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HomeMy WebLinkAboutSUB201300179 Calculations Road Plan and Comps. 2015-02-25 SUBSTRUCTURE AND COLLAR DESIGN CALCULATIONS FOR MAP 26' x 13'- 1 " WITH 33' COVER BOTTOMLESS CULVERT AT 5TH STREET STATION BENT CREEK PARKWAY ALBEMARLE COUNTY VIRGINIA FEBRUARY 1 7, 2015 REV. FEBRUARY 25, 2015 SUBMITTED BY: CONTECH ENGINEERED SOLUTIONS, LLC 6075 ATLANTIC BLVD. SUITE A-1 NORCROSS, GA 30071 ®*•De•s ni• v,NLTii BY: j' o STRUCTURAL ENGINEERING SOLUTIONS, LLC • ` � ' r� DBA TIM SCHMITZ, LLC . NI _SCHMITZ 3260 ISOLINE WAY '© \ I 8 ✓` • SMYRNA, GA 30080 Lie. No.044866 PE 0402044866 COA 407005864 � / 4\'Z 47'1115 110SaIeONA::4ia •eo • l TABLE of CONTENTS Item Sheet No. Introduction i Substructure Drawings ii—iii Typical Footing Analysis 1 Collar Analysis 13 Contech MAP Dwgs Al INTRODUCTION The following calculations are provided to support the design and detailing of a foundation for a 26' x 13'-1"plate arch culvert with 33' of fill. This is a redesign using AASHTO LRFD 6 design for the piles and footing. By using this design method,the owner commits to testing the piles consistent with VDOT Specifications, in particular, PDA and WEAP analysis of the installed piles. Due to the testing method, the resistance factor of 0.65 (Table 10.5.5.2.3-1) is applicable however, after analyzing the pile as a column,the effective resistance factor is 0.56. To match a testing method and to be consistent with 6.5.4.2 for end bearing piles in hard driving, the pile capacity is limited to 653 kip (326 tons)using a resistance factor of 0.5. gi g "'12 .1118. ...0 '16., 11 1\ °Q o N '.°- _ war 4 ,0� �! < w°- Nm siiz° a d i7J .� r- Qa 4 °g ! 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DATE z,/2-5( j PROJECT SUBJECT: �0 DES 11.5 CHK L 17-------1, 0 Tom= 0 - I.P.-1 P., lam- e A-Le= Zi.., ,a-) +.- (2,1,)( 4-'-1) = ?-, 1 0 g 7i2- - . 42Ci ', - 7o52- Z b0Zk- iv) ,o _0 `.2 TLS z 0- tS / o_ z5)( e D `) cAiv R N COI L 0 • • STRUCTURAL ENGINEERING SOLUTIONS, LLC Project 5th Street Station Computed tls Date 2/25/2015 (Subject Albemarle,VA Checked Date (Task Footing Sheet IOf Concrete Design SPREADSHEET ASSUMPTIONS&LIMITATIONS 1. Reinforced concrete design in accordance with AASHTO LRFD 6th Edition 2. No more than three(3)rows of steel with equal amounts of steel in each row can be used. 3. Spreadsheet currently does not handle torsion, minor axis bending,side steel,or shear friction. INPUT PARAMETERS SECTION& MATERIAL PROPERTIES: Shear Critical Section Flexure Critical Section 'b' Dim'b' 36 in Dim'b' 36.0 in Dim'h' 71 in Dim'h' 71 in • o o o 0 0 0 e o L Distance Distance from center from tension of layer#1 f ace ton cent center r of f layer ayer#2#1 0.00 3.00 ii nn 'h' --- --- — N.A. Distance from center of layer#2 to center of layer#3 in Concrete: fc= 3000 psi Rebar: fy= 60 ksi FLEXURAL REINFORCEMENT: Flexural Bar Size,# 7 > 0.6 inz/bar 0.88 in diameter No.of flexural bars 7.00 5 <==#of bars required by flexural anaylsis(whole 1 4 in<==Actual minimum spacing 1 or 2 rows? 1 # 7 at 5.14 in->Min. Are bars bundled?(YES/NO) no SHEAR REINFORCEMENT: Stirrup Bar Size,# 6 > 0.44 inz/bar 0.75 in diameter No.of legs 2.00 < 18.00 in spacing required by shear anaylsis MOMENT&SHEAR: About Neutral Axis Factored Moment, Mu= 609.0 kip-ft Factored Shear,Vu= 235.0 kips Service Moment, Ms= 451.1 kip-ft FTG-02252015.xls 2/25/2015 7:36 AM • STRUCTURAL ENGINEERING SOLUTIONS, LLC IProject 5th Street Station IComputed tls IDate 2/25/2015 ISubject Albemarle,VA 'Checked IDate 'Task Footing 'Sheet I0f FLEXURAL DESIGN Mu<_41Mn Mu= 609 kip-ft f Solve for required amount of flexural reinforcement. Assuming 1 row(s)with no bundled bars,and for b=36 inches and h=71 inches let d=71 inches less 3 inches clear to upper layer let d= 68 in 1.2M a= 1.2x7.5sgrtfcx(bh3/12)/(h/2) (1)M,= A.fy(d-a/2),0=0.90 = 1242 Kip-ft =609 kip-ft using the quadratic equation,[-b±sqrt(b2-4ac))/2a,solve for As: 1.2Ma=+Asfy(d-a/2),where$=0.90 4M,=tAsfv(d-a/2),where 4)=0.90 a= 17.6E+3 As2 a= 17.6E+3 As2 b= -3.7E+6 As b= -3.7E+6 As c= 14.9E+6 kip-in c= 7.3E+6 in-k reinforcement,As= 4.14 in2 reinforcement,As= 2.01 in2 the required minimum amount of steel reinforcement is 2.68 in2 (Using 1.33 Design Moment) the amount of steel reinforcement provided is 4.20 in2 As provided>=A,required,therefore OK Verify Moment Capacity for A, provided 4tMn= 4)A,fy(d-a/2),where cb=0.90 a= Asfy =2.75 in 0.85F'cb 4)M2= 1259 kip-ft 4)Mn >= Mu, therefore OK Balanced Reinforcement Ratio FOR INFORMATION ONLY pb= 0.85b,fc (87000) = 0.0214 b,= 0.85<=4000 psi concrete fy (87000+fy) b,= 1.05-0.05(fc/1000)between 4000&8000 psi b,= 0.850 b,= 0.65>=8000 psi concrete Provided Reinforcement Ratio Pprovdea= 0.0017 <= 0.0160 = 0.75 Pb OK Maximum Reinforcing FOR INFORMATION ONLY c=a/b1 = 3.23 in c/d = 0.05 OK Development Length Id= 26.0 in 5.11.2.1 Id min= 21.0 in USE Id= 26.0 in FTG-02252015.x15 2/25/2015 7.36 AM 4 STRUCTURAL ENGINEERING SOLUTIONS, LLC (Project 5th Street Station (Computed tls (Date 2/25/2015 (subject