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Report (11) Submittal Response # 1 SD2 - 6471 Cogeneration and Bro OeanWat 'er Services Brown Grease CIP Program Our commitment is clear. Printed 02/19/2014, Page 1 of 1 12, ' —co 1 Subject: CH2M Hill Design Response to Submittal 180.1 (407,`1 S SW '$- . Submitted : 02/19/2014 _ J Status: Pending Created By: CH2M Hill Design, Luke Scoggins Type: Draft j'' 7E) s,Lc-7Ic rx -gttoif�T� „ Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: 1. This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance. An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. OFFICE COPY eadoc I ` • 7i �p PRQc�s 6' Gt"fF,ps'. r � VAK Construction Engineering Services, LLC •� , 96P• 6-4/AK) 8285 SW Nimbus Avenue,Suite 104 �/ ' ,Beaverton,Oregon 97008 503.718.5999 tel 503.718.5980 fax A akoivPvakengineerinq.com ! k/, LY14 M E M 0 TO: Adam Masten, Western Power Systems Job # 14-008A FROM: Alexis Koiv, P.E., VAK Engineering PROJECT: Durham AWWTF DATE: 2/18/2014 } RE: Seismic Design of Equipment Anchorage— Silencer and Radiator This memo is in regards to the seismic design of the anchorage for the Silencer and Radiator. Calculations were based upon the International Building Code 2009 and ASCE 7-05. The first step of the analysis was to determine the seismic response values that were needed to determine the forces. Seismic values were based upon project specification section 01612. ASCE 7-05 governed the determination of the Seismic Design Force, Fp, applied to the components. Component amplification factors and response modification factors were taken from ASCE 7-05 Table 13.6-1 based upon the type of component. The importance factor was taken as 1.5 from project specifications. The Seismic Design Force was then calculated using the manufacturer provided weights. Anchor design forces were increased by a factor of 1.3 by ASCE 7-05 Section 13.4.2.a. Additionally the Silencer and Radiator had a wind load applied to the equipment. The basic design wind speed was 95 mph. In both cases the wind load anchor reactions controlled over the seismic and were used for the anchor design. It is assumed that all equipment will be anchored to an equipment pad per the contract concrete pad details and notes when required. The support base for the Silencer is by others. This submittal covers the design of the anchors only. All anchors shall be threaded rod either Stainless Steel 316 or Carbon Steel B7 where required by project requirements. Epoxy shall be Hilti HIT-HY 200 and shall be installed per manufacturer's instructions. Anchor sizes,embedment, minimum concrete thicknesses and minimum edge distances are provided in the summary table included all equipment. Concrete anchor values assumed the concrete to be cracked and were based upon a concrete strength of 4000 psi. Exact locations of anchors were assumed and shown on the attached sketches. I have attached all calculation sheets, drawings and design reference material. Please let me know if you need anything further. } Thanks, Filename: 14 008A03 LTR 02 18 14.docx Page 1 of FWESTERN POWER SYSTEMS 14-008A VAK) DURHAM WWTP SEISMIC ANCHORAGE SHEET: OF Construction Engineering Services A.KOIV EQUIPMENT LIST W/ANCHOR REQUIREMENTS E quip ment Total Total#of Anchor E ox Embedment Min.Conc Min. Edge q p Weight(Ibs) Anchors Size (in) p v (in) Depth (in) Dist. (in) Radiator 4200 4 1" Hilti HIT-HY 200 5 12.5 6 • Silencer 1500 4 5/8" Hilti HIT-HY 200 5 8.5 5 • ii Z/ II • s...iv 6froL stLat1 rt) sp,t i obi 6 S Si c.,15r.ic.6,e_ _ .... 6111.1 • - • , . , _ . .., -. ‘ • . .-. • . -. . .. • ' -, - .4 ' • : • • • • ' • 4., .. e .-4 • • ' • 4 . • '' .4 '' inn• ‘. .,•: IIM • • • 44 . . . N •: . • . • d r,r I Z-31/2 I \ sit \ Su ........., 1 • AMINISP Abav / 2/4/2014 Construction Engineering Services,LLC SEISMIC DESIGN FORCE Input. SOS= 0.697 From Spec Sec 01612 ap= 1.0 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 Rp= 2.5 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 Ip= 1.5 From Spec Sec 01612 7f RM>OTM—>No Tension on Anchors Dist to CG Moments(ft-Ib) 1.3•Tension 1.3'Shear Component Wp(Ib) z 1 h Fp(lb) Fp Max(lb) Fp Min(Ib) Vert(ft) Horiz(ft) OTM RM (Ib) #Anchors (Ib) - Silencer 1500 1.00 753 2509 470 Use Actual Fp 2.33 1.15 1756 1307 634 4 245 General Notes: Fp was determined from Section 13.3 from ASCE 7-05 Anchor points on equipment were assumed to be existing based upon contractor provided drawings or shalt be provided by equipment manufacturer. CG's were assumed to be at the center of component if not provided on drawings. Anchor design values were increased by a factor of 1.3 per ASCE 7-05 Section 13.4.23. All components assumed to be floor mounted unless noted otherwise. All anchors specified are minimum size required,large size anchors are acceptable with approval from VAK. Anchors shall be installed per manufacturers specifications Strength Design OTM=FrCG Vert Strength RM=[0.9-0.2'Sds]'Wp-CG Horiz 1/A2014114008 WESTERN POWER SYSTEMS DURHAM PROJECTPHASE A SEISMIC ANCHORAGE DESIGMCALCSiROISEISMICFORCEb$ Silencer Wind Load Calcs Length of Unit, L= 163 in Height of Unit, H = 38 in Vertical CG = 28 in Diameter of Unit, D= 36 in Weight, W = 1500 lb Anchor Spacing, S1 = 86 in Anchor Spacing, S2 27.5 in Unit Exposed Area, At= 40.75 sf Design Wind Load Kz= 0.98 Kzt= 1 Kd = 0.95 V= 95 mph I = 1.15 qz= 24.74 psf ASCE 7-05 Eq. 6-15 G = 0.85 Cf= 0.823 F = 1340 lb ASCE 7-05 Eq. 6-28 Factored Wind Load, 1.6F = 2143.7 Wind Load Overturning = 40,729 lb-in Wind Load Riding= 18,563 lb-in Total Number of Anchors= 4 -- Anchor Tension = 7 1 lb V�II-- ff U Anchor Shear= 536 lb � fi C a ;1 S PI V:\2014\14008 WESTERN POWER SYSTEMS DURHAM PROJECT\PHASE A SEISMIC ANCHORAGE DESIGN\CALLS\RO\Wind Load.xlsx N1`TI www.hlltl.us Profis Anchor 2.4.6 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: j Date: 2/18/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-R 316 5/8 embedment depth: her,ad=5.000 in.(h e1 IN1=-in.) ""'" ""`" Material: ASTM F 593 Evaluation Service Report ESR-3187 Issued I Valid: 1/1/20141 3/1/2014 Proof: design method ACI 318/AC308 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi,h=8.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No 4 bar { Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[lb,!nib] Z k 4 i T 0 131$, ) �_- 5 0 0 _ 1 s , ,•FM • • 0 \,��. 