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13180
ionuu�NU� „ . IE �3�e� June 28, 2005 RE: Review of CON /SPAN® Bridge Procedure Enclosed are design calculations for your review. The design loads for this bridge are HS20 -44 live load with 2' -0" min. to 4' -0" max. fill. The CON /SPAN® bridge used in this design is a 14' -0" span with a 10' -0" rise. The first step in a design, assuming the span, rise, and cover given, is to determine the lateral distribution of the live load per AASHTO specifications. The assumed width of the structure is one . inch for analysis purposes. The load is then applied as a concentrated load at various nodes along the span of the structure. The tool used for analysis of the .soil- structure interaction is the CANDE program. A distinct mesh is developed for each.span and changed accordingly for the various rises and heights of cover. All live loads and the weight of cover material are input as factored loads so that the design is an ultimate design check. The final computed safety factors are compared to the reciprocal of the � factors used in ultimate design. The CANDE program describes a structure surrounded by the soil elements. The analysis is an iterative process modeling the various stages of construction. The soil descriptions used are an inelastic model as developed by Duncan. The actual description of the soil model used in our typical analysis is described in the enclosed recommendation by Dr. Michael Katona a nationally recognized expert in the field of soil structure interaction. These ' recommendations are based on our specific application and specifications, CON /SPAN® has already demonstrated many times over its usefulness and economy. We hope that you will have time to review our design calculations and comment .accordingly. If you should have any questions during your review, please call. Enclosures • An'international network providing precast solutions for bridges,. culverts & underground structures Lex LIB Inc 3% 9 QO d E 0 0 I U A C fD N �S P a cs AO ahpry '9.'20246 • DaY'0' JEFFERSON ST / SAGE LANE RETENTION VAULT LA QUINTA, CALIFORNIA CON /SPAN® PROJECT #13180 C- E- R- T- I- F- 1- C- A- T -1 -0-N This is to certify that the structure design .for the CON /SPAN® System conforms to the "Standard Specifications for Highway Bridges," 17 Edition — 2002, adopted by the American Association of State Highway and Transportation Officials. The design is based on a Soil- Reinforced Concrete Structure Interaction System in accordance with the applicable provisions of Section 16 of the "Standard Specifications for Highway Bridges ". n Phil$ A. reamer, P.E. Dated, /z, I SPAN = 14' -0' RISE = 10' -0" COVER = 2' -0" min. to 4' -0" max. LENGTH = 56' -0" LOADING. = HS20 -44 VAN CR��l� FD No. 6 � EXP. OF CA\ - \FO ° CON SPAN ' BRIDGE SYSTEMS DESIGN PACKET PROJECT NUMBER: 13180 CULVERT CONFIGURATION DA TE. 6/27/05 BY- KLD SPAN = 14' -0" RISE = 10' -0" COVER = 2' -0" min. to 4' -0" max. DESIGN LOADING O HS20 -44 o v 0 i 0 JEFFERSON ST / SAGE LANE RETENTION VA UL T TABLE OF CONTENTS Letter of Recommendation Design Calculations. and Input Data Shop Drawing Graphic Display of Mesh Elements Nodal Points Structural Elements Graphic Display of Moment, Shear and Thrust Diagrams. CANDE Program Analysis:. Appendix A : Part a) Controlling Case for Maximum Positive Moment, Negative Moment and Shear August 10, 1987 Mr. William Lockwood CON /SPAN° Bridge Systems 1563 East Dorothy Lane Dayton, Ohio 45429 Dear Bill: After thoroughly reviewing all structural design aspects of your CON /SPAN° Bridge Systems, I am confident that the design concept-is well conceived and provides a safe and structurally robust installation. My judgment is based on a complete review of the CO.N/SPAN® specification documents, the CANDE design /analysis procedure, and the full scale • experimental load test which demonstrated an ultimate strength several times larger than the design load. For the record my credentials include: Chairman of the Transportation Research Board Committee on Subsurface. Soil- Structure Interaction, developer of the well known CANDE computer program for culvert design, and author of numerous journal papers on culvert design and analysis. Sincerely: Dr. Michael G. Katona IV. COMMENTS ON DESIGN /ANALYSIS PROCEDURES WITH CANDE Soil Models - Asa general rule of thumb I recommend using the Duncan soil 9 � 9 model for fill materials and elastic models for undisturbed soils. The latter category is very difficult to pin down because of the wide variety of insitu conditions that are in existence. A. nominal Young's .modulus of 2000 psi is a typical value, but this must be tempered with engineering judgment. Fill materials should be structural- quality select materials, preferably granular. The Duncan model SM100* represents a conservative approximation of a well compacted (100% AASHTO T -99) granular material with good gradation. Based on the compaction requirements set forth in your specifications for backfill, I think you could adopt the SM100 as your design standard to characterize the backfill along the sides of yo.ur arch. Soil over the crown acts mainly as a load and is not as structurally significant as the side soil. Generally, soil cover may be modeled as.SM90. Revised by CON /SPAN° Bridge Systems 11/4/93 * Currently, the soil model ML95 is used to coincide with our backfill specifications. This results in a more conservative approach than using the soil model SM100. • CUL VER T CONFIGURA TION SPAN = 14' -0" RISE = 10' -0" Unit COVER = 2' -0" min. to 4' -0" max. DESIGN LOADING HS20 -44 DESIGN SPECIFICA TIONS AASHTO (Current Edition MA TERIALS Concrete.'. '= 4000 psi Reinforcing: fy = 65000 psi (WWF) SOIL S In Situ: Youngs Modulus* = 3000 -8000 psi Unit Weight = 120 pcf Backfill: Selig ML 95 Unit Weight = .125 pcf. Co ver. Duncan SM90 Unit. Xeight. = 120 pcf *In situ modulus varies with depth to model confined soil behavior. Soil modulus increases with increasing depth of fill. 0 AWE GONI W ' DISTRIBUTION OF WHEEL LOADS .o I Resmrdr BRI UGIWMIW g7 BMW. ©1991 AOBar27766 Oaytnt Onb 054750166 IMPACT `es Olrrce9 2 . Daylm OH (937)254 -1133 Per AASH-TO Section 3.8.2.3. Per S 6.4.2, the larger distribution.length fax (937) 254.8.785 Sa rimla (704)548.8420 determined per 9 324.32. and 9 6.4 shall . . Sacramento, CA (91s)767 -0701 for 0' -0' < cover '<.I'—O" , impact =. 30% Albany, NY (518) 371 -1871 CON /SPAN ®isa 7 rr for . 1 —1 1 �7 < co ver < 2' — 0 ,impact = 20� patented system and the furnishing ofthis drawing for 2' -1 < co ver 2— 11 " , mpac. 10� xs st an pr o •plied for 2' -11".< cover , impact = Oq . license. 4.+ 0.06(Spon) z W 0 DISTRIBUTION OF WHEEL LOADS .o 2 ^ N M v Per S 6.4.2, the larger distribution.length determined per 9 324.32. and 9 6.4 shall . be used. for load distribution calculations, ti lull Q �, with a maximum of the unit width when z o N co ver < 2'— 0" W Q h Per 9 3.24.3.2., wheel loads shall be distributed over a width equal to 4.+ 0.06(Spon) z W o Q Per 5 6.4., wheel loads shall be ZS w distributed over a width equal to 1 314 times the depth of fill. ; o �W NOMENCLA TURF z Q1 L = length. of lateral distribution � . Des. By. Kco Job No. ' 13180 W- = line load per unit length areKLo Sh�e/et No. P = axle or wheel loads / 16 ChkPAC O • O Z Q p O 1 j CD 1� O 0.k � a Co ver y j N rri O O � J W Q ? ro b v O C tZ i a O N S O / � 1 o •. o k a LA QUINTA CALIFORNIA Sheet Title: DESIGN DATA Revisions: y y j Z�Iy A No. Date m ti a— H O zgc QL JEFFERSON ST / SAGE LANE RETENTION VAUL T. g Z ° �• ® 2 ° 1 ms s) cn Producer. 2 y q ffi m2 3 o w o o BRIDGETEK CALIFORNIA a m� m ? m g m a m O 858- 279 -2789 4 • BRIDGE PROFILE DISTRIBUTION WID TH The calculation shown below is for HS20 -44 live load and 2' -0 "cover at the centerline of the structure, L= .Larger of I1.75(Cover) or 4 +.06(Spon)l < Unit Width 1.75(Co ver) = 1.75(2.0) = 3.50' 4 +.06(Spon) .= 4 +.06(14.0 _ .4.84' 4.84' Controls. L = 4.84' LIVE LOAD CALCULA TION ° °��a,0. © '�' (80")526.,999 Pul t = y��c(L 1)� arr —: Dayton, OH (937)254.2273 rax(937)254 Ca oNC (714) 548.842 ° (AASHTO Section 3.22 & Table 3.33.IA) Saaunnlo, CA (918) 787711 Am (5PAN® CO NIS is a sa71.2871 /S 9 1 Pul t = I. 3 1. 67(16+ 16 * 2), klps patented system and the furnishing ofthis drawing does not constitute an Pul t = 41.7 kips express or implied license. Wul t = Pul t/L = 41.714.84 k /ft Wul t = 8.61 k /ft 0 y .o MINIMUM REINFORCEMEN T Flexural Reinforcement: A Sin = 0: 002(A gro55) (AASHTO Section 16.8.5.8) W Z As- = 0.002(8)(12) in %ft. ° N A 0.19 in %ft. � o m U Temperature & Shrinkage.- P r (AASTO Section 8.20) Q ASmh = 0.125 in %ft each face gam. CIO LU Or gg Q U KLD 13180 Drawn By. Sheet No. AD ChkPAC 316 • CHECK CRA CK CON TROL f5 = 98 ksi. < 0.6(fy) AASHTO (16.8.5.7) \,� Notations: c = reinforcement clear distance (in.) do = thickness of concrete cover . measured from extreme tension fiber to center of closest bar or wire. (in.) dcentrDid = cen troid distance for rein. (in.) w = width of concrete tension area block (in.) N = number of bars or wires (for several bars or wires, N shall be computed as the total area. of rein. divided by the area of the largest bar or wire used,) A = effective tension area of concrete surrounding the flexural tension rein. and having the same centroid as that reinforcement divided by N. ( square in.) A = (2dcentroid )(w) N Midspon dcentroid = 1.68 in. d, = 1.68 in. N = 1 A = 6.71 sq. in. f5 98 Positive Moment Rein forcem en t < .6(65) 10011osomrh BAd. - p 1991 P.o B. 20266 Daytaa a* 4541"M6 . (8av152ea9W offices Da)ton, ON (937)250 -2233 tar (937)254-8765 Chadotte Nc , (704) 546-420 Sacramento, CA (916) 787 -701 Albany, NY (518) 371.2871 CON /SPAN® is a patented system and the furnishing of this drawing does not constitute an express or implied license. 0 .o f5 = 43.72 ksi < 39 ksi (39 ksi Controls) Q w o © Haunch 0 2» 2» 277 N o O mcei� dcentroid . = 2.14 in. dc = 2.14 in. N = 1 e w Z A = 8.55 sq. in: N p o NegG ti ve Moment Reinforcement LU f6 = 98 < .6(65) Q �z (2.1 4)(8.55) � f5 = 37 20 ksi s < 39 ksi Cr W z � From Non — Factored Anal sy is Service Loads Des. By. Jab No. fs,midsp. = 26.0 ksi 0. / /// . KLD 13160 Drawn By. Sheet No. AD fshaunch = 27Z ksi // 0, K (J 416 Chk d By. PAC • • ��eww• BFIpGE BYBTErHB JI60 Research BM2 01991 7.0 a. 20765 oeyWn OAb 45428 -0765 CHECK FACTORED LOADS off;_5 Oayfon, OH (937) 2$0 -2233 . !as (977) 250 -8365 charblle NC (700) 506.8020 Strength Reduction Factors (AASHTO Section 16.8.5.6) 5aany,NY,CA (916)757.6771 Albany, NY (518)771 -2871 CON /SPANO is a patented system and the _ .95 for Combined Flexure &Thrust furnishing of this drawing does not constitute an _ .90 for Shear express or implied license. MAXIMUM POSI TI VE MOMENT STEEL I I o STRESS UNDER FACTORED L OADS- o fs( +) = 50.5 ksi fs( +) < OFy — 0.95(65) = 61.75 ksi. 0. K. MAXIMUM MEGA Tl VE MOMENT STEEL Q STRESS. UNDER FACTORED LOADS' � m U fs( —) = 42.1 ksi (b a fs( —) < OFy = 0.95(65) = 61.75 ksi. a. z O. K. Q J v .MAXIMUM SHEAR STRESS UNDER FACTORED LOADS o �' V 61.5 psi LUQ U_ v < Ovc, = 0.90(2)[f 7, = 0.90(2 4000 = 1138 psi s Des. By. Job No. O. K KLD 13180 Drawn By. Sheet No. KLD /6 5 Chk d By PAC •i • 1.5, -4„ ' Weight of Required Reinforcement = 141 lbs /ft Sheet no. Circumferential Area Req'd (in 2 1ft) Longitudinal Area Req'd (in 2 1ft) BRIDGE SYBT .- .,199Resoamh 8hd. 01991 1 Al =0.60 0.13 � 52&JM a°°1s9 2 A2 = 0.24 0.13 Dayton, ON (937) 15x1133 3 A3 = 0.36 0.13 Sacramento, CA (916)787 -701 4 A4 = 0.24 0.13 welded wire fabric shall be 5 patented system and the 5. Reinforcing shall be limited to a furnishing of this drawing does not constitute an 6 express or Implied . reinforcing (WWF or bons) license. 7 12' -4° Design Loading: HS20 -44 14' -0° Spon 2- c/% 1 112° clr. (typ.) 00.) NOTES r"-11ww• 1. Minimum 28 —Day Concrete BRIDGE SYBT .- .,199Resoamh 8hd. 01991 Compressive P.03ex70M Strength shall be 4000 psi. � 52&JM a°°1s9 2. Overlap Length shall be measured offm ' from lost crosswire. Dayton, ON (937) 15x1133 3 Dimensions shown are for form . kX (937) 754 -365 Chanalla NC (AM)548 -420 tem 'A - Sacramento, CA (916)787 -701 S 4. Minimum yield strength for Albany, NY (518) 371.1871 CON /SPAN® isa welded wire fabric shall be 65,000 psi patented system and the 5. Reinforcing shall be limited to a furnishing of this drawing does not constitute an maximum of three layers of express or Implied . reinforcing (WWF or bons) license. per area (Al, A2, A3 or A4). 12' -4° 6. All edges of Precast to have a 314" chamfer. 7 Spacing of longitudinal r, reinforcement must be a v; maximum of 8 "' o.c. For multiple .o layers of mesh, only the outer most layer (Ala or A3a) must Z N d be a maximum of 8" o.c. W W . U LQti Cc QQ O ti O N CL j Z m U a CL � Z o W � Cover = 2' -0° min. 4' -0° max. KLD ' 13180 Drown. By. Sheet No. KLD ChkPAC 6/6 Q Mesh Size Length Circumferential Longitudinal (ft) Area Supl'd Area Supl d (in2 /ft) 1 (in1 /ft) .. O Z 70'-6" 12' -4° cc W LL 5' —g Cover = 2' -0° min. 4' -0° max. KLD ' 13180 Drown. By. Sheet No. KLD ChkPAC 6/6 C:kande11316013.PRT • 06127/2005 - 16:31 • Construction increments • Increment #8 �o®® 0 0mm000© o ommmo��o�momoommm�o�o��ommmm0�m���mmm ® ®� FLYl IL1/ I El!!