Albemarle,VA (Checked Date (Task Footing (Sheet Of FLEXURAL DESIGN(continued) Distribution of Flexural Reinforcement Ms= 451.11 kip-ft fr=7.5xsgrt(Pc)= 410.8 psi 0.8 x fr= 328.6 psi b= 36.0 in h= 71.0 in S= 30246 in^4 ft=M/S= 179 psi LRFD 5 AASHTO 5.7.3.4 does not apply dc=distance measured from extreme tension fiber to centroid of closest bar. dc= 2.44 in,For calculation purposes,cover shall be taken as 2" Bs=1 +do/(0.7 x(d slab-dc)= 1.05 ( Ec= 3122 ksi E= 29000 ksi Modular Ratio,n=EF =9.29 m= n As =0.0159 bd k= (m2+2m)1/2- m = 0.163 j =1 -1/3 k = 0.946 • fss= Ms =20.04 ksi As j d Lamda e= 1.00 for Class 1 Exposure condition(sht 5-47) s<=((700 x Lambda e)/(Bs x fss))-2 x dc= 28.36 in s prov= 3.41 in OK Shrinkage and Temperature Reinforcement As>=1.3xbxh/2x(b+h)xfy= 0.259 in^2/ft As min= 0.11 in^2/ft As max= 0.60 in^2/ft As= 0.259 in"2/ft Min Reinf on Sides= 1.531 in^2 As prov= 1.626 in^2 OK Min.Reinf in Top Mat= 0.776 in^2lft As prov= 1.626 in^2/ft OK FTC-02252015.x15 2/25/2015 7:36 AM STRUCTURAL ENGINEERING SOLUTIONS, LLC 'Project 5th Street Station [Computed tls (Date 2/25/2015 'Subject Albemarle,VA IChecked 'Date 'Task Footing 'Sheet IOf SHEAR DESIGN fc= 3.0 ksi Mu= 0.0 kip-ft= 0.0 k-in Vu= 235.0 kips phi= 0.9 5.5.4.2.1 Es= 29000 ksi As= 4.20 inA2 <—Total bending reinforcing Effective As= 4.20 inA2 <--Note:developed reinforcing at critical shear section b= 36 in h= 71 in 0.72 x h= 51.12 in ag = 0.75 in->min.aggregate size de= 68.0 in sx = 64.00 in 0.9 x de= 61.20 in Av min = 7.170 InA2 per layer sxe = 64.0 Eqn 5.8.3.4.2-5 dv= 66.39 in USE dv= 66.39 in [Mu]= 15600.5 k-in Use[Mu]= 15600.5 k-in • eps _s= 0.0039 Note: Vp=Nu=Aps=0 —>not prestressed Eqn. 5.8.3.4.2-4 eps_s Max= 0.0060 USE eps_s= 0.0039 Beta= 0.610 Eqn.5.8.3.4.2-2 Theta= 42.5 Eqn.5.8.3.4.2-3 Vc= 79.83 kips Vs regd= 181.28 kips alpha= 90 degrees Av area of shear reinforcement within a distance's'. Av= 0.88 assuming 2 legs#6 stirrups s= Av fy d = 19.25 inch spacing Vs Therefore,use 2 legs#6 stirrups at 19.25 inch spacing FTG-02252015.X15 2/25/2015 7:36 AM 'sSt5 g g .c ° �/ Z kk1+ G ° ° 71 E s TIS ■ i Li, N 1 Rg 1,41114 146 16 E-§e al al V: 6 u,9 LIJ z ; o ¢ $=3 Z g 8 CI- _J t s a ? QtBBgg has. y 4gEs€ o IIiIii1'th M8 �g !I1I M<giyl o eA $E�56F m n N m W p 0 208 „0 I__ _,,, EI * QQQ c co co 1J p a� 1 0 1 r a8 i 0'46 Ve n n � gag n CD M O W O M O P i~.. • r ' i i i i 1 v v v v v v v o O a ��ry��J ~ L�•4.- w CD 110. III _ oee I iz Z of v . 1111 0111 z i W I b W q miti. II: : *: :Eli N �N R n O �O W g •- w_ NU Z°1z GI _ O. �`! > 2.� WW1- 'V II s �D d U' CAW m 11111: Ili W = o �� Q �3DW ~ x x 3 j b ; QN JO¢= Jar 1 il b°_U G w c�"� 5 m k ° W o 11111 °m a - i U O p ZN Z hI U Z ` i < w Q J y�¢4 / LIXw J 2 •o a ago s°d . QF—oW N°i-° I . oumSi P. \ N W LaJ r °n s �J II c1°S�i !I 'I J Z €�: - !Hill , •$..i€{ ' { I - CJ g ° illUil Will g s tivi5F p jy it 6 ?il.IH Oil Dayton Office Engineers y ENGINEERING REPORT TO: Contech Engineered Solutions LLC DATE: May 8, 2015 9025 Centre Pointe Drive Suite 400 CBC NO: 17403D-2-0515-05 West Chester, Ohio 45069 Attn: Ben Hurst, P.E., LEED AP Re: Review of AASHTO Calculations and Shop Drawings, and Service Life Estimation for a 26'x 13'-1" Key-Hole Slot MULTI-PLATE Arch (510466); 5th Street Station—Bent Creek Parkway,Albemarle County, Virginia; CBC Report No. 17403D-2-0515-05 The purpose of this report is to provide a review of the AASHTO LRFD Structural calculations and shop drawings for a 26' x 13'-1" Key-Hole Slot MULTI-PLATE arch structure at the project location referenced above. The Key-Hole Slot MULTI-PLATE structure with 6" x 2" corrugations is proposed to be 3 gage (0.249"). We have reviewed the structural calculations and shop drawings for the Key-Hole Slot MULTI-PLATE structure, and agree that they conform to accepted industry standards for this structure type. We have not made an independent verification of the data used to perform the design calculations, and are assuming all initial assumptions and data are correct as presented to us. The structural calculations have been performed for a maximum height of cover over the Key-Hole Slot MULTI-PLATE structure of 39' @ 120 pcf with HL-93 live loading. The height of cover is measured from the top outside of the structure to the bottom of flexible pavement or the top of rigid pavement. Others are responsible for all other aspects of this structure, including but not limited to hydraulics, scour/abrasion . evaluation and remedial measures, foundations and backfill evaluation, end treatments and their connections to the structure, and the only responsibility of CBC Engineers & Associates, Ltd. is the review listed above. It is the responsibility of the Contractor to ensure that the select backfill around the Key-Hole Slot MULTI-PLATE structure Dayton, OH Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL 125 Westpark Road/ Centerville, Ohio 45459/ Phone: 937-428-6150/ Fax: 937-428-6154 Vicit tic at 1nnnimc rhrAnn_rnm Contech Engineered Solutions LLC 3 May 8, 2015 CBC Report No. 17403D-2-0515-05 is the