64• •t • X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HUti AG,FL-9494 Schram HiSU Is a registered Trademark of Milti AG,S taan CO/ 1 • t • 111■I1`TI t www.hlltl.us _ Profis Anchor 2.4.6 Company: 9 Pa e: 2 Specifier Project Address: Sub-Project I Pos.No.: • Phone I Fax: I Date: 2/18/2014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads t Anchor reactions[lb] Tension force:(+Tension,-Compression) • i. Anchor Tension force Shear force Shear force x Shear force y r 1 741 536 -536 0 mak concrete compressive strain: -[%.] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] resulting compression force in(x/y)=(0.000/0.000):0[lb) x 1 3 Tension load E Load N„.[lb] Capacity On[lb] Utilization p.,=N„,/4N„ Status Steel Strength' 741 5876 13 OK i Bond Strength** 741 1069 70 OK pg Concrete Breakout Strength” 741 1465 51 OK i 'anchor having the highest loading "anchor group(anchors in tension) F 3.1 Steel Strength N.. =ESR value refer to ICC-ES ESR-3187 Ni 2 NUB ACI 318-08 Eq.(D-1) i Variables n A..N(in.2] fa.[Psi] 1 0.23 100000 1 Calculations E N„[lb] i 22600 E Results Ns.(Ib) Qtcleel Orond csle _ 0 N, [lb] Nua[lb] 22600 0.650 0.400 5876 741 [ Input data and results must be docked Oar agreement with IM Lasting conditions and for plausbilityl -. PROM Anchor(c)2003-2009 HINT AG.FL-9494 Schwan HNti Is a registered Trademark of HNti AG.Schwan 7/ k i■41`T1 www.hilti.us Profis Anchor 2.4.6 Company: Page: 3 Specifier: Project: Address. Sub-Project I Pos.No.: Phone I Fax: I Date: 2/18/2014 E-Mail: 3.2 Bond Strength A"' ICC-ES AC308 Eq. D-16a N. =(A,-7-4.0-)Wed,Na Wp,Na Na0 q ( ) Na z N„a ACI 318-08 Eq.(D-1) AN. =see ICC-ES AC308,Part D.5.3.7 r Na0 =scr,Na ICC-ES AC308 Eq.(0-16c) sap. =20d Tky cr`r 5 3 h„ ICC-ES AC308 Eq.(D-16d) 1450 c«,Na =s—'"a ICC-ES AC308 Eq.(D-16e) 2 Wed,Na =0.7+0.3(cc":)s 1.0 ICC-ES AC308 Eq.(D-16m) os Wg,Na =W9Nu0+[(-1-19-> .(1-yrg,Nao)]2 1.0 ICC-ES AC308 Eq.(D-16g) 1.5 Wg,N.O =4F1- PI-1)• ( Tko / ]a 1.0 ICC-ES AC308 Eq (D-16h) Tk.mav,c _ k ��- Tkmaa.c-,n.d hY .t fc ICC-ES AC308 Eq.(D-16i) ty...N. = \( 1 +2eN)5 1.0 ICC-ES AC308 Eq.(D-16j) sa,Ne Cam=n Ca Wp,Na =MAX c"/5 1.0 ICC-ES AC308 Eq.(D-16p) Cac ' cac / N.0 =Tk.c'aN,.el.'Kbond•n•d•he ICC-ES AC308 Eq.(D-160 Variables Tk.c,uncr[Psi] dancher(in.) hat(in.] c.,m„[in.) sa,,0[in.] n Tk,c[psi] 1880 0.625 5.000 5.000 - 1 1057 kc (o[Psi] ea,N[in.] eu.N(in.) Ca.[in.] Kbend aN,ael. 17 4000 0.000 0.000 11.202 1.00 0.800 I Calculations ( scot.(in.) ca.N.[n.] AN.[in-41 AN"lin.2] 1yed.N. Timm[Mil 14.232 7.116 146.80 202.54 0.911 1224 Wo,Na0 ylg,N. _ Wec1,Na 1�ac2 Na y1,Na N.0(lb] 1.000 1.000 1.000 1.060 1.000 8304 Results N a[lb] phone 4)seismc _ 4inonducbN Q i is[lb] N.[lb] 5482 0.650 0.750 0.400 1069 741 rYlpt«sand results must be checked for agreement with IM.rdabnp conditions and for plsusiblliryl arIS Anchor(c)4003-2009 Hilt AG,FL-9494 Behan Milb b a registered Trademark of Mfil AG,Schwan 8/ www.hilti.us Profis Anchor 2.4.6 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 2/18/2014 E-Mail: 3.3 Concrete Breakout Strength NO =(�'d)Ved,N yrc,N yrcp,N Nb ACI 318-08 Eq.(0-4) ANdo 4)Nce 2 Nue ACI 318-08 Eq.(D-1) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Arm =9 h;f ACI 318-08 Eq.(D-6) yr.C,N = (.1+2 eN 1 s 1.0 ACI 318-08 Eq.(D-9) 3 het/ iyed,N=0.7+0.3(6hef)S 1.0 ACI 318-08 Eq.(D-11) Ww.N =MAX(oCat e—mo 1.5hCac /e1)5 i 0 ACI 318-08 Eq.(D-13) Nb =Ice.'h:i ACI 318-08 Eq.(0-7) Variables he[in,] edt,N[in.] eu,N[in.] ;,mire[in.) y,c,N 5.000 0.000 0.000 5.000 1.000 cm(in.] ke X. lfd(Psi] 11.202 17 1 4000 Calculations AN,[in.z 1 A1101.111.2] yha.N yr.�N 1.._ w.d,N _ .N No[lb] 156.25 225.00 1.000 1.O1j0 0.900 "00 12021 Results Nth[Ib] -_--+concrete - .yseisnic -__4>nondudile 4 Nw[lb) Nu.(lb) 7513 0.650 0.750 0.400 1465 741 Input data and results must be checked for agreement with the.bating conditions and br plaustiity, PROFIS Anchor(c)2003.2009 Hint AG,FL-9494 Schaal Hidti Is a registered Trademark of HID AG,Schaal . i alL•a :1 www.hliti.us _ Profis Anchor 2.4.6 v Company: Page: 5 t Specifier: Project: Address Sub-Project I Pos No.. ) Phone I Fax: I Date: 2/18/2014 E-Mail: ( 4 Shear load Load Vu,[lb) Capacity.V.[lb] Utllizatiow=V„/4,V„ Status Steel Strength' 536 2278 24 OK Steel failure(with lever army N/A N/A N/A N/A • Pryout Strength(Bond Strength 536 2302 24 OK controls)" Concrete edge failure in direction x-" 536 934 58 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,. =ay...i.(n 0.6 A..,v fuel) refer to ICC-ES ESR-3187 $V,te,i z Vu, ACI 318-08 Eq.(D-2) Variables n No/(in-21 fuz.(psi) ay.,eis (n 0.6 A..,v fu.)(IN 1 0.2---- 100000 0.700 13560 ICalculations f V„(Its) 9492 Results V.llbl 4).teel tnonduWle et V.(Ib) V.Obi 1 9492 0.600 0.400 2278 536 F 1 { I 1 I 1 Input data and results must be checked for agreement with the existing conditions and br piauslbiltyl -_--- --_ PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schism HIS Is a registered Trademark of Hil9 AG.Screen • l0/ L 1 www.hilti.us Profis Anchor 2.4.6 I. Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date. 2/18/2014 • E-Mail: 4.2 Pryout Strength(Bond Strength controls) Vtp =•cp[(e )VIed,Ne V1p,Ne Ns], ACI 318-08 Eq (D-30) *V„ a V. ^Na0 ACI 318-08 Eq.(D-1) AN. see ICC-ES AC308,Part D.5.3.7 ANe0 =scr,Na ICC-ES AC308 Eq.(D-16c) su,Ne =20 d Tk'°—""s 3 hat ICC-ES AC308 Eq.(D-16d) 1450 Ccr,Ne =S2N. ICC-ES AC308 Eq.(D-16e) y/ed,N. =0.7+0.3(Ce—i")s 1.0 ICC-ES AC308 Eq.(D-16m) Ca,Na 05 ISO Na =1p,Ne0 r .V •(1-Wg,Neo)] 1.0 ICC-ES AC308 Eq.(D-16g) 15 _F-r()n-1)• ( !k4 ) JZ 1.0 ICC-ES AC308 Eq. (D-16h) y/g,NeO L Tk,mex,c i. tk,max.t=nkd h fc ICC-ES AC308 Eq.(D-16i) 1 VecNa = l 1+ 2e,N)s 1.0 ICC-ES AC308 Eq (D-16j) \ Sa,Na Wp.Na =MAX(C-i_'r Cac 2 t )S 1.0 ICC-ES AC308 Eq.(D-16p) Cae Nal =Tits'aN,eele'xbond'n.d•h.f ICC-ES AC308 Eq (D-16f) Variables kw Tk,c,uncr/0s1) Tk,c(psi] danchor[in.] h.f[In.] 2.000 1880 1057 0.625 5.000 sew[in.] -- n _ kt fc[psi) ec1,N[in.) 1 17 4000 0.000 ea.N(in.) ce,rtin[in.] c.,[in.] xbond aN,aaa 0.000 5.000 11.202 1.00 0.800 Calculations sa,N.[in.] Cor,Na[in.) AN.[in.2] ANe0[in.21 yJed.N Tk,max[psi) 14.232 7.116 146.80 202.54 0.911 1224 ( TS()) WQ,Ne ylecl,N ec2,N y1p,Na N10[lb] 1.000 1.000 1.000 1.000 8304 Results Vcp[Ib]---. *concrete *se.smic $rwrWucsle.