• • •!!II L i : ! !d!•l:,i / /, ! !' /•! l l' t• ! !:0li " ":;tY:.!5.[WIVYY1G11191' F Ik,,'. Il' t t: 7a l lii0.A. i i6Y!• t tflll:!11.1IF.IILIV.1. V V! :L: t I I I:i ® 0 0000o© m momoo® o om�� © ©�oaoom © ©����cmoo0�0 ® ® ® ® ® ®m ® ®mmm ©© m m© m mmo��000�mmo� © ©omomoomaoam0000�0m ® ® ® ® ® ®mmmmm mmm0�m000©© o o ® ®mm�oomoo�o ® ®oo��m000��m ® ® ® ® ® ®m ® ®�� ® m m�0m�000® m mo ® ®m��mo�mommmom�omoo���� ® ® ® ®m ® ®mim® �© m m® m m00000© o o® © ©mo�ommo�oo� © ©o�mo�mo����� ® ®m ® ®��m o® - - ® ® 0 00000�om ® ®m ® ®�mommmoommo�m000�m���m� ® ®mimes oom�m0oo���a ® ®m ® ®�oom�mmm ® ® © ©o:oo�oo������m ® ®gym® © 0 0000©© o o�® m moom� : :momm000mmodomoo�0�����0�0m 00000�000® o omommm�oom�mm © © ® ® © ©o�ommo���� ® ®�����® © 0 0�mmmomo®® m momo��m�o�omo ® ® ® ®o��o�oo���� ® ®��m�mm ® m mom© o o�o�®®® o omo��oommomm ® ®oo�m�mo�0�� ® ®���m�� HS20 -44 t CON ep�� 1 1 BRIDGE SYSTEMS • • r a� Uo co C CD E U C i N E z cn a) O z 1%rn Ma ig R ;g ;R it ;MF..R.14 pf % A ?RA A y 9 l La ig N ig N A La La g g N :14 w M 0 Lq !g g E4 1 R is c s 0 g MW s s T R `S 7 Y R 7 g S M Rt Ei La to g to ' 0 -g La M L q _ 9 L FVA s i s i s = i s s = $ $ B p p g 9 y $ $ M is ig a B 9 @a A 19 A 19 19 $ 19 19 rg r L a 9 3 e R 9 M ri R!9 A. 1? £d g R-o 0 il @ R g@ E I g g!R A R g s i g Ll % io il @ 2 @ Fa 9i a s s m M s il IR st W, s s s s s Is 6i w 6; F; s 3 s R 9 a P gig a R ra s P 9i 91 R Ri s s s a 2 2 a BE a 9 s s s 3 s it a s MP ;-Z s Mis ? a s �. s si a s s 2 95; s M s W. s 3 s 3 3 �p� I3'ii s s A 3 3 s IR 3 re 3 3 3 3 R R 3 �1� PER F R R R s 3 3 3 3 3 3 3 3 s 9 rD M 0 s a a a S. il 3 V a 0 s s s s 6 s S. s s r 3 e 3 s 3 3 3 3 3 i i i i s3 i M 3 3 3 3 3 a 3 3 s 3 ig ie is e!0 !F! Si ___ __= =_= 11 3 3 3 3 33 3!9 3 A 3 Pi 3 a A 3 M FR of Q M R 3 3 3 3 st RM- R si Mr; M 3 R K 9' M 3 R M Q A R R Ai 9. M Q rq M a A A 3 s s 3 s s M s E 05 s M 3;a 3 Q A 3 R R 3 M 0 21 Zxa M9 R ? R it R «« R x is x s 5 E g ffi 3 M 3 a= 3 cl En SJ 117 R 2 _ r Y - Ls 9 §9 8 m IC MR {C X R W Fc R M s G s ts M a st 6 sm M C s s x.0� so w sa 2 w G v v Y ! .w s Y S3 53 iF Sa A X Ra va A 22 m w A T R 2 R M 2 T W x 4 — m — o w — _ w �w W a�. O9 um .mil er i O . N 2 U O T— U r W J Z) U U Me Q /�LL/� V/ z 0 U 06I27I2005 - 16:31 • Beam Definition CON /SPAN ARCH CUL.VERT(14'S, 10'R, 4'c, HS20 -44) CON SPAN" BRIOGE SYSTEMS 06@7/2005 -16:25 • CON /SPAN ARCH CULVERT(14'S, 10'R, 2'c, HS20 -44) coN .PAN° BRIOGE SYSTEMS 0612712005 - 18:25 • . . CON/SPAN ARCH C.ULVERT(14'S, 10'R, 2'c, HS20 -44) coN SPAN® BRIDGE SYSTEMS 08127!2005. 76:37 • CON /SPAN ARCH CULVERT(14'S, 10'R, 4' c, HS20 -44) jC GONISPAN° BRIOGE SYSTEMS APPENDIX A CON/SPAN Project #13180 JEFFERSON ST / SAGE LANE RETENTION VAULT CANDE ANALYSIS RESULTS 0 E TABLE OF CONTENTS • PART A: CONTROLLING CASE FOR MAXIMUM POSITIVE MOMENT, NEGATIVE MOMENT, AND SHEAR................................................................................................................... ............................... 3 AlINPUT DATUM ......................................................................................................... ............................... 3 A1.1 BRIDGE PROPERTIES .................................................................................... ..............................4 A.1.2 Steel Areas and Beam Thickness .................................................................... ............................... 4 A1.3 ELEMENT DEFINITION .................................................................................... ..............................5 A1.4 NODAL COORDINATES ........ ............................... ..............15 ........................... ............................... A1.5 BOUNDARY CONDITIONS INCLUDING APPLIED LOADING ....................... .............................21 A1.6 BEAM ELEMENTS CONNECTIVITY MATRIX ........ ................................:..... ............................... 22 A1.7 MATERIAL CHARACTERIZATION FOR SOILS ............................................. .............................23 A2 LOAD INCREMENT 1: Dead Load of Structure ....................................................... .............................24 A2.1 STRUCTURAL RESPONSE OF BRIDGE ..................................................... ...................,........... 24 A2.2 STRESSES IN BRIDGE WALL ........................................................................ .................:...........25 A3 LOAD INCREMENT 2: Backfill to 1/3- Leg.. ' ................................................... :....................................... 26 A3.1 STRUCTURAL RESPONSE OF'BRIDGE ..................................................... ............................... 26 A3.2 STRESSES IN BRIDGE WALL .....................:.................................................. ...............:.............27 A4 LOAD INCREMENT 3: Backfill to 2/3- Leg ..............................:............................... ............................... 28 A4.1 STRUCTURAL RESPONSE OF BRIDGE ..................................................... ............................... 28 A4.2 STRESSES IN BRIDGE WALL ........................................................................ .............................29 A5 LOAD INCREMENT 4: Backfill to Haunch .............................................................. ............................... 30 A5.1 STRUCTURAL RESPONSE OF BRIDGE ..................................................... ............................... 30 A5.2 STRESSES IN BRIDGE WALL .......................................................:................. .............................31 A6 LOAD INCREMENT 5: Backfill to 1' -0" Cover ........................................................ ............................... ' A6.1 STRUCTURAL RESPONSE OF BRIDGE .....................:............................... ............................... 32 32 A6.2 STRESSES IN BRIDGE WALL ........................................................................ ........................:....33 A7 LOAD INCREMENT 6: Backfill to 2' -0" Cover ........................................................... .............................34 A7.1 STRUCTURAL RESPONSE OF BRIDGE ....................................................... ............:................34 A7.2 STRESSES IN BRIDGE WALL ..............................:......................................... .............................35 A8 LOAD INCREMENT 7: Applied Live Load .............................................................. ............................... 36 A8.1 STRUCTURAL RESPONSE OF BRIDGE ..................................................... ............................... 36 A8.2 STRESSES IN BRIDGE WALL ...................................................................... ............................... 37 • Project: 13180 - APPENDIX A . 2 of 37 6127105 Part A: INPUT DATUM - BRIDGE PROPERTIES • PART A: CONTROLLING CASE FOR MAXIMUM POSITIVE MOMENT NEGATIVE MOMENT, AND SHEAR The following is a formated version of the CANDE output file 13180il.prt Al INPUT DATUM CCCC AA N N SSSSS PPPPP AA N N 0000 11 CC AAA NN N SS PP P AAA NN N 00 00 11 CC AA A NNN N SSSSS PPPPP AA A NNN N DDDD 00 00 11 CC AAAAA NN N N S PP AAAAA NN N N 00 00 11 CCCC AA A NN NN SSSSS PP AA A NN NN 0000 11 IIIIIIIZIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIZIIZIIIIIIIIIIIIIIIIIIIIIIIII' IIIIIIIIZIIIIIIIIIIZIIZI.IIIIII III (C)ULVERT (AN)ALYSIS FOR CON /(SPAN) BRIDGE SYSTEMS II I FINAL RELEASE MAY 2001 modified by LOCKWOOD, JONES & BEALS • DATED 01/01/92 concrete rib and disconnected structure capability added by KATONA and MUSSER DATED 09/15/95 rigid link capability added by Katona Dated May 2001 Project: 13180 - APPENDIX A 3 of 37 6127105 • Part A: INPUT DATUM - BRIDGE PROPERTIES CON /SPAN ARCH BRIDGE (14'S, 10'R, 2' c, HS20 -44) EXECUTION MODE .....ANAL SOLUTION LEVEL ..:..F.E.USER CULVERT TYPE ...... CONCRETE A1.1 BRIDGE PROPERTIES PIPE PROPERTIES ARE AS FOLLOWS ... NOMINAL PIPE DIAMETER ............. CONCRETE COMPRESSIVE STRENGTH ..... CONCRETE ELASTIC MODULUS .......... CONCRETE POISSON RATIO ............ DENSITY OF PIPE .............. STEEL YIELD STRENGTH .............. STEEL ELASTIC.MODULUS ............. STEEL POISSON RATIO ............... NONLINEAR CODE (1,2',OR 3) ......... CONC. CRACKING STRAIN (1,2,3) ..... CONC. YIELDING STRAIN (2,3) ....... CONC. CRUSHING STRAIN (2,3) ....... STEEL YIELDING STRAIN (3) ......... SPACING LONGITUDINAL REINFORCEMENT A1.2 STEEL AREAS AND BEAM THICKNESS - 1.0000 4000.0 psi 3604997.0 psi .1700 150.0 PCF 65000.0 psi 29000000.0 psi .3000 3 .000040 ..000539 .002000 .002040 2.0 in ASI and ASO = Inside and Outside face steel area at beam node N (in ^2 /ft) TBI and TBO = Inside and Outside face steel cover at beam node N (in) PTV = Beam Thickness at beam node N (in) Project: 13180 - APPENDIX A 4 of 37 6/27/05 ASI ASO TBI TBO PTV 1 0.24 0.36 1.7 2.2 8.0 2 0.24 0.36 1.7 2.2 8.0 3 0.24 0.36 1.7 2.2 8.0 4 0.24 0.36 1.7 2.2 8.0 5 0.24 0.36 1.7 2.2 8.0 6 0.24 0.36 1.7 2.2 B.0 7 0.24 0.36 1.7 2.2 10.44 8 0.24 0.36 1.7 2.2 16.12 9 0.24 0.36 1.7 2.2 11.94 10 0.24 0.36 1.7 2.2 8.69 it 0.24 0.36 1.7 2.2 8.0 12 0.24 0.36 1.7 2.2 8.0 13 0.6 0.36 1.7 .2.2 8.0 14 0.6 0.36 1.7 2.2 8.0 15 0.6 0.24 1.7 2.2 8.0 16 0.6 0.24 1.7 2.2 8.0 17 0.6 0.24 1.7 2.2 8.0 18 0.6 0.36 1.7 2.2 8.0 19 0.6 0.36 1.7 2.2 8.0 20 0.24 0.36 1.7 2.2 8.0 21 0.24 0.36 1.7 2.2 8.0 22 0.24 '0.36 1.7 2.2 8.69 23 0.24 0.36 1.7 2.2 11:94 24 0.24 0.36 1.7 2.2 16.12 25 0..24 0.36 1.7 2.2 10.44 26 0.24 0.36 1.7 2.2 8.0 27 0.24 0.36 1.7 2.2 8'.0 28 0.24 0.36 1.7 2.2 8.0 29 0.24 0.36 1.7 2.2 8.0 30 0.24 0.36 .1.7 2.2 8.0 31 0.24 0.36 1.7 2.2 8.0 4 of 37 6/27/05 Part A: INPUT DATUM - ELEMENT DEFINITION • E A1.3 ELEMENT DEFINITION I,J,K,L = Nodal connectivity for element E M = Material number Incr = Construction increment where the element appears T Element type (Beam, Quadratic or Triangle) BW = Band width of the element ---El * * BEGIN PREP OF FINITE ELEMENT INPUT J K THE DATA TO BE RUN IS ENTITLED M Incr CON /SPAN ARCH CULVERT 14' -0" SPAN BW 1 NUMBER OF CONSTRUCTION INCREMENTS - - - - -- 8 0 PRINT CONTROL FOR PREP OUTPUT---- - - - - -- 4 1 INPUT DATA CHECK ----------------------- 0 2 PLOT TAPE GENERATION------------- - - - - -- 1 0 ENTIRE FINITE ELEMENT RESULTS OUTPUT - -- 1 1 THE NUMBER OF NODES IS---------- - - - -- -- 1413 3 THE NUMBER OF ELEMENTS IS-------- - - - - -- 1346 0 THE NUMBER OF BOUNDARY CONDITIONS IS - -- 108 1 M, S, T AT ELEM. END CONTROL IS-- - - - - -- 0 • E A1.3 ELEMENT DEFINITION I,J,K,L = Nodal connectivity for element E M = Material number Incr = Construction increment where the element appears T Element type (Beam, Quadratic or Triangle) BW = Band width of the element ---El I J K L M Incr T BW 1 565 564 0 0 1 1 BEAM 6 2 566 565 0 0 2 1 BEAM '6 3 567 566 0 0 3 1 BEAM 6 4 568 567 0 0 4 1 BEAM 6 5 569 568 0 0 5 1 BEAM 6 6 570 569 0 0 6 1 BEAM 6 7 576 570 0 0 7 1 BEAM 21 8 577 576 0 0 8 1 BEAM 6 9 603 577 0 0 9 1 BEAM 81 10 609 603 0 0 10 1 BEAM 21 11 635 609 0 0 11 1 BEAM 81 12 640 635 0 0 12 1 BEAM 18 13 665 640 0 0 13 1 BEAM 78 14 690 665 0 0 14 1 BEAM 78 15 715 690 0 0 15 1 BEAM 78 16 720 715 0 0 16 1 BEAM 18 17 745 720 0 0 17 1 BEAM '78 18 770 745 0 0 18 1 BEAM 78 19 775 770 0 0 19 1 BEAM 18 20 800 775 0 0 20 1 BEAM 78 21 806 800 0 0 21 1 BEAM 21 22 832 806 0 0 22 1 BEAM 81 23 838 832 0 0 23 1 BEAM 21 24 844 838 0 0 24 1 BEAM 21 25 869 844 0 0 25 1 BEAM 78 26 868 869 0 0 26 1 BEAM 6 27 867 868 0 0 27 1 BEAM 6 28 866 867 0 0 28 1 BEAM 6 29 865 866 0 0 29 1 BEAM 6 30 864 865 0 0 30 1 BEAM 6 31 1 33 34 2 6 1 QUAD 68 32 2 34 35 3 6 1 QUAD 68 33 3 35 36 4 6 1 QUAD 68 34 4 36 37 5 6 1 QUAD 68 35 5 37 38 6 6 1 QUAD. 68 36 6 38 39 7 6 1 QUAD 68 37 7 139 87 40 8 6 1 QUAD 68 38 8 40 41 9 6 1 QUAD 68 39 9 41 42 10 5 1 QUAD 68 40 10 42 43 11 5 1 QUAD 68 41 11 43 44 12 5 1 QUAD 68 42 12 44 45 13 5. 1 QUAD 68 43 13 45 46 14 5 1 QUAD 68 44 14 46 47 15 5 1 'QUAD 68 45 15 47 48 16 5 1 QUAD 68 46 16 48 49 17 5 1 QUAD 68 47 17 149 150 118 15 11 IQUAD 168 Project: 13180 - APPENDIX A 5 of 37 6127105 I J K L M Incr. T BW 48 18 50 51 19 1 1 QUAD 68 49 19 51 52 20 1 1 QUAD 68 50 20 52 53 21 1 1 QUAD 68 51 21 53 54 22 1 1 QUAD 68 52 22 54 55 23 1 1 QUAD 68 53 23 55 56 24 1 1 QUAD 68 54 24 56 57 25 1 1 QUAD 68 55 25 57 58 26 1 1 QUAD 68 56 26 58 59 27 1 1 QUAD 68 57 27 59 60 28 1 1 QUAD 68 58 28 60 61 29 1 1 QUAD 68 59 29 61 62 30 1 1 QUAD 68 60 30 62 63 31 4 6 QUAD 68 61 31 63 64 32 4 8 QUAD 68 62 33 65 66 .34 6 I QUAD 68 63 34 66 67 35 6 1 QUAD 68 64 35 67 68 36 6 1 QUAD 68 65 36 68 69 37 6 1 QUAD 66 66 37 69 70 38 6 1 QUAD 68 67 38 70 71 39 6 1 QUAD 68 68 39 71 72 40 6 1 QUAD 68 69 40 72 73 41 6 1 QUAD 68 70 41 73 74 42 5 1 QUAD 68 71 42 74 75 43 5 1 QUAD 68 72 43 75 76 44 5 1 QUAD 68 73 44 76 77 45 5 1 QUAD 68 74 45 77 78 46 5 1 QUAD 68 75 46 78 79 47 5 1 QUAD 68 76 47 79 80 48 5 1 QUAD 68 77 48 80 81 ' 49 5 1 QUAD 68 7.8 49 81 82 50 5 1 QUAD 68 79 50 82 83 51 1 1 QUAD 68 80 51 83 84 52 1 1 QUAD 68 81 52 84 85 53 1 1 QUAD 68 82 53. 