proper material type and is placed in accordance with the project specifications, the manufacturer's requirements, and accepted industry standards. The backfill differential level between sides of the structure should not exceed 16 inches. Contractor is also responsible for any required bracing/shoring to prevent any distortion of the structure during installation and backfilling, and for knowing and following all applicable safety requirements. Care must be exercised to maintain balanced loading on the structure during any backfilling or construction operations, and the structure must be properly backfilled to maintain this balanced loading. The dimension of the structure should be within 2% of the design dimensions at all locations during and at the completion of installation, and this should be verified by field measuring during construction. We have accordingly signed and sealed this report that includes the calculations and shop drawings, and they are attached in Appendix A and Appendix B of this report, respectively. In addition, a service life estimation has been made for the proposed 3-gage MULTI-PLATE arch using the industry accepted AISI estimation methodology. This methodology considers the pH and resistivity of the soil/water in contact with the galvanized steel plate in the estimation of the service life. It has been reported to this office by others that the minimum soil/water pH on this project is 5.5, and the minimum soil/water resistivity is 3000 ohm-cm. These provided minimum values have not been independently verified by CBC, and it is assumed that this information is correct as presented and is representative of the minimum values possible at this project. Using the AISI Chart for Estimating Average Invert Life for Plain Galvanized Culverts (copy attached in Appendix A) with pH of 5.5 and resistivity of 3000 ohm-cm, the estimated service life for 18-gage (0.052") galvanized steel is 27 years. The adjustment factor for the thicker 3-gage (0.249") steel proposed for this project is 4.9, giving an estimated service life for 3-gage steel of 27*4.9 = 132.3 years. The AISI definition of the end of service life is 25% metal loss in a pipe invert. It is emphasized that the above estimated service life in no way represents a guarantee or warranty of in-service performance, and is merely an estimation based on the provided environmental data and the accepted AISI estimation methodology. It is to be noted that the AISI methodology does not account for possible steel abrasion caused by stream bedload Dayton, OH Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL 125 Westpark Road/ Centerville, Ohio 45459/ Phone: 937-428-6150/ Fax: 937-428-6154 2 Contech Engineered Solutions LLC 3 May 8, 2015 CBC Report No. 17403D-2-051 5-05 or flowing debris, nor does it account for other environmental conditions such as chlorides, sulfates, stray electrical current, industrial/hazardous effluents, etc. Our professional services have been performed and our findings obtained in accordance with generally accepted geotechnical engineering principles and practices. No other warranty, expressed or implied, is made. This report has been prepared for the exclusive use of Contech Engineered Solutions, LLC. for specific application to the structure herein described. The report shall be used in its entirety. This report is not a bidding document and shall not be used for that purpose. Anyone reviewing this report must interpret and draw their own conclusions regarding specific construction techniques and methods chosen. CBC Engineers & Associates, Ltd. is not responsible for the independent conclusions, opinions or recommendations made by others. If you have any questions, please contact us. Respectfully submitted, CBC Engineers &Associates, Ltd. cu ff`' /- Deepa Nair, M.S., P.E. Project Engineer NiIEA'TIf tki Mitc ell T. Hardert, P.E. ! ls � . 14 0) Chief Engineer Off, DN/MTH/mth �`�40 ALE C,S ec: Client (bhurst @conteches.com) .51`1K ec: Jim Noll (jnoll @conteches.com) Sim (-21 ec: Steve Poole (spoole @conteches.com) 1-Ryan Yauger, Bohler Eng., 28 Blackwell Park Lane, Suite 201, Warrenton, VA 20186 1-File Dayton, OH Lexington, KY Hazard, KY Charleston, WV Harrisburg, IL 125 Westpark Road/ Centerville, Ohio 45459/ Phone: 937-428-6150/ Fax: 937-428-6154 APPENDIX A CALCULATIONS Structural Design Check for Corrugated Steel Plate Arch Per AASHTO LRFD Bridge Design Specifications, Section 12, 2013 Interim Project Name: 5th Street-VDOT CRM#: 510466 Location: Date: 4/10/2015 Corrugation Type 6 X 2 in. Loading Case ( 1 I (lanes) Select Shape Below or Select"User Defined" Gage I 3 I I 26'X 13'-1" I Bolting Type I 4 Bolts/ft. I S,Span 312 (in.) R,Rise 157 (in.) R,,Top Rise 156 (in.) AT,Area Above Springline 265.5 (sq.ft.) 0,Return Angle 0.20 (*) **Height of cover is the H,Height of Cover **1 26.5 I -EQ.Cover(ft.) equivalent cover over the 39 (Actual Cover-ft)I crown of the pipe per Design Truck(LRFD Highway Load is HL-93) 1 HL-93 I previously submitted AASHTO design