.129 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 72.723 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « « « « « ««< - - -VLMK Engineering Software-- - CREEKVIEW BLDG A, NORTH WINDOW PANEL » » » » » » » » » » » » » » » »> INPUT «« « « « « « « « « « « « « «< v Top of parapet LP Top of sheathing L HTO <- ED- >I <--- WO - - - >I HBO v v v_ Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.00 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 18.33 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 23.00 feet * *WIDTH OF OPENING HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 2.50 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.08 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.16 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 2.50 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.310 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 0.93 sq. in.<- - -TOTAL �AR EA F EITF. REQUIRED k used = 0.80L ) -- 4467v ck kL /h = 31.994 > OK, kL /h <= 50 Rho = 0.007 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.154 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.077 ksi > OK, Vert. serv. load stress <= 0.04 F'c Ms = 26.136 in -kips phiMn = 62.266 in -kips +MuMAX = 41.144 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 50.987 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 37.678 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 14.365 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) • » » » » » » »» » » » » > TILT WALL PANEL « « « « « « « « « « « «« -- -VLMK Engineering Software-- - CREEDVIEW BLDG B, TYPICAL REINFORCEMENT » » » » » » » » » » » » » »» INPUT « « « « « « « «« « «« « « «< v Top of parapet LP Top of sheathing L v Top of slab LP = 1.20 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM k = 0.80 **(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 2.25 inches * *ENTER DEPTH TO REINFORCING PD = 0.06 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.13 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS 2 faces ? NO yes /no * *IS THERE STEEL ON TWO FACES? As = 0.265 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « « « « «< OUTPUT » » » » » » » » » » » » » » »> k used = 0.80 kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.010 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) Ms = 7.187 in -kips DeflS = 0.203 inches > OK, Service defl. < L /150 (UBC 1914.8.4) phiMn = 31.167 in -kips +MuMAX = 12.781 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 15.824 in- kips > OK, Mu @ Slab Level <= phiMn FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.024 ksi > OK, Vert. serv. load stress <= 0.04 F'c Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « « « « « « «< - - - VLMK Engineering Software-- - CREEKVIEW BLDG B, WINDOW PANEL W/ SUB - PURLIN LOAD ONLY » » » » » » » » » » » » » » » »> INPUT « « « « « « « « « « « « « « «< v Top of parapet LP Top of sheathing L HTO <- ED- >l<--- WO - - - >I HBO v v v Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.20 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 17.75 feet * *WIDTH OF OPENING HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 2.50 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 4.00 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.06 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.13 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 6.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.310 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « «« « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 0.93 sq. in. <-- -TOTAL ARgA OF INF. REQUIRED E SIDE k used = Cs , 4 )r s-.>. -r kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.006 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.373 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.073 ksi > OK, Vert. sere. load stress <= 0.04 F'c Ms = 29.019 in -kips phiMn = 69.218 in -kips +MuMAX = 43.368 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 53.490 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 34.512 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 19.607 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « < « «« < «< - - -VLMK Engineering Software - -- �\ CREEKVIEW BLDG B, WINDOW PANEL W/ GIRDER LOAD » » » » » » » » » » » » » » » »> INPUT « «« « « «« «« « « « « « «< v Top of parapet LP Top of sheathing L HTO <- ED- >l <--- WO - - - >I HBO v v v Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.20 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 17.75 feet * *WIDTH OF OPENING HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 2.50 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 4.00 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.48 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 1.00 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 6.