85 86 54 1 1 QUAD 68 83 54 86 87 .55 1 1 QUAD 68 84 55 87 88 56 1 1 QUAD 68 85. 56 88 89 57 1 1 QUAD 68 86 57 89 90 58 1 1 QUAD 68 87 58 90 91 59 "1 1 QUAD 68 88 59 91 92 60 1 1 QUAD 68 89 60 92 93 61 1 1 QUAD 68 90 61 93 94 62 1 1 QUAD 68 91 62 94 95 63 4 6 QUAD .68 92 63 95 96 64 4 8 QUAD 68 93 65 97 98 66 6 1 QUAD 68 94 166 198 199 1 67 16 11 IQUAD 168 Project: 13180 - APPENDIX A 5 of 37 6127105 0 • • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 6 of 37 6127105 I J K L M Incr T BW 95 67 99 100 68 6 1 QUAD 68 96 68 100 101 69 6 1 QUAD 68 97 69 101 102 70 6 1 QUAD 68 98 70 102 103 71 6 1 QUAD 68 99 71 103 104 72 6 1 QUAD 68 100 72 104 105 73 6 1 QUAD 68 101 73 105 106 74 5 1 QUAD 68 102 74 106 107 75 5 1 QUAD 68 103 75 107 108 76 5 1 QUAD 68 104 76 108 109 77 5 1 QUAD 68 105 77 109 110 78 5 1 QUAD 68 106 78 110 ill 79 5 1 QUAD 68 107 79 111 112 80 5 1 QUAD 68 108 80 112 113 81 5 1 QUAD 68 109 81 113 114 82 5 1 QUAD 68 110 82 114 115 83 1 1 QUAD 68 111 83 115 116 84 1 1 QUAD 68 112 84 116 117 85 1 1 QUAD 68 113 85 117 118 86 1 1 QUAD 68 114 86 118 119 87 1 1 QUAD 68 115 87 1119 120 88 1 1 QUAD 68 116 88 120 121 89 1 1 QUAD 68 117 89 121 122 90 1 1 QUAD 68 118 90 122 123 91 1 1 QUAD 68 119 91 123 124 92 1 1 QUAD 68 120 92 124 125 93 1 1 QUAD 68 121 93 125 126 94 1 1 QUAD 68 122 94 126 127 95 4 6 QUAD 68 123 95 127 128 96 4 8 QUAD .68 124 97 129 130 98 6 1 QUAD 68 125 98 130 131 99 6 1 QUAD 68 126 99 131 132 100 6 1 QUAD 68 127 100 132 133 101 6 1 QUAD 68 128 101 133 134 102 6 1 QUAD 68 129 102 134 135 103 6 1 QUAD 68 130 103 135 136 104 6 1 QUAD 68 131 104 136 137 105 6 1 QUAD 68 132 105 137 138 106 5 1 QUAD 68 133 106 138 139 107 5 1 QUAD 68 134 107 139 140 108 5 1 QUAD 68 135 108 140' 141 109 5 1 QUAD 68 136 109 141 142 110 5 1 QUAD 68 137 110 142 143 111 5 1 QUAD 68 138 ill 143 144 112 5 1 QUAD 68 139 112 144 145 113 5 1 QUAD 68 140 113 145 146 114 5 1 QUAD 68 141 114 146 .147 135 1 1 QUAD 68 142 115 147 148 116 1 1 QUAD 68 143 116 148 149 117 1 1 QUAD 68 144 117 149 150 118 1 1 QUAD 68 145 118 150 151 119 1 1 QUAD 68 146 119 151 152 120 1. 1 QUAD 68 147 120 152 153 121 1 1 QUAD 68 148 121 153 154 122 1 1 QUAD 68 149 122 154 155 123 1 1 QUAD 68 150 123 155 156 124 1 1 QUAD 68 151 124 156 157 125 1 1 QUAD 68 152 125 157 158 126 1 1 QUAD 68 153 126 158 159 127 4 6 QUAD 68 154 127 159 160 128 4 8 QUAD 68 155 129 161 162 130 6 1 QUAD 68 156 130 162 163 131 6 1 QUAD 68 157 131 163 164 132 6 1 QUAD 68 158 132 164 165 133 6 1 QUAD 68 159 133 165 166 134 6 1 QUAD 68 160 134 166 167 135 6 1 QUAD 68 161 135 167 168 136 6 1 QUAD 68 162 136 168 169 137 6 1 QUAD 68 163 137 169 170 138 5 1 QUAD 68 164 1138 170 1171 1139 15 11 IQUAD 168 Project: 13180 - APPENDIX A 6 of 37 6127105 I J K L M Incr T BW 165 139 171 172 140 5 1 QUAD 68 166 140 172 173 141 5 1 QUAD 68 167 141 173 174 142 5 1 QUAD 68 168 142 174 175 143 5 1 QUAD 68 169 143 175 176 144 5 1 QUAD 68 170 144 176 177 145 5 1 QUAD 68 171 145 177 178 146 5 1 QUAD 68 172 146 178 179 147 1 1 QUAD 68 173 147 179 180 148 1 1 QUAD 68 174 148 180 181 149 1 1 QUAD 68 175 149 181 182 150 1 1 QUAD 68 176 150 182 183 151 1 1 QUAD 68 177 151 183 184 152 1 1 QUAD 68 178 152 184 185 153 1 1 QUAD 68 179 153 185 186 154 1 1 QUAD 68 180 154 186 187 155 1 1 QUAD 68 181 155 187 188 156 1 1 QUAD 68 182 156 188 189 157 1 1 QUAD 68 183 157 189 190 158 1 1 QUAD 68 184 158 190 191 159 4 6 QUAD 68 185 159 191 192 160 4 8 QUAD 68 186 161 193 194 162 6 1 QUAD 68 187 162 194 195 163 6 1 QUAD 68 188 163 195 196 164 6 1 QUAD 68 189 164 196 197 165 6 1 QUAD 68 190 165 197 198 166 6 1 QUAD 68 191. 166 198 199 167 6 1 QUAD 68 192 167 199 200 168 6 1 QUAD 68 193 168 200 201 169 6 1 QUAD 68. 194 169 201 202 170 5 1 QUAD 68 .195 170 202 203 171 5 1 QUAD 68 196 171 203 204 172 5 1 QUAD 68 197 172 204 205 173 5 1 QUAD 68 198 173 205 206 174 5 1 QUAD 68 199 174 206 207 175 5 1 QUAD 68 200 175 207 208 176 5 1 QUAD 68 201 176 208 209 177 5 1 QUAD 68 202 177 209 210 178 5 1 QUAD 68 203 178 210 211 179 1 1 QUAD 68 204 179 211 212 180 1 1 QUAD 68 205 180 212 213 181 1 1 QUAD 68 206 181 213 214 182 1 1 QUAD 68 207 182 214 215 183 1 1 QUAD 68 208 183 215 216 184 1 1 QUAD 68 209 184 216 217 185 1 1 QUAD 68 210 185 217 218 186 1 1 QUAD 68 211 186. 218 219 187 1 1 QUAD 68 212 187 219 220 188 1 1 QUAD 68 213 188 220 221 189 1 1 QUAD 68 214 189 221 222 190 1 1 QUAD 68 215 190 222 223 191 4 6 QUAD 68 216 191 223 224 192 4 8 QUAD 68 217 193 225 226 194 6 1 QUAD 68 218 194 226 227 195 6 1 QUAD 68 219 195 227 228 196 6 1 QUAD 68 220 196 228 229 197 6 1 QUAD 68 221 197 229 230 198 6 1 QUAD 68 222 198 230 231 199 6 1 QUAD 68 223 199 231 232 200 6 1 QUAD 68 224 200. 232 233 201 6 1 QUAD 68 225 201 233 234 202 5 1 QUAD 68 226 202 234 235 203 5 1 QUAD 68 227 203 235 236 204 5 1 QUAD 68 228 204 236 237 205 5 1 QUAD 68 229 205 237 238 206 5 1 QUAD 68 230 206 238 239 207 5 1 QUAD 68 231 207 239 240 208 5 1 QUAD 68 232 208 240 241 209 5 1 QUAD 68 233 209 241 242 210 5 1 QUAD 68 234 1210 1242 1243 1211 11 11 IQUAD 168 Project: 13180 - APPENDIX A 6 of 37 6127105 • • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 7 of 37 6127105 Z J K L M Incr T BW 235 211 243 244 212 1 1 QUAD 68 236 212 244 245 213 1 1 QUAD 68 237 213 245 246 214 1 1 QUAD 68 238 214 246 247 215 1 1 QUAD 68 239 215 247 248 216 1 1 QUAD 68 240 216 248 249 217 1 1 QUAD 68 241 217 249 250 218 1 1 QUAD 68 242 218 250 251 219 1 1 QUAD 68 243 219 251 252 220 1 1 QUAD 68 244 220 252 253 221 1 1 QUAD 68 245 221 253 254 222 1 1 QUAD 68 246 222 254 255 223 4 6 QUAD 68 247 223 255 256 224 4 8 QUAD 68 248 225 257 258 226 6 1 QUAD 68 249 226 258 259 227 6 1 QUAD 68 250 227 259 260 228 6 1 QUAD 68 251 228 260 261 229 6 1 QUAD 68 252 229 261 262 230 6 1 QUAD 68 253 230 262 263 231 6 1 QUAD 68 254 231 263 264 232 6 1 QUAD 68 255 232 264 265 233 6 1 QUAD 68 256 233 265 266 234 5 1 QUAD 68 257 234 266 267 235 5 1 QUAD 68 258. 235 267 268 236 5 1 QUAD 68 259 236 268 269 237 5 1 QUAD 68 260 237 269 270 238 5 1 QUAD 68 261 238 270 271 239 5 1 QUAD 68 262 239 271 272 240 5 1 QUAD 68 263 240 272 273 241 5 1 QUAD 68 264 241 273 274 242 5 1 QUAD 68 265 242 274 275 243 1 1 QUAD 68 266 243 275 276 244 1 1 QUAD 68 267 244 276 277 245 1 1 QUAD 68 268 245 277 278 246 1 1 QUAD 68 259 246 278 279 247 1 1 QUAD 68 270 247 279 280 248 1 1 QUAD 68 271 248 280 281 249 1 1 QUAD 68 272 249 281 282 250 1 1 QUAD 68 273 250 282 283 251 1 1 QUAD 68 274 251 283 284 252 1 1 QUAD 68 275 252 284 285 253 1 1 QUAD 68 276 253 285 286 254 4 5 QUAD 68 277 254 286 287 255 4 6 QUAD 68 278 255 287 288 256 4 8 QUAD 68 279 257 289 290 258 6 1 QUAD 68 280 258 290 291 259 6 1 QUAD 68 281 259 291 292 260 6 1 QUAD 68 282 260 292 293 261 6 1 QUAD 68 283 261 293 294 262 6 1 QUAD 68 284 262 294 295 263 6 1 QUAD 68 285 263 295 296 264 6 1 QUAD 68 286 264 296 297 265 6 1 QUAD 68 287 265 297 298 266 5 1 QUAD 68 288 266 298 299 267 5 1 QUAD 68 289 267 299 300 268 5 1 QUAD 68 290 268 300 301 269 5 1 QUAD 68 291 269 301 302 270 5 1 QUAD 68 292 270 302 303 271 5 1 QUAD 68 293 271 303 304 272 5 1 QUAD 68 294 272 304 305 273 5 1 QUAD 68 295 273 305 306 274 5 1 QUAD 68 296 274 306 307 275 1 1 QUAD 68 297 275 307 308 276 1 1 QUAD 68 298 276 308 309 277 1 1 QUAD 68 299 277 309 310 278 1 1 QUAD 68 300 278 310 311 279 1 1 QUAD 68 301 279 311 312 280 1 1 QUAD 68 302 280 312 313 281 1 1 QUAD 68 303 281 313 314 282 1 1 QUAD 68 304 282 314 315 283 1 1 QUAD 68 Project: 13180 - APPENDIX A 7 of 37 6127105 I 3 K L M Incr T BW 283 315 316 284 4 5 QUAD 68 284 316 317 285 4 5 QUAD 68 r 285 317 318 286 4 5 QUAD 68 286 318 319 287 4 6 QUAD 68 287 319 320 288 4 8 QUAD 68 310 289 321 322 290 6 1 QUAD 68 311 290 322 323 291 6 1 QUAD 68 312 291 323 324 292 6 1• QUAD 68 313 292 324 325 293 6 1 QUAD 68 314 293 325 326 294 6 1 QUAD 68 315 294 326 327 295 6 1 QUAD 68 316 295 327 328 296 6 1 QUAD 68 317 296 328 329 297 6 1 QUAD 68 318 297 329 330 298 5 1 QUAD 68 319 298 330 331 299 5 1 QUAD 68 320 299 331 332 300 5 1 QUAD 68 321 300 332 333 301 5 1 QUAD 68 322 301 333 334 302 5 1 QUAD 68 323 302 334 335 303 5 1 QUAD 68 324 303 335 336 304 5 1 QUAD 68 325 304 336 337 305 5 1 QUAD 68 326 305 337 338 306 5 1 QUAD 68 327 306 338 339 307 1 1 QUAD 68 328 307 339 340 308 1 1 QUAD 68 329 308 340 341 309 1 1 QUAD 68 330 309 341 342 310 1 1 QUAD 68 331 310 342 343 311 1 1 QUAD 68 332 311 343 344 312 1 1 QUAD 68 333 312 344 345 .313 1 1 QUAD 68 334 313 345 346 314 2 4 QUAD 68 335 314 346 347 315 2 4 QUAD 68 336 315 347 348 316 4 5 QUAD 68 337 316 348 349 317 4 5 QUAD 68 338 317 349 350 318 4 5 QUAD 68 339 318 350 351 319 4 6 QUAD 68 340 319 351 352 320 4 8 QUAD 68 341 321 353 354 322 6 1 QUAD 68 342 322 354 355 323 6 1 QUAD 68 343 323 355 356 324 6 1 QUAD 68 344 324 356 357 325 6 1 QUAD 68 345 325 357 358 326 6 1 QUAD 68 346 326 358 359 327 6 1 QUAD 68 347 327 359 360 328 6 1 QUAD 68 348 328 360 361 329 6 1 QUAD 68 349 329 361 362 330 5 1 QUAD 68 350 330 362 363 331 5 1 QUAD 68 351 331 363 364 332 5 1. QUAD 68 352 332 364 365 333 5 1 QUAD 68 353 333 365 366 334 5 1 QUAD 68 354 334 366 367 335. 5 1 QUAD 68 355 335 367 368 336 5 1 QUAD 68 356 336. 368 369 337 5 1 QUAD 68 357 337 369 370 338 5 1 QUAD 68 358 338 370 371 339 1 1 QUAD 68 359 339 371 372 340 1 1 QUAD 68 360 340 372 373 341 1 1 QUAD 68 361 341 373 374 342 1 1 QUAD 68 362 342 374 375 343 1 1 QUAD 68 363 343 375 376 344 1 1 QUAD 68 364 344 376 377 345 2 3 QUAD 68 365 345 377 378 346 2 4 QUAD 68 366 346 378 379 347 2 4 QUAD 68 367 347 379 380 348 4 5 QUAD 68 368 348 380 381 349 4 5 QUAD 68 369 349 381 382 350 4 5 QUAD 68 370 350 382 383 351 4 6 QUAD 68 371 351 383 384 352 4 8 QUAD 68 372 353 385 386 354 6 1 QUAD 68 373 354 386 387 355 6 1 QUAD 68 374 355 387 388 356 6 1 QUAD 68 Project: 13180 - APPENDIX A 7 of 37 6127105 • • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 8 of 37 6/27/05 I J K L M Incr T BW 445 356 368 389 357 6 1 QUAD 68 446 357 389 390 358 6 1 QUAD 68 r 358 390 391 359 6 1 QUAD 68 448 359 391 392 360 6 1 QUAD 68 449 360 392 393 361 6 1 QUAD 68 380 361 393 394 362 5 1 QUAD 68 381 362 394 395 363 5 1 QUAD 68 382 363 395 396 364 5 1 QUAD 68 383 364 396 397 365 5 1 QUAD 68 384 365 397 398 366 5 1 QUAD 68 385 366 398 399 367 5 1 QUAD 68 386 367 399 400 366 5 1 QUAD 68 387 368 400 401 369 5 1 QUAD 68 388 369 401 402 370 5 1 QUAD 68 389 370 402 403 371 1 1 QUAD 68 390 371 403 404 372 1 1 QUAD 68 391 372 404 405 373 1 1 QUAD 68 392 373 405 406 374 1 1 QUAD 68 393 374 406 407 375 2 3 QUAD 68 394 375 407 408 376 2 3 QUAD 68 395 376 408 409 377. 2 3 QUAD 68 396 377 409 410 378 2 4 QUAD 68 397 378 410 411 '379 452 2 4 QUAD 68 398 379 411 412 380 4 5 QUAD 68 399 380 412 413 381 4 5 QUAD 68 400 381 413 414 382 4 5 QUAD 68 401 382 414 415 383 4 6 QUAD 68 402 383 415 416 384 4 8 QUAD 68 403 385 417 418 386 6 1 QUAD 68 404 386 418 419 387 6 1 QUAD 68 405 387 419 420 388 6 1 QUAD 68 406 388 420 421 389 6 1 QUAD 68 407 389 421 422 390 6 1 QUAD 68 408 390 422 423 391 6 1 QUAD 68 409 391 423 424 392 6 1 QUAD 68 410 392 424 425 393 6 1 QUAD 68 411 393 425 426 394 5 1 QUAD 68 412 394 426 427 395 5 1 QUAD 68 413 395 427 428 396 5 1 QUAD 68 414 396 428 429 397 5 1 QUAD 68 415 397 429 430 398 5 1 QUAD 68 416 396 430 431 399 5 1 QUAD 68 417 399 431 432 400 5 1 QUAD 68 418 400 432 433 401 5 1 QUAD 68 419 401 433 434 402 5 1 QUAD 68 420 402 434 435 403 1 1 QUAD 68 421 403 435 436 404 1 1 QUAD 68 422 404 436 437 405 1 1 QUAD 68 423 405 437 438 406 2 2 QUAD 68 424 406 438 439 407 2 3 QUAD 68 425 407 439 440 408 2 3 QUAD 68 426 408 440 441 409 2 3 . QUAD 68 427 409 441 442 410 2 4 QUAD 68 428 410 442 443 411 2 4 QUAD 68 429 411 443 444 412 4 5 QUAD 68 430 412 444 445 413 4 5 QUAD 68 431 413 445 446 414 4 5 QUAD 68 432 414 446 447 415 4 6 QUAD 68 433 415 447 448 416 4 8 QUAD 68 434 417 449 450 418 6 1 QUAD 68 435 418 450 451 419 6 1 QUAD 68 436 419 451 452 420 6 1 QUAD 68 437 420 452 453 421 6 1 QUAD 68 438 421 453 454 422 6 1 QUAD 68 439 422 454 455 423 6 1 QUAD 68 440 423 455 456 424 6 1 QUAD 68 441 424 456 457 425 6 1 QUAD 68 442 425 457 458 426 5 1 QUAD 68 443 426 . 458 459 427 5 1 QUAD 68 444 427 459 460 428 5 1 QUAD 68 Project: 13180 - APPENDIX A 8 of 37 6/27/05 I J K L M Incr T BW 445 428 460 461 429 5 1 QUAD 68 446 429 461 462 430 5 1 QUAD 68 447 430 462 463 431 5 1 QUAD 68 448 431 463 464 432 5 1 QUAD 68 449 432 464 465 433 5 1 QUAD 68 450 433 465 466 434 5 1 QUAD 68 451 434 466 467 435 1 1 QUAD 68 452 435 467 468 436 1 1 QUAD 68 453 436 468 469 437 2 2 QUAD 68 454 437 469 470 438 2 2 QUAD 68 455 438 470 471 439 2 3 QUAD 68 456 439 471 472 440 2 3 QUAD 68 457 440 472 473 441 2 3 QUAD 68 458 441 473 474 442 2 4 QUAD 68 459 442 474 475 443 2 4 QUAD 68 460 443 475 476 444 4 5 QUAD 68 461 444 476 477 445 4 5 QUAD 68 462 445 477 478 446 4 5 QUAD 68 463 446 478 479 447 4 6 QUAD 68 464 447 479 480 448 4 8 QUAD 66 465 449 481 482 450 6 1 QUAD 68 466 450 482 483 451 6 1 QUAD 68 467 451 483 484 452 6 1 QUAD 68 468 452 484 485 453 6 1 QUAD 68 469 453 485 486 454 6 1 QUAD 68 470 454 486 487 455 6 1 QUAD 68 471 455 487 488 456 6 1 QUAD 68 472 456 488 489 457 6 1 QUAD 68 473 957 489 490 458 5 1 QUAD 68 474 458 490 491 459 5 1 QUAD 68 475 459 491 492 460 5 1 QUAD 68 476 460 492 493 461 5 1 QUAD 68 477 461 493 494 462 5 1 QUAD 68 478 462 494 495 463 5 1 QUAD 68 479 463 495 496 464 5 1 QUAD 68 480 464 496 497 465 5 1 QUAD 68 481 465 497 498 466 5 1 QUAD 68 482 466 498 499 467 1 1 QUAD 68 483 467 499 500 468 1 1 QUAD 68 484 468 500 501 469 2 2 QUAD 68 485 469 501 502 470 2 2 QUAD 68 486 470 502 503 471 2 3 QUAD. 68 487 471 503 504 472 2 3 QUAD 68 488 472 504 505 473 2 3 QUAD 68 489 473 505 506 474 2 4 QUAD 68 490 474 506 507 475 2 4 QUAD 68 491 475 507 508 476 4 5 QUAD 68 492 476 508 509 477 4 5 QUAD 68 493 477 509 510 478 4 5 QUAD 68 494 478 510 511 479 4 6 QUAD 68 495 479 511 512 480 4 8 QUAD 68 496 481. 