-- _ 0 Vcp[IN Vua[lb] 10963 0.700 0 750 0.400 2302 536 r _ _ [ rata and results must be Checked for agreement wi h the existing caWilions and br plausibikty! Anchor(t)2003 2009 HE1C AG,FL-9494 Sthaan H8ti is a registered Trademark of Hi!li AG,Sthaan ] ,/ • MILE'''. www.hilti.us Profis Anchor 2.4.6 Company: Page: 7 1 Specifier: Project: Address: Sub-Project I Pos No.: Phone I Fax. I Date 2/18/2014 E-Mail: q — t 4.3 Concrete edge failure in direction x- ii Av, Vcb =(7,v,70)yredv tyo,v tyh,v yrpar liel,V Via ACI 318-08 Eq.(D-21) Q Vtb 2 V„ ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) kw =4.5 ct ACI 318-08 Eq (D-23) 1 E Wec,v= (1+ 2e,)s 1.0 ACI 318-08 Eq.(D-26) \ 44"=0.7+0.3(11 5 et)s 1.0 ACI 318-08 Eq.(D-28) W h.V = 1.5c„2 1.0 ACI 318-08 Eq.(D-29) h, ,t` I o.z f Ve =(7(d,) �)x c a ACI 318-08 Eq.(D-24) t S Variables co Iin.) c,z[in.) etv[in.) Wc,V h,[in.] 5.000 5.000 0.000 1.000 8.500 4 0 R I.(in.) x d,[in.) fc(psi] rpael,V 5.000 1.000 0.625 4000 1000 I. Calculations Avc(in.2] Avto(in.z) WK.v tyed,v ynb,v Vb[lb] 93.75 112.50 1.000 0.900 1.000 5931 Results Vth[ib) Qconcrete Qseisrric_-_ Qnonducte •Vtb(lb] Vue fib) 1 4448 0.700 0-750 0.400 934 536 1 5 Combined tension and shear loads N iv C_ Utilization No,[fie] Status { 0 574 5/3 94 OK t RNV=pii+pi,<=1 i Input data and results must be checked for agreement with the existing conditions and for plausibiltyl PROFIS Anchor(t)2003-2009 HIM AG,FL-9494 Schaan Hilti Is a registered Trademark of Hill AG.Schaan ( '' '/ . F■I1 ■T1 www.hiltl.us Profis Anchor 2.4.6 Company: Page: 8 Specifier Project: Address: Sub-Project I Pos.No: Phone I Fax: I Date: 2/18/2014 E-Mail: 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and Installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(4)„o„d„a;,,)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of Onward,.=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and resists must be checked for agreement with the existing conditions and for plauslbiAtyl PROFIS Anchor(c)200.3-20(19 Hilt,AG,FL-9494 Scheer Hibi is a registered Trademark of Hilt AG,Schwan j( r / 4 I 3 1 2 f 1 1 JREVI DATE I REVISION BY D - 163 _ D 10.5 142 10,5 OUTLET VIEW — 036 014 r, ..% II 7 1 C FLOW o C %1111110 . ) _ .75' DRAIN W/BRASS PLUG 14' ASA FLANGE 21'O,D, 18,75`B.C, 12-1.1250 HOLES THRU B EQUALLY SPACED B ENGINE, CFA, FPM: KW, WT. PRESSURE DROF ,./titTOW,,fi H2O UNLESS OTHERWISE SPECIFIED- HARCO ENGINE PRODUCTS 1) DIMENSIONS ARE IN INCHES HARCO MANUFACTURING CO. 2) TOLERANCES ARE 1000 INDUSTRIAL PARKWAY, NOTES .XXX± .010 ANGLES± 1/2' NEWBERG, OR, 97132-7071, USA .XX± .030 SURFACE FINISH (503)537-0600 FAX(503)-537-0601 .x± .062 THIS DRAWING, IN DESIGN AND DETAIL, IS 1. MATERIAL! ALL 304 S.S, FRACTIONS ± J MAX. PROPERTY OF HARCO MANUFACTURING COMPANY. A APPROVALS DATE TITLE A EXTREME GRADE DRAWN JI 9/5/13 36142EXT 14 SP CHECKED SCALE 1 26 CAD NO. 95131414 SHEET n, ITEM QTY' DESCRIPTION CUSTOMER APPROVED DWG APPROVED PLOTTED DWG. N0. A '� 4 I 3 1 2 1 I 1 '� A_KOIV i ,a`J/ i� 1/17/2014 Construction Engineering Services,LLC SEISMIC DESIGN FORCE Input SOS= 0.697 From Spec Sec 01612 ap= 1.0 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 Rp= 2.5 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 1p= 1.5 From Spec Sec 01612 I "If RM>OTM—>No Tension on Anchors Dist to CG Moments(ft-lb) 1.3'Tension 1.3'Shear IComponent Wp(Ib) z I h Fp(lb) Fp Max(Ib) Fp Min(Ib)I Vert(ft) Horiz(ft) OTM RM (b) *Anchors_ (Ib) 4200 0.00 703 7026 1317 Use Min Value 8.75 4.80 11527 15340 381 4 428 General Notes: Fp was determined from Section 13.3 from ASCE 7-05 Anchor points on equipment were assumed to be existing based upon contractor provided drawings or that be provided by equipment manufacturer. CG's were assumed to be at the center of component if not provided on drawings. Anchor design values were increased by a factor of 1.3 per ASCE 7-05 Section 13.4.23. All components assumed to be floor mounted unless noted otherwise. All anchors specified are minimum size required,large size anchors are acceptable with approval from VAK Anchors shall be installed per manufacturers specifications Strength Design OTM=Fp'CG Vert Strength RM=[0.9-0.2"Sds]"Wp"CG Horiz V.12014 N4008 WESTERN POWER SYSTEMS DURHAM PROJECT'PHASE A SEISMIC ANCHORAGE DESIGMCALCSIROSEISMICFORCE.,ds Radiator Wind Load Calcs Length of Unit, L= 174.5 in Height of Unit, H = 133 in Vertical CG = 105 in Diameter of Unit, D= 121.5 in Weight, W= 4200 lb Anchor Spacing, S1 = 115.25 in Anchor Spacing, S2 168.5 in Height Exposed, h = 57 in Unit Exposed Area,Af= 69.1 sf • Design Wind Load Kz = 0.98 Kzt= 1 Kd = 0.9 V= 95 mph I = 1.15 qz= 23.43 psf ASCE 7-05 Eq. 6-15 G = 0.85 Cf= 1.3 F = 1789 lb ASCE 7-05 Eq. 6-28 Factored Wind Load, 1.6F= 2861.8 Wind Load Overturning = 300,492 lb-in Wind Load Riding= 217,823 lb-in Total Number of Anchors= 4 Anchor Tension = 1304 Ib /Oh r r"'_t''� C7� t Anchor Shear= 715 lb C C/SW AO/ I.1.II'aril www.hlltl.us Profis Anchor 2.4.6 Company: Page: 1 Specifier: Project: Address. Sub-Project I Pos.No.: Phone I Fax I Date 2/18/2014 E-Mail: Specifier's comments: 1 Input data 1.411.11T1 F Anchor type and diameter: HIT-HY 200+HAS-R 316 1 Effective embedment depth. =5.000 in.(h er mt=- in.) K°"'"''°' Material: ASTM F 593 Evaluation Service Report. ESR-3187 Issued I Valid: 1/1/2014 I 3/1/2014 Proof: design method ACI 3181 AC308 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material, cracked concrete,4000,fc'=4000 psi;h=12.500 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement,none or<No 4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) } Geometry[in.]&Loading[lb,!nib] Z itI 0 1x" o _r • X Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schwan Hilt is a registered Trademark of Hit AG.Schwan J( Lj Y / • i41 ■T11 vwvw.hlltLus Profis Anchor 2.4.6 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 2/18/2014 E-Mail: 2 Load case/Resulting anchor forces [ Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x _ Shear force y 1 1304 715 -715 0 max.concrete compressive strain: -[%.] max.concrete compressive stress: -[psi] resulting tension force in(xly)=(0.000/0.000): 0[lb] resulting compression force In(x/y)=(0.000/0.000):0[lb] } } 3 Tension load Load N„,[lb] Capacity .[lb] Utilization�+=Nuel+N„ Status Steel Strength' 1304 1331 10 OK Bond Strength** 1304 2109 62 OK 1tt Concrete Breakout Strength" 1304 1785 74 OK •anchor having the highest loading "anchor group(anchors in tension) [ 3.1 Steel Strength =ESR value refer to ICC-ES ESR-3187 Nsteel Z Nus ACI 318-08 Eq.