Calcs for p,Density of Cover Material(120 pcf default) I 0.12 I (kcf) Key-Hole Slot A,,Pipe Wall Area 3.65 (sq.in./ft.) (Table Al2-3) I,Moment of Inertia 0.1462 (in.4/in.) (Table Al2-3) r,Radius of Gyration 0.692 (in.) (Table Al2-3) ' E,,„Modulus of Elasticity 29000 (ksi) (Table Al2-10) F,,,Tensile Strength 45 (ksi) (Table Al2-10) F,,Yield Strength 33 (ksi) (Table Al2-10) Lt,Surface Load Contact Length 0.83 (ft.) (3.6.1.2.5) wt,Surface Load Contact Width 1.67 (ft.) (3.6.1.2.5) Tandem Controls sv,Wheel spacing 6.00 (ft) sa,axle spacing 4.00 (ft) LLDF 1.15 H1.1.1,Wheel Interaction Depth 2.41 (ft) WV„live load patch length Ww=wt/12+sw+LLDF x H+0.06 Di/12 39.70 (ft) H,,,r_.,Axle Interaction Depth 2.75 Number of Interacting Wheels 4 DL,Design Lane Load 0.64 (kit) (3.6.1.2.4) I„,live load patch length (ft) lw=lt/12+sa+LLFD(H) 35.31 ALL,Area of live load patch at H 1401.80 (ft`) FFR,Flexibility Factor Required 30 (in./kip) (Table 12.5.6.1-1) k,Soil Stiffness Factor I 0.22 I (12.7.2.4) IM,Dynamic Load Factor=33(1.0-0.125H) 0 (%) m,Multiple Presence Factor 1.2 (Table 3.6.1.1.2-1) PT,Design Tandem Load I 12.5 I(kip/wheel group) (3.6.1.2.2) SS,Seam Strength 132 (kip/ft.) (Table Al2-8) (1)w,Wall Area and Buckling 1 (Table 12.5.5-1) Oss.Seam Strength 0.67 (Table 12.5.5-1) nR(Ev) Redundancy Factor 1.0 I (1.3.4,12.5.4) kLL,Redundancy Factor I 1.00 I (1.3.4,12.5.4) YEV,Dead Load Factor I 1.95 I (Table 3.4.1-2) YLL.,Live Load Factor I 1.75 I (Table 3.4.1-1) Page 1 of 2 These results are submitted to you as a guideline only, without liability on the part of Contech Engineered Solutions LLC for accuracy or suitability to any particular application, and are subject to your verification. Structural Design Check for Corrugated Steel Plate Arch Per AASHTO LRFD Bridge Design Specifications, Section 12, 2013 Interim PL=(P(1+IM/100)m)/ALL 0.04 (ksf) PFD,Factored Dead Load Crown Pressure ** 6.2010 (ksf) (3.5.1) —1 vYevXHXp PFL,Factored Live Load Crown Pressure 0.0000 (ksf) = 1LL YLLPL PDL,Factored Design Lane Load Crown Pressure 0.1344 (ksf) =rILLYLLm DU10 Factored Thrust(standard structures) Fm,=greater of 15/S or 1 1.00 (dimensionless) (12.7.2.2-4) F1 =greater of 0.755/Iw or FmH, 1.00 (dimensionless) (12.7.2.2-3) CL,Width of Culvert on which LL is applied =Iw s S 26.00 (ft) (12.7.2.2-2) TL,Factored Thrust =(PFD+PDL)S/2+(PFL CL F1)/2 82.36 (kip/ft) (P12.7.2.2) R",,Wall Resistance R",=mWFVA," 120.450 (kip/ft.) >T 836 2. 0 (12.7.2.3-1) Fe„Critical Buckling If: 30.687 (ksi) Stress s< r• /24E, 3 k F„ Then: r F kSl �, J (12.7.2.4-1) unless Fcr=F� Upper Case Controls� 48E,,, r 24E„ 12E,,, S> — Then: Fs,=(kS) 2 (12.7.2.4-2) k F„ l r Rb,Buckling Resistance R6=4)`"F° 112.008 (kip/ft.) >T 82.360 (12.7.2.3-1) FF,Flexibility Factor FF=S2/(Es,I) 22.960 (in./kip) <FFR 30 (12.7.2.6-1) R„Factored Seam Rs=OssSS 88.440 (kip/ft.) >T 82.360 Strength (12.7.2.5) Footing Reactions: VDL,Dead Load Reaction VDL=[S/12(H+R,/12)—.4,.]p/2 45.6921 (kip/ft.) (12.8.4.2) VLL,Live Load Reaction If: 1.147 (kip/ft.) (12.8.4.2) Assumes loading case of 2 lanes LL>LLT Then: VLL=2L5P/(8+2(H+R/12)) LL<L�LT Then: VLL=4L5PT/(8+2(H+R/12)) Rv,Vertical Reaction Rv=( oL+VLL)cost, 46.839 (kip/ft.) downward (12.8.4.2-1) RH,Horizontal Reaction RH=NDL+VLL)sin0 0.167 (kip/ft.) Inward (12.8.4.2-2) Page 2 of 2 These results are submitted to you as a guideline only, without liability on the part of Contech Engineered Solutions LLC for accuracy or suitability to any particular application, and are subject to your verification. 3/30/2015 KEYHOLE.xlsm Key-Hole Slot MULTI-PLATE Design Check Project: 5th Street Date 3/30/2015 Merlin#: 510466 Culvert diameter(in.)= 312 SHAPE plate per ring= 8 SRA *When checking plates per ring,an SRA will Maximum cover(ft)= 39.00 have one less seam than the total#of plates Soil density(Ib/ft3)= 120 Gage: 3 Compute pressure on pipe-Use Marston Methodology,Ref.#1 We= w B2 We= Load on pipe(lb/ft) Cc= Load coefficient w= Unit weight of soil(Ib/f3) B,= Pipe diameter(ft) Settlement Ratio rsd=[(Sm+se)-(sf+dc)J/Sm rsd=0 for normal flexible pipes However,the circumference of a Key-Hole Slot pipe decreases a%under load based on the number of plates per ring. 7.00 *See NOTE Above Assume the pipe has 7.00 plates per ring. This provides 7.00 seams,each of which will slip 1"under load. Therefore,the pipe circumference will decrease by 7.00 inches when loaded. Diameter decrease= 7 / pi / 312 x 100= 0.71% sg= Settlement of the natural ground adjacent to pipe sf= Settlement of the pipe into its bedding Assume s9=sf -- ok for high cover and relatively small diameter pipe sm=Compression of soil beside the pipe Sidefill will be a high quality,A-1-a material compacted to 90%modified Proctor density minimum. Assume an elastic soil modulus, E= 1,000 lb/in2 Stress on soil beside pipe,f=P/A f= 39 x 120 / 144 = 32.5000 lb/inz Strain in soil beside pipe,strain=f/E strain= 32.5 / 1,000 = 0.0325 Therefore,s„= 312 x 0.0325 = 10.1400 inches = 0.8450 feet These results are submitted to you as a guideline only,without liability on the part of CONTECH Construction Products Inc.for accuracy or suitability to any particular application,and are subject to your verification. 