513 514 482 6 1 QUAD 68 497 482 514 515 483 6 1 QUAD 68 498 483 515 516 484 6 1 QUAD 68 499 484 516 517 485 6 1 QUAD 68 500 485 517 518 486 6 1 QUAD 68 501 486 518 519 487 6 1 QUAD 68 502 487 519 520 488 6 1 QUAD 68 503 488 520 521 489 6 1 QUAD 68 504 489 521 522 490 5 1 QUAD 68 505 490 522 523 491. 5 1 QUAD 68 506 491 523 524 492 5 1 QUAD 68 507 492 524 525 493 5 1 QUAD 68 508 493 525 526 494 5 1 QUAD 68 509 494 526 527 495 5 1 QUAD 68 510 495 527 528 496 5 1 QUAD 68 511 496 528 529 497 5 1 QUAD 68 512 497 529 530 498 5 1 QUAD 68 513 498 530 531 499 3 1 QUAD 68 514 499 531 532 500 3 1 QUAD 68 Project: 13180 - APPENDIX A 8 of 37 6/27/05 .J • • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 9 of 37 6127105 I J K L M Incr T BW 515 500 532 533 501 2 2 QUAD 68 516 501 533 534 502 2 2 QUAD 68 517 502 534 535 503 2 3 QUAD 68 518 503 535 536 504 2 3 QUAD 68 519 504 536 537 505 2 3 QUAD 68 520 505 537 538 506 2 4 QUAD 68 521 506 538 539 507 2 4 QUAD 68 522 507 539 540 508 4 5 QUAD 68 523 508 540 541 509 4 5 QUAD 68 524 509 541 542 510 4 5 QUAD 68 525 510 542 543 511 4 6 QUAD 68 526 511 543 544 512 4 8 QUAD 68 527 513 545 546 514 6 1 QUAD 68 528 514 546 547 515 6 1 QUAD 68 529 515 547 548 516 6 1 QUAD 68 530 516 548 549 517 6 1 QUAD 68 531 517 549 550 518 6 1 QUAD 68 532 518 550 551 519 6 1 QUAD 68 533 519 551 552 520 6 1 QUAD 68 534 520 552 553 521 6 1 QUAD 68 535 521 553 554 522 5 1 QUAD 68 536 522 554 555 523 5 1 QUAD 68 537 523 555 556 524 5 1 QUAD 68 538 524 556 557 525 5 1 QUAD 68 539 525 557 558 526 5 1 QUAD 68 540 526 558 559 527 5 1 QUAD 68 541 527 559 560 528 5 1 QUAD 68 542 528 560 561 529 5 1 QUAD 68 543 529 561 562 530 5 1 QUAD. 68 544 530 562 563 531 3 1 QUAD 68 545 531 563 564 532 3 1 QUAD 68 546 532 564 565 533 2 2 QUAD 68 547 533 565 566 534 2 2 QUAD 68 548 534 566 567 535 2 3 QUAD 68 549 535 567 568 536 2 3 QUAD 68 550 536 568 569 537 2 3 QUAD 68 551 537 569 570 538 2 4 QUAD 68 552 538 570 576 539 2 4 QUAD 78 553 539 576 571 540 4 5 QUAD 76 554 540 571 572 541 4 5 QUAD 66 555 541 572 573 542 4 5 QUAD 66 556 542 573 574 543 4 6 QUAD 66 557 543 574 575 544 4 8 QUAD 66 558 545 583 584 546 6 1 QUAD 80 559 546 584 585 547 6 1 QUAD 80 560 547 585 586 548 6 1 QUAD 80 561 548 586 587. 549 .6_ 1 QUAD 80 562 549 587. 588 550 6 1 QUAD 80 563 550 588 589 551 6 1 QUAD 80 564 551 589 590 552 6 1 QUAD 80 565 552 590 591 553 6 1 QUAD 80 566 553 591 592 554 5 1 QUAD 80 567 554 592 593 555 5 1 QUAD 80 568 555 593 594 556 5 1 QUAD 80 569 556 594 595 557 5 1 QUAD 80 570 557 595 596 558 .5 1 QUAD 80 571 558 596 597 559 5 1 QUAD 80 572 559 597 598 560 5 1 QUAD 80 573 560 598 599 561 5 1 QUAD 80 574 561 599 600 562 5 1 QUAD 80 575 562 600 601 563 3 1 QUAD 80 576 563 601 602 564 3 1 QUAD 80 577 571 578 579 572 4 5 QUAD 18 578 576 577 578 571 4 5 QUAD 16 579 572 579 580 573 4 5 QUAD 18 580 573 580 581 574 4 6 QUAD 18 581 574 581 582 575 4 8 QUAD 18 582 577 603 604. 578 4 5 QUAD 56 583 578 604 605 579 4 5 QUAD 56 584 579 605 606 580 4 5 QUAD 56 Project: 13180 - APPENDIX A 9 of 37 6127105 I J K L M Incr T BW 585 580 606 607 581 4 6 QUAD 56 586 581 607 608 582 4 8 QUAD 56 587 583 615 616 584 6 1 QUAD 68 588 584 616 617 585 6 1 QUAD 68 589 585 617 618 586 6 1 QUAD 68 590 586 618 619 587 6 1 QUAD 68 591 587 619 620 588 6 1 QUAD 68 592 588 620 621 589 6 1 QUAD 68 593 589 621 622 590 6 1 QUAD 68 594 590 622 623 591 6 1 QUAD 68 595 591 623 624 592 5 1 QUAD 68 596 592 624 625 593 5 1 QUAD 68 , 597 593 625 626 594 5 1 QUAD 68 598 594 626 627 595 5 1 QUAD 68 599 595 627 628 596 5 1 QUAD 68 600 596 628 629 597 5 1 QUAD 68 601 597 629 630 598 5 1 QUAD 68 602 598 630 631 599 5 1 QUAD 68 603 599 631 632 600 5 1 QUAD 68 604 600 632 633 601 1 1 QUAD 68 605 601 633 634 602 1 1 QUAD 68 606 603 609 610 604 4 5 QUAD 16 607 604 610 611 605 4 5 QUAD 16 608 605 611 612 606 4 5 QUAD 16 609 606 612 613 607 4 6 QUAD 16 610 607 613 614 608 4 8 QUAD 16 611 609 635 636 610 4 5 QUAD 56 612 610 636 611 0 4 5 TRI. 54 613 611 636 637 612 4 5 QUAD 54 614 612 637 638 613 4 6 QUAD 54 615 613 638 639' 614 4 8 QUAD 54 616 615 645 646 616 6 1 QUAD 64 617 616 646 647 617 6 1 QUAD 64 618 617 647 648 618 6 1 QUAD 64 619 618 648 649 619 6 1 QUAD 64 620 619 649 650 620 6 1 QUAD 64 621 620 650 651 621 6 1 QUAD 64 622 621 651 652, 622 6 1 QUAD 64 623 622 652 653 623 6 1 QUAD 64 624 623 653 654 624 5 1 QUAD 64 625 624 654 655 625 5 1 QUAD 64 626 625 655 656 626 5 1 QUAD 64 627 626 656 657 627 5 1 QUAD 64 628 627 657 658 628 5 1 QUAD 64 629 628 658 659 629 5 1 QUAD 64 630 629 659 660 630 5 1 QUAD 64 631 630 660 661 631 5 1 QUAD 64.. 632 631 661 662 632 5 1 QUAD 64 633 632 662 663 633 1 1 QUAD 64 634 633 663 664 634 1 1 QUAD 64 635 635 640 641 636 4 5 QUAD 14 636 636 641 642 637 4 5 QUAD 14 637 637 642 643 638 4 6 QUAD 14 638 638 643 644 639 4 8 QUAD 14 639 640 665 666 641 4 5 QUAD 54 640 641 666 667 642 4 5 QUAD 54 641 642 667 668 643 4 6 QUAD 54 642 643 668 669 644 4 8 QUAD 54 643 645 670 671 646 6 1 QUAD 54 644 646 671 672 647 6 1 QUAD 54 645 647 672 673 648 6 1 QUAD 54 646 648 673 674 649 6 1 QUAD 54 647 649 674 675 650 6 1 QUAD 54 648 650 675 676 651 6 1 QUAD 54 649 '651 676 677 652 6 1 QUAD 54 650 652 677 678 653 6 1 QUAD 54 651 653 678 679 654 5 1 QUAD 54' 652 654 679 680 655 5 1 QUAD 54 653 655 680 681 656 5 1 QUAD 54 654 656 681 682 657 5 1 QUAD 54 Project: 13180 - APPENDIX A 9 of 37 6127105 .• Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 10 of 37 6127105 I J K L M Incr T BW 655 657 682 683 658 5 1 QUAD 54 656 658 683 684 659 5 1 QUAD 54 657 659 684 685 660 5 1 QUAD 54 658 660 685 686 661 5 1 QUAD 54 659 661 686 687 662 5 1 QUAD 54 660 662 687 688 663 1 1 QUAD 54 661 663 688 689 664 1 1 QUAD 54 662 665 690 691 666 4 5 QUAD 54 663 666 691 692 667 4 5 QUAD 54 664 667 692 693 668 4 6 QUAD 54 665 668 693 694 669 4 8 QUAD 54 666 670 695 696 671 6 1 QUAD 54 667 671 696 697 672 6 1 QUAD 54 668 672 697 698 673 6 1 QUAD 54 669 673 698 699 674 6 1 QUAD 54 670 674 699 700 675 6 1 QUAD 54 671 675 700 701 676 6 1 QUAD 54 672 676 701 702 677 6 1 QUAD 54 673 677 702 703 678 6 1 QUAD 54 674 678 703 704 679 5 1 QUAD 54 675 679 704 705 680 5 1 QUAD 54 676 680 705 706 681 5 1 QUAD 54 677 681 706 707 682 5 1 QUAD 54 678 682 707 708 683 5 1 QUAD. 54 679 683 708 709 684 5 1 QUAD 54 680 684 709 710 685 5 1 QUAD 54 681 685 710 711 686 5 1 QUAD 54 682 686 711 712 687 5 1 QUAD 54 683 687 712 713 688 1 1 QUAD 54 684 688 713 714 689 1 1 QUAD 54 685 690 715 716 691 4 5 QUAD 54 686 691 716 717 692 4 5 QUAD 54 687 692 717 718 693 4 6 QUAD 54 688 693 718 719 694 4, 8 QUAD 54 689 695 725 726 696 6 1 QUAD 64 690 696 726 727 697 6 1 QUAD 64 691 697' 727 728 698 6 1 QUAD 64 692 698 728 729 699 6 1 QUAD 64 693 699 729 730 700 6 1 QUAD 64 694 700 730 731 701 6 1 QUAD 64 695 701 731 732 702 6 1 QUAD 64 696 702 732 733 703 6 1 QUAD 64 697 703 733 734 704 5 1 QUAD 64 698 704 734 735 705 5 1 QUAD 64 699 705 735 736 706 5 1 QUAD 64 700 706 736 737 707 5 1 QUAD 64 701 707 737 738 708 5 1 QUAD 64 702 708 738 739 709 5 1 QUAD 64 703 709 739 740 710 5 1 QUAD 64 704 710 740 741 711 5 1 QUAD 64 705 711 741 742 712 5 1 QUAD 64 706 712 742 743 713 1 1 QUAD 64 707 713 743 744 714 1 1 QUAD 64 708 715 720 721 716 4 5 QUAD 14 709 716 721 722 717 4 5 QUAD 14 710 717 722 723 718 4 6 QUAD 14 711 718 723 724 719 4 8 QUAD 14 712 720 745 746 721 4 5 QUAD 54 713 721 746 747 722 4 5 QUAD 54 714 722 747 748 723 4 6 QUAD 54 715 723 748 749 724 4 8 QUAD 54 716 725 750 751 726 6 1 QUAD 54 717 726 751 752 727 6 1 QUAD 54 718 727 752 753 728 6 1 QUAD 54 719 728 753 754 729 6 1 QUAD 54 720 729 754 755 730 6 1 QUAD 54 721 730 755 756 731 6 1 QUAD 54 722 731 756 757 732 6 1 QUAD 54 723 732 757 758 733 6 1 QUAD 54 724 733 758 759 734 .5 1 QUAD 54 Project: 13180 - APPENDIX A 10 of 37 6127105 I J K L M Incr T BW 725 734 759 760 735 5 1 QUAD 54 726 735 760 761 736 5 1 QUAD 54 727 736 761 762 737 5 1 QUAD 54 728 737 762 763 738 5 1 QUAD 54 729 738 763 764 739 5 1 QUAD 54 730 739 764 765 740 5 1 QUAD 54 731 740 765 766 741 5 1 QUAD 54 732 741 766 767 742 5 1 QUAD 54 733 742 767 768 743 1 1 QUAD 54 734 743 768 769 744 1 1 QUAD 54 735 745 770 771 746 4 5 QUAD 54 736 746 771 772 747 4 5 QUAD 54 737 747 772 773 748 4 6 QUAD 54 738 748 773 774 749 4 8 QUAD 54 739 750 780 781 751 6 1 QUAD 64 740 751 781 782 752 6 1 QUAD 64 741 752 782 783 753 6 1 QUAD 64 742 753 783 784 754 6 1 QUAD 64 743 754 784 785 755 6 1 QUAD 64 744 755 785 786 756 6 1 QUAD 64 745 756 786 787 757 6 1 QUAD 64 746 757 787 788 758 6 1 QUAD 64 747 758 788 789 759 5 1 QUAD 64 748 759 789 790 760 5 1 QUAD 64 749 760 790 791 761 5 1 QUAD 64 750 761 791 792 762 5 1 QUAD 64 751 762 792 793 763 5 1 QUAD 64 752 763 793 794 764 5 1 QUAD 64 753 764 794 795 765 5 1 QUAD 64 754 765 795 796 766 5 1 QUAD 64 755 766 796 797 767 5 1 QUAD 64 756 767 797 798 768 1 1 QUAD 64 757 768 798 799 769 1 1 QUAD 64 758 770 775 776 771 4 5 QUAD 14 759 771 776 777 772 4 5 QUAD 14 760 772 777 778 773 4 6 QUAD 14 761 773 778 779 774 4 8 QUAD 14 762 775 800 801 776 4 5 QUAD 54 763 776 801 802 0 4 5 TRI. 54 764 776 802 803 777 4 5 QUAD 56 765 777 803 804 778 4 6 QUAD 56 766 778 804 805 779 4 8 QUAD 56 767 780 812 813 781 6 1 QUAD 68 768 781 813 814 782 6 1 QUAD 68 769 782 814 815 783 6 1 QUAD 68 770 783 815 816 784 6 1 QUAD 68 771 784 816 817 785 6 1 QUAD .68 772 785 817 818 786 6 1 QUAD 68 •773 786 818 819 787 6 1 QUAD 68 774 787 819 820 788 6 1 QUAD 68 775 788 820 821 789 5 1 QUAD 68 776 789 821 822 790 5 1 QUAD. 68 777 790 822 823 791 5 1 QUAD 68 778 791 823 824 792 5 1 QUAD 68 779 792 824 825 793 5 1 QUAD 68 780 793 825 826 794 5 1 QUAD 68 781 794 826 827 795 5 1 QUAD 68 782 795 827 828 796 5 1 QUAD 68 783 796 828 829 797 5 1 QUAD 68 784 797 829 830 798 1 1 QUAD 68 785 798 830 831 799 1 1 QUAD 68 786 800 806 807 801 4 5 QUAD 16 787 801 807 808 802 4 5 QUAD 16 788 802 808 809 803 4 5 QUAD 16 789 803 809 810 804 4 6 QUAD 16 790 804 810 811 805 4 8 QUAD 16 791 806 832 833 807 4 5 QUAD 56 792 807 833 '834 808 4 5 QUAD 56 793 808 834 835 809 4 5 QUAD 56 794 809 835 836 810 4 6 QUAD 56 Project: 13180 - APPENDIX A 10 of 37 6127105 • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 11 of 37 6127105 I I J K L M Incr T BW 795 810 836 837 811 4 8 QUAD 56 796 812 845 846 813 6 1 QUAD 70 797 813 846 847 814 6 1 QUAD 70 798 814 847 848 815 6 1 QUAD 70 799 815 848 849 816 6 1 QUAD 70 800 816 849 850 817 6 1 QUAD 70 801 817 850 851 818 6 1 QUAD 70 802 818 851 852 819 6 1 QUAD 70 803 819 852 853 820 6 1 QUAD 70 804 820 853 854 821 5 1 QUAD 70 805 821 854 855 822 5 1 QUAD 70 806 822 855 856 823 5 1 QUAD 70 807 823 856 857 824 5 1 QUAD 70 808 824 857 858 825 5 1 QUAD 70 809 825 858 859 826 5 1 QUAD 70 810 826 859 860 827 5 1 QUAD 70 Bil 827 860 861 828 5 1 QUAD 70 812 828 861 862 829 5 1 QUAD 70 813 829 862 863 830 3 1 QUAD 70 814 830 863 864 831 3 1 QUAD 70 815 832 838 839 833 4 5 QUAD 16 816 833 839 840 834 4 5 QUAD 16 817 834 840 841 835 4 5 QUAD 16 818 835 841 842 836 4 6 QUAD 16 819 836 842 843 837 4 8 QUAD 16 820 844 895 896 838 2 4 QUAD 118 821 838 896 897 839 4 5 QUAD 120 822 839 897 898 840 4 5 QUAD 120 823 840 898 899 841 .4 5 QUAD 120 824 841 899 900 842 4 6 QUAD 120 825 842 900 901 843 4 8 QUAD 120 826 869 894 895 844 2 4 QUAD 104 827 845 870 871 846 6' 1 QUAD 54 828 846 871 872 847 6 1 QUAD 54 829 847 872 873 848 6 1 QUAD 54 830 848 873 874 849 6 1 QUAD 54 831 849 874 875 850 6 1 QUAD 54 832 850 875 876 851 6 1 QUAD 54 833 851 876 877 852 6 1 QUAD 54 834 852 877 878 853 6 1 QUAD 54 835 853 878 879 854 5 1 QUAD 54 836 854 879 880 855 5 1 QUAD 54 837 855 880 881 856 5 1 QUAD 54 838 856 881 882 857 5 1 QUAD 54 839 857 882 883 858 5 1 QUAD 54 840 858 883 884 859 5 1 QUAD 54 841 859 884 885 860 5 1 QUAD 54: 842 860 885 886 861 5 1 QUAD 54 843 861 886 887 862 5 1 QUAD 54 844 862 887 888 863 3 1 QUAD 54 845 863 888 889 864. 3 1 QUAD 54 846 864 889. 