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Specifications ueolot kr F7 t. z 7c03 TURRENTINE ENGINEERING r mom Turrentine Engineering,LLC•PO Box 2465,Lebanon,Oregon 97355• Phone:(541)258-7004 RECEIVED AUG 512014 CITYOFTIGARD DipL STRUCTURAL CALCUA1ös� FOR: DUNCAN - DOWDLE BULDING WAREHOUSE ROOF RECONSTRUCTION 15995 SW 74TH AVE. TIGARD, OR 97224 • r - fir. 0 F it' 7 98PE r •REG• ,�, f* 194,:/ 15, g�,�`. F. TORR EXPIRES: 6/301 JOB NO.: 140604 PREPARED BY: SET CHECKED BY: . DATE: 7-31-14 PAGE 1 OF 18 . ONE Project: pk))IGA1J - OowOt.e ' i4)SSI-, Page: 2 ...= Client: By: ��1" Job No.: � a 60 Date: 1_31_1¢ DESIGN.. CRITERIA. ::_ 4 r ,_. CODE 2010 OREGON STRUCTUAL RSPECIALTY CODE (2010.OSSC) • __ APPLICABLE SECTION Ct IAIPTER 34. .SECTION 34053: : BASK -WIND SPEED i(3 SEG GUSTS _ ;951'1Pi-1 : : ; __ - EXPOSURE = ;B : ` IMPORTANCE FACTORt 1.0m • . . SEISMIC OccuPANcirCATEcioRY "41--!- - SEISMIC ;DESIGN;CATEGORY' 4 D 4. SITE CLASS D IMPORTANCE FACTOR IE = 1.00 ,. •._..ANALYSIS:.PROCEDURE EQUIVALENT__LATER FORCE .PROCEDURE (ASCE 1-05.SECTJ•OIN_12..8) Ss - 0 96-4 S 0,1If Si. = 04I9 S0tet 442 - _ -GRAVITY LOADS ROOF SNOW LOAD _ 20 PSF :MINIMUM IN ACCORDANCE WITH THEOSSC SNOW DRIFT LOADS PER'THE-OSSC AS-SHOIII ON,PLANS : GROUND SNOW LOAD:: Pg = 101PSF PER 2001 SEAQ SNOW`LOAD'ANALYSIS.FOR OREGON -- PF = 84 PSF - O'1!Ce•Ct•I*P (_ _1 Ce= .0{ Ct'= 12,-,1= I.@0) :_DESIGN-ROOF _ : : - SNOW LOAD 12).PSF +.5 PSF FLAT ROOF RAIN ON- lOW SURCHARGE _= 25 PSE TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 I OEM Project: pUALAN'DGWOLE 131-0 . Page: 3 "01 ii= Client: By . Job No.: 1,41260 Dote:-.1.:31_14- SSM 1G. �� 4 M6M czs t 'cam -- 27.:5A j . N _ /3?... �, na���t 4 2,.s. Psi _ )4 /:o C PSG• _ " - Psi l/1 rsG, 5 �i .v -tt :c psi i e 81I. GMU W41rfi t ry • r '--,g—m,:..t-:' :r'•-•,--H--. ,. -ii: 7,' , pq4lk, ®.,,s,,i`"s ILIr.!" . : '('-i 0 !4‘1.!.l soy44,!: ',9r.si'1.4:1'.:64-.!4-'t',.� " _- 7%.:- ,I::' ', ii,:' i: i H i::i - .6. .e.),;-..(. i.'ep,yi:)''. ):(i- .3-i:'H.1-..3H-.)-.(7:-1..--'-'i.--r.5''H75.'.-)!'. .6111)4 : -6 11 ' 24 _ 2- _ . _ 4L5GT 0 1,001-1 a tokic f r (61113:)-(1:4.0 � . . : �- : , : 2e t),(4.3.is.-3 )(715-:,--f,e,..) i !.. .:. , :., te;*3„ : • -040, : , , • ' :i 640H . !: H :i :: 'H.-I ''•4:: 01 .. .. : :' ' ::' , ,'. ,: , ,' , „' , .: , s' ' E . 2: 0 S�Gtt6� (tit►►cly�6 � �rotik • . . E 1 TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 4 Lebanon,OR 97355 Project Descr: Title Block Line 6 Primo 30 JUL 2014.1:40PM ASCE Seistnia Base Shear l zwocum 1�€Hour-1 rroocu--,truitnw�l aac,-iu-lgas stc l es • F.ERom.c,INC.19113.2018;Buir;e.13,515,2He;6.13.5.31. Lic.#: KW-06009626 Licensee: Turrentine Engineering, LLC Base Shear Calculation for Roof Diaphragm Forces for East-West Direction Occupancy Category Calculations per ASCE 7-05 Occupancy Category of Building or Other Structure: 'II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 11.5-1 - USER DEFINED Ground Motion ASCE 7-05 9.4.1.1 Max.Ground Motions,5%Damping: Ss = 0.9640 9,0.2 sec response S1 = 0.4190 9,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification 'D':Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-05 Table 11.4-1&11.4-2 (ung straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa'Ss = 1.074 ASCE 7-05 Table 11.4-1 S M1=Fv•S1 = 0.662 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S =S '2/3 = 0.716 ASCE 7-05 Table 11.4-3 DS MS S D1 S 1A1 2/3 = 0.442 ASCE 7-05 