3/30/2015 KEYHOLE.xlsm Total do= Normal flexible pipe deflection+Key Hole effects For normal flexible pipe,0= 0.71% shrinkage due to seam slippage,plus 0.71% due to accompanying deflection =2 x 0.71% x 312 / 100 = 4.4563 inches = 0.3714 feet Total dc= 0.8450 + 0.3714 = 1.2164 feet rsd= (Sm-dc)/Sm rsd=( 0.8450 - 1.2164) / 0.8450 = -0.4395 Assume a projection ratio,p= 1.0 H/Bc= 39 / 26 = 1.5000 Cc= .47(H/Bc)+0.40 --- from p x rsd=-1.0 line from Ref#1,conservative Cc.618(H/Bc)+.1 --- from p x rsd=-0.5 line from Ref#1,conservative Computed Cc Cc 1.1050 1.0176 1.0270 Ws= Cc w Bc2 = Cc x 120 x 26 = 82,544.4 lb/ft Equivalent pressure on crown of pipe= 82,544.39 / 26 = 3,174.78 lb/ft2 Equivalent cover over the crown of the pipe= 3,174.78 / 120 = 26.4565 ft References:#1 -Soil Engineering,Spangler and Handy,Copyright 1982, Harper and Row Publishers Compute Regression Line for rsd = -0.4395 -1 -0.4395 -0.5 Line Line Line H/Bc Cc Cc 5 2.750 3.243 3.190 Given H/Bc= 1.5000 10 5.100 6.423 6.280 Forcast Cc= 1.0176 15 7.450 9.602 9.370 20 9.800 12.782 12.460 25 12.150 15.962 15.550 30 14.500 19.141 18.640 35 16.850 22.321 21.730 40 19.200 25.500 24.820 These results are submitted to you as a guideline only,without liability on the part of CONTECH Construction Products Inc.for accuracy or suitability to any particular application,and are subject to your verification. c� C� 3/30/2015 KEYHOLE.xlsm Pipe Description Table Extract from Standard Specifications for Highway Bridges Material:Key-Hole Slot MULTI-PLATE 12.6.3.1 - Section Properties for Steel conduits 6"X2"Corrugations Corrugation: 6"x 2" Radius of Moment of Ult. Seam Diameter(S): 312 in Gage Thickness Area gyration Inertia Strength Gage: 3 t(in) A(sq in/ft) r(in) I(in^4/ft) SS(Ib/ft) Area(A): 3.658 sq in/ft 12 0.109 1.556 0.682 0.725 42000 Moment of Inertia(I): 1.754 inA4/ft 10 0.138 2.003 0.684 0,938 62000 Radius of Gyration(r): 0.692 in 8 0.168 2.449 0.686 1.154 80000 Modulus of Elasticity(E): 2.90E+07 lb/sq in 7 0.188 2.739 0.688 1.296 92000 Yield Strength(Fy): 33,000.0 lb/sq in 5 0.218 3.199 0.690 1.523 112000 Tensile Strength(Fu): 45,000.0 lb/sq in 3 0.249 3.658 0.692 1.754 132000 Seam Strength(SS): 132000 lb/ft 1 0.280 4.119 0.695 1.990 144000 Safety Factors Wall Area: 2.0 Buckling: 2.0 Seam Strength: 3.0 Loads From previous calcs, P= 3,174.8 lb/sq ft Actual Wall Stress Ring Compression(C)=P x (Span/2) C= 3,174.78 lb/sq ft x 13 ft C= 41,272.20 lb/ft Wall Stress(fa)=C/A Pa 41,272.2 lb/ft / 3.658 sq in/ft fa= 11,282.7 lb/sq in Find Maximum Allowable Wall Stress buckling/wall area check f critical= 30733.7325 while Fy/2= 16500 max.design stress= 30,733.7 lb/sq in actual SF= max.dersign stress/fa Actual SF= 2.72 OK These results are submitted to you as a guideline only,without liability on the part of CONTECH Construction Products Inc.for accuracy or suitability to any particular application,and are subject to your verification. 9 3/30/2015 KEYHOLE.xlsm Handling and Installation Strength Flexibility Factor(FF)=SA2/(E x I) FF= 0.0230 Allowable FF= 0.0300 0.0300 > 0.0230 OK Seam Strength Required Seam Strength=T x FS SS required= 41,272 lb/ft x 3.0 SS required= 123,817 lb/ft SS actual= 132,000 Actual SF= 3.20 OK References: #1 -Soil Engineering, Spangler and Handy,Copyright 1982, Harper and Row Publishers #2-Handbook of Steel Drainage and Highway Construction Products, Fifth Edition, 1994, Published by the American Iron and Steel Institute #3-AASHTO Bridge Specification These results are submitted to you as a guideline only,without liability on the part of CONTECH Construction Products Inc.for accuracy or suitability to any particular application,and are subject to your verification. I 0 1 ,, , „„.., ,.). S. • ... ,...:Aii.. : ,--..,....,_ _ 11...;;..„, ... 1111;11111.7 04111111git Iii Mil. III Mil MIMI T,, ,i_ CONSUC TION PRODUCTS , re.,,fii...4,...,..,,,..,....,.. 14,7 11N C. Key-Hole::,.,....: . . ,5:lo Slot MULTI-PLATE ....- CONSTEconomy:: RUCTION 1 extensions is of height 04coverlirilill . -1..7. 1 1 ... 411F11161:,,, 1%*44\.#, ,t71.,Ifidi°11., „likill,,r!t P-- 911FrAllill'imillill r - . -1.:*, .....',:.,'..::: ..',• ,----::;.., , -, , . .. ..-'71•*.t *' :.. 7":'4 1:5 ""' . '.-7-. -''. ;4‘f t.," - : ,.:......---:'...-:- `; 1 1 - • ,.'t '• * ., , . ,1$':.74'- ;.-7,,, -...-'.'"4..,.... -,..rt, t ' --'' ''''• - .. -- ••- ,.,..!-Iv?.?-1- -,.._;e-.4*-7,.>.-,..7v-irt. -1:;,_-..-44„..e...t ,,A,.,:-,,.„ .4f,:, -..,:- •. .::.. _...,7 _.7...-....,•„,,,,...L...2..,t, ,„, 1.,...:k: ,,., v: ...t. •t.-,`,.,':...-.4.,,; -,•• ..",7X,.,47eA-t,,,'':•,..,.''''.,V'.,s,';"*.-A,-7.4r. frii 'r''''' ,,,c:%•. 