890 865 2 2 QUAD 54 847 865 890 891 866 2 2 QUAD 54 848 866 891 892 867 2 3 QUAD 54 849 867 892 893 868 2 3 QUAD 54 850 868 893 894 869 2 3 QUAD 54 851 870 902 903 871 6 1 QUAD 68 852 871 903 904 872 6 1 QUAD 68 853 872 904 905 873 6 1 QUAD 68 854 873 905 906 874 6 1 QUAD 68 855 874 906 907 875 6 1 QUAD 68 856 875 907 908 876 6 1 QUAD 68 857 876 908 909 877 6 1 QUAD 68 858 .877 909 910 878 6 1 QUAD 68 859 878 910 911 879 5 1 QUAD 68 860 879 911 912 880 5 1 QUAD 68 861 880 912 913 881 5 1 QUAD 68 862 881 913 914 882 5 1 QUAD 68 863 882 914 915 883 5 1 QUAD 68 864 883 915 916 884 5 1 QUAD 68 Project: 13180 - APPENDIX A 11 of 37 6127105 I J K L M Incr T BW 865 884 916 917 885 5 1 QUAD 68 866 885 917 918 886 5 1 QUAD 68 867 886 918 919 887 5 1 QUAD 68 868 887 919 920 688 3 1 QUAD 68 869 888 920 921 889 3 1 QUAD 68 870 889 921 922 890 2 2 QUAD 68 871 890 922 923 891 2 2 QUAD 68 872 891 923 924 892 2 3 QUAD 68 873 892 924 925 893 2 3 QUAD 68 874 893 925 926 894 2 3 QUAD 68 875 894 926 927 895 2 4 QUAD 68 876 895 927 928 896 2 4 QUAD 68 877 896 928 929 897 4 5 QUAD 68 878 897 929 930 898 4 5 QUAD 68 879 898 930 931 899 4 5 QUAD 68 880 899 931 932 900 4 6 QUAD 68 881 900 932 933 901 4 8 QUAD 68 882 902 934 935 903 6 1 QUAD 68 883 903 935 936 904 6 1 QUAD 68 884 904 936 937 905 6 1 QUAD 68 885 905 937 938 906 6 1 QUAD 68 886 906 938 939 907 6 1 QUAD 68 887 907 939 940 908 6 1 QUAD 68 888 908 940 941 909 6 1 QUAD 68 889 909 941 942 910 6 1 QUAD 68. 890 910 942 943 911 5 1 QUAD 68 891 911 943 944 912 5 1 QUAD 68 892 912 944 945 913 5 1 QUAD 68 893 913 945 946 914 5 1 QUAD 68 894 914 946 947 915 5 1 QUAD 68 895 915 947 948 916 5 1 QUAD 68 896 916 948 949 917 5 1 QUAD 68 897 917 949 950 918 5 1 QUAD 68 898 918 950 951 919 5 1 QUAD 68 899 919 951 952 920 1 1 QUAD 68 900 920 952 953 921 1 1 QUAD 68 901 921 953 954 922 2 2 QUAD 68 902 922 954 955 923 2 2 QUAD 68 903 923 955 956 924 2 3 QUAD 68 904 924 956 957 925 2 3 QUAD 68 905 925 957 958 926 2 3 QUAD 68 906 926 958 959 927 2 4 QUAD 68 907 927 959 960 928 2 4 QUAD 68 908 928 960 961 929 4 5 QUAD 68 909 929 961 962 930 4 5 QUAD 68 910 930 962 963 931 4 5 QUAD 68 911 931 963 964 932 4 6 QUAD 68 912 932 964 965 933 4 8 QUAD 68 913 934 966 967 935 6 1 QUAD 68 914 935 967 968 936 6 1 QUAD 68 915 936 968 969 937 6 1 QUAD 68 916 937 969 970 938 6 1 QUAD 68 917 938 970 971 939 6 1 QUAD 68 918 939 971 972 940 6 1 QUAD. 68 919 940 972 973 941 6 1 QUAD 68 920 941 973 974 942 6 1 QUAD 68 921 942 974 975 943 5 1 QUAD 68 922 943 975 976 944 5 1 QUAD 68 923 944 976 977 945 5 1 QUAD 68 924 945 977 978 946 5 1 QUAD 68 925 946 978 979 947 5 1 QUAD 68 926 947 979 980 948 5 1 QUAD 68 927 948 980 981 949 5 1 QUAD 68 926 949 981 982 950 5 1 QUAD 68 929 950 982 983 951 5 1 QUAD 68 930 951 983 984 952 1 1 QUAD 68 931 952 984 985 953 1 1 QUAD 68 932 953 985 986 954 2 2 QUAD 68 933 954 986 987 955 2 2 QUAD 68 934 955 987 988 956 2 3 QUAD 68 Project: 13180 - APPENDIX A 11 of 37 6127105 1�1 • 0 Part A: INPUT DATUM - ELEMENT DEFINITION ---Sl I J K L M Incr T BW 935 956 988 989 957 2 3 QUAD 68 936 957 989 990 958 2 3 QUAD 68 937 958 990 991 959 2 4 QUAD 68 938 959 991 992 960 2 4 QUAD 68 939 960 992 993 961 4 5 QUAD 68 940 961 993 994 962 4 5 QUAD 68 941 962 994 995 963 4 5 QUAD 68 942 963 995 996 964 4 6 QUAD 68 943 964 996 997 965 4 8 QUAD 68 944 966 998 999 967 6 1 QUAD 68 945 967 999 1000 968 6 1 QUAD 68 946 .968 1040 1000 1001 969 6 1 QUAD 68 947 969 1001 1002 970 6 1 QUAD 68 948 970 1002 1003 971 6 1 QUAD 68 949 971 1003 1004 972 6 1 QUAD 68 950 972 1004 1005 973 6 1 QUAD 68 951 973 1005 1006 '974 1046 6 1 QUAD 68 952 974 1006 1007 975 5 1 QUAD 68 953 975 1007 1008 976 5 1 QUAD 68 954 976 1008 1009 977 5 1 QUAD 68 955 977 1009 1010 978 5 1 QUAD 68 956 978 1010 1011 979 5 1 QUAD 68 957 979 1011 1012 980 5 1 QUAD 68 958 980 1012 1013 981 5 1 QUAD 68 959 981 1013 1014 982 5 1 QUAD 68 960 982 1014 1015 983 5 1 QUAD 68 961 983 1015 1016 984 1 1 QUAD 68 962 984 1016 1017 985 1 1 QUAD 68 963 985 1017 1018 986 1 1 QUAD 68 964 986 1018 1019 987 2 2 QUAD 68 965 987 1019 1020 988 2 3 QUAD 68 966 988 1020 1021 989 2 3 QUAD 68 967 989 1021 1022 990 2 3 QUAD 68 968 990 1022 1023 991 2 4 QUAD 68 969 991 1023 1024 992 2 4 QUAD 68 970 992 1024 1025 993 4 5 QUAD 68 971 993 1025 1026 994 4 5 QUAD 68 972 994 1026 1027 995 4 5 QUAD 68 973 995 1027 1028 996 4 6 QUAD 68 974 996 1028 1029 997 4 8 QUAD 68 975 998 1030 1031 999 6 1 QUAD 68 976 999 1031 1032 1000 6 1 QUAD 68 977 1000 1032 1033 1001 6 1 QUAD 68 978, 1001 1033 1034 1002 6 1 QUAD 68 979 1002 1034 1035 1003 6 1 QUAD 68 980 1003 1035 1036 1004 6 1 QUAD 68 981 1004 1036 1037 1005 6 1 QUAD 68 982 1005 1037 1038 1006 6 1 QUAD 68 983 1006 1038 1039 1007 5 1 QUAD 68 984 1007 1039 1040 1008 5 1 QUAD 68 985 1008 1040 1041 1009 5 1 QUAD 68 986 1009 1041 1042 1010 5 1 QUAD .68 987 1010 1042 1043 1011 5 1 QUAD 68 988 1011 1043 1044 1012 5 1 QUAD 68 989 1012 1044 1045 1013 5 1 QUAD 68 990 1013 1045 1046 1014 5 1 QUAD 68 991 1014 1046 1047 1015 5 1 QUAD 68 992 1015 1047 1048 1016 1 1 QUAD 68 993 1016 1048 1049 1017 1 1 QUAD 68 994 1017 1049 1050 1018 1 1 QUAD 68 995 1018 1050 1051 1019 1 1 QUAD 68 996 1019 1051 1052 '1020 2 3 QUAD 68 997 1020 1052 1053 1021 2 3 QUAD 68 998 1021 1053 1054 1022 2 3 QUAD 68 999 1022 1054 1055 1023 2 4 QUAD 68 1000 1023 1055 1056 1029 2 4 QUAD 68 1001 1024 1056 1057 1025 4 5 QUAD 68 1002 1025 1057 1131 1026 4 5 QUAD 68 1003 1026 1058 11058 1059 1027 4 5 QUAD 68 1004 1027 1059 1060 1028 4 6 QUAD 68 Project: 13180 - APPENDIX A 12 of 37 6127105 I J K L M Incr T BW 1005 1028 1060 1061 1029 4 8 QUAD 68 1006 1030 1062 1063 1031 6 1 QUAD 68 1007 1031 1063 1064 1032 6 1 QUAD 68 1008 1032 1064 1065 1033 6 1 QUAD 68 1009 1033 1065 1066 1034 6 1 QUAD 68 1010 1034 1066 1067 1035 6 1 QUAD .68 1011 1035 1067 1068 1036 6 1 QUAD 68 1012 1036 1068 1069 1037 6 1 QUAD 68 1013 1037 1069 1070 1038 6 1 QUAD 68 1014 1038 1070 1071 1039 5 1 QUAD 68 1015 1039 1071 1072 1040 5 1 QUAD 68 1016 1040 1072 1073 1041 5 1 QUAD 68 1017 1041 1073 1074 1042 5 1 QUAD 68 1018 1042 1074 1075 1043 5 1 QUAD 68 1019 1043 1075 1076 1044 5 1 QUAD 68 1020 1044 1076 1077 1045 5 1 QUAD 68 1021 1045 1077 1078 1046 5 1 QUAD 68 1022 1096 1078 1079 1047 5 1 QUAD 68 1023 1047 1079 1080 1048 1 1 QUAD 68 1024 1048 1080 1081 1049 1 1 QUAD 68 1025 1049 1081 1082 1050 1 1 QUAD 68 1026 1050 1082 1083 1051 1 1 QUAD 68 1027 1051 1083 1084 1052 1 1 QUAD 68 1028 1052 1084 1085 1053 1 1 QUAD 68 1029 1053 1085 1086 1054 2 3 QUAD 68 1030 1054 1086 1087 1055 2 4 QUAD 68 1031 1055 1087 1088 1056 2 4 QUAD 68 1032 1056 1088 1089 1057 4 5 QUAD 68 1033 1057 1089 1090 1058 4 5 QUAD 68 1034 1058 1090 1091 1059 4 5 QUAD 68 1035 1059 1091 1092 1060 4 6 QUAD 68 1036 1060 1092 1093 1061 4 8 QUAD 68 1037 1062 1094 1095 1063 6 1 QUAD 68 1038 1063 1095 1096 1064 6 1 QUAD 68 1039 1064 1096 1097 1065 6 1 QUAD 68 1040 1065 1097 1098 1066 6 1 QUAD 68 1041 1066 1098 1099 1067 6 1 QUAD 68 1042 1067 1099 1100 1068 6 1 QUAD 68 1043 1068 1100 1101 1069 6 1 QUAD 68 1044 1069 1101 1102 1070 6 1 QUAD 68 1045 1070 1102 1103 1071 5 1 QUAD 68 1046 1071 1103 1104 1072 5 1 QUAD 68 1047 1072 1104 1105 1073 5 1 QUAD 68 1048 1073 1105 1106 1074 5 1 QUAD 68 1049 1074 1106 1107 1075 5 1 QUAD 68 1050 1075 1107 1108 1076 5 1 QUAD 68 1051 1076 1108 1109 1077 5 1 QUAD 68 1052 1077 1109 1110 1078 5 1 QUAD 68 1053 1078 1110 1111 1079 5 1 QUAD 68 1054 1079 1111 1112 1080 1 1 QUAD 68 1055 1080 1112 1113 1081 1 1 QUAD 68 1056 1081 1113 1114 1082 1 1 QUAD 68 1057 1082 1114 1115 1083 1 1 QUAD 68 1058 1083 1115 1116 1084 1 1 QUAD 68 1059 1084 1116 1117 1085 1 1 QUAD 68 1060 1085 1117 1118 1086 1 1 QUAD 68 1061 1086 1118 1119 1087 2 4 QUAD 68 1062 1087 1119 1120 1088 2 4 QUAD 68 1063 1088 1120 1121 1089 4 5 QUAD 68 1064 1089 1121 1122 1090 4 5 QUAD 68 1065 1090 1122 1123 1091 4 5 QUAD 68 1066 1091 1123 1124 1092 4 6 QUAD 68 1067 1092 1124 1125 1093 4 8 QUAD 68 1068 1094 1126 1127 1095 6 1 QUAD 68 1069 1095 1127 1128 1096 6 1 QUAD 68 1070 1096 1128 1129 1097 6 1 QUAD 68 1071 1097 1129 1130 1098 6 1 QUAD 68 1072 1098 1130 1131 1099 6 1 QUAD 68 1073 1099 1131 1132 1100 6 1 QUAD 68 1074 1100 1132 1133 1101 6 1 QUAD 68 Project: 13180 - APPENDIX A 12 of 37 6127105 J • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 13 of 37 6127105 I J K L M Incr T BW 1075 1101 1133 1134 1102 6 1 QUAD 68 1076 1102 1134 1135 1103 5 1 QUAD 68 1077 1103 1135 1136 1104 5 1 QUAD 68 1078 1104 1136 1137 1105 5 1 QUAD 68 1079 1105 1137 1138 1106 5 1 QUAD 68 1080 1106 1138 1139 1107 5 1 QUAD 68 1081 1107 1139 1140 1108 5 1 QUAD 68 1082 1108 1140 1141 1109 5 1 QUAD 68 1083 1109 1141 1142 1110 5 1 QUAD 68 1084 1110 1142 1143 1111 5 1 QUAD 68 1085 1111 1143 1144 1112 1 1 QUAD 68 1086 1112 1144 1145 1113 1 1 QUAD 68 1087 1113 1145 1146 1114 1 1 QUAD 68 1088 1114 1146 1147 1115 1 1 QUAD 68 1089 1115 1147 1148 1116 1 1 QUAD 68 1090 1116 1148 1149 1117 1 1 QUAD 68 1091 1117 1149 1150 1118 1 1 QUAD 68 1092 1118 1150 1151 1119 1 1 QUAD 68 1093 1119 1151 1152 1120 1 1 QUAD 68 1094 1120 1152 1153 1121 4 5 QUAD 68 1095 1121 1153 1154 1122 4 5 QUAD 68 1096 1122 1154 1155 1123 4 5 QUAD 68 1097 1123 1155 1156 1124 4 6 QUAD 68 1098 1124 1156 1157 1125 4 8 QUAD 68 1099 1126 1158 1159 1127 6 1 QUAD 68 1100 1127 1159 1160 1128 6 1 QUAD 68 1101 1128 1160 1161 1129 6 1 QUAD 68 1102 1129 1161 1162 1130 6 1 QUAD 68 1103 1130 1162 1163 1131 6 1 QUAD 68 1104 1131 1163 1164 1132 6 1 QUAD 68 1105 1132 1164 1165 1133 6 1 QUAD 68 1106 1133 1165 1166 1134 6 1 QUAD 68 1107 1134 1166 1167 1135 5 1 QUAD 68 1108 1135 1167 1168 1136 5 1 QUAD 68 1109 1136 1168 1169 1137 5 1 QUAD 68 1110 1137 1169 1170 1138 5 1 QUAD 68 1111 1138 1170 1171 1139 5 1 QUAD 68 1112 1139 1171 1172 1140 5 1 QUAD 68 1113 1140 1172 1173 1141 5 1 QUAD 68 1114 1141 1173 1174 1142 5 1 QUAD 68 1115 1142 1174 1175 1143 5 1 QUAD 68 1116 1143 1175 1176 1144 1 1 QUAD 68 1117 1144 1176 1177 1145 1 1 QUAD 68 1118 1145 1177 1178 1146 1 1 QUAD 68 1119 1146 1178 1179 1147 1 1 QUAD 68 1120 1147 1179 1180 1148 1 1 QUAD 68 1121 1148 1180 1181 1149 1 1 QUAD 68 1122 1149 1181 1182 1150 1 1 QUAD 68 1123 1150 1182 1183 1151 1 1 QUAD 68 1124 1151 1183 1184 1152 1 1 QUAD 68 1125 1152 1184 1185 1153 1 1 QUAD 68 1126 1153 1185 1186 1154 1 1 QUAD 68 1127 1154 1186 1187 1155 4 5 QUAD 68 1128 1155 1187 1188 1156 4 6 QUAD 68 1129 1156 1188 1189 1157 4 8 QUAD 68 1130 1158 1190 1191 1159 6 1 QUAD 68 1131 1159 1191 1192 1160 6 1 QUAD 68 1132 1160 1192 1193 1161 6 1 QUAD 68 1133 1161 1193 1194 1162 6 1 QUAD 68 1134 1162 1194 1195 1163 6 1 QUAD 68 1135 1163 1195 1196 1164 6 1 QUAD 68 1136 1164 1196 1197 1165 6 1 QUAD 68 1137 1165 1197 1198 1166 6 1 QUAD 68 1138 1166 1198 1199 1167 5 1 QUAD 68 1139 1167 1199 1200 1168 5 1 QUAD 68 1140 1168 1200 1201 1169 5 1 QUAD 68 1141 1169 1201 1202 1170 5 1 QUAD 68 1142 1170 1202 1203 1171 5 1 QUAD 68 1143 1171 1203 1204 1172 5 1 QUAD 68 1144 1172 1204 1205 1173 5 1 QUAD 68 . Project: 13180 - APPENDIX A 13 of 37 6127105 I J K L M Incr T BW 1145 1173 1205 1206 . 1174 5 1 QUAD 68 1146 1174 1206 1207 1175 5 1 QUAD 68 1147 1175 1207 1208 1176 1 1 QUAD 66 1148 1176 1208 1209 1177 1 1 QUAD 68 1149 1177 1209 1210 1178 1 1 QUAD 68 1150 1178 1210 1211 1179 1 1 QUAD 68 1151 1179 1211 1212 1180 1 1 QUAD 68 1152 1180 1212 1213 1181 1 1 QUAD 68 1153 1181 1213 1214 1182 1 1 QUAD 68 1154 1182 1214 1215 1183 1 1 QUAD 68 1155 1183 1215 1216 1184 1 1 QUAD 68 1156 1184 1216 1217 1185 1 1 QUAD 68 1157 1185 1217 1218 1186 1 1 QUAD 68 1158 1186 1218 1219 1187 1 1 QUAD 68 1159 1187 1219 1220 1188 4 6 QUAD 68 1160 1188 1220 1221 1189 4 8 QUAD 68 1161 1190 1222 1223 1191 6 1 QUAD 68 1162 1191 1223 1224 1192 6 1 QUAD 68 1163 1192 1224 1225 1193 6 1 QUAD 68 1164 1193 1225 1226 1194 6 1 QUAD 68 1165 1194 1226 1227 1195 6 1 QUAD 68 1166 1195 1227 1228 1196 6 1 QUAD 68 1167 1196 1228 1229 1197 6 1 QUAD 68 1168 1197 1229 1230 1198 6 1 QUAD 68 1169 1198 1230 1231 1199 5 1 QUAD 68 1170 1199 1231 1232 1200 5 1 QUAD 68 1171 1200 1232 1233 1201 5 1 QUAD 68 1172 1201 1233 1234 1202 5 1 QUAD 68 1173 1202 1234 1235 1203 5 1 QUAD 68 1174 1203 1235 1236 1204 5 1 QUAD 68 1175 1204 1236 1237 1205 5 1 QUAD 68 1176 1205 1237 1238 1206 5 1 QUAD 68 1177 1206 1238 1239 1207 5 1 QUAD 68 1178 1207 1239 1240 1208 1 1 QUAD 68 1179 1208 1240 1241 1209 1 1 QUAD 68 1180 1209 1241 1242 1210 1 1 QUAD 68 1181 1210 1242 1243 1211 1 1 QUAD 68 1182 1211 1243 1244 1212 1 1 QUAD 68 1183 1212 1244 1245 1213 1 1 QUAD 68 1184 1213 1245 1246 1214 1 1 QUAD 68 1185 1214 1246 1247 1215 1 1 QUAD 68 1186 1215 1247 1248 1216 1 1 QUAD 68 1187 1216 1248 1249 1217 1 1 QUAD 68 1188 1217 1249 1250. 1218 1 1 QUAD 68 1189 1218 1250 1251 1219 1 1 QUAD 68 1190 1219 1251 1252 1220 4 6 QUAD 68 1191 1220 1252 1253 1221 4 8 .QUAD 68 1192 1222 1254 1255 1223 6 1 QUAD 68 1193 1223 1255 1256 1224 6 1 QUAD 68 1194 1224 1256 1257 1225 6 1 QUAD 68 1195 1225 1257 1258 1226 6 1 QUAD 68 1196 1226 1258 1259. 