Table 11.4-4 Seismic Design Category = D ASCE 7-05 Table 11.6-1 Resisting System ASCE 7-05 Table 12.2-1 • Basic Seismic Force Resisting System... Bearing Wall Systems Special reinforced concrete shear walls Response Modification Coefficient'R = 5.00 Building height Limits: - System Overstrength Factor'Wo = 2.50 Category"A&B'Limit No Limit Deflection Amplification Factor'Cd' = 5 Category"C"Limit No Limit Category•D•Limit Limit=160 NOTE!See ASCE 7-05 for all applicable footnotes. Category"E'Limit Limit=160 Category"F'Umit Limit=100 Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor'p Set by User to=1.0 Lateral force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure is being used according to the provisions of ASCE 7-0512.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems 'Ct"value = 0.020 "hn":Height from base to highest level = 26.0 ft "x'value = 0.75 "Ta'Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn Ax) = 0.230 sec "TL":Long-period transition period per ASCE 7-05 Maps 22-15->22-20 16.000 sec Building Period•Ta•Calculated from Approximate Method selected = 0.230 sec Cs"Response Coefficient S Short Period Design Spectral Response = 0.716 From Eq.12.8-2, Preliminary Cs = 0.143 'R•:Response Modification Factor = 5.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.384 'I":Occupancy Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.1432 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Priited:30 JUL 2014.1:40PRi _ File—c1DOCU1 11TFIETUR 11MYDfit3HVIIIRREN-A20t4J0.1U-1406-41CALCUL-1 .ec6 ASCE Seismic Base Shear ENEIQCIU C;IIV1983013,'Budd:613.515.Ver:6.13 6.31 Lic.#: KW-1)6009626 Licensee:Turrentine Engineering,LLC Seismic Base Shear ASCE 7-05 Section 12.8.1 Cs = 0.1432 from 12.8.3 W(see Sum Wi below) = 238.0()k Seismic Base Shear V= Cs'W = 34,09 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 •k':hx exponent based on Ta= 1.00 Table of building Weights by Floor Levet.. Level# Wi:Weight Hi:Height (WI*H)Ak Cvx Fx=Cvx'V Sum Story Shear Sum Story Moment 1 238.00 26.00 6,188.00 1.00 34.09 34.09 0.00 Sum W i= 238.00 k Sum Wi*Hi = 6,188.00 k-ft Total Base Shear= 34.09 k Base Moment= 866.4 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 238.00 34.09 34.09 238.00 C 34.09 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of'Lat.Force'of current level plus all levels above MIN Req'd Force @ Level 0.20*Sps'I*Wpx MAX Req'd Force @ Level 0.40'SDs *l*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 cce ` Lebanon,OR 97355 Project Descr: Title Block Line 6 Pitted:30.A.11.2014.1:40n1 ASCE Seistmc Base Shear. - cwocu -1�Tt1r rtrR 1v�ty cu-1knuRREN-,�o1.ua-1u-14as�-atraLtxn Lacs - 194ERCAMINC,19 12913 13 515,Ver 613.5.31 .: Lic.#: KW-06009626 Licensee: Turrentine Engineering,LLC Base Shear Calculation for Roof Diaphragm Forces for North-South Direction Occupancy Category Calculations per ASCE 7-05 - Occupancy Category of Building or Other Structure: "II':All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 11.5-1 USER DEFINED Ground Motion ASCE 7-05 9.4.1.1 Max.Ground Motions,5%Damping Ss = 0.9640 g,0.2 sec response S1 = 0.4190 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D':Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-05 Table 11.4-1&11.4-2 (using straight-fine interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration S =Fa*Ss = 1.074 ASCE 7-05 Table 11.4-1 ms S M1 F = 0.662 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration SDS SMS 2/3 = 0.716 ASCE 7-05 Table 11.4-3 S D1 S Mi 2/3 = 0.442 ASCE 7-05 Table 11.4-4 Seismic Design Category = D ASCE 7-05 Table 11.6-1 Resisting System ASCE 7-05 Table 12.2-1 - Basic Seismic Force Resisting System... Bearing Wall Systems Special reinforced masonry shear walls Response Modification Coefficient•R" = 5.00 Building height Limits: - System Overstrength Factor'Wo' = 2.00 Category'A&B'Limit No Limit - Deflection Amplification Factor•Cd' = 3.50 Category•C*Limit No Limit Category•D•Lunt Limit=160 NOTE!See ASCE 7-05 for all applicable footnotes. Category'E'Limit Limit=160 Category"F"Limit Umit=100 Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor'p'Set by User to=1.0 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure'is being used according to the provisions of ASCE 7-0512.8 Determine Building Period'. Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct'value = 0.020 'hn':Height from base to highest level = 26.0 ft "x"value = 0.75 •Ta'Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn A x) = 0.230 sec TL':Long-period transition period per ASCE 7-05 Maps 22-15->22-20 16.000 sec Building Period'Ta'Calculated from Approximate Method selected = 0.230 sec Cs"Response Coefficient SDS Short Period Design Spectral Response = 0.716 From Eq.12.8-2, Preliminary Cs = 0.143 'R":Response Modification Factor = 5.00 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.384 'I':Occupancy Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 - Cs:Seismic Response Coefficient = = 0.1432 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: 1 Title Block Line 6 Pitied.30 JUL 2014.140R Ede OCUIu A1NEi11R 11PAYliG,U�-1k1URREtt^�1V20tdd0.'1U 19�n41CALGL 13duocan.ec8 ASCE S ismic Base Shear E 1G11 t9Q3203 8u t1i135t5;YtaG13 c6 Lic.#: KW-06009626 Licensee : Turrentine Engineering,LLC Seismic Base Shear ASCE 7-05 Section 12.8.1 Cs = 0.1432 from 12.8.3 W(see Sum Wi below) = 324.40 k Seismic Base Shear V= Cs'W = 46,47 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 'k':hx exponent based on Ta= 100 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)"k Cvx Fx�vx*V Sum Story Shear Sum Story Moment 1 324.40 26.00 8,434.40 1.00 46.47 46.47 0.00 Sum Wi= 324.40 k Sum Wi*Hi = 8,434.40 k-ft Total Base Shear= 46.47 k Base Moment= 1,208.1 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 324.40 46.47 46.47 324.40 46.47 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of'Lat.Force'of current level plus all levels above MIN Req'd Force @ Level 0.20*SDS*I*Wpx MAX Req'd Force @ Level 0.40*S DS *I*Wpx Fpx:Design Force @ Level Wpx'SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed:30JUL 2014.5U2P61 Fie ciDOCUME 117} IUf.-.11MYD0cO-1[TU N»1t 1441.1406 4CftJflJt 1\duncaeec6 ASCE 7-05 Simplified Procedure Wind Loads _ ; to C :19@313, n7d613.515.lrer613531 Lic.#: KW-06009626 Licensee : Turrentine Engineering, LLC Analytical Values Calculations per ASCE 7-05 V:Basic Wind Speed per Sed 6.5.4&Fgure 1 95.