(D-1) Variables n Ase N(In.2) fine[psi) 1 0.61 85000 Calculations ] N.[lb) 51485 Results { _ N.[lb] Qsleel _!iwnduile _ 4,N.[lb] N.[lb] _ 51485 0.6500 400 13386 1304 [ ( ] tf [ Input data and results must be checked for agreement with the ndsting conditions and for plausibility( PROFIS Anchor(c)2003-2009 Milli AG,FL-9494 Schaan Mlld Is a registered Trademark of Hilti AG,Schwan Is! 1141`T1 www.hilti.us Profis Anchor 2.4.6 Company: Page: 3 Specifier. Project Address. Sub-Project I Pos.No.: Phone I Fax: I Date: 2/18/2014 E-Mail. 3.2 Bond Strength Na =(waa)Wed,Ne WP,N.Neg ICC-ES AC308 Eq (D-16a) 0 N. a N1e ACI 318-08 Eq.(D-1) AN. =see ICC-ES AC308,Part D.5.3.7 ANSo =sa,N. ICC-ES AC308 Eq.(D-16c) Sa,N. =20d Tk='""`5 3 her ICC-ES AC308 Eq (D-16d) 1450 cp,Na =Y. ICC-ES AC308 Eq.(D-16e) Wed,N, =0.7+0.3(c.-1 2-1 s 1.0 ICC-ES AC308 Eq.(D-16m) Ccr,Ne 0.5 11141.N. =Wg,Naa+[( ) (1 419,Ne0)]Z 1.0 ICC-ES AC308 Eq.(D-169) �CC �C Wg,Neo =Yfi-[(vtt-1)• ( Tk'` )1.5]2 1.0 ICC-ES AC308 Eq.(D-16h) Tk,max,c k Tk,max,c=`d h ICC-ES AC308 Eq.(D-16i) E 1 Wec,N. = (-1+ 2eN)s 1.0 ICC-ES AC308 Eq.(D-16j) Scr,Na/ Wp.Na =MAX(oainNa)s 1.0 ICC-ES AC308 Eq.(D-16p) Cac ' Cac N10 =Tk.c'aN,sals'Kbone'n'd•her ICC-ES AC308 Eq.(D-16f) Variables Tk,c,uncr(Psi] dancho,[in.) her[in.] _ ca min[in.] sew[in.] n Tax[PSI) 1880 1.000 5.000 6.000 - 1 904 lc f0[psi] eo1,N[in.) eu,N[in_] ca,[in.] Kbond Mt 17 4000 0.000 0.000 6.804 1.00 1.600 Calculations sa,Na[in.] Ccr,N.[in.) AN.[in.2) ANaO[in.2) _ 4/ed,Na Tk,nrx[psi] 15.000 7.500 182.25 225.00 0.940 765 Wg.Nao W9.Ne Wecl,Na Wec2,Na Wp,Na Nao(Ib] 1.000 1.000 1.000 1.000 1.000 14205 Results Na[lb) ebond 4iselsmic Ononducale p Na[Ib] Nua[lb) 10815 0.650 0.750 0.400 2109 1304 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitb AG,F1-9494 Schaan Hlld Is a registered Trademark of Hilt AG,Schoen I,/ k I • N1`T1 v 6 www.hilti.us Profs Anchor 2.4.6 Company: Page: 4 1 Specifier: Project: ii Address: Sub-Project I Pos.No: Phone I Fax: I Date: 2/18/2014 € E-Mail: 3.3 Concrete Breakout Strength Ate F Nth _(A47;0)tlled,N Wc,N Wcp,N Nb ACI 318-08 Eq.(D-4) 0 Nt a Nua ACI 318-08 Eq.(D-1) Ara< see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) • • AN0 =9 h;f ACI 318-08 Eq.(D-6) 1 Wec.N = \1+2e)s 1.0 ACI 318-08 Eq.(D-9) ` d "d."=0.7+0.3(caf )S 1.0 ACI 318-08 Eq (D-11) 1.5haf WwN =MAX(c'—"n 1.5ha,)s 1.0 ACI 318-08 Eq.(D-13) 0.c , csc [ Nb =k.x'h;ia ACI 318-08 Eq.(0-7) ( 1 Variables 1 her[in.] ect,N[1n.] eo2.N(in.) ca,Nn(in.) t(Ic,N t 5.000 0.000 0.000 6.000 1.000 [ test(in.] k 1 fo[psi] ( 6.804 17 1 4000 1 Calculations Ant.[in.21 ANCo[in 2] tyect.N 9yac2,N Wadi+ — Ww.N Nb[Ib( f 182.25 225.00 1.000 1.000 0.940 1.000 12021 Results Nth[lb] _ 4rconcrata 4/seismic _ 4/nonducti!o 4,Nw[lb] Nw(lb] 9153 0.650 0.750 0.400 1785 1304 ( , Input data and results must be chocked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hal AG,FL-9494 Schaan H9ti is a registered Trademark of MN AG.Schaan 20/ I e [ i IMIL■a".1 1: • www.hliti.us Profis Anchor 2.4.6 Company: Page: 5 Specifier: Project: • Address: Sub-Project I Pos.No: Phone I Fax: I Date: 2/18/2014 E-Mail: 4 Shear load Load V.[lb] Capacity 4V„[lb] Utilization p„=V„,/4V„ Status 'el Strength' 715 5190 14 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength(Concrete Breakout 715 3844 19 OK Strength controls)” Concrete edge failure In direction x-" 715 1414 51 OK • •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V. =av,sei:(n 0.6 Ase.v Lt.) refer to ICC-ES ESR-3187 ¢Vsteel2 V„e ACI 318-08 Eq (D-2) • Variables n A...v[in-2] foie[Psi] aV.eeia (n 0.6 A..,v f,..)[lb] 1 0.61 85000 0.700 30890 Calculations V.[lb] 21623 Results V..[Ib] 4st.a �nonduNla 4,V.[lb] V.[lb] 21623 0.600 0.400 5190 715 4.2 Pryout Strength(Concrete Breakout Strength controls) Vcp =kw[(moo)Wed,N Wc,N Ww.N N] ACI 318-08 Eq. (D-30) 4 V.,z V„, ACI 318-08 Eq.(D-2) Ara; see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) A =9 h;, ACI 318-08 Eq.(D-6) 1 \ } W,c,N= (1 2 eN/ s 1.0 ACI 318-08 Eq.(D-9) 3 he W.d,N=0.7+0.3(5h„)s 1.0 ACI 318-08 Eq.(D-11) WAN=MAX( )51.0 ACI 318-08 Eq.(D-13) csc ' Cue NIL, =1(0 7!,'h;is ACI 318-08 Eq.(D-7) Variables k, he[in.] ed.N[in.] ec2,N Iin.) ca.m!n[in.] } 2 5.000 0.000 0.000 6.000 c.6.804 14 x (o[psi] 1‘.1.040 0 6.804 17 1 4000 Calculations ANc lin.2] Awe we[in.2] 144c1,N 4/ec2,N Wed,N W<P,N Nb[lb] 182.25 225.00 1.000 1.000 0.940 1.000 12021 Results ryry 18305 0.700 0 4 750 0.400! 4 3844 715 V. ] Input data and results must be checked for agreement with the existing conditions and lor plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-8494$chaan Hilt Is a registered Trademark of Hite AG,Schaan 2[/ . limar...1 www.hllti.us Profis Anchor 2.4.6 Company: Page: 6 Specifier: Project: Address. Sub-Project I Pos.No: Phone I Fax. I Date: 2/18/2014 E-Mail: 4.3 Concrete edge failure in direction x- pVc Vcb =(AVO W.d,v Wc,v y+h,v WP.reWl.v Vb ACI 318-08 Eq.(D-21) 0 Vcb 2 Vb. ACI 318-08 Eq.(D-2) ANA see ACI 318-08,Part 0.6.2.1,Fig.RD.6.2.1(b) Avc° =4.5 c 1 ACI 318-08 Eq.(0-23) 1 W.c,V= (1 2e)s 1.0 ACI 318-08 Eq.(D-26) ` Chat Wea,v=0.7+0.3(11 mat)s 1.0 ACI 318-08 Eq.(D-28) 1.57., lyn,v —�2 1.0 ACI 318-08 Eq.(D-29) Vb =(7(d,)o2'Fa)A We c ACI 318-08 Eq.(D-24) Variables cm(in.) 7.2(in.) ed,(in.) We v h.(in.] 6.000 6.000 0.000 1.000 12.500 I.[in.] A d.[in.] re fpsil lypar.dei,v 5.000 1.000 1.000 4000 1.000 Calculations ( Av.(in-21 _ Avoo(in.21 W.e.v y�ad,v Wh.V Vb(lb) 135.00 162.00 1.000 0.900 1700 8977 Results Vey(lb] _ Ocencrete seismc _ 4inondumi. 0 Vcb(IN Vu.[lb] 6733 0.700 0.750 0.400 1414 715 • 5 Combined tension and shear loads PH Pv Utilization(N.V r/01 Status 0.731 0.506 5% 92 OK ow=04+Pv<=1 ( Input data and mulls must be checked for agreement with the existing conditions and far plausibility! PROFIS Anchor I e)2003-2009 Hilt AG.FL-9494 Schrum Hilti Is a registered Trademark of HIM AG,Schaan Z Z� 11.141IL I www.hlltl.us Profis Anchor 2.4.6 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 2/18/2014 E-Mail: 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and 0.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part 0.