1227 6 1 QUAD 68 1197 1227 1259 1260 1228 6 1 QUAD 68 1198 1228 1260 1261 1229 6 1 QUAD 68 1199 1229 1261 1262 1230 6 1 QUAD 68 1200 1230 1262 1263 1231 5 1 QUAD 68 1201 1231 1263 1264 1232 5 1 QUAD 68 1202 1232 1264 1265 1233 5 1 QUAD 68 1203 1233 1265 1266 1234 5 1 QUAD 68 1204 1234 1266 1267 1235 5 1 QUAD 68 1205 1235 1267 1268 1236 5 1 QUAD 68 1206 1236 1268 1269 1237 5 1 QUAD 68 1207 1237 1269 1270 1238 5 1 QUAD 68 1208 1238 1270 1271 1239 5 1 QUAD 68 1209 1239 1271 1272 1240 1 1 QUAD 68 1210 1240 1272 1273 1241 1 1 QUAD 68 1211 1241 1273 1274 1242 1 1 QUAD 68 1212 1242 1274 1275 1243 1 1 QUAD 68 1213 1243 1275 1276 1244 1 1 QUAD 68 1214 1244 1276 1277 1245 1 1 QUAD 68 Project: 13180 - APPENDIX A 13 of 37 6127105 • • • Part A: INPUT DATUM - ELEMENT DEFINITION Project: 13180 - APPENDIX A 14 of 37 6127105 I J K L M Incr T BW 1215 1245 1277 1278 1246 1 1 QUAD 68 1216 1246 1278 1279 1247 1 1 QUAD 68 1217 1247 1279 1280 1248 1 1 QUAD 68 1218 1248 1280 1281 1249 1 1 QUAD 68 1219 1249 1281 1282 1250 1 1 QUAD 68 1220 1250 1282 1283 1251 1 1 QUAD 68 1221 1251 1283 1284 1.252 4 6 QUAD 68 1222 1252 1284 1285 1253 4 8 QUAD 68 1223 1254 1286 1287 1255 6 1 QUAD 68 1224 1255 1287 1288 1256 6 1 QUAD 68 1225 1256 1288 1289 1257 6 1 QUAD 68 1226 1257 1289 1290 1258 6 1 QUAD 68 1227 1258 1290 1291 1259 6 1 QUAD 68 1228 1259 1291 1292 1260 6 1 QUAD 68 1229 1260 1292 1293 1261 6 1 QUAD 68 1230 1261 1293 1294 1262 6 1 QUAD 68 1231 1262 1294 1295 1263 5 1 QUAD 68 1232 1263 1295 1296 1264 5 1 QUAD 68 1233 1264 1296 1297 1265 5 1 QUAD 68 1234 1265 1297 1298 1266 5 1 QUAD 68 1235 1266 1298 1299 1267 5 1 QUAD 68 1236 1267 1299 1300 1268 5 1 QUAD 68 1237 1268 1300 1301 1269 5 1 QUAD 68 1238 1269 1301 1302 1270 5 1 QUAD 68 1239 1270 1302 1303 1271 5 1 QUAD 68 1240 1271 1303 1304 1272 1 1 QUAD 68 1241 1272 1304 1305 1273 1 1 QUAD 68 1242 1273 1305 1306 1274 1 1 QUAD 68 1243 1274 1306 1307 1275 1 1 QUAD 68 1244 1275 1307 1308 1276 1 1 QUAD 68 1245 1276 1308 1309 1277 1 1 QUAD 68 1246 1277 1309 1310 1278 1 1 QUAD 68 1247 1278 1310 1311 1279 1 1 QUAD 68 1248 1279 1311 1312 1280 1 1 QUAD 68 1249 1280 1312 1313 1281 1 1 QUAD 68 1250 1281 1313 1314 1282 1 1 QUAD 68 1251 1282 1314 1315 1283 1 1 QUAD 68 1252 1283 1315 1316 1284 4 6 QUAD 68 1253 1284 1316 1317 1285 4 8 QUAD 68 1254 1286 1318 1319 1287 6 1 QUAD 68 1255 1287 1319 1320 1288 6 1 QUAD 68 1256 1288 1320 1321 1289 6 1 QUAD 68 1257 1289 1321 1322 1290 6 1 QUAD 68 1258 1290 1322 1323 1291 6 1 QUAD 68 1259 1291 1323 1324 1292 6 1 QUAD 68 1260 1292 1324 1325 1293 6 1 QUAD 68 1261 1293 1325 1326 1294 6 1 QUAD. 68 1262 1294 1326 1327 1295 5 1 QUAD 68 1263 1295 1327 1328 1296 5 1 QUAD 68 1264 1296 1328 1329 1297 5 1 QUAD 68 1265 1297 1329 1330 1298 5 1 QUAD 68 1266 1298 1330 1331 1299 5 1 QUAD 68 . 1267 1299 1331 1332 1300 5 1 QUAD 68 1268 1300 1332 1333 1301 5 1 QUAD 68 1269 1301 1333 1334 1302 5 1 QUAD 68 1270 1302 1334 1335 1303 5 1 QUAD 68 1271 1303 1335 1336 1304 1 1 QUAD 68 1272 1304 1336 1337 1305 1 1 QUAD 68 1273 1305 1337 1338 1306 1 1 QUAD 68 1274 1306 1338 1339 1307 1 1 QUAD 68 1275 1307 1339 1340 1308 1 1 QUAD 68 1276 1308 1340 1341 1309 1 1 QUAD 68 1277 1309 1341 1342 1310 1 1 QUAD 68 1278 1310 1342 1343 1311 1 1 QUAD 68 1279 1311 1343 1344 1312 1 1 QUAD 68 1280 1312 1344 1345 1313 1 1 QUAD 68 1281 1313 1345 1346 1314 1 1 QUAD 68 1282 1314 1346 1347 1315 1 1 QUAD 68 1283 1315 1347 1348 1316 4 6 QUAD 68 1284 1316 1348 1349 1317 9 8 QUAD 68 Project: 13180 - APPENDIX A 14 of 37 6127105 I J K L M Incr T BW 1285 1318 1350 1351 1319 6 1 QUAD 168 68 1286 1319 1351 1352 1320 6 1 QUAD 1287 1320 1352 1353 1321 6 1 QUAD 68 1288 1321 1353 1354 1322 6 1 QUAD 68 1289 1322 1354 1355 1323 6 1 QUAD 68 1290 1323 1355 1356 1324 6 1 QUAD 68 1291 1324 1356 1357 1325 6 1 QUAD 68 1292 1325 1357 1358 1326 6 1 QUAD 68 1293 1326 1358 1359 1327 5 1 QUAD 68 1294 1327 1359 1360 1328 5 1 QUAD 68 1295 1328 1360 1361 1329 5 1 QUAD 68 1296 1329 1361 1362 1330 5 1 QUAD 68 1297 1330 1362 1363 1331 5 1 QUAD 68 1298 1331 1363 1364 1332 5 1 QUAD 68 1299 1332 1364 1365 1333 5 1 QUAD 68 1300 1333 1365 1366 1334 5 1 QUAD 68 1301 1334 1366 1367 1335 5 1 QUAD 68 1302 1335 1367 1368 1336 1 1 QUAD 68 . 1303 1336 1368 1369 1337 1 1 QUAD 68 1304 1337 1369 1370 1338 1 1 QUAD 68 1305 1338 1370 1371 1339 1 1 QUAD 68 1306 1339 1371 1372 1340 1 1 QUAD 68 1307 1340 1372 1373 1341 1 1 QUAD 68 1308 1341 1373 1374 1342 1 1 QUAD 68 1309 1342. 1374 1375 1343 1 1 QUAD 68 1310 1343 1375 1376 1344 1 1 QUAD 68 1311 1344 1376 1377 1345 1 1 QUAD 68 1312 1345 1377 1378 1346 1 1 QUAD 68 1313 1346. 1378 1379 1347 1 1 QUAD 68 1314 1347 1379' 1380 1348 4 6 QUAD 68 1315 1348 1380 1381 1349 4 8 QUAD 68 1316 1350 1382 1383 1351 6 1 QUAD 68 1317 1351 1383 1384 1352 6 1 QUAD 68 1318 1352 1384 1385 1353 6 1 QUAD 68 1319 1353 1385 1386 1354 6 1 QUAD 68 1320 1354 1386 1387 1355 6 1 QUAD 68 1321 1355 1387 1388 1356 6 1 QUAD 68 1322 1356 1388 1389 1357 6 1 QUAD 68 1323 1357 1389 1390 1358 6 1 QUAD 68 1324 1358 1390 1391 1359 5 1 QUAD 68 1325 1359 1391 1392 1360 5 1 QUAD 68 1326 1360 1392 1393 1361 5 1 QUAD 68 1327 1361 1393 1394 1362 5 1 QUAD 68 1328 1362 1394 1395 1363 5 1 QUAD 68 1329 1363 1395 1396 1364 5 1 QUAD 68 1330 1364 1396 1397 1365 5 1 QUAD 68 1331 1365 1397 1398 1366 5 1 QUAD 68 1332 1366 1398 1399 1367 5 1 QUAD 68 1333 1367 1399 1400 1368 1 1 QUAD 68 1334 1368 1400 1401' 1369 1 1 QUAD 68 1335 1369 1401 1402 1370 1 1' QUAD 68 1336 1370 1402 1403 1371 1 1 QUAD 68 1337 1371 1403 1404 1372 1 1 QUAD 68 1338 1372 1404 1405 1373 1 1 QUAD 68 1339 1373 1405 1406 1374 1 1 QUAD 68 1340 1374 1406 1407 1375 1 1 QUAD 68 1341 1375 1407 1408 1376 1 1 QUAD 68 1342 1376 1408 1409 1377 1 1 QUAD 68 1343 1377 1409 1410 1378 1 1 QUAD 68 1344 1378 1410 1411 1379 1 1 QUAD. 68 1345 1379 1411 1412 1380 4 6 QUAD 68 1346 1380 1412 1413 1381 9 8 QUAD 68 Project: 13180 - APPENDIX A 14 of 37 6127105 • A1.4 NODAL COORDINATES • Part A: INPUT DATUM -NODAL COORDINATES X, Y = X and Y coordinates of node N (in) Project. 13180 - APPENDIX A 15 of 37 6127105 X Y 1 -430.0 -414.9 2 -430.0 -396.9 3 -430.0 -378.9 4 -430.0 -360.9 5 -430.0 -342.9 6 -430.0 -324.9 7 -430.0 -306.9 8 -430.0 -288.9 9 -430.0 -270.9 10 -430.0 -252.9 11 -430.0 -234.9 12 -430.0 -216.9 13 -430.0 -198.9 14 -430.0 -180.9 15 -430.0 -162.9 16 -430.0 -144.9 17 -430.0 -126.9 18 -430.0 -108.9 19 -430.0 -93.88 20 -430.0 -81.88 21 -430.0 -65.5 22 -430.0 -49.12 23 -430.0 -32.74 24 -430.0 -16.36 25 -430.0 0.0 26 -430.0 14.19 27 -430.0 23.69 28 -430.0 29.69 29 -430.0 43.75 30 -430.0 54.12 31 -430.0 66.12 32 -430.0 90.12 33 -406.0 -414.9 34 -406.0 -396.9 35 -406.0 -378.9 36 -406.0 -360.9 37 -406.0 -342.9 38 -406.0 -324.9 39 -406.0 -306.9 40 -406.0 -288.9 41 -406.0 -270.9 42 -406.0 -252.9 43 -406.0 -234.9 44 -406.0 -216.9 45 -406.0 -198.9 46 -406.0 -180.9 47 -406.0 -162.9 48 -406.0 -144.9 49 -406.0 -126.9 50 -406.0 -108.9 51 -406.0 -93.88 52 -406.0 -81.88 53 -406.0 -65.5 54 -406.0 -49.12 55 -406.0 -32.74 56 -406.0 -16.36 57 - 406..0 0.0 58 -406.0 14.19 59 -406.0 23.69 60 -406.0 29.69 61 -406.0 43.75 62 -406.0 54.12 63 -406.0 66.12 64 -406.0 90.12 65 -382.0 -414.9 Project. 13180 - APPENDIX A 15 of 37 6127105 X Y 66 -382.0 -396.9 67 -382.0 -378.9 68 -382.0 -360.9 69 -382.0 -342.9 70 -382.0 -324.9 71 -382.0 -306.9 72 -382.0 -288.9 73 -382.0 -270.9 74 -382.0 -252.9 75 -382.0 -234.9 76 -382.0 -216.9 77 -382.0 -198.9 78 -382.0 -180.9 79 -382.0 -162.9 80 -382.0 -144.9 81 -382.0 -126.9 82 -382.0 -108.9 83 -382.0 -93.88 84 -382.0 -81.88 85 -382.0 -65.5' 86 -382.0 -49.12 87 -382.0 -32.74 88 -382.0 -16.36 89 -382.0 0.0 90 -382.0 14.19 91 -382.0 23.69 92 -382.0 29.69 93 -382.0 43.75 94 -382.0 54.12 95 -382.0 66.12 96 -382.0 90.12 97 -358.0 -414.9 98 -358.0 -396.9 99 -358.0 -378.9 100 -358.0 -360.9 101 -358.0 -342.9 102 -358.0 -324.9 103 -358.0 -306.9 104 -358.0 -288.9 105 -358.0 -270.9 106 -358.0 -252.9 107 -358.0 -234.9 108 -358.0 -216.9 109 -358.0 -198.9 110 -358.0 -180.9 111 -358.0 -162.9 112 -358.0 -144.9 113 -358.0 -126.9 114 -358.0 -108.9 115 -358.0 -93.88 116 -358.0 -81.88 117 -358.0 -65.5 118 -358.0 -49.12 119 -358.0 -32.74 120 -358.0 -16.36 121 -358.0 0.0 122 -358.0 14.19 123 -358.0 23.69 124 -358.0 29.69 125 -358.0 43.75 126 -358.0 54.12 127 -358.0 66.12 128 -358.0 90.12 129 -334.0 -414.9 130 -334.0 -396.9 Project. 13180 - APPENDIX A 15 of 37 6127105 X Y 131 -334.0 -378.9 132 -334.0 -360.9 133 -334.0 -342.9 134 -334.0 -324.9 135 -334.0 -306.9 136 -334.0 -288.9 137 -334.0 -270.9 138 -334.0 -252.9 139 -334.0 - 234'.9 140 -334.0 -216.9 141 -334.0 -198.9 142 -334.0 -180.9 143 -334.0 -162.9 144 -334.0 -144.9 145 -334.0 -126.9 146 -334.0 - 108.9 147 -334:0 -93.88 148 -334.0 -81.88 149 -334.0 -65.5 150 -334.0 -49.12 151 -334.0 -32.74 152 -334.0 -16.36 153 -334.0 0.0 154 -334.0 14.19 155 -334.0 23.69 156 -334.0 29.69 157 -334.0 43.75 158 -334.0 54.12 159 -334.0 66.12 160 -334.0 90.12 161 -310.0 -414.9 162 -310.0 -396.9 163 -310.0 -378.9 164 -310.0 -360.9 165 -310.0 -342.9 166 -310.0 -324.9 167 - 310.0 -306.9 168 -310.0 -288.9 169 -310.0 -270.9 170 -310.0 -252.9 171 -310.0 -234:9 172 -310.0 -216.9 173 -310.0 -198.9 174 -310.0 -180.9 175 -310.0 -162.9 176 -310.0 -144.9 177 -310.0 -126.9 178 -310.0 - 108.9 179 -310.0 -93.88 180 -310.0 -81.88 181 -310.0 -65.5 182 -310.0 -49.12 183 -310.0 -32.74 184 -310.0 -16.36 185 -310.0 0.0 186 -310.0 14.19 187 -310.0 23.69 188 -310.0 29.69 189 -310.0 43..75 190 -310.0 54.12 191 -310.0 66.12 192 -310.0 90.12 193 -286.0 -414.9 194 -286.0 =396.9 195 -286.0 -378.9 Project. 13180 - APPENDIX A 15 of 37 6127105 X Y 196 -286.0 -360.9 197 -286.0 -342.9 198 -286.0 -324.9 199 -286.0 -306.9 200 -286.0 -288.9 201 -286.0 -270.9 202 -286.0 -252.9 203 -286.0 -234.9 204 -286.0 -216.9 205 -286.0 -198.9 206 -286.0 -180.9 207 - 286.0 -162.9 208 -286.0 -144.9 209 -286.0 -126.9 210 -286.0 -108.9 211 -286.0 -93.88 212 -286.0 -81.88 213 -286.0 -65.5 214 -286.0 -49.12 215 -286.0 -32.74 216 -286.0 -16.36 217 -286.0 0.0 218 -286.0 14.19 219 - 286.0 23.69 220 -286.0 29.69 221 -286.0 43.75 222 -266.0 54.12 223 -286.0 66.12 224 -286.0 90.12 225 -262.0 -414.9 226 -262.0 -396.9 227 -262.0 -378.9 228 -262.0 -360.9 229 -262.0 -342.9 230 -262.0 -324.9 231 -262.0 -306.9 232 -262.0 -288.9 233 -262.0 -270.9 234 -262.0 -252.9 235 -262.0 -234.9 236 -262.0 -216.9 237 -262.0 -198.9 238 -262.0 -180.9 239 -262.0 7162.9 240 -262.0 -144.9 241 -262.0 -126.9 242 -262.0 -108.9 243 -262.0 -93.88 244 -262.0 -81.88 245 -262.0 -65.5 246 -262.0 -49.12 247 -262.0 -32.74 248 -262.0 -16.36 249 -262.0 0.0 250 -262.0 14.19 251 =262.0 23.69 252 -262.0 29.69 253 -262.0 43.75 254 -262.0 54.12 255 -262.0 66.12 256 -262.0 90.12 257 -238.0 -414.9 258 -238.0 -396.9 259 -238.0 -378.9 260 -238.0 -360.9 Project. 13180 - APPENDIX A 15 of 37 6127105 • • • Part A: INPUT DATUM -NODAL COORDINATES X Y 261 -238.0 -342.9 262 -238.0 324.9 263 -238.0 -306.9 264 -238.0 -288.9 265 -238.0 -270.9 266 -238.0 -252.9 267 -238.0 -234.9 268 -238.0 -216.9 269 -238.0 -198.9 270 -238.0 -180.9 271 -238.0 -162.9 272 -238.0 -144.9 273 -238.0 -126.9 274 -238.0 -108.9 275 -238.0 - 93..88 276 -238.0 -81.88 277 -238.0 -65.5 278 -238.0 -49.12 279 -238.0 -32.74 280. -238.0 -16.36 281 -238.0 0.0 282 -238.0 14.19 283 -238.0 23.69 284 -238.0 29.69 285 -238.0 43.75 286 -238.0 54.12 287 -238.0 66.12 288 -238.0 90.12 289 -214.0 414.9 290 -214.0 -396.9 291 -214.0 -378.9 292 -214.0 --360.9 293 -214.0 - -342.9 294 -214.0 -324.9 295 -214.0 -306.9 296 - 214.0 -288.9 297 -214.0 -270.9 298 -214.0 -252.9 299 -214.0 -234.9 300 -214.0 -216.9 301 -214.0 -198.9 302 -214.0 -180.9 303 -214.0 -162.9 304 -214.0 -144.9 305 -214.0 -126.9 306 -214.0 -108.9 307 -214.0 -93.88 308 -214.0 -81.88 309 -214.0 -65.5 310 -214.0 -49.12 311 -214.0 -32.74 312 -214.0 -16.36 313 -214.0 0.0 314 -214.0 14.19 315 -214.0 23.69 316 -214.0 29.69 317 -214.0 43.75 318 -214.0 54.12 319 -214.0 66.12 320 -214.0 90.12 321 -190.0 -414.9 322 -190.0 -396.9 323 -190.0 -378.9 324 -190.0 360.9 325 -190.0 -342.9 326 -190.0 -324.9 327 -190.0 -306.9 328 -190.0 -288.9 329 -190.0 -270.9 330 -190.0 -252.9 Part A: INPUT DATUM -NODAL COORDINATES Project: 13180 - APPENDIX A 16 of 37 6127105 X Y 331 -190.0 -234.9 332 -190.0 -216.9 333 -190.0 -198.9 334 -190.0 -180.9 335 -190.0 -162.9 336 -190.0 -144.9 337 -190.0 -126.9 338 -190.0 -108.9 339 -190.0 -93.88 340 -190.0 -81.88 341 -190.0 -65.5 342 -190.0 -49.12 343 -190.0 -32.74 344 -190.0 -16.36 345 -190.0 0.0 346 -190.0 14.19 347 -190.0 23.69 348 -190.0 29.69 349 -190.0 43.75 350 -190.0 54.12 351 -190.0 66.12 352 -190.0 90.12 353 -166.0 -414.9 354 -166.0 -396.9 355 -166.0 -378.9 356 -166.0 -360.9 357 -166.0 -342.9 358 -166.0 -324.9 359 -166.0 -306.9 360 -166.0 -288.9 361 -166.0 -270.9 362 -166.0 -252.9 363 -166.0 -234.9 364 -166.0 -216.9 365 -166.0 -198.9 366 -166.0 -180.9 367 -166.0 -162.9 368 -166.0 -144.9 369 -166.0 -126.9 370 -166.0 -108.9 371 -166.0 -93.88 372 -166.0 -81.88 373 -166.0 -65.5 374 -166.0 -49.12 375 -166.0 -32.74 376 -166.0 -16.36 '377 -166.0 0.0 378 -166.0 14.19 379 -166.0 23.69 380 -166.0 29.69 381 -166.0 43.75 382 -166.0 54.12 383 -166.0 66.12 384 -166.0 90.12 385 -148.0 -414.9 386 -148.0 -396.9 387 -148.0 -378.9 388 -148.0 -360.9 389 -148.0 -342.9 390 -148.0 -324.9 391 -148.0 -306.9 392 -148.0 -288.9 393 -148.0 -270.9 394 -148.0 -252.9 395 -148.0 -234.9 396 -148.0 -216.9 397 -148.0 -198.9 398 -148.0 -180.9 399 -148.0 -162.9 400 -148.0 -144.9 Project: 13180 - APPENDIX A 16 of 37 6127105 X Y 401 -148.0 -126.9 402 -148.0 -108.9 403 -148.0 -93.88 404. -148.0 -81.88 405 -148.0 -65.5 406 -148.0 -49.12 407 -148.0 -32.74 408 -148.0 -16.36 409 -148.0 0.0 410 -148.0 14.19 411 -148.0 23.69 412 -148.0 29.69 413 -148.0 43.75 414 -148.0 54.12 415 -148.0 66.12 416 -148.0 90.12 417 -130.0 -414.9 418 -130.0 -396.9 419 -130.0 -378.9 420 -130.0 -360.9 421 -130.0 -342.9 422 -130.0 -324.9 423 -130.0 -306.9 424 -130.0 -288.9 425 -130.0 -270.9 426 -130.0 -252.9 427 -130.0 -234.9 428 -130.0 -216.9 429 -130.0 -198.9 430 -130.0 -180.9 431 -130.0 -162.9 432 -130.0 -144.9 433 -130.0 -126.9 434 -130.0 -108.9 435 -130.0 -93.88 436 -130.0 -81.88 437 -130.0 -65.5 438 -130.0 -49.12 439 -130.0 -32.74 440 -130.0 -16.36 441 -130.0 0.0 442 -130.0 14.19 443 -130.0 23.69 444 -130.0 29.69 445 -130.0 43.75 446 -130.0 54.12 447 -130.0 66.12 448 -130.0 90.12 449 -115.0 -414.9 450 -115.0 -396.9 451 -115.0 -378.9 452 -115.0 -360.9 453 -115.0 -342.9 454 -115.0 -324.9 455 -115.0 -306.9 456 -115.0 -288.9 457 -115.0 -270.9 458 -115.0 -252.9 459 -115.0 -234.9 460 -115.0 -216.9 461 -115.0 -198.9 462 -115.0 -180.9 463 -115.0 -162.9 464 -115.0 -144.9 465 -115.0 -126.9 466 -115.0 -108.9 467 -115.0 -93.88 468 -115.0 -81.88 469 -115.0 -65.5 470 -115.0 -49.12 Project: 13180 - APPENDIX A 16 of 37 6127105 X Y 471 -115.0 -32.74 472 -115.0 -16.36 473 -115.0 0.0 474 -115.0 14.19 475 -115.0 23.69 476 -115.0 29.69 477 -115.0 43.75 478 -115.0 54.12 479 -115.0 66.12 480 -115.0 90.12 481 -103.0 -414.9 482 -103.0 -396.9 483 -103.0 -378.9 484 -103.0 -360.9 485 -103.0 -342.9 486 -103.0 -324.9 487 -103.0 -306.9 488 -103.0 -288.9 489 -103.0 -270.9 490 -103.0 -252.9 491 -103.0 -234.9 492 -103.0 -216.9 493 -103.0 -198.9 494 -103.0 -180.9 495 -103.0 -162.9 496 -103.0 -144.9 497 -103.0 -126.9 498 -103.0 -108.9 499 -103.0 -93.88 500 -103.0 -81.88 501 -103.0 -65.5 502 -103.0 -49.12 503 -103.0 -32.74 504 -103.0 -16.36 505 -103.0 0.0 506 -103.0 14.19 507 -103.0 23.69 508 -103.0 29.69 509 -103.0 43.75 510 -103.0 54.12 511 -103.0 66.12 512 -103.0 90.12 513 -94.0 -414.9 514 -94.0 -396.9 515 -94.0 -378.9 516 -94'.0 -360.9 517 .