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II' ..k.e_46.,,o,-, :•• -., -, .., ..,,„ , ,,,:, ,,,-,....,ii; „..,- ' • -•: ta iii.. - 7.. , . . I i Unique key-hole slot provides economy anda a f Contech developed MULTI- Economy •Yield approximately one inch PLATE almost 60 years ago. With Key-Hole Slot MULTI- • under increased compression, Steel plates formed with 6"x 2" PLATE there can be savings of and... corrugations are curved and one to three gages over conven- • Develop the ultimate strength galvanized at our plant. tional MULTI-PLATE.These of a standard MULT[-PLATE The plates are delivered to the savings can start with as little seam. jobsite unassembled where as 20 to 25 feet of cover. With one Inch of slip per they are bolted together to In virtually all high cover joint, a structure with six form a full-round pipe or arch situations the use of Key-Hole longitudinal joints has the structure. Their dependability Slot MULTI-PLATE will result in capability to provide a six-inch and economy are proven by the substantial cost savings over decrease in circumference to thousands of MULTI-PLATE the use of rigid structures. relieve the load on the steel. structures that have been Often, a single Key-Hole Slot With good quality backfill installed since 1931. MULTI-PLATE structure can compacted to 95 percent To the time-proven MULTI- be used instead of smaller density, this is more than PLATE design Contech engi- multiple pipes or expensive enough to provide significant neers added a unique key-hole- concrete arches or boxes. soil arching. shaped slot. The slot provides self-index- Practical installation Proven in the lab... ing, controlled-yield bolted With the key-hole slot design, Key-hole joints have been joints along a Key-Hole Slot 3/4-inch-diameter bolts are structurally tested in the labo- MULTI-PLATE structure's longi- inserted in the 7/S-inch-diame- ratorya to establish load vs. tudinal seams.These joints ter round-hole portion of the slippage data for design. These yield under compressive loads slot.This self-indexing feature tests have verified that full and thereby reduce the circum- ensures proper positioning of compressive strength of the Terence of the structure, so that the plates in relation to each joint is still achieved. The much of the load is carried by other. The slotted portion is geometry and dimensions of the the soil instead of by the steel smaller than the bolt and will key-hole also were determined. structure. allow the bolt to enter the slot In effect, the Key-Hole Slot only under significant load.This •••mod in the field MULTI-PLATE becomes a provides a controlled slippage. While lab tests were vital to the yielding-ring structure. The The longitudinal joint has the design of the joint, the perform- design allows the seams to slip ability to: ance of actual Key-Hole Slot under load without any loss in • Sustain a significant MULTI-PLATE structures ultimate seam strength. compressive load without required full-scale field verifica slippage, then.., lion. The first prototype instal- lation was a 120-inch, 12-gage structure installed under 180 - k ,, ''''''''41'.,/i;0-y feet of cover in 1975 in -41.°—_ '-� - or, California. �� This structure was ordinarily �� acceptable for only 23 tor 40 feet � � of cover(seam strength safety factor 3 or 2). This test proved that the key-hole joints would it'r slip in service as planned to --e''''-': ' 7 { / g relieve load on the pipe.This r_ - first test installation also pro- r � � _ - `` = vided valuable information a2b 1,(4 1 used to refine and improve the ����- key-hole design. { . _ 12 ...significantly extends height 1, ' of cover limits for MULTI-PLATE .. Following the success of the 12.5-foot-diameter structure the surrounding backfill. prototype, many more struc- under 78 feet of fill and The select backfill envelope tures have been installed. Each 15-foot-diameter structure must consist of a well-graded, of these has been designed with under 45 feet of fill granular material that is prop- enough ultimate strength to In 1983, the Montana Depart- erly placed and compacted. carry the full fill weight. How- ment of Highways (MDOH) initi- Typically, A•l•a material per ever, the yielding ring provided ated a project to install two AASHTO M145 is required for the factor of safety normally fur- yielding seam structural plate Key-Hole Slot MULTI-PLATE nished by greater metal thick- pipe culverts on a segment of backfill. ness. Thus the owner was able 1-94 near Miles City. The instal- This structural backfill must to enjoy a cost savings with a lations included monitoring of be placed in a balanced fashion Key-Hole Slot MULTI-PI'ATE settlement, fill pressures, pipe on both sides of the structure in over a conventional structure. diameter changes, and strain maximum 6-inch-thick to 8-inch- The first installations gage measurements, thick uncompacted lifts. Each lift included: In 1987, MDOH, in coopera- should be compacted to a tion with the U. S. Department minimum 90 percent modified 16-foot-difuneter culvert of Transportation, Federal Proctor density. under 35 feet of cover Highway Administration, issued The structural backfill enve- This single culvert was erected a report. The report says, "The lope normally extends out to a in 1980 