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(4,no„d„aN)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of Ononaucelw=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input data and rylb must be checked for agreement With the existing conditions and tor plauseilityl PROf IS Anchor((1)2003-2009 Hitti AG,FL-9494 Schwan Hilt is a registered Trademark of Hilli AG,Schwan ? 3 / h0 i �; • iii F ' ii ®1; 11 igii 1 %Pe MID ii 104(4%V) I62300 — ° — ----- - ' io 1 � _ a e g II• L i i I 11135--1 I I I ?i9 8 il 144750 D-- I I 'Rai ; ; I I I I _ -- h---- .�—.-L,J F.—�-- -- - 16.'5' ;�1,. - t07 Ij g -r-,;) 3 -Li s :.- I I IA O 1 — n till iIi■ 1 III ; ; 1011 i I 3 3, Ci-- egw i ' / i4,��i lAwAi ! RR .q.: m i i :111 I . _____ WIN b MVO 1 c 1:046 =Kr ii 3 I j ' 17Q0000 : 4 —.: 01 ill — _ i - 6n IN 1- o (z) a• 4. i F ri} 03356J.dgn 2013\05130 9 CH2MHILL PROJECT NO. 422389 Silencer support 4 1/2" MIN ALL AROUND base plate, similar 3" MIN ALL AROUND r 1 1/2" EQUIPMENT BASE 1 1/2" FLUID MAX I CONCRETE ANCHOR NON-SHRINK GROUT A 3/4" CHAMFER, TYP T.O. PAD, COORD •• •• W/ MECH � ��� 2 - #4 ''� @ TOP OF PAD #4@12" L.7J LTJ • • I F • �- #5 ADHESIVE DOWEL @ 12" MAX, 4 MIN, EMBED PER( 3265 CONSTRUCTION JOINT, ROUGHEN AND CLEAN PRIOR TO PLACING PAD • f W f 11 • II f f IL 11 u u * • • • . EXST OR NEW SUSPF_NDED SLAB OR SLAB ON GRADE, / FOR THICKNESS SEE PLANS- TYPE J GENERAL NOTE: FOR GENERAL NOTES SEE DETAIL 9 OF 9. CONCRETE EQUIPMENT PAD - TYPE J NTS DETAIL 8 OF 9 O CH2M HILL CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5D2 CH2MHILL PC/ 411r Submittal Response # 1 DeanWater Services SD2 - 6471 Cogeneration and Bro Brown Grease CIP Program Our commitment is clear, Printed 02/28/2014, Page 1 of 1 SUP 20v3— Ont Subject: CH2M Hill Design Response to Submittal# 117.2 1(.011 'AV Submitted : 02/03/2014 Created By: CH2M Hill Design, Luke Scoggins Type: Official L,e/ll/ So i t( — E-/A 5 !L 47v i n)c3 Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: 1. This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes and standards.The correct criteria were implemented in the submittal's contents unless specifically commented on otherwise below. Calculations were not checked for accuracy or correctness but for general compliance.An engineer registered in the jurisdiction of the project who is responsible for the design of this submitted item has stamped the calculations and drawings as the Registered Design Professional. 2. Contractor to coordinate anchor installation to comply with submitted calculation assumptions. OFFICE COPY eadoc Submittal Response # 1 CleanWater Services 5D2 - 6471 Cogeneration and Brown Grease CIP Program Our commitment ii clear. Printed 03/03/2014, Page 1 of 1 3Uf2.0k3-0011/ Subject: CH2M Hill Design Response to Submittal# 144.3 11031 Submitted : 02/28/2014 Created By: CH2M Hill Design, Luke Scoggins Type: Official 41 U- i( .ft ii i&i-x1214/C L7 - F S r A-fiee-0.y Action Submittal Response Status: Informational Submittal Response Status: CCD-Complies with Contract Documents Deferred Submittal Response Status: Comment: 1. Calculations received for metal railing system. 2. This submittal has been reviewed for compliance with the contract documents. The design criteria used have been reviewed against the project design criteria stated in the project drawings, specifications and current building codes. The correct criteria were implemented in the design unless specifically commented on otherwise. The calculations were not checked for accuracy or correctness except for general compliance.An engineer registered in the state of Oregon who is responsible for the design of this particular element has stamped the calculations. OFFICE COPY eadoc RICE Tigard, OR - #10815 ENGINEERING Railing Calculations 105 School Creek Trail I Luxemburg,WI 54217 (P)920.845.1042 ) (F)92.0.845.1048 Project Location: Prepared for: Tigard, Oregon Golden Railings, Inc. -Golden, CO REI Project#R14-01-200 2/19/2014 Design Criteria: 1. Railing live loads per Project Specification,IBC 2009&OSHA: Guardrails 50 plf uniform load in any direction on handrails and top rails of guards 200 pound concentrated load in any direction on handrails and top rails of guards 50 lb concentrated load over 1 ft1 of Infill area Concentrated load and uniform loads need not be assumed to act concurrently 2. Railing deflections per ASTM E985 3, Aluminum members designed per AA,"Aluminum Design Manual" 4. Member sizes,grade,alloy and strengths shall be as recommended in the calculation package 5. Stainless steel fasteners to be minimum Condition"CW",300 Series,Fy=65 ksi 6. All other fasteners shall be the size and strength as is recommended in the calculation package 7. Aluminum welds to be 5356 filler alloy unless otherwise noted 8, Concrete strength is assumed to be F'c=4,000 psi,normal weight 9. Concrete anchors shall be as recommended in the calculation package. Installer is responsible for maintaining the fastener spacing,edge distance,end distance,embedment depth and minimum substrate thickness that is recommended In the calculation package 10. Concrete anchors shall be installed per manufacturer's recommended installation procedures,including recommended ambient temperatures for chemical/adhesive anchors 11. Concrete slabs,concrete curbs,structural steel,masonry units and all other anchorage substrates designed by others 12. Shim dis-similar metals.Maximum recommended shim height for guardrails is 1/2",full bearing shims 13. Additional RISA F.E.A.model data available upon request. Engineers Design A.'royal Stamp:2/19/2014 Disclaimer: This Certification is limited to the structural design of 40,11)0117Ri OF structural components of this handrail or divider system. 2 G 1 N ' S It does NOT include responsibility for: c. f3 5 P: �►0 B • Structural design of misc.hardware(latches,hinges,etc.). • Structural design of concrete slabs and other masonry units • Structural design of wood blocking or wood framing ' ORE G•N • Structural design of all other anchorage substrates • Glass breakage due to airborne debris or foreign objects , ,9,„,4441)'10, 2a1.