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1-1 II All Buildings and other structures except those listed as Category I,III,and IV Importance Factor per Sect.6.5.5,&Table 6-1 1.00 _ Exposure Category per 6.5.6.3,.4&.5 Exposure B MRH:Mean Roof Height 25.0 ft 'Lambda'is interpolated between height tablular values. Lambda:per Figure 62,Pg 40 1.00 Effective Wind Area of Component&Cladding 70.0 ft"2 Net design pressure from table 1609.9.2.1(2)&(3)interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 LHD:Least Horizontal Dimension 63.330 ft a=max(0.04 LHD,3,min(0.10 LHD,0.4'MRH)) 3.00 ft max(0.04'LHD,3,min(0.10*LHD,0.4'M2H)) Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Horizontal Pressures... Zone: A = 14.35 psf Zone: C = 10.00 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E _ -17.25 psf Zone: G = -12.00 psf Zone: F = -10.00 psf Zone: H = -10.00 psf Overhangs... Zone: Eoh = -24.15 psf Zone: Goh = -18.90 psf Component&Cladding Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Design Wind Pressure=Lambda•Kzt•Importance Ps30 per ASCE 7-05 6.4.2.1 Eq 6-1 Roof Zone 1: Positive: 10.000 psf Negative:_ -15.140 psf Roof Zone 2: Positive: 10.000 psf Negative: -19.390 psf Roof Zone 3: Positive: 10.000 psf Negative: -21.880 psf Wall Zone 4: Positive: 14.270 psf Negative: -15.650 psf WaN Zone 5: Positive: 14270 psf Negative: -17.800 psf Roof Overhang Zone 2: -22.340 psf Roof Overhang Zone 3: -16.050 psf Project: )t1LAli 90tAyoC;lr. -tut%. Page: q 4 Client: By. 5-j' Date: iiir Job No.: RYA;O `��'�_ 14 IA, MOc o, 1(.4. c p �A-IP -Ah 1;,. i' I! 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TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 ProjectEngineer. eescr Project ID: 140604 t ' Lebanon,OR 97355 Title Block Line 6 Printed:30 JUL 2014.11:17PM = - ,v4rookIP-itTU 1+ama.10-1u-1 nLC t+a ► ,ASCE Sisic Wall Anchorage fcNs62tBrsl3st5ier # s 3i. Lic.#: KW-06009626 Licensee: Turrentine Engineering.LLC Seismic Wall Anchorage per ASCE 7.05 Description : Wall Anchor Force Along Edge of Sub-Diaphragm SDS = 0.7160 I:Importance Factor = 1.0 Wall Weight = 58.0 psf Wall Height = 24.0 ft Parapet Height = 3.0 ft Horiz.Spacing between anchors = 4.0 ft Tributary Height=Wall height/2+Parapet = 15.0 ft Out-of-Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 16.611 Ps Controlling Value = 16.611 psf 10%*Weight 5.80 psf Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage Design (For all SDCs where structural walls connect to RIGID diaphragms,and for SDC A and B where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 996.67 lbs Controlling Value = 1,145.60 lbs Based on 12.11.2.b 1,145.60 lbs Based on 12.11.2.c 1,120.0 lbs Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage DesignA•S. 0 , 1.6A0(For SDC C through F where walls connect to FLEXIBLE diaphragms) COMAS N[A1}M5 Based on Controlling Value from 12.11.1 996.67 lbs Controlling Value = (a,1) 1,993.34 lbs : n9 s Based on 12.11.2.b 1,145.60 lbs "+ --'�'�/E� Based on 12.11.2.c 1,120.0 lbs rot c -PIAMA►6M 0E510 Based on Eq.(12.11-1) 1,993.34 lbs Seismic Wall Anchorage per ASCE 7-05 T _ Description : Wall Anchorage Force Into Trusses Along North and South Walls SDS = 0.7160 I:Importance Factor = 1 Wall Weight = 58.0 psf Wall Height = 26.0 ft Parapet Height = 0 ft Horiz.Spacing between anchors =6R(SSeS' 2.670 ft Tributary Height=Wall height/2+Parapet = 13.0 ft Out-of-Plane Force for Structural Wall Design (For all SDCs) 0.4*SDS*I*Weight 16.611 psf Controlling Value = 16.611 psf 10%14/eight - 5.80 psf Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage Design (For all SDCs where structural walls connect to RIGID diaphragms,and for SDC A and B where walls connect to FLEXIBLE diaphragms) Based on Controlling Value from 12.11.1 576.57 lbs Controlling Value = 764.69 lbs Based on 12.11.2.b 764.69 lbs Based on 12.11.2.c 747.60 lbs - Out-of-Plane Force for Concrete and Masonry Structural Wall Anchorage Design (For SDC C through F where walls connect to FLEXIBLE diaphragms) 4. Based on Controlling Value from 12.11.1 576.57 lbs Controlling Value = (0.1)1,153.15 lbs % eV i Based on 12.11.2.b 764.69 lbs Based on 12.11.2.c 747.60 lbs Pert "MOS - Based on Eq.