by the Utah Highway yielding seam installations have minimum of six feet to either Department at Mapleton, Utah. performed satisfactorily to date side of the structure and at least The structure uses 0.168- and it is recommended that the two feet over the top. However, inch-thick steel, while state use of this feature be adopted actual soil envelope dimensions standards require 0.218 inch conditionally for use in future are determined by the project thick steel for conventional high fill situations where nor- engineer and vary depending pipe. mal fill height criteria is ex- on size of structure, height of ceeded." Copies of this report cover, and bearing strength of 14-foot-diameter culverts are available. adjacent embankment fill, The under 80 feet of cover project engineer must also These two culverts replaced a Backfill guidelines verify the adequacy of the foun- bridge over Rock Creek in Twin The performance of any flexible elation and embankment with Falls, Idaho, and were installed metal structure, Key-Hole Slot regards to bearing capacity. by the Idaho State Highway MULTI-PLATE included, is These 204-inch-diameter Key-Hole Department in 1979. dependent upon the quality of Slot MULTI-PLATE structures serve at The structures have 0.188- a large power generating station. inch-thick steel and are instru- mented to record seam slip, '. ` stress, and deformation in the , .,ik:� ,"r'gt,. <,kr`�" pipe, as well as soil pressures l �,� ' t „lizai i ' :LL and settlements. 11.>;„w ,r;,,k , , < Observations show almost k� < jz- r ,, &� 'r•7}. 1 T 7i r" rot "-,-,;7_,...,.. i 0-' .r�'' c z j 4 perfect cross section shape, , r ,;■< �� ;�"� � �f�� £ �Y_r� . -F, and the seams have slipped as Y4 "'' ' , " -' �t . : Y-'f " "� � -.0 w -� PP f ,. al_t ! % �J, eL n v- c5 7 _ planned. Steel stress measure- --''y-,•...#- 'rr r `_;� h,-.-"k ...,( r,t',"• t� `�w"/•, `'� {,+` }C+' � '�, ments show the maximum load s- - '• ;_:-;T- rw, on the pipe occurred at the 20- ,:, , - .A: , foot fill height. This suggests `''� ;;,.�" � ` load reduction amounting to }kf '_' z _ � , three-quarters of the weight of ,.< Al the soil actually over the pipe. `, j* � !� This is an indication of very £ , h L ` positive arching. 4.,:.4„-„,,,..._ •yr, � _-' '�, ,1 4. r ... with controlled slippage The compressive loads reach a level which varies by gage, causing the 3/4-inch bolt shank to wedge into the 5/8-inch slot. i 1 .ffi r , -y Top Plate Bottom Plate Loose Plates 3/4"Bolt 2 (� � Top Plate Bottom Plate : ,�� , -.' I Lapped Joint-No Load •c--- Load 3/4"Bolt I 3 / . Top Plate "*. Bottom Plate \ �/._ / ` I I Load --b- Lapped Joint-Fully Slipped (1")Into Slots IU ( : 7 A.1b -' `�' 4!=, s 9,600 feet of 60-inch-diameter ..,. Key-Hole structure under as much as ---,— • 350 feet of fill, ' T ... I ;-F tax;a,., ` ' r —4 � •� ':--, �.� \ ✓� 1;41Y...! ,-.--, I. l 17foot-diameter, 360 Foot long Key Hole .E .,-'`� t , structure under 110 feet of cover. ;;, hb ■ f c 4 ' Y !'r �i ----; � , 4 •.yam I it -a r...- IY'.�` _ X �� _ , f s x i g :s i y y � J fr 1 ` 14-foot-diameter, 1,226-foot-long r Key Hole structure under 43 feet of ( i ' cover. •;• -' 4",:m ..»� - 4 - �Ah �.'."47.-'7.-�' 16 foot diameter Key Hvle structure ''~" -. under 35 feet of cover. C .5 How much can ou save e with Key-Hole Slot MULTI-PLATE? To learn how much Contech Key-Hole Slot MULTI-PLATE can save on your next project, call your local Contech Sales Engineer. Or call one of ,..° ' the Contech Regional Sales Offices listed below. ' 1 r' v 9 --' fli _ oi i - :x ,t4',. . ° ' t r. 1,. ® r.,'t. ''alt^ r r , !F'-..- t• �>�4.4 r .x2 ..1 ,4 - 0.. 4--: • - ".+-, • r i Contech Construction Products Inc.• P.O.Box 800 • Middletown,Ohio 45042 A_.\I// �1r�Au Regional Offices are in the following cities: Atlanta, GA 30359 P.O.Box 49526 404/325-0814 CONSTRUCTION PRODUCTS INC. Houston,TX 77014 14505 Torrey Chase Blvd.,Suite 108 713/893-6012 Indianapolis,IN 46250 7164 Graham Road,Suite 120 317/842-7766 Memphis,TN 38157 5050 Poplar Avenue, Suite 1028 901/761-3446 Oak Brook,IL 60521 1200 Harger Road,Suite 707 708/573-1110 Palmer, MA 01069 Fenton St. 413/283-7611 Raleigh,NC 27609 4700 Homewood Court,Suite 108 919/781-8540 San Bernardino,CA 92408 1585 South D St.,Suite 203 714/885-8800 Topeka, KS 66614 5883 S.W.29th St. 913/273-5950 Wheat Ridge,CO 80033 4891 Independence St.,Suite 195 303/431-8999 Sales Offices are in principal cities. NOTHING IN THIS CATALOG SHOULD IN ANY WAY BE CONSTRUED AS AN EXPRESS WARRANTY OR AS EXTEND- ING TO THE READER OR BUYER ANY IMPLIED WAR- RANTY INCLUDING BUT NOT LIMITED TO THE IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE.Specifications and data referring to mechanical and physical properties or chemical analyses relate solely to tests performed at the time of manufacture on specimens obtained from specific locations of the products in accordance with prescribed sampling procedures.For specific terms and conditions of sale,refer to standard Contech documents. Contech and MULTI-PLATE are registered