\ • The manufacture,assembly,or installation of the system. / 'r4ot ey • Quantities of materials or dimensional accuracy of drawings Cover Page 1 of 2 EXPIRES: 1.9/30/f s RENEWS: RICE Tigard, OR - #10815 ENGINEERING Railing Calculations 105 School Creek Trail I Luxemburg,WI 54217 (P)920.845.1042 1 (F)920.845.1048 Project Location: Prepared for: Tigard, Oregon Golden Railings, Inc. - Golden, CO REI Project#R14-01-200 2/19/2014 ', Page: Description: Date: Revision: PL Project Location/Specs 2/18/14 i 1-1B Railing Analysis 2/18/14 2-2B Railing Analysis 2/18/14 Al 2 Bolt Base 2/18/14 A2 Raked Base _ 2/18/14 A3 Side Mount 2/18/14 M1 Miscellaneous Conn. _ 2/18/14 _MIA RISA FEA Model 2/18/14 M2 Corner Return 2/18/14 Engineers Design A.'royal Stamp:2/19/2014 Disclaimer: design of IglirPIR311:1* This structural' limited thins handrail orrdiv divider system. �`���GIN'r�`S4 It does NOT include responsibility for: 0 ¢ 853; - 'E 4 • Structural design of misc.hardware(latches,hinges,etc.). • Structural design of concrete slabs and other masonry units • Structural design of wood blocking or wood framing .F DREG •N • Structural design of all other anchorage substrates i • Glass breakage due to airborne debris or foreign objects 461 q"10, 'Le'Le _,\, • The manufacture,assembly,or installation of the system. / 6 R4bLEy J.Kv� • Quantities of materials or dimensional accuracy of drawings Cover Page z of z EXPIRES: t / .o/1.5 _. RENEWS; Project Location & Detail Ref. Sheet No: Specification PL v,__l 1 CLATSOP co44,o, Pttr irnd 1-/— - ITILIA IW, , �`' HOOD , . ---j UMATILLA 1 WALLOWA MOOK IPA MULTNOMAH c�`�,IWAM MORROW --BUNION IIV CLACKAMAS Salem •VASCO poly �i� It��� �,, JEFFERSON WHEELER BAKER �? LINN . GRANT 1 LANE .. •. •• CROOK • • .. . i • ' : ..._.'.-i•.,. •.1111 •. .. - • 1. JOSEPHINE .. . ti it a A ,, Project Location: Tigard, OR - Design per project spec, IBC 2009 & OSHA 50 plf uniform load in any direction on top rail 200# concentrated load in any direction on top rail 50# concentrated load applied to 1 square foot of infill RICE105 School Creek Trail project Description: Job No: R14-01-200 Ri 7 CE' Luxemburg,WI 54217 Phone:(920)845-1042 Engineer: JJW Sheet No PL ENGINEERING 14 Rev:Tigard,OR -#10815 Date: 2 18 Fax:(920)845-1048 $ / / Template: www.rice-inc.com Chk By: Date: These calcufafbns based Pipe Railing 8 Post ANSI/NAAMM AMP 521-01 are on Side Mount Post Detail Ref. Sheet No: Input Variables: Pipe Railing Systems Manual 1 FH:-50 plf Load Case 1 (Uniform Load) 1 1/2" SGH 40 .- ALUM. RAILING FV:-0 plf Simultaneous Vertical UnIform Loa d •• I 'III P: 200 lb Load Case 2(Point Load) 1'-1" Lbp: 18 in Unbraced Length of Post ,I 1 1/2" SCH B0 ALUM. POST v h:=44 in Ra'Ifing Height Above Bracket 1'-t" 1 1/2" SCH 40 ;=48 in 4`0"MAX POST SPACING 3._6" ALUM_ RAILING Number of Railing Spans: A ,lit ❑ 1 span © 2 span 1.-4" 4' U.N.O. ❑ 3 or more spans Railing Section: Post Section: El 1 1/4"Schd.40 ❑ 1 1/4"Schd.40 1 WALKING ❑ 1 1/4"Schd.80 ❑ 1 1/4"Schd.80 SURFACE Q 1 1!2"Schd.40 ❑ 1 1/2"Schd.40 HORIZONTAL RAIL SPACING ❑ 1 1/2'Schd.80 © 1 1/2'Schd.80 SEE "E" DRAWINGS FOR TOE BOARD I 0 s f El 1/2"tube ❑ 1 1/2"tube LOCATIONS, IF APPLIGgt3LE. / ❑ 2"Schd.40 ❑ 2"Schd.40 ❑2"Schd.80 ❑ 2"Schd.80 Railing Temper: Post Temper: AL. Post Stiffener-Not Required Based on 6"Tall Bracket ❑ 6063-T5 ❑ 6063-16 4 ❑ 6063-T6 ❑ 6005-15 1st:-0 to Lst:=0 in Sst:=0 rn 3 Fbst © 6005-15 or 6005A-T61 IN 6005-T5 or 6005A-T61 =24200 psi ❑ 4/3 increase allowed ❑ Post Welded to Base Plate AU calculations below this line are automatic Railing Properties Post Properties Computational Factors bcr= 0.31 btr= 0.391 R yr 0.31 Iyr= 0.391 SRI:= t SRI=6.55 Ki (8-q1)+(8-q2)+(9.5-q3) Ki=8 Spa= 0. 326 Sxr= 0.412 ` Syr= 0.326 Syr= 0.412: K2:=(4-ql)+(5-q2)+(5'q3) K2=5 i 0.95 R= • 015 R a2, �3 SR3=4.75 K3:_(48.q1)+(66.q2)+(87.93) K3=66 1= 0.145 � tp B1: 10100000 psi Ixtotr Ixr (IxltW=0.31 in4 txtotp:=lxp lxtotp=0.39 in4 tylolr=1yr lytotr=0.31 in4 lytotp:=lyp lytoip=0.39 in 105 School Creek Trail Project Description: Job No: R14-01-200 RICE Luxemburg,lM 54217 ENGINEERING Phone:(920)845-1042 Engineer 11101/ Sheet No: 1 Fax:(920)845-1048 'Tigard, OR- #10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: . Railing Analysis: p11 Fir Detail Ref. Sheet No: Wh:= 12 wy:= 12 Side Mount Post 1 A Case 1 Uniform Load: S.Wh.L4 Ayrl:= Ayrl=0.092 in Modeled as a simple span 384•Erlytotr 5•WyL4 Axrl 384•Erlxtotr A7,71=0 in L AalU. 96 &ally=0-5 in Per ASfM Specification E985 Wh-L 2 Myrmax•• Kl Myrmax=1200 lb in WyL2 Mxnmax:= KI Mxrmax.-0 lb-in Myrmax :bul:_ fbryl=3681 psi SYr Mxrmax I brxl:= S fbrxl =0 psi Case 2-Point Load: Pr3 Ayr2 K3'Erlytjts Ayr2=0.107 in P-L Myrmax2:=K2 Myrmax2= 1920 lb.in Myrmax2 fbry2:= Syr fbry2=5890 psi Fbry:= 1( n133) if IBC=I Fbry=24200 psi Fbryl otherwise Calculation Results: br Fntrl (fbmil+(r yl intrl 0.15 Fbry Fbry fb intr2:_ 22 Intr2=0.24 Fbiry RAILS "OK' if max(Ayc 1. xrl.�yr2) 1 n l I+( YI) n [RAl1S=allr lixy "FAIL' otherwise 105 School Creek Trail project Description: Job No: R14-01-200 RICE Luxerrburg,WI54217 Engineer. JJW Sheet No: 1 A ENGINEERING Phone:(920)845-1042 Fax:(920)845-1048 Tigard, OR-#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: • Post Analysis: Side Mount Post Detail Ref. Sheet No: 1B Wh-L-(h-Lst)3 Axpl = 3'Ep'(Ixp) Axpl=1.438 in P-0.85-(h-Lst)3 Axp2 3 Ep'(Ixp) Axp2=1.222 in Max Deflection: Wh'L•(h-1-st�3 Wh•L•[h3-(h//-Lst}3] tat 3'Ep'Ixp 3f(Ep'Ixp)+(EP'Ist)] Otot= 1.438 in h Aallp:= 12 f 6.allp=3.67 in Pa ASTM Specification E985 Case 1-Uniform Load: Mxp:=(Wh•L•h)+Wv.L'Atot Mxpmax:-0.5•Mxp•gl+Mxpg2+Mxp.q3 Mxpmax=8800 lb in Mxp2:=Wh•L•(h-Lst)+Wv L Axpl Mxpmax2:=0.5•Mxp2-ql +Mxp292+Mxp2•g3 Mxpmax2=8800 lb-in Case 2-Point Load: Mxpmax4:-P'(11-Lys)-0 85 Mxpmax4=7480 Ib•in Mxpmae3:=(P•h-0.85) Mxpmax3=7480 lb in Max Post Stress: m Mxpmax2.Mxprnax4) rbpx fbpx=21359 Psi Sap Fbpx:= I(Fbpxli33) if IBC=1 Fbpx 24200 psi Fbpxl otherwise Max Post/Stub Combined Stress: 1 fbpx2:=ma(Mxpmax.Mxpmax3}-!lx p+ I 61- p Sx ifbpx2=21359 psi ll Fbpx=24200 psi Max Stub Stress: 1st rbst:-max(Mxpmax,Mxpmax3)' lbst=0 psi (Ixp+Ist)-Ss1 [Fist=24200 I psi Calculation Results: Intel.-ma�'f�x fbpx2 f t into=0 BS Reactions for Anchorage(ASD): Fbpx Fbpx Amax=max(l'-0.85,Wh-L)=200 lb POSTS-.= 'OK" if into 5 l n mic4Axpl Axp2.Atot) 5 1 Mr:=max(Mxpmax.Mxpmax3)=8800 imlb allp 'FAIL.' otherwise POSTS="UK" 105 School Creek Trail Project Description: Job No: R14-01-200 RICE Luxenturg,WI 54217 ENGINEERING Phone:(920)845-1042 Engineer. JJW Sheet No: 1 B Fax:(920)845-1048 Tigard, OR -#10815 Date: 2/18/14 Rev. Template: w w w.rice-inc.com Chk By: Date: .Pipe Railing & Post ANSThese I/NAAMM AM calculations P are 521-01 based on Posts (42") on Stairs Detail Ref. Sheet No: Input Variables: Pipe Railing Systems Manual Top Mount 2 FH:=50 plf Load Case 1 (Uniform Load) FV:=0 Of Simultaneous Vertical Undo rrn Loa d P:=200 lb Load Case 2 (Point Load) 4 3/W Ibp:= 16 in Unbraced Length of Post �� 1 SCH. 40 a h:=42 in Railing Height Above Bracket ALUM RAILING 17 lf. 60 in Length of Rail jj PS:=L•cos(32deg)=50.88 in .0. 