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f`c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.510 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 1.53 q. C in.<---TOTAL ARE OF RUNE. REQUIRED EA. SIDE k used = 8 08 0 Cam-.. :ems c( Cr c c ^ i ).-., kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.011 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 1.172 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'C), (UBC 1914.8.2.1) faSVC = 0.150 ksi > NO GOOD,Vert. serv. load stress > 0.04 F'c Ms = 47.506 in -kips phiMn = 106.324 in - kips +MuMAX = 80.757 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 95.349 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 59.000 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 38.150 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « « « « « « « «< - - -VLMK Engineering Software-- - CREEKVIEW BLDG B, WINDOW PANEL W/ JOIST LOAD / 6\ » » » » » »» » » » » » »» » > INPUT « « « « « «« « « « « « « « «< v Top of parapet LP Top of sheathing L HTO <- ED- >I <--- WO - - - >1 HBO v v v_ Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.20 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 20.00 feet * *WIDTH OF OPENING. HTO = 9.00 feet * *HEIGHT TO TOP OF OPENING HBO = 2.50 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.23 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.48 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.520 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « « « « « « ««< OUTPUT » » » » »» » » » » » » »» Total As = 1..5 q. in. <-- -TOTAL AREA �OF,....REINF. REQUIRED EA SIDE k used = 0.80 L._.. 6.5)-4 i t eYZ-&" i % r vaeS ctc kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.012 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 1.060 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.113 ksi > OK, Vert. serv. load stress <= 0.04 F'c Ms = 38.991 in -kips phiMn = 92.793 in -kips +MuMAX = 66.661 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 80.879 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 51.390 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 30.655 in- kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » »» TILT WALL PANEL W/ OPENING « « « «« « « « « «< - - -VLMK Engineering Software-- - CREEKVIEW BLDG B, GRADE DOOR / MANDOOR PANEL L » » » » » » » » » » » » » » » »> INPUT «««««««««««««««< v Top of parapet LP Top of sheathing L HTO <- ED- >i<--- WO - - - >I HBO I I v v v_ Top of slab Note: This program assumes that a section of the panel "ED" each side of the opening resists the additional loads from the opening. The additional portion of the wider pier should be designed as a typical wall section without openings. LP = 1.20 feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM WO = 12.00 feet * *WIDTH OF OPENING HTO = 12.00 feet * *HEIGHT TO TOP OF OPENING HBO = 0.00 feet * *HEIGHT TO BOTTOM OF OPENING ED = 3.00 feet * *LEAST PANEL WIDTH NEXT TO OPENING k = 0.80 **(fixed at base) 0.75 - - >1.0 (pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING 2 faces ? YES yes /no * *IS THERE STEEL ON TWO FACES? PD = 0.23 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 0.48 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS As = 0.310 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « «« « « « « « « «< OUTPUT » » » » » » » » » » » » »» Total As = 0.93 sq. in. <-- -TOTAL AREA OF REINF. REQUIRED EA. SIDE k used = 0.80 ( *-S E CT kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.007 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) DeflS = 0.203 inches > OK, Service defl. < L /150 (UBC 1914.8.4) FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.074 ksi > OK, Vert. serv. load stress <= 0.04 F'c Ms = 25.160 in -kips phiMn = 62.134 in -kips +MuMAX = 43.858 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 53.128 in- kips > OK, Mu @ Slab Level <= phiMn MuHTO = 43.142 in- kips > OK, Mu @ Top of Opening <= phiMn MuHBO = - 53.128 in - kips > OK, Mu @ Btm of Opening <= phiMn Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) » » » » » » » » » » » » > TILT WALL PANEL « « « « «« « « « « « «« - - -VLMK Engineering Software-- - CREEDVIEW BLDG B, TYPICAL REINFORCEMENT » » » » » » » » » » » » » »» INPUT « « « « « « « « « « « « « « «< v Top of parapet LP Top of sheathing I � I � I I 1 I L v Top of slab LP = 1.20feet * *HEIGHT OF PARAPET ABOVE DIAPHRAGM L = 21.00 feet * *HEIGHT OF WALL TO ROOF DIAPHRAGM k = 0.80 * *(fixed at base)0.75-- >1.0(pinned) h = 5.50 inches * *ENTER WALL THICKNESS d = 3.50 inches * *ENTER DEPTH TO REINFORCING PD = 2.47 k /foot * *ENTER SUPERIMPOSED SERVICE DEAD LOAD PL = 5.17 k /foot * *ENTER SUPERIMPOSED SERVICE LIVE LOAD e = 5.25 inches * *ENTER ECCENTRICITY (FROM CL WALL) w = 15.80 psf * *ENTER SUCTION WIND LOAD OR SEISMIC LOAD f'c = 3.50 ksi * *ENTER CONCRETE STRESS fy = 60.00 ksi * *ENTER STEEL STRESS 2 faces ?YES yes /no * *IS THERE STEEL ON TWO FACES? As = 0.413 sq. in. * *AREA OF STEEL PER RUNNING FOOT OF WALL « « « « « « «« « « « «« «< OUTPUT » » » » » » » » » » » » » » »> k used = 0.80 kL /h = 36.655 > OK, kL /h <= 50 Rho = 0.010 > OK, Rho <= 0.6 RhoB (UBC 1914.8.2.2) Ms = 24.648 in -kips DeflS = 0.203 inches > OK, Service defl. < L /150 (UBC 1914.8.4) phiMn = 82.420 in -kips +MuMAX = 65.707 in- kips > OK, Max. Pos. Mu <= phiMn (UBC 1914.8.3) MuBASE = 76.001 in- kips > OK, Mu @ Slab Level <= phiMn FaMAX = 0.140 ksi > (= 0.04 F'c), (UBC 1914.8.2.1) faSVC = 0.137 ksi > OK, Vert. serv. load stress <= 0.04 F'c Mcr = 26.844 in- kips > OK, Mcr < phiMn (UBC 1914.8.2.3) VLMK Consulting Engineers Job CC�11.J - • = = = -- 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 Client -- _._ —_ — (503) 222 -4453 / FAX 248 -9263 Job No. ���� By 1] Date M{,' Sheet No. 0' I l NkL CAS\ �.�tit L= 2 7 bJ 2 , \��,sc ([,,S')(.S')12)= 4 (ok.. /s ue 4,4:1 C z (0,11) (��s /12 %7) c 441 ,5 (2) S Cpi r, tL. 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Ac • d. 04 -20 -1998 TJ -Beam (TM ) 16:36:18 v4.62 217204051 1001 BEAMUSA VLMK Engineers 3933 SW Kelly Avenue Portland, OR 97201 USA Phone: 503.222.4453 14" TJL(TM) OPEN WEB TRUSS @ 32.0" o/c - 17'- 0.00" S I Z E A N A L Y S I S - A S D This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below 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 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. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. The open web truss analysis presented below is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Not all products are readily available. Check with your supplier or TJM technical representative for product availability. Left bearing: TOP -ALL POSSIBILITIES, Approx. clip height: 1.625 ", Approx. clip width: 7.18" Allowed choice(s): TOP (NO- NOTCH), TOP (U -CLIP) Right bearing: TOP -ALL POSSIBILITIES, Approx. clip height: 1.625 ", Approx. clip width: 7.18" Allowed choice(s): TOP (NO- NOTCH), TOP (U -CLIP) Maximum Design Allowable Control Shear(lb) 907 907 < 1389 65& RT. end Span 1 under Floor loading Moment(ft -lb) 3958 3803 < 7394 51% MID Span 1 under Floor loading Live Defl.(in) 0.160 < 0.500 L/999+ MID Span 1 under Floor loading Total Defl.(in) 0.256 < 0.850 L/798 MID Span 1 under Floor loading Span 1 Max. Reaction Total(lb) 907 907 Live(lb) 567 567 Assumed Brg. Length(in) 1.75(W) 1.75(W) Max. Unbraced Length(in) 32 Copyright (c) 1997 by True Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJL(TM) and TJ- Beam(TM) are trademarks of Trus Joist MacMillan. 04 -20 -1998 TJ -B eam ( ) 16:36:18 v4.62 217204051 1001 BEAMUSA VLMK Engineers 3933 SW Kelly Avenue Portland, OR 97201 USA Phone: 503.222.4453 Name: Jason Sahlin Project Name: Creekview Bldg B Page Title: Based on Allowable Stress Design (ASD) UBC building code for Custom TJM products Application Floor - Res. Deflection Criteria ( S) Member Use JOIST Load Classification Floor LL Defl TL Defl Member Top Slope(in /ft)... 0.000 Load Duration Factor 1.00 Span 1 L /408 L/240 Roof Slope(in /ft) 0.000 Live Load(psf) 25.0 Floor Decking N Dead Load(psf) 15.0 Repetitive Member Use N/A Reinforced Overhangs N/A • Copyright (c) 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJL(TM) and TJ- Beam(TM) are trademarks of True Joist MacMillan.