(12.11-1) 1,153.15 lbs Project: TA)NGPJ_9G . )(f 1Z,•''X1• Page: 1 r /ill 111= Client: By; SST Job No.: l 46 604- Date: 1 _471 _ ro&F 91AvPFI 0460 KSE64 fttIT -WeS1- GoAO)AC1 6. SitstM:is (-049 cvr.eouS] , a , , ,--w------- ir ...., 1 ezeN lipt '3Z!_ 0q C its w Mo : - l2c_ FT AGI.-rirV,56111 LcaOti1 Sf tM IC l. D Gw 'tYra-S 32.5 112.' ir 24 t - 251#/rr - - v 1-I TURRENTINE ENGINEERING,LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 ,. diiiiii Project: pv tc' - Qi,- (€ '1946 a40 ag=T Page: ''2. Client: By ger Job No.: teco oar- Date: -7,_-.51.. * SV R66,14-14 X:-5 10064r/1 • 25l 0/frr 110 illfr : o a 28 . 21 41 7 f a Z,t 1. . . I . . • S9C.-*.ki: . : : - . • ' 1 . - ; :- .; . : ' ' . : t : - A _r--,. .,:‹...-747— Ar - ; ; ; ! . . - : Ie . - . : : - . , 31. . : . - . : 149164:II) : i . _ ite . el., . it Ths' i!.. ) , 1: -64,H4 1.. -, :, v C_ - : 43-- t.,;.; - 1; 1: -3 . : : :: i : - ; • . - : : Nci— Lt.......... . a V !.., 15 14:1( 00 OaNT -9P(* * _ : - . . . 650 RN. 1-9/17 :5Re4t9ti‘.1 . :140.) 1r. tj 00 GASB WTI vsiE 1410.3- OF'. O;G. -r 4,2e fkv. Q�� (�ES �P t 2 er 0'�G- It�` Fl��� � z.'a1X25' : � �_ I TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 I Project: DVt,(LAM• (rE. '3-' Page: . 13 ,01 is= Client: By: 561- Job No.: t4 c.o Date: 1-31_ 4- . • 1.1Alt4 . 91.A110464 N�I�I h _ ,J, 5u(- 0 4 i r 1.4.•!4. /fir. X.. • ot les ( r711t) • • , 05e• ri/44ii,4 )/44-f SoA7114-1A.tei. , ; • �k►' Eta � USC, ter e(it2 ; • TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 I Project: ')tj t,,4jJ _QAAO e 13146. 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H ITURRENTINE ENGINEERING,LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 Turrentine Engineering, LLC Project: Duncan-Dowdle Building Page: PO Box 2465 Job#: 140604 By: SET Lebanon, OR 97355 Date: —7..51.tar SNOW DRIFT AT A PARAPET: Ref: I u Wd r Pm(max. intensity) 7— Drift Surcharge h Ih r ,i•i••• hd. hb Pf Roof Reference: Snow Load Analysis of Oregon,Third Edition, December 2007 (by SEAO) INPUTS: pg 10 Ground snow load determined from maps, psf. Ce 0.7 Snow exposure factor per ASCE 7-05 Table 7-2 Ct= 1.0 Thermal factor per ASCE 7-05 Table 7-3 1= 1.0 Importance factor per ASCE 7-05 Table 7-4 /„= 63.3 Length of roof upwind in feet, minimum 25 feet. hr= 2.8 Parapet height,feet. OUTPUTS: Pf= 0.7Ce*Ct*I*pg not less than 20 psf = 20 psf y= 0.13*pg+14.0, but not more than 30 pcf = 15.3 pcf hb= p1/7 = 1.31 ft hc= hr hb = 1.44 ft hd= 0.75[0.43(I„)^(1/3)*(Pg+10)^(1/4)-1.51, max= he = 1.59 ft, use hd= 1.44 ft Wd= 4hd or 4hd2/hC if hd>hC, max. =8hc = 7.0 ft { Pm 7(hdthb)with hd not more than he = 42 psf Note: If hjhb<0.2, drift loads do not need to be considered. hjhb= 1.1 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer. Project ID: 140604 11 Lebanon,OR 97355 Project Descc % <li 146 Arl/(05 Title Block Line 6 Prntled:30JUL 2014,5:01111 C Fl= lffHETUR MyDO I MITI)445.4 j12014J0-1V-14O6 41CALcUL 1idimcan ec6 Masonry$tfrn er Wait EMERCA 1963.201 I rola 13.5 s Ver6.13.5.31 Lic.