1-9. Number of Railing Spans: jL' 3'-6' ❑ 1s an P e'-10' Q 2 span SCH. B0 1'-9' ALUM POST ID 3 or more spans Railing Section: Post Section: ,�sE POINT II ❑ 1 1/4"Schd.40 ❑ 1 1/4"Schd.40 -A-SECTION-A- ..------ 1 1/4"Schd.80 ❑ 1 114"Schd.80 6' UND. Q 1 1/2"Schd.40 ❑ 1 1/2"Schd.40 ❑ 1 1/2"Schd.80 0 1 112"Schd.80 SLOPE RAIL SPACING 1 05 ❑ 1 1/2"tube ❑ , 1/2'tube WITH CANTLEVER RAIL El 2'Schd.40 ❑ 2"Schd.40 ❑2"Schd.80 ❑ 2"Schd-80 Railing Temper: Post Temper: AL. Post Stiffener-Not Required ❑ 6063-T5 ❑ 6063-T6 4 Ist:=0 in I. :=0 in ❑ 6063-T6 ❑ 6005-T5 3 Sst:-0 in rbst:=24200 psi In 6005-T5 or 6005A-T61 A 6005-15 or 6005A-T61 4/3 increase allowed All calculations below ❑ ❑ Post Welded to Base Plate this fine are automatic Railing Properties Post Properties Computational Factors kr= 0.31 b r= 0.39_1 fir- 0.31 lyr= ' 0.391 SRI:= k SRI=6.55 KI:_(8.11)+(8-q2)+(9-5•q3) K1=8 Sxr 0.326 Sxr= .. ' 0.412 _..... _ K2=(4-q1)+(5'q2)+(5-q3) K2=5 Syr 0.326 Syr= 0.412. R= 0.95: Rs 0J5 SR3 p SR3=4.75 K3=(48-81)+(66'92)+(87'93) K3=66 t= 0.145 t= 02' tP Er=10100000 psi lxtotr lxr Ixtotr=0.31 in4 lxtotp:=hp lxtotp=0.39 m4 lytotr=lyr Iytar=0.31 in4 lytotp:=1yp lytotp=0.39 in 105 School Creek Trail Project Description: Job No: R14-01-200 RICE Luxemburg,W 54217 ENGINEERING Phone:(920)845-1042 Engineer MN Sheet No 2 Fax:(920)845-1048 Tigard, OR -#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: i Railing Analysis: Fg FV Posts (42") on Stairs Detail Ref. - Sheet No: _ 12 W":- 12 Top Mount 2 A Case 1 Uniform Load: 5.Wb-L4 Dyrl 384 Awl=0.225 in Modeled as a simple span SWvL4 Axrl._ 384 FtI#� ANT] =0 in L Aailr: 96— afl =0.63 in Per ASTM Sp ecificatio n E98 5 2 Mynmax:= R L Mynnax=1875 lb in 1 WvL2 Mxrmax K1 Mxrmax=0 lb-in M fbryl:= S fbryl =5752 psi ■ Mxrmax fbrx] S fbrxl=0 psi u Case 2-Point Load: P 1 3 Ayr.2:_: K3-Erlytotr Ayr2=0.209 in P-L Mysmar2 2 K Myrmax2=2400 lb-in M fbry2= fbry2-7362 psi Sr Fbry: I1_33) if IBC=1 Fbry=24200 psi Fbry l otherwise Calculation Results: Intrl=I Fbryl I+I wry J Intrl=024 fb Inhr2 2 lntr2=0.3 ry r l r l BANS:= •oK• if m in e 1,Ayr2) s 1 n I l I+I aryl J< 1 n �m <_ 1 'RAILS=•oI{• 'FAIL" otherwise 105 School Creek Trail Project Description: Job No: R14-01-200 RICE Luxemburg,W154217 ENGINEERING Phone:(920)845-1042 Engineer: JJW Sheet No: 2 A Fax:(920)845-1048 Tigard, OR-#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: • Post Analysis: Et),Er Posts (42") on Stairs Detail Ref. Sheet No: Top Mount 2 B Wb•L(h-1-03 6.x1)' 3.EP.(1 ,) Ixpl=1.563 in P•0.851h-Lsr)3 txp2:= 3 (IxP) Axp2= 1 063 in Max Deflection: Wh•L•(h-Lst)3 Wh•L•[h3-(h-Ls►)3] tot 3 Ep IxP 4 IRE)).1,P)+(FP tat) Aux= 1.563 in h 6allp=i2 Aallp=3.5 in Per ASTM Specification E985 Case I- Uniform Load: Mxp:=(Wh L'h)+Wv-L'stot Mxpmax=0.5 Mxp ql+Mxpq2-t Mxp•g3 Mxpmax= 10500 lb-in Mxp2:=Wh'L'(h-Lst)+Wv'L'ixpl Mxpmax2:=0.5-Mxp2 g1+Mxp242+Mxp2•g3 Mxpmax2=10500 lb-in ■ • Case 2-Point Load: Mxpmax4=P-(b-Lst)-0.85 Mxpmax4=7140 lb-in Mxpivax3:=(P-h-0.85) Mxpmax3=7140 lb•in Max Post Stress: max(Mxpmax Wh L 4.Mxpmax.3 P.4) psi fbpx:= S [fbpx 23058 P SIP Fbpx:= 1(Fbpxll.33) if IBC=1 Fbpx=24200 psi �pxl otherwise Calculation Results: fbpx l,,pl : - lntp1 = 095 F1it,x Reactions for Anchorage(ASD): Rmax:=max(P•0.85,Wh•L)=250 lb max(A xp1.Axp2,dtot) POSTS: "OK' if Into 5 1 n <_1 Dalp MT:=maMxpmax,Mxpmax3)=10500 in lb 'FAR.` otherwise POSTS='OK' �L� 105 School Creek Trail project Description Job No: R14-01-200 RICE Luxemburg,WI 54217 ENGINEERING Phone:(920)845-1042 Engineer: JJW Sheet No: 2 B Fax:(920)845-1048 Tigard, OR -#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: • Detail Ref. Sheet No: • 2 Bolt Base 124 Al 7' 1` 2-112" 2-1/2" Amax:=200 lh Mmax:=8800 lb in (iii,...:- d:=2.40 In(sleeve dia.) el k k� ;.E0. ` Chk shear on shoe wall: . M ..� max P:= P=3753 lb (2) 9/111.* x 1- LG. 067-(3S) SLOTTED HOLE FOR: -14' X-BAR 1/2'r x 1-1/2' LC. / (P+Rmax) S.S. MACH. BOLT 1 1/2" SCH. 40 Iv= fv=3052 psi ...../ ALUM. Post 3.5•(0.185)•(2) Pg y+ Fv:- 0.57•(26000) 4=8982 psi '5" DRILL FOR: -- '',,S .R. 2" SCH. 50 X 4' L.G. 1.65 (2) 117 x 1' 1"y 4L1P4. SLEEVE S.S. TEK-SCREWS t+><r": f (PART /46) ti' 1=F 1=0.34 -te , (PART /22.4) v ` ■■ IM Chk weld to base plate: !�■ tw:=0.375 in(thickness of weld) 5/8" x 3" x 7" 4 1 5/4„ / \(GRIND FLUSH) /� _2375 in(post dia meter) ALUM. BASE PLT. rw:-0.5d+0.5-(0.707•tw) In(radius of weld) INTERMEDIATE HORIZ. BASE MT. 1 24 X=Rmax Aw=0.707t1i,-(2-ss-rw) Aw=2 2 in2 SW:-0.707•tw{•n-rw2) Sw= 1.45 in3 V 2 Mmax fw x I r—1 +I--�2 fw-6064 psi Aw l Sw F,:=7000 psi Use 3/8"fillet weld all around 5356 filler alloy Chk Base Plate: Chk Bolts to Steel Stringer: L1:=7 in D1 1 in L2:=3 in D2:= 1.5 in Vb:= --ax Vb= 100 lb assume load Is in the direction of L2 =Ll -(2-D1) L=S in Mmax Tb= Tb=2933 lb 2'1)2 Mmax P2:= d P2=3705 lb Val:=2984 Van=2984 lb Mpi:-0.5-P2.1.3 Mpt=2408 imlb Tap:=5676-0.3125 Tau=3890 lb 1 T40.6 0.456 tieq:=VI treq=0.418 in 11800-L1 r 2 2 13=I Vb +�Tb� 13=0.57 Use 5/8"x 7"x 3"Plate Vail Tau 6061-T6 alloy Use(2)- 1/2"-13 Dia. S.S. Thru-Bolts Condition "CW-Fy = 65 ksi 105 School Creek Trail Project Description Job No: R14-01-200 RICE Luxerrburg,WI 54217 ENGINEERING Phone:(920)845-1042 Engineer JJW Sheet No: Al Fax:(920)845-1048 Tigard,OR -#10815 Date: 2/18/14 Rev: Template: REI-MC-5201 w w w.rice-inc.corn Chk By: Date: T too.-:---,\ Intermediate Slope Base Det129 Ref. Sheet No: in i_______ l Rmax:=264 lb r (2) f/16'a x I- LG. Mmax:= 10500 cos(30deg)=9093 lb-in 1 2- x 3" a 7' 3L0''rED HOLES FOR: ALUM. BASE P13. 