trademarks 01 Contech Construction Products Inc. I'atcnt No.4,018,054, ©1991,Conte(lm Construction Products Inc.,Middletown,Ohio. KHMP-101 Edition 1 LCP-0352(Reprint of LCP-0241) 9M CPr 9/91 Litho in us.n. [b MP-XI-1 SPECIFICATION GALVANIZED STEEL KEY-HOLE SLOT STRUCTURAL PLATE Scope: This specification covers the manufacture and installation of the galvanized steel structural plate structure detailed in the plans. Material: The galvanized steel structural plate structure shall consist of plates and appurtenant items as shown on the plans and shall conform to the requirements of AASHTO M 167 except the longitudinal seam bolt holes shall be key-hole shaped as shown in the plans. Bolts and nuts shall be in accordance with ASTM A 449. Assembly: The structure shall be assembled in accordance with the shop drawings provided by the manufacturer and per the manufactured recommendations. Bolts shall be tightened using an applied torque of between 100 and 300 ft.- lbs. Installation: The structure shall be installed in accordance with the plans and specifications, the manufactured recommendations, and the AASHTO Standard Specifications for Highway Bridges, Section 26 (Division II). Backfill: The structure shall be backfilled using clean well graded granular material that meets the requirements of AASHTO M 145 for soil classification A-1. Backfill must be placed symmetrically on each side of the structure in 6 to 8 inch lifts. Each lift shall be compacted to a minimum of 90 percent density per AASHTO T 180. Backfill limits shall be in accordance with the detail shown on the plans. Note: Construction loads that exceed highway load limits are not allowed on the structure without approval from the Engineer. > Jr C u® SPECIFICATION GALVANIZED STEEL KEY-HOLE OLE SLOT I'.i WR _ STRUCTURAL PLATE CONSTRUCTION PRODUCTS INC. DRAWN BY: F B REV, BY: F B SCALE: SCALE © COPYRIGHT DATE: DATE: 09-18-92 05-27-97 1008798C MULTI-PLATE MP-XI-2 KEY-HOLE SLOT DESIGN The idea of allowing a buried structure to yield under soil pressures has been used in tunnel work for years. CONTECH has taken this principle and applied it to MULTI-PLATE structural plate, significantly extending the height-of-cover limits for this product. The basis for this MULTI-PLATE design is a unique key-hole-shaped slot. The slot provides self-indexing, controlled-yield bolted joints along a MULTI-PLATE structure's longitudinal seams. These joints yield under compressive loads and thereby reduce the circumference of the structure so that the soil carries much of the load, instead of the steel structure. In effect, the Key-Hole MULTI-PLATE becomes a yielding- ring structure. This design allows the seam to slip under load without any loss in ultimate seam strength The yielding rings used in tunnel work usually have been structural ribs. These ribs used slotted holes to provide slip at bolted joints with the slip controlled by clamping friction. However, such simple slots are not practical for field-assembled MULTI-PLATE structures. Slots would make it very difficult to bolt plates together in correct alignment. The Key-Hole slot ends these construction difficulties. With the CONTECH design, 3/4" diameter MULTI- PLATE bolts are inserted in the 7/8" diameter round-hole portion of the slot. This self-indexing feature ensures proper positioning of the plates in relation to each other. The slotted portion is smaller than the bolt and will allow the bolt to enter the slot only under significant load. This provides a controlled slippage. The longitudinal seam has the ability to: Sustain a significant compressive load without slippage. 2. Yield approximately one inch under increased compression. 3. Develop the ultimate strength of a standard MULTI-PLATE seam. With one inch of slip per seam, a structure with six longitudinal seams has the capability to provide a six- inch decrease in circumference to relieve the load on the steel. With structural quality backfill compacted to 95% density,this is more than enough to provide significant soil arching. ® MULTI-PLATE u KEY-HOLE SLOT 11F IV II in n DESIGN CONSTRUCTION PRODUCTS INC. © COPYRIGHT DRAWN BYF.B. REV. 6Y: SCALE: SCALE DATE: OI-21-93 DATE: 1008913A I3 Sleel and Aluminum SimiinOI Plate N ' Design Guide Q CU i i Average Invert Life-Years 0.052 Inch Galvanized Steel Sheet C E o 0 o CD _ o a 1.41 I— o Ii o II\\1111\1 o a L xI L o. 0 ON t S N tia -t I° 0 I O I J p f( C> > _ co eu TZ E ? I E°l c X 2. 0 ° I r N c ado a. O 0 E^MCC , I i c v o &gym i 5LN E I W 4 I ..111\I 1 — m y m m2 m c= mill \ J t II CO>-CC i I E o °m n I I c,4 .n T \ Ij E a o .�w�_ d c c 1 \ ! I E Vl mot 0 I '^ W c0 O L N f M W /' 0 v - t N O c 4. W C ` U L t. w ��.. I ti r '---°C.-71 — � N co ca 0 -' a, 1 �" m cv o -� 1 - 0 E o - z° co 1 _ FA CD n l4 E --) , I M a) c, .92 E ao iv- 0 c ci o b O C` 1� j N 1 C II v __ 1 4. C _ (n 1 Q 9 01 c Jr G O O O O 00 co v O j\ 8 \V , � et ..: AI S 1 "WW1)emit. dF c9At JAbe -E t4t6NWA" CoougrauCrioty pitoovcTSt� I9 Nrimilimmilimeimmil OP APPENDIX B y SHOP DRAWINGS