#:KW-06009626 Licensee : Turrentine Engineering,LLC Description: Existing CMU Wall Check - Code References Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 143.0 Fr-Rupture = 61.0 psi Rebar"d'distance 5.250 in Minimum Vertical Steel% = 0.0020 Em=I'm• = 900.0 Lower Level Rebar... Max%of p bal. = 0.007138 Bar Bar Spacing ze # 32 0 in M4 b 0 r"('TW Grout Density = 140 pcf a Block Weight Normal Weight 6 : 0,001 1, 2.184 ° 14 143 Wall Weight = 58.0 psf Wall is grouted at rebar cells only (fr,C ( r7;0 4") • l One-Story Wall Dimensions A Clear Height = 26.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned A Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0.0 in kltt Concentric Load 0.4670 0.7920 k/ft Lateral Loads Full area WIND load 15.650 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered Fp=Wall Wt* 0.2864 = 16.611 Psf SDS Value per ASCE 12.11.1 SDS = 0.7160 1 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Building PO Box 2465 Engineer: Project ID: 140604 1a ' Lebanon,OR 97355 Project Descr: Title Block Line 6 Ped:30 All 2014.5:01p1d Masonry'Slender lAi ii File=aDOCOLC- TEIRWDOCU--11TUR -1120140-1U-140L1d .ec6 , > ,. . r, t r C.1k1963-2013 a:6.13.>;15V .13$.31•. Lic.#: KW-06009626 Licensee: Turrentine Engineering, LLC 'Description; Existing CMU WaN Check - DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8448 +1.20D+0.50L+0.50S+1.60W Max Mu 2.608 k-ft Phi*Mn 3.087 k-ft PASS Service Deflection Check Min.Defl.Ratio 148.705 Max Allow Ratio 143.0 D+L+W+S/2 Max.Deflection 2.098 in Max.Allow.Defl. 2.182 in PASS Axial Load Check / Max Pu/Ag 32.679 psi 0.05*fm 75.0 psi +1.20D+0.50L+0.50S+1.60W (/ Location 12.567 ft PASS Reinforcing Limit Check Controlling Aslbd 0.001845 Aslbd007138 rho bal 0.007138 PASS Minimum Moment Check / Mcracking 0.4565 k-ft Minimum Phi Mn 3.415 k-ft +1.40D (/ Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.2159 k Base Horizontal E Only 0.2159 k Vertical Reaction D+L+S+W/2 2.767 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6' Load Combination Pu 0.05'Pm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.80W at 12.13 to 13.00 2.793 4.410 0.46 1.37 0.90 3.31 0.116 0.0018 0.0071 +1.20D+0.501r+0.50L+1.60W at 12.13 to 13. 1.526 4.410 0.46 2.51 0.90 3.01 0.116 0.0018 0.0071 . +1.20D+0.50L+0.50S+1.60W at 12.13 to 13.0 1.921 4.410 0.46 2.62 0.90 3.10 0.116 0.0018 0.0071 +1.20D+0.50L+0.20S+E at 12.13 to 13.00 1.684 4.410 0.46 1.66 0.90 3.04 0.116 0.0018 0.0071 -- +0.90D+1.60W at 12.13 to 13.00 1.144 4.410 0.46 2.40 0.90 2.91 0.116 0.0018 0.0071 - +0.90D+E at 12.13 to 13.00 1.144 4.410 0.46 1.57 0.90 2.91 0.116 0.0018 0.0071 • Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in14 ir.^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D+L+W at 12.13 to 13.00 1.271 0.46 1.53 342.40 54.73 55.027 2.047 152.4 D+L+W+S/2 at 12.13 to 13.00 1.667 0.46 1.61 342.40 56.84 57.100 2.098 148.7 D+L+S+W/2 at 12.13 to 13.00 2.063 0.46 0.76 342.40 58.92 62.465 0.596 523.4 D+L+S+E/1.4 at 12.13 to 13.00 2.063 0.46 1.24 342.40 58.92 59.544 1.420 219.7 D+0.5(L+Lrj+0.7W at 12.13 to 13.00 1.271 0.46 1.04 342.40 54.73 55.790 1.167 267.3 D+0.5(L+Lr}+0.7E at 12.13 to 13.00 1.271 0.46 1.11 342.40 54.73 55.579 1.296 240.8 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical 6 Wall Base D Only 0.0 k 0.00 k 1.975 k S Only 0.0 k 0.00 k 0.792 k W Only 0.2 k 0.20 k 0.000 k E Only 0.2 k 0.22 k 0.000 k Q+L+Lr 0.0 k 0.00 k 1.975 k D+L+S 0.0 k 0.00 k 2.767 k D+L+W+S/2 02 k 021 k 2.371 k D+L+S+W/2 0.1 k 0.10 k 2.767 k D+L+S+E/1.4 0.1 k 0.16 k 2.767 k