3/8-o x 2' LG. SS. MACS. DOLTS Chk pipe stub weld to base plate: Nei ALUM. POST tw:=0.375 In(thickness of weld) (2) SIIOPP Datum 5/15.0 --- 2' SCH. 80 X e L.U. HOLES IN THE BASE YT. a (2) II I' MAIM,. SLEEVE d:=2.375 in(post diameter) FIELD DRILLED 7/M", HOLES IN II POST FOR (2) XI7 X 1 LC- 8.8. I I I I rW=0.5d+0.5(0.707•tw) In(radius of weld) TEK--SCREWS I ' 1 I >--_ Q II I, \' Aw:=0.707tw(2•/t•rw) Aw=2.2 in2 Sw:=0.707•twGr-r 2) Sw=1.45 in �� �f; Mmax N.c,\ fiv Sw fw=6265 psi Fw:=7000 psi INTERMEDIATE SLOPE BASE MT * Use 3/8"fillet weld all around (To BE FIELD ATTACHED) 1 5356 filler alloy Chk shear on shoe wall: Chk Screws Attaching Post to Bracket: n4ma,, P:= P=3393 lb Use (2)-#17 S.S. TEK Screws 0.67(4) 300 Series, Fy= 65 ksi Minimum (P+R„,,,) OK By Inspection- 200 lb shear fv_ 1(0.282)-(4) =1621 psi Chk Aluminum Base Plate: Fv:=4500 Fo=4500 psi 1,1:- 7 in Dl:= I in Rmax•34 fb•_ 0.731 fb= 12279 psi L2:=3 in D2:=1.5 in assume bad is in the direction of L2 Ph:-,--11800 psi 5%Over OK LI-(2•D1) L=5 in Use 2"Sch 80 Alum. Pipe * height. d 40<` ) +tw d101=3.12 in 6061-T6 P2:= d+m w P2=3307 lb Chk Bolts to Steel Stringer: Rmax Vb 2 Vb=132 lb Mpl:=0.5-P2-L 2Aot Mp(=1556 in-lb Tb Mmax Tb=3031 lb 2-(0.5-L2) MP12 0.5.P2.1 Mpj2=1653 in1b Vall:=2984 Van=2984 lb Mp0- t =0336 in T 5676 0.3125 T 3890 lb 27600-L2 au 0.456 all= • I M02-6 V 2 Tb 2 t 1req2=0.52 in 4% Over OK I3:= + I3=0.61 12000.12 u (Vall (Tall) Use 1/2"x 3"x 7"AL Plate Use (2)- 1/2"-13 Dia. S.S. Thru-Bolts 6061-T6 or Drill & Tap w'5/16"Min. Thread Engagement 300 Series, Fy= 65 ksi Minimum • v r 105 School Creek Trail project Description: Job No: R14-01-200 `u CE Luxemburg,W 54217 ENGINEERING Phone:(920)845-1042 Engineer: BIN Sheet No: A2 Fax:(920)845-1048 Tigard,OR - #10815 Date: 2/18/14 Rev: Template: www.rice-inc.com Chk By: Date: • Detail Ref. Sheet No: Side Mount Anchor 155 A3 f ..e Ho [.1:=5 in :r L2:=4 in xTRT UDE25.D 4)ALUM. BRKT. PAR Runax:=200 Ib Rytttax:=200 lb x PosT STIFFENER I I !II WALKING SURFACE M=8800+Rzmax.L1•0.5=9300 lb-in F. 2" U.N.O. (2) 7/32"0 HOLE FORS ' (2) 117 x 1" `," t'I S.S. TEx—SCREWS(PART p46) I. 0 (34)8.70q6"16 HOLES FOR: H n In 1/2" LO. 1 S.S. MACH. BOLT ... '�' _ (PART 148) II,./a/ 5/8" 1 7/8" 2 1/2" ' EXTENDED SIDE MOUNT BRACKET 5 5 Chk Extruded Aluminum Bracket Chk Fasteners: Mmax M Mmax=9300 in lb V Rymax lb(upward) V 100 lb A 2 P:=-MLu11e1�+munax P=2060 lb Use(2)-#17 Dia. S.S. Tek Screws OK By Inspection MO 4 P-3.75 Mpl=1931 in lb Chk Anchor Bolts(Structural Steel By Others): MIA lax- 0.5.3.3751.16 Mx=1328 in-lb V Rymax (4) I6-Mx�9 27600.O.ES Ll rreq=026 in l b. R(4)x + M�� Tb=1213 lb 3.212.0387 3 Vall:= 1614 Vall=1614 lb Sst` 6 Sst=0.66 in 0.25 Tall 2273 lb Mmax Tall==3100 0.341 ell= fbst:= fbst=13993 psi Sst r Fbst=27600 psi T l Vell)2+ el1�Z I=0.29 <1.0 rnu trec rbst) I=0.81 Use (4)-3/8-16 S.S. Bolts \0'3 Fbat Drill& Tap or Thru-Bolt - Min. Thread Engagement = 1/4" Use Extruded Bracket as shown (300 Series S.S., Cond. CW, Fy = 65 ks0 (6005-T5 or 6005A-T61) 105 School Creek Trail Roj©ct Description: Job No: R14-01-200 RICE Luxemburg,WI 54217 ENGINEERING Phone:(920)845-1042 Engineer. JJW Sheet No: A3 Fax:(920)845-1048 Tigard,OR-#10815 Date: 2/18/14 Rev: Terrplate: w w w.rice-inc.com Chk By: Date: • • FITTINGS ATTACHED TO INTERMEDIATE POSTS Detail Ref. Sheet No: • W/ (1) 1/41 X 2 3/4" LG. S.S.M.B. (PART 149) Miscellaneous Connections • FITTINGS ATTACHED TO END POST. CORNER POSTS de TOP Ml RAILS W/ (1) #17 x 1" LG. S.S. TEK-SCREW. (PART 146) • RALING ATTACHED TO FITTINGS W/(1) 3/8'1 X 1 1/4' LG. SS. SET KNURLED CUP SET SCREWS Reactions from RISA FEA Model Rmax:-200 lb 1 1/2" SCH. 40 ENO CAP ALUM. RAILING (PART 012) Mmax:=611 lb-in ■I. 1 ! —• -:�fb1 1•,., /.4 111���.1J 6'10 EOF POST{U.H.O.) f II nn _ I'•� CORNER �y) 1 1/2" SCH. 80 1e FITTING Flan ORLI.pM o.40a'. ID IJCE ALUMINUM WO ' TMr� uhc ` - - ALUM. POST (PART �, 3/9-16 SOCKET HEADLESS (PART•17).11 - � SET-SCREW. (PLAN VIEVlI) �1 =� 1 Iii=f61 it 111.311. • V.(PART ,100) Ii ,- I Y r 2' ENO POST INTERMEDIATE POST CORNER POST I- e HORIZONTAL RAIL CONNECTIONS i - \■..� FIELD JOINT 166 SPLICE SLEEVE Chk Set Screws: Mn Rinax V=200 lb -� 1 3'alI:= 1614 VsU= 1614 lb ,� >a Use 3/8"S.S. Set Screws 300 Series S.S. -as shown REGIONS Chk#17 S.S. TEK Screw: Men: 0.4962 sq in Perime{er: 8.1348 in V2 Rmax V2=200 lb Bounding box: X: -0.7815 -- 0.7815 in Y. -0.8072 -- 0.6843 in Genii-aid. X: 0.0000 in V5112 21 84-0.25 V5112=546 lb 5: 0.0000 in Moments of inerlin: X:0.1083 sq in sq in 5: 0.1454 sq in sq in 5x=0.1342 in-3 Use(1)#17 S.S. TEK Screw sy=o.leeo in-3 300 Series S.S. -as shown Chk 1/4"S.S. Thru-Bolt: Chk Splice Piece: sx:=0.134 in3 V3 Rmax V3=200 lb !Amax Ib;_ s Fb=4560 psi x Va113=647 Va)13=647 lb Fb=2100 psi Use(1) 114"Dia. S.S. Thru-Bolt Use Ribbed Tube Aluminum Splice Piece 300 Series S.S. -as shown 6005-T5 or 6005A-T61 105 School Creek Trail project Description: Job No: R14-01-200 RICE Luxemburg,WI 54217 ENGINEERING Phone:(920)845-1042 Engineer: JJW Sheet No: Ml Fax:(920)845-1048 Tigard, OR -#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.corn Chk By: Date: Y • z X • 2/ 172 ,215! 334.3 "C:M1 —M-. :.:n, "--tt^ -• •anim•••� 'tu.. -•a Loads: 2.202 LB Center M for Results for LC 2.200 LB 12 Carder Member z Banding Moments(lb-In) Rice Engineering SK-2 4 ft splice loads 4 ft Splice Loadsx3d Detail Ref. Sheet No: Corner Return 240 M2 �_ TO All ONLY r . u I MIW RAM DAL r !WAG ANOtD to MRCS I W/(1)3/11'.I 1 Ens LG ss SET mew)OD SE7 9:RLA5 DORN MIL ORRLUS IRA KW 9A-MITI R(G MRV.RY'R1A COMM HIRE FOR AWARD m3ew. Y � HELD DWI IDR RAl OW FOR 9e-AS4LREe MRY ONLY TYPICAL CORNER DETAIL U.N.O. 240 3" RAD. BEND 300M • Chk 3/8"Thru Bolt @ Return Tee: 1185 T= 1247 I lb 0.95 :=3100 Tall=3100 lb Use(1)-3/8"Dia. S.S. Thru Bolt per(a) Corner Tangs 300 Series, Cond"CW°, Fy= 65 ksi Joint La__ X[I tr] Y11111 -Z jlbI. MX1lb-in] IdY Ilb-in lvtZ ENn; N3 0 150.916 0 620.775 0 -1184.721 N5 0 150.912 0 1184721 0 -620375 105 School Creek Trail of RICE Luxemburg,WI 54217 Project Description: Job No: R14-01 200- ENGINEERING Phone:(920)845-1042 Engineer. JJW Sheet No: M2 Fax:(920)845-1048 Tigard, OR -#10815 Date: 2/18/14 Rev: Template: w w w.rice-inc.com Chk By: Date: • Y • GENERAL NOTES - ALUMINUM ® '�mvi- -1•.'M "'w�'iSN%fir'- mow_... r ►.a H? MECHANICAL LIi1CMIN FIT SYSTEM 1 w RN:.r,..L "r z. ,-„ 'a�=r. -.-...- y 7 _ _ •x.'xs'T—.0--..–.e I r Ilin II�.--. � (� �� � -['' T_—� M y_y a '��' i1'I �.. . .ALL _ •...........ammo..•••w.� 1 2P-0.rf— i1� n 1. . ,i�� 'r� ,...r,:,-- - •m_..-__�..A..�y. ..N- ..m..._ ..m .t. __ _ ='.:.< . .., •w—......"Y»_ HOIT70MAL RYE CONNECTIONS f1MfE7ONTAL RNL SPACING 0 SLOPE RP&COIINECRONS 0 Si f'PT RAY SPACING - D INTERMEDIATE HORIZ. BASE IR. 1 2 • 1✓s.3.CT...�. 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