-94.0 -342.9 518 -94.0 -324.9 519 -94.0 -306.9 520 -94.0 -288.9 521 -94.0 -270.9 522 -94.0 -252.9 523 -94.0 -234.9 524 -94.0 -216.9 525 -94.0 -198.9 526 -94.0 -180.9 527 -94.0 -162.9 528 -94.0 -144.9 529 -94.0 -126.9 530 -94.0 -108.9 531 -94.0 -93.88 532 -94.0 -81.88 533 -94.0 -65.5 534 -94.0 -49.12 535 -94.0 -32.74 536 -94.0 -16.36 537 -94.0 0.0 538 -94.0 14.19 539 -94.0 23.69 540 -94.0 29.69 Project: 13180 - APPENDIX A 16 of 37 6127105 • • Part A: INPUT DATUM -NODAL COORDINATES X Y 541 -94.0 43.75 542 -94.0 54.12 543 -94.0 66.12 544 -94.0 90.12 545 -88.0 -414.9 546 -88.0 -396.9 547 -88.0 -378.9 548 -88.0 -360.9 549 -88.0 -342.9 550 -88.0 -324.9 551 -88.0 -306.9 552 -88.0 -288.9 553 -88.0 -270.9 554 -88.0 -252.9 555 -88.0 -234.9 556 -88.0 -216.9 557 -88.0 -198.9 558 -88.0 -180.9 559 -88.0 -162.9 560 -88.0 -144.9 561 -88.0 -126.9 562 -88.0 -108.9 563 -88.0 -93.88 564 -88.0 -81.88 565 -88.0 -65.5 566 -88.0 -49.12 567 -88.0 -32.74 568 -88.0 -16.36 569 -88.0 0.0 570 -86.82 14.19 571 -85.38 29.69 572 -85.38 43.75 573 -85.38 54.12 574 -85.38 66.12 575 -85.38 90.12 576 -85.26 23.82 577 -79.13 27.47 578 -79.13 33.81 579 -79.13 43.75 580 -79.13 54.12 581 -79.13 66.12 582 -79.13 90.12 583 -73.0 -414.9 584 -73.0 -396.9 585 -73.0 -378.9 586 -73.0 -360.9 587 -73.0 -342.9 588 -73.0 -324.9 589 -73.0 -306.9 590 -73.0 -288.9 591 -73.0 -270.9 592 -73.0 -252.9 593 -73.0 -234.9 594 -73.0 -216.9 595 -73.0 -198.9 596 -73.0 -180.9 597 -73.0 -162.9 598 -73.0 -144.9 599 -73.0 -126:9 600 -73.0 -108.9 601 -73.0 -93.88 602 -73.0 -81.88 603 -70.19 32.33 604 -70.19 38.38 605 -70.19 43.75 606 -70.19 54.12 607 -70.19 66.12 608 -70.19 90.12 609 -60.94 35.5 610 1 -60.99 1 41.5 Part A: INPUT DATUM -NODAL COORDINATES Project: 13180 - APPENDIX A 17 of 37 X Y -60.94 43.75 -60.94 54.12 r6.4 -60.94 66.12 -60.94 90.12 -55.0 -414.9 616 -55.0 -396.9 617 -55.0 -378.9 618 -55.0 -360.9 619 -55.0 -342.9 620 -55.0 -324.9 621 -55.0 -306.9 622 -55.0 -288.9 623 -55.0 -270.9 624 -55.'0 -252.9 625 -55.0 -234.9 626 -55.0 -216.9 627 -55.0 -198.9 628 -55.0 -180.9 629 -55.0 -162.9 630 -55.0 -144.9 631 -55.0 -126.9 632 -55.0 -108.9 633 -55.0 -93.88 634 -55.0 -81.88 635 -52.0 37.65 636 -52.0 43.75 637 -52.0 54.12 63B -52.0 66.12 639 -52.0 .90.12 640 -42.0 39.69 641 -42.0 45.69 642 -42.0 54.12 643 -42.0 66.12 644 =42.0 90.12 645 -37.0 -414.9 646 -37.0 -396.9 647 -37.0 -378.9 648 -37.0 -360.9 649 -37.0 -342.9 650 -37.0 -324.9 651 -37.0 -306.9 652 -37.0 -288.9 653 -37.0 -270.9 654 -37.0 -252.9 655 -37.0 -234.9 656 -37.0 -216.9 657 -37.0 -198.9 658 -37.0 -180.9 659 -37.0 -162.9 660 -37.0 -144.9 661 -37.0 -126.9 662 -37.0 -108.9 663 -37.0 -93.88 664 -37.0 -81.88 665 -32.0 41.0 666 -32.0 47.0 667 -32.0 54.12 668 -32.0 66.12 669 -32.0 90.12 670 -19.0 -414.9 671 -19.0 -396.9 672 -19.0 -378.9 673 -19.0 -360.9 674 -19.0 -342.9 675 -19.0 -324.9 676 -19.0 -306.9 677 -19.0 -288.9 678 -19.0 -270.9 679 -19.0 -252.9 680 -19.0 -234.9 Project: 13180 - APPENDIX A 17 of 37 X Y -19.0 -216.9 -19.0 -198.9 r6.3 -19.0 -180.9 -19.0 -162.9 -19.0 -144.9 686 -19.0 -126.9 687 -19.0 -108.9 688 -19.0 -93.88 689 -19.0 -81.88 690 -16.0 42.08 691 -16.0 47.88 692 -16.0 54.12 693 -16.0 66.12 694 -16.0 90.12 695 0.0 -414.9 696 0.0 - 39.6.9 697 0.0 -378.9 698 0.0 -360.9 699 0.0 -342.9 700 0.0 -324.9 701 0.0 -306.9 702 0.0 -288.9 . 703 0.0 -270.9 704 0.0 -252.9 705 . 0.0 -234.9 706 0.0 -216.9 707 0.0 -198.9 708 0.0 -180.9 709 0.0 -162.9 710 0.0 - 144.9 711 0.0 -126.9 712 0.0 -108.9 713 0.0 -93.88 714 0.0 -81.88 715 0.0 42.12 716 0.0 48.12 717 0.0 54.12 718 0.0 66.12 719 0.0 90.12 720 16.0 42.08 721 16.0 47.88 722 16•.0 54.12 723 16.0 66.12 724 16.0 90.12 725 19.0 -414.9 726 19.0 -396.9 727 19.0 -378.9 728 19.0 -360.9 729 19.0 - 342.9 730 19.0 -324.9 731 19.0 -306.9 732 19.0 -288.9 733 19.0 -270.9 734 19.0 -252.9 735 19.0 -234.9 736 19.0 -216.9 737 19.0 -198.9 738 19.0 - 180.9 739 19.0 -162.9 740 19.0 -144.9 741 19.0 -126.9 742 19.0 -108.9 743 19.0 -93.88 744 19.0 -81.88 745 32.0 41.0 746 32.0 47.0 747 32.0 54.12 748 32.0 66.12 749 32.0 90.12 750 37.0 -414.9 Project: 13180 - APPENDIX A 17 of 37 6127105 X Y 37.0 -396.9 37.0 -378.9 r54 37.0 -360.9 37.0 -342.9 37.0 -324.9 756 37.0 -306.9 757 37.0 -288.9 758 37.0 -270.9 759 37.0 -252.9 760 37.0 -234.9 761 37.0 -216.9 762 37.0 -198.9 763 37.0 -180.9 764 37.0 - 162.9 765 37.0 -144.9 766 37.0 -126.9 767 37.0 -108.9 768 37.0 -93.88 769 37.0 -81.88 770 42.0 39.69 771 42.0 45.69 772 42.0 54.12 773 42.0 66.12 774 42.0 90.12 775 52.0 37.65 776 52.0 43.75 777 52.0 54.12 778 52.0 66.12 779 52.0 90.12 780 55.0 -414.9 781 55.0 -396.9 782 55.0 -378.9 783 55.0 -360.9 784 55.0 -342.9 785 55.0 -324.9 786 55.0 -306.9 787 55.0 -288.9 788 55.0 -270.9 789 55.0 -252.9 790 55.0 -234.9 791 55.0 -216.9 792 55.0 -198.9 793 55.0 -180.9 794 55.0 -162.9 795 55.0 -144.9 796 55.0 -126.9 797 55.0 -108.9 798 55.0 -93.88 799 55.0 -81.88 800 60.94 35.5 801 60.94 41.5 802. 60.94 43.75 803 60.94 54.12 804 60.94 66.12 8.05 60.94 90.12 806 70.19 32.33 807 70.19 38.38 808 70.19 43.75 809 70.19 54.12 810 70.19 66.12 811 70.19 90.12 812 73.0 -414.9 813 73.0 -396.9 614 73.0 -378.9 815 73.0 -360.9 816 73.0 -342.9 817 73.0 -324.9 818 73.0 -306.9 819 73.0 -288.9 620 1 73.0 -270.9 6127105 • • Part A: INPUT DATUM - NODAL COORDINATES X Y 821 73.0 -252.9 822 73.0 -234.9 823 73.0 -216.9 824 73.0 -198.9 825 73.0 -180.9 826 73.0 -162.9 827 73.0 -144.9 828 73.0 -126.9 829 73.0 -108.9 830 73.0 -93.88 831 73.0 . -81.88 832 79.13 27.47 833 79.13 33.81 834 79.13 43.75 835 79.13 54.12 836 79.13 66.12 837 79.13 90.12 838 85.26 23.82 839 85.38 29.69 840 85.38 43.75 ' 841 85.38 54.12 842 85.38 66.12 843 85.38 90.12 844 86.82 14.19 845 88.0 -414.9 846 88.0 -396.9 847 88.0 -378.9 848 88.0 -360.9 849 88.0 - .342.9 850 88.0 -324.9 851 88.0 -306.9 852 88.0 -288.9 853 88.0 -270.9 854 88.0 -252.9 855 88.0 -234.9 856 88.0 -216.9 857 88.0 -198.9 858 88.0 -180.9 859 88.0 -162.9 860 88.0 -144.9 861 88.0 -126.9 862 88.0 -108.9 863 88.0 -93.88 864 88.0 -81.88 865 88.0 -65.5 866 88.0 -49.12 867 88.0 -32.74 868 88.0 -16.36 869 88.0 0.0 870 94.0 -414.9 871 94.0 -396.9 8.72 94.0 -378.9 873 94.0 -360.9 874 94.0 -342.9 875 94.0 -324.9 876 94.0 -306.9 877 94.0 -288.9 878 94.0 -270.9 879 94.0 -252.9 880 94.0 -234.9 881 94.0 -216.9 882 94.0 -198.9 883 94.0 -180.9 884 94.0 -162.9 885 94.0 -144.9 886 94.0 -126.9 887 94.0 -108.9 . 888 94.0 -93.88 889 94.0 -81.88 690 94.0 -65.5 Part A: INPUT DATUM - NODAL COORDINATES Project: 13180 - APPENDIX A 18 of 37 6127105 X Y 891 94.0 -49.12 892 94.0 -32.74 893 94.0 -16.36 894 94.0 0.0 895 94.0 14.19 896 94.0 23.69 897 94.0 29.69 898 94.0 43.75 899 94.0 54.12 900 94.0 66.12 901 94.0 90.12 902 103.0 -414.9 903 103.0 -396.9 904 103.0 -378.9 905 103.0 -360.9 906 103.0 -342.9 907 103.0 -324.9 908 103.0 -306.9 909 103.0 -268.9 910 103.0 -270.9 911 103.0 -252.9 912 103.0 -234.9 913 103.0 -216.9 914 103.0 -198.9 915 103.0 -180.9 916 103.0 -162.9 917 103.0 -144.9 918 103.0 - 126.9 919 103.0 -108.9 920 103.0 -93.88 921 103.0 -81.88 922 103.0 -65.5 923 103.0 -49.12 924 103.0 -32.74 925 103.0 -16.36 926 103.0 0.0 927 103.0 14.19 928 103.0 23.69 929 103.0 29.69 930 103.0 43.75 931 103.0 54.12 932 103.0 66.12 933 103.0 90.12 934 115.0 -414.9 935 115.0 -396.9 936 115.0 -378.9 937 115.0 -360.9 938 115.0 -342.9 939 115.0 -324.9 940 115.0 -306.9 941 115.0 -288.9 942 115.0 -270.9 943 115.0 -252.9 944 115.0 -234.9 945 115.0 -216.9 946 115.0 -198.9 947 115.0 -180.9 948 115.0 -162.9 949 115.0 -144.9 950 115.0 - 126.9 951 115.0 -108.9 952 115.0 -93.88 953 115.0 -81.88 954 115.0 -65.5 955 115.0 -49.12 956 115.0 -32.74 957 115.0 -16.36 958 115.0 0.0 959 115.0 14.19 960 115.0 23.69 Project: 13180 - APPENDIX A 18 of 37 6127105 X Y 961 115.0 29.69 962 115.0 43.75 963 115.0 54.12 964 115.0 66.12 965 115.0 90.12 966 130.0 -414.9 967 130.0 -396.9 968 130.0 -378.9 969 130.0 -360.9 970 130.0 -342.9 971 130.0 -324.9 972 130.0 -306.9 973 130.0 -288.9 974 130.0 -270.9 975 130.0 -252.9 976 130.0 -234.9 977 130.0 -216.9 978 130.0 -198.9 979 130.0 -180.9 980 130.0 -162.9 981 130.0 -144.9 982 130.0 -126.9 983 130.0 -108.9 984 130.0 -93.88 985 130.0 -81.88 986 130.0 -65.5 987 130.0 -49.12 988 130.0 -32.74 989 130.0 -16.36 990 130.0 0.0 991 130.0 14.19 992 130.0 23.69 993 130.0 29.69 994 130.0 43.75 995 130.0 54.12 996 130.0 66.12 997 130.0 90.12 998 148.0 -414.9 999 148.0 -396.9 1000 148.0 -378.9 1001 148.0 -360.9 1002 148.0 -342.9 1003 148.0 -324.9 1004 148.0 -306.9 1005 148.0 -288.9 1006 148.0 -270.9 1007 148.0 -252.9 1008 148.0 -234.9 1009 148.0 -216.9 1010 148.0 -198.9 1011 148.0 -180.9 1012. 148.0 -162.9 1013 148.0 -144.9 1014 148.0 -126.9 1015 148.0 -108.9 1016 148.0 -93.88 1017 148.0 -81.88 1018 148.0 -65.5 1019 148.0 -49.12 1020 148.0 -32.74 1021 148.0 -16.36 1022 148.0 0.0 1023 148.0 14.19 1024 148.0 23.69 1025 148.0 29.69 1026 148.0 43.75 1027 148.0 54.12 1028 148.0 66.12 1029 148.0 90.12 1030 166.0 -414.9 Project: 13180 - APPENDIX A 18 of 37 6127105 X Y 1031 166.0 -396.9 1032 166.0 -378.9 1033 166.0 -360.9 1034 166.0 -342.9 1035 166.0 -324.9 1036 166.0 -306.9 1037 166.0 -288.9 1038 166.0 -270.9 1039 166.0 -252.9 1040 166.0 -234.9 1041 166.0 -216.9 1042 166.0 -198.9 1043 166.0 -180.9 1044 166.0 -162.9 1045 166.0 -144.9 1046 166.0 -126.9 1047 166.0 -108.9 1048 166.0 -93.88 1049 166.0 -81.88 1050 166.0 -65.5 1051 166.0 -49.12 1052 166.0 -32.74 1053 166.0 -16.36 1054 166.0 0.0 1055 166.0 14.19 1056 166.0 23.69 1057 166.0 29.69 1058 166.0 43.75 1059 166.0 54.12 1060 166.0 66.12 1061 166.0 90.12 1062 190.0 -414.9 1063 190.0 -396.9 1064 190.0 -378.9 1065 190.0 -360.9 1066 190.0 -342.9 1067 190.0 -324.9 1068 190.0 -306.9 1069 190.0 -288.9 1070 190.0 -270.9 1071 190.0 -252.9 1072 190.0 -234.9 1073 190.0 -216.9 1074 190.0 -198.9 1075 190.0 -180.9 1076 190.0 -162.9 1077 190.0 -144.9 1078 190.0 -126.9 1079 190.0 -108.9 1080 190.0 -93.88 1081 190.0 -81.88 1082 190.0 -65.5 1083 190.0 -49.12 1084 190.0 -32.74 1085 190.0 -16.36 1086 190.0 0.0 1087 190.0 14.19 1088 190.0 23.69 1089 190.0 29.69 1090 190.0 43.75 1091 190.0 54.12 1092 190.0 66.12 1093 190.0 90.12 1094 214.0 -414.9 1095 214.0 -396.9 1096 214.0 -378.9 1097 214.0 -360.9 1098 214.0 -342.9 1099 214.0 -324.9 1100 214.0 -306.9 Project: 13180 - APPENDIX A 18 of 37 6127105 • • • Part A: INPUT DATUM - NODAL COORDINATES X Y 1101 214.0 -288.9 1102 214.0 -270.9 1103 214.0 -252.9 1104 214.0 -234.9 1105 214.0 - 21'6.9 1106 214.0 -198.9 1107 214.0 -180.9 1108 214.0 -162.9 1109 214.0 -144.9 1110 214.0 -126.9 1111 214.0 -108.9 1112 214.0 -93.88 1113 214.0 -81.88 1114 214.0 -65.5 1115 214.0 -49.12 1116 214.0 -32.74 1117 214.0 -16.36 1118 214.0 0.0 1119 214.0 14.19 1120 214.0 23.69 1121 214.0 29.69 1122 214.0 43.75 1123 214.0 54.12 1124 214.0 66.12 1125 214.0 90.12 1126 238.0 -414.9 1127 238.0 -396.9 1128 238.0 -378.9 1129 238.0 -360.9 1130 238.0 -342.9 1131 238.0 -324.9 1132 238.0 -306.9 1133 238.0 -288.9 1134 238.0 -270.9 1135 238.0 -252.9 1136 238.0 -234.9 1137 238.0 -216.9 1138 238.0 -198.9 1139 238.0 -180.9 1140 238.0 -162.9 1141 238.0 -144.9 1142 238.0 -126.9 1143 238.0 -108.9 1144 238.0 -93.88 1145 238.0 -81.88 1146 238.0 -65.5 1147 238.0 - 4.9.12 1148 238.0 -32.74 1149 238.0 -16.36 1150 238.0 0.0 1151 238.0 14.19 1152 236.0 23.69 1153 238.0 29.69 1154 238.0 43.75 1155 238.0 54.12 1156 238.0 66.12 1157 238.0 90.12 1158 262.0 -414.9 1159 262.0 -396.9 1160 262.0 -378.9 1161 262.0 -360.9 1162 262.0 -342.9 1163 262.0 -324.9 1164 262.0 -306.9 1165 262.0 -288.9 1166 262.0 -270.9 1167 262.0 -252.9 1166 262.0 -234.9 1169 262.0 -216.9 1170 262.0 -198.9 Part A: INPUT DATUM - NODAL COORDINATES Project: 13180 - APPENDIX A 19 of 37 6127105 X Y 1171 262.0 -180.9 1172 262.0 -162.9 1173 262.0 -144.9 1174 262.0 -126.9 1175 262.0 -108.9 1176 262.0 -93.88 1177 262.0 -81.88 1178 262.0 -65.5 1179 262.0 -49.12 1180 262.0 -32.74 1181 262.0 -16.36 1182 262.0 0.0 1183 262.0 14.19 1184 262.0 23.69 1185 262.0 29.69 1186 262.0 43.75 1187 262.0 54.12 1188 262.0 66.12 1189 262.0 90.12 1190 286.0 -414.9 1191 286.0 -396.9 1192 286.0 -378.9 1193 286.0 -360.9 1194 286.0 -342.9 1195 286.0 -324.9 1196 286.0 -306.9 1197 286.0 -288.9 1198 286.0 -270.9 1199 286.0 =252.9 1200 286.0 -234.9 1201 286.0 -216.9 1202 286.0 -198.9 1203 286.0 -180.9 1204 286.0 -162.9 1205 286.0 -144.9 1206 286.0 -126.9 1207 286.0 -108.9 1208 286.0 -93.88 1209 286.0 -81.88 1210 286.0 -65.5 1211 286.0 -49.12 1212 286.0 -32.74 1213 286.0 -16.36 1214 286.0 0.0 1215 286.0 14.19 1216 286.0 23.69 1217 286.0 29.69 1218 286.0 43.75 1219 286.0 54.12 1220 286.0 66.12 1221 286.0 90.12 1222 310.0 -414.9 1223 310.0 -396.9 1224 310.0 -378.9 1225 310.0 -360.9 1226 310.0 -342.9 1227 310.0 -324.9 1228 310.0 -306.9 1229 310.0 -288.9 1230 310.0 -270.9 1231 310.0 -252.9 1232 310.0 -234.9 1233 310.0 -216.9 1234 310.0 -198.9 1235 310.0 -180.9 1236 310.0 -162.9 1237 310.0 -144.9 3238 310.0 -126.9 1239 310.0 -108.9 1240 310.0 -93.88 Project: 13180 - APPENDIX A 19 of 37 6127105 X Y 1241 310.0 -81.88 1242 310.0 -65.5 1243 310.0 -49.12 1244 310.0 -32.74 1245 310.0 -16.36 1246 310.0 0.0 1247 310.0 14.19 1248 310.0 23.69 1249 310.0 29.69 1250 310.0 43.75 1251 310.0 54.12 1252 310.0 66.12 1253 310.0 90.12 1254 334.0 -414.9 1255 334.0 -396.9 1256 334.0 -378.9 1257 334.0 -360.9 1258 334.0 -342.9 1259 334.0 -324.9 1260 334.0 -306.9 1261 334.0 -288.9 1262 334.0 -270.9 1263 334.0 -252.9 1264 334.0 -234.9 1265 334.0 -216.9 1266 334.0 -198.9 1267 334.0 -180.9 1268 334.0 -162.9 1269 334.0 -144.9 1270 334.0 -126.9 1271 334.0 -108.9 1272 334.0 -93.88 1273 334.0 -81.88 1274 334.0 -65.5 1275 334.0 -49.12 1276 334.0 -32.74 1277 334.0 -16.36 1278 334.0 0.0 1279 334.0 14.19 1280 334.0 23.69 1281 334.0 29.69 1282 334.0 43.75 1283 334.0 54.12 1284 334.0 66.12 1285 334.0 90.12 1286 358.0 -414.9 1287 358.0 -396.9 1288 358.0 -378.9 1289 358.0 -360.9 1290 358.0 -342.9 1291 358.0 -324.9 1292 358.0 - 306..9 1293 358.0 -288.9 1294 358.0 -270.9 1295 358.0 -252.9 1296 358.0 -234.9 1297 358.0 -216.9 1298 358.0 -198.9 1299 358.0 -180.9 1300 358.0 -162.9 1301 356.0 -144.9 1302 358.0 -126.9 1303 358.0 -108.9 1304 358.0 -93.88 1305 358.0 -81.88 1306 358.0 -65.5 1307 358.0 -49.12 1308 358.0 -32.74 1309 358.0 -16.36 1310 358.0 0.0 Project: 13180 - APPENDIX A 19 of 37 6127105 X Y 1311 358.0 14.19 1312 358.0 23.69 1313 358.0 29.69 1314 358.0 43.75 1315 358.0 54.12 1316 358.0 66.12 1317 358.0 90.12 1318 382.0 -414.9 1319 382.0 -396.9 1320 382.0 -378.9 1321 382.0 -360.9 1322 382.0 -342.9 1323 382.0 -324.9 1324 382.0 -306.9 1325 382.0 -288.9 1326 382.0 -270.9 1327 382.0 -252.9 1328 382.0 -234.9 1329 382.0 -216.9 1330 382.0 -198.9 1331 382.0 -180.9 1332 382.0 -162.9 1333 382.0 -144.9 1334 382.0 -126.9 1335 382.0 -108.9 1336 382.0 -93.88 1337 382.0 -81.88 1338 382.0 -65.5 1339 382.0 -49.12 1340 382.0 -32.74 1341 382.0 -16.36 1342 382.0 0.0 1343 382.0 14.19 1344 382.0 23.69 1345 382.0 29.69 1346 382.0 43.75 1347 382.0 54.12 1348 382.0 66.12 1349 382.0 90.12 1350 406.0 -414.9 1351 406.0 -396.9 1352 406.0 -378.9 1353 406.0 -360.9 1354 406.0 -342.9 1355 406.0 -324.9 1356 406.0 -306.9 1357 406.0 -288.9 1358 406.0 -270.9 1359 406.0 -252.9 1360 406.0 -234.9 1361 406.0 -216.9 1362 40.6.0 -198.9 1363 406.0 -180.9 1364 406.0 -162.9 1365 406.0 -144.9 1366 406.0 -126.9 1367 406.0 -108.9 1368 406.0 -93.88 1369 406.0 -81.88 1370 406.0 -65.5 1371 406.0 -49.12 1372 406.0 -32.74 1373 406.0 -16.36 1374 406.0 0.0 1375 406.0 14.19 1376 406.0 23.69 1377 406.0 29.69 1378 406.0 43.75 1379 406.0 54.12 1380 1 406.0 1 66.12 Project: 13180 - APPENDIX A 19 of 37 6127105 • • Part A: INPUT DATUM -NODAL COORDINATES Project: 13180 - APPENDIX A 20 of 37 6127105 X Y 1381 406.0 90.12 1382 430.0 -414.9 1383 430.0 -396.9 1384 430.0 -378.9 1385 430.0 7360.9 1386 430.0 -342.9 1387 430.0 -324.9 1388 430.0 -306.9 1389 430.0 - 288.9 1390 430.0 - 270.9 1391 430.0 -252.9 1392 430.0 -234.9 1393 430.0 -216.9 1394 430.0 -198.9 . 1395 430.0 -180.9 1396 430.0 -162.9 1397 430.0 -144.9 1398 430.0 -126.9 1399 430.0 -108.9 1400 430.0 -93.88 1401 430.0 -81.88 1402 430.0 -65.5 1403 430.0 -49.12 1404 430.0 -32.74 1405 430.0 -16.36 1406 430.0 0.0 1407 430.0 14.19 1408 430.0 23.69 1409 430.0 29.69. 1410 430.0 43.75 1411 430.0 54.12 1412 430.0 66.12 1413 430.0 90.12 Project: 13180 - APPENDIX A 20 of 37 6127105 Part A: INPUT DATUM - BOUNDARY CONDITIONS INCLUDING APPLIED LOADING • A1.5 BOUNDARY CONDITIONS INCLUDING APPLIED LOADING • • Displacements = in, Rotations = °, Forces = K /ft N = Node where the boundary is applied I = Construction increment where the boundary appear X, Y = X and Y force value (F= value) or displacement value (D= value) XY, RT = X -Y Rotation and Beam rotational boundary conditions Project: 13180 - APPENDIX A 21 of 37 6127105 I X Y XY RT 1 1 D =0.0 D =0.0 0.0 D 2 1 D =0.0 F =0.0 0.0 D 3 1 D =0.0 F =0.0 0.0 D 4 1 D =0.0 F =0.0 0.0 D 5 1 D =0.0 F =0.0 0.0 D 6 1 D =0.0 F =0.0 0.0 D 7 1 D =0.0 F =0.0 0.0 D 8 1 D =0.0 F =0.0 0.0 D 9 1 D =0.0 F =0.0 0.0 D 10 1 D =0.0 F =0.0 0.0 D 11 1 D =0.0 F =0.0 0.0 D 12 1 D =0.0 F =0.0 0.0 D 13 1 D =0.0 F =0.0 0.0 D 14 1 D =0.0 F =0.0 0.0 D 15 1 D =0.0 F =0.0 0.0 D 16 1 D =0.0 F =0.0 0.0 D 17 1 D =0.0 F =0.0 0.0 D 18 1 D =0.0 F =0.0 0.0 D 19 1 D =0.0 F =0.0 0.0 D 20 1 D =0.0 F =0.0 0.0 D 21 1 D =0.0 F =0.0 0.0 D 22 1 D =0.0 F =0.0 0.0 D 23 1 D =0.0 F =0.0 0.0 D 24. 1 D =0.0 F =0.0 0.0 D '25 1 D =0.0 F =0:0 0.0 D 26 1 D =0.0 F =0.0 0.0 D 27 1 D =0.0 F =0.0 0.0 D 28 1 D =0.0 F =0.0 0.0 D 29 1 D =0.0. F =0.0 0.0 D 30 1 D =0.0 F =0.0 0.0 D 31 6 D =0.0 F =0.0 0.0 D 32 8 D =0.0 F =0.0 0.0 D 33 1 D =0.0 D =0.0 0.0 D 65 1 D =0.0 D =0.0 0.0 D 97 1 D =0.0 D =0.0 0.0 D 129 1 D =0.0 D =0.0 0.0 D 161 1 D =0.0 D =0.0 0.0 D 193 1 D =0.0 D =0.0 0.0 D 225 1 D =0.0 D =0.0 0.0 D 257 1 D =0.0 D =0.0 0.0 D 289 1 D =0.0 D =0.0 0.0 D 321 1 D =0.0 D =0.0 0.0 D 353 1 D =0.0 D =0.0 0.0 D 385 1 D =0.0 D =0.0 0.0 D 417 1 D =0.0 D =0.0 0.0 D 449 1 D =0.0 D =0.0 0.0 D 481 1 D =0.0 D =0.0 0.0 D 513 1 D =0.0 D =0.0 0.0 D 545 1 D =0.0 D =0.0 0.0 D 583 1 D =0.0 D =0.0 0.0 D 615 1 D =0.0 D =0.0 0.0 D 645 1 D =0'.0 D =0.0 0.0 D 670 1 D =0.0 D =0.0 0.0 D 695 1 D =0.0 D =0.0 0.0 D 718 7 F =0.0 F = -8.61 0.0 F 725 1 D =0.0 D =0.0 0.0 D 750 1 D =0.0 D =0.0 0.0 D 780 1 D =0.0 D =0.0 0.0 D 812 1 D =0.0 D =0.0 0.0 D 845 1 D =0.0 D =0.0 0.0 D Project: 13180 - APPENDIX A 21 of 37 6127105 I X Y XY RT 870 1 D =0.0 D =0.0 0.0 D 902 1 D =0.0 D =0.0 0.0 D 934 1 D =0.0 D =0.0 0.0 D 966 1 D =0.0 D =0.0 0.0 D 998 1 D =0.0 D =0.0 0.0 D 1030 1 D =0.0 D =0.0 0.0 D 1062 1 D =0.0 D =0.0 0.0 D 1094 1 D =0.0 D =0.0 0.0 D 1126 1 D =0.0 D =0.0 0.0 D 1158 1 D =0.0 D =0.0 0.0 D 1190 1 D =0.0 D =0.0 0.0 D 1222 1 D =0.0 D =0.0 0.0 D 1254 1 D =0.0 D =0.0 0.0 D 1286 1 D =0.0 D =0.0 0.0 D 1318 1 D =0.0 D =0.0 0.0 D 1350 1 D =0.0 D =0.0 0..0 D 1382 1 D =0.0 D =0.0 0.0 D 1383 1 D =0.0 F =0.0 0.0 D 1384 1 D =0.0 F =0.0 0.0 D 1385 1 D =0.0 F =0.0 0.0 D 1386 1 D =0.0 F =0.0 0.0 D 1387 1 D =0.0 F =0.0 0.0 D 1388 1 D. =0.0 F =0.0 0.0 D 1389 1 D =0.0 F =0.0 0.0 D 1390 1 D =0.0 F =0.0 0.0 D 1391 1 D =0.0 F =0.0 0.0 D 1392 1 D =0.0 F =0.0 0.0 D 1393 1 D =0.0 F =0.0 0.0 D 1394 1 D =0.0 F =0.0 0.0 D 1395 1 D =0.0 F =0.0 0.0 D 1396 1 D =0.0 F =0.0 0.0 D 1397 1 D =0.0 F =0.0 0.0 D 1398 1 D =0.0 F =0.0 0.0 D 1399 1 D =0.0 F =0.0 0.0 D 1400 1 D =0.0 F =0.0 0.0 D 1401 1 D =0.0 F =0.0 0.0 D 1402 1 D =0.0 F =0.0 0.0 D 1403 1 D =0.0 F =0.0 0.0 D 1404 1 D =0.0 F =070 0.0 D 1405 1 D =0.0 F =0.0 0.0 D 1406 1 D =0.0 F =0.0 0.0 D 1407 1 D =0.0 F =0.0 0.0 D 1408 1 D =0.0 F' =0.0 0.0 D 1409 1 D =0.0 F =0.0 0.0 D 1410 1 D =0.0 F =0.0 0.0 D 1411 1 D =0.0 F =0.0 0.0 D 1412 6 D =0.0 F =0.0 0.0 D 1413 8 D =0.0 IF =0.0 10.0 ID Project: 13180 - APPENDIX A 21 of 37 6127105 Part A: INPUT DATUM -BEAM ELEMENTS CONNECTIVITY MATRIX * * * * * * * MESH DATA HAS BEEN SAVED * * * * * * * A1.6 BEAM ELEMENTS CONNECTIVITY MATRIX * * * * * * FOR MESH GENERATION OF CON /SPAN ARCH CULVERT 14' -0 "'SPAN BEAM -NODE SEQUENCE IS 1 TO NPPT. THE NUMBER OF DATA ERRORS IS----- - - - - -- 0 COUNTERCLOCKWISE (BACK) TO A THE NUMBER OF SOIL MATERIALS IS-- - - - - -- 6 THE NUMBER OF PIPE MATERIALS IS-- - - - - -- 30 FORE -ELEM. THE NUMBER OF INTERFACE MATERIALS IS - -- 0 2 1 BAND WIDTH ESTIMATE (MAX) -------- - - - - -- 120 * * * * * * * MESH DATA HAS BEEN SAVED * * * * * * * A1.6 BEAM ELEMENTS CONNECTIVITY MATRIX • Project: 13180 - APPENDIX A 22 of 37 6127105 NODE -TO- ELEMENT CONNECTIVITY. MATRIX FOR BEAMS. BEAM -NODE SEQUENCE IS 1 TO NPPT. ELEMENTS CONNECTED CLOCKWISE (FORE) AND /OR COUNTERCLOCKWISE (BACK) TO A NODE ARE IDENTIFIED BY BEAM MATERIAL NUMBER 1 TO NPMAT. BEAM -NODE CONNECTED CONNECTED SEQUENCE BACK -ELEM. FORE -ELEM. 1 0 1 2 1 2 3 2 3 4 3 4 5 4 5 6 5 6 7 6 7 8 7 8 9 8 9 10 9 10 11 10 11 12 11. 12 13 12 13 14 13 15 14 14 15 16 15 16 17 16 17 18 17 18 19 18 19 20 19 20 21 20 21 22 21 22 23 22 23 24 23 24 25 24 25 26 25 26 27 26 27 28 27 28 29 28 29 30 29 30 31 30 0 • Project: 13180 - APPENDIX A 22 of 37 6127105 Part A: INPUT DATUM - MATERIAL CHARACTERIZATION'FOR SOILS All MATERIAL CHARACTERIZATION FOR SOILS PROPERTIES FOR MATERIAL 1 * * * * * * ** DENSITY = 0.0 PCF YOUNGS MODULUS= 3000.0 psi POISSONS RATIO= 0.3 CONFINED MOD.= 4038.0 LATERAL COEFF.= 0.43 PROPERTIES FOR MATERIAL 2 * * * * * * * *ML95 DENSITY = 125.0 PCF CONTROLS FOR DUNCAN SUBROUTINE WITH SELIG HYPERBOLIC BULK MODULUS FORMULATION MAXIMUM ITERATIONS.......... 5 ENTERING ELEMENT RATIO...... .5000 HYPERBOLIC STRESS- STRAIN PARAMETERS SOIL CLASSIFICATION ........ ML95 COHESION INTERCEPT C....... 4.0 psi FRICTION ANGLE PHIO (DEG).. 34.0000 10 -FOLD REDUCTION IN PHIO(DEG) .0000 SCALED MODULUS NUMBER ZK .. 440.0000 MODULUS EXPONENT ZN ....... .4000 FAILURE RATIO RF .......... .9500 INIT BULK MODULUS NUMBER BI. 120.8000 ULT VOLUMETRIC STRAIN EU ... .0430 PROPERTIES FOR MATERIAL 3 * * * * * * ** DENSITY = .150.0 PCF YOUNGS MODULUS= 3605000.0 psi POISSONS RATIO= 0.17 CONFINED MOD.= 3875000.0 LATERAL COEFF.= 0.2 • PROPERTIES FOR MATERIAL 4 * * * * * * * *SM90 DENSITY = 156.0 PCF CONTROLS FOR DUNCAN SOIL MODEL MAXIMUM ITERATIONS........... 5 ENTERING ELEMENT RATIO....... .5000 HYPERBOLIC STRESS - STRAIN PARAMETERS SOIL CLASSIFICATION SM90 COHESION INTERCEPT C....... 0.0 psi FRICTION ANGLE PHIO (DEG).. 32.0000 10 -FOLD REDUCTION IN PHIO(DEG) .4.0000 SCALED MODULUS NUMBER ZK .. 300.0000 MODULUS EXPONENT ZN ....... .2500 FAILURE RATIO RF .7000 BULK MODULUS NUMBER BK..... 250.0000 BULK MODULUS EXPONENT BM .. .0000 PROPERTIES FOR MATERIAL 5 * * * * * * ** DENSITY = 0.0 PCF YOUNGS MODULUS= 5000.0 psi POISSONS RATIO= 0.3 CONFINED MOD.= 6731.0 LATERAL COEFF.= 0.43 PROPERTIES FOR MATERIAL 6 * * * * * * ** DENSITY = 0.0 PCF YOUNGS MODULUS= 8000.0 psi POISSONS RATIO= 0.3 CONFINED MOD.= 10770.0 LATERAL COEFF.= 0.43 • Project: 13180 - APPENDIX A . 23 of 37 6127105 Part A: LOAD INCREMENT 1: Dead Load of Structure - STRUCTURAL RESPONSE OF BRIDGE 0. A2 LOAD INCREMENT 1: DEAD LOAD OF STRUCTURE • • A2.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *.K /ft BN(N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project: 13180 - APPENDIX A 24 of 37 6127105 X -D Y -D NP SP MOMENT THRUST SHEAR CD V @C T @C 1(564) 0.0 -.06 0.0 0.73 0.0 -1.85 0.18 0.0 -.18 -1.78 2(565) -.01 -.06 0.0 0.73 -.24 -1.71 0.18 0.0 -.18 -1.64 3(566) -.01 -.06 0.0 0.73 -.48 -1.57 0.18 0.0 -.18 -1.5 4(567) -.01 -.06 0.0 0.72 -.72 -1.43 0.18 0.0 -.18 -1.35 5(568) -.01 -.06 0.0 0.73 -.97 -1.28 0.18 0.0 -.18 -1.21 6(569) -.01 -.06 -.03 0.77 -1.21 -1.14 0.13 0.0 -.18 -1.07 7(570) -.01 -.06 -.11 0.97 -1.31 -1.01 0.06 0.0 -.18 -.93 8(576) 0.0 -.06 -.63 1.1 -1.33 -.75 -.28 0.0 -.18 -.8 9(577) 0.0 -.07 -.89 0.51 -.98 -.52 -.56 0.0 -.18 -.69 10(603) 0.0 -.07 -.77 0.34 -.53 -.42 -.51 0.0 -.18 -.59 11(609) 0.0 -.07 -.72 0.21 -.12 -.32 -.48 0.0 -.18 -.51 12(635) 0.0 -.07 -.72 0.16 0.22 -.27 -.41 0.0 -.18 -.42 13(640) 0.0 -.08 -.73 0.12 0.54 -.24 -.34 0.0 -.18 -.33 14(665) 0.0 -.08 -.74 0.07 0.8 -.2 -.25 0.0 -.18 -.21 15(690) 0.0 -.08 -.74 0.03 1.07 -.18 -.14 0.0 -.18 -.07 16(715) 0.0 -.08 -.74 0.0 1.16 -.18 0.0 0.0 -.18 0.07 17(720) 0.0 -.08 -.74 -.03 1.06 -.18 0.14 0.0 -.18 0.21 18(745) 0.0 -.08 -.74 -.07 0.79 -.2 0.25 0.0 -.18 0.33 19(770) 0.0 -.07 -.73 -.12 0.54 -.24 0.34 0.0 -.18 0.42 20(775) 0.0 -.07 -.72 -.16 0.22 -.27 0.41 0.0 -.18 0.51 21(800) 0.0 -.07 -.71 -.21 -.13 -.32 0.48 0.0 -.18 0.59 22(806) 0.0 -.07 -.77 -.34 -.54 -.42 0.51 0.0 -.18 0.69 23(832) 0.0 -.07 -.89 -.51 -.98 -.52 0.56 0.0 -.18 0.8 24(838) 0.0 -.06 -.61 -1.06 -1.34 -.75 0.28 0.0 -.18 0.92 25(844) 0.01 -.06 -.11 -.98 -1.31 -1.01 -.06 0.0 -.18 1.06 26(869) 0.01 -.06 -.03 -.78 -1.21 -1.14 -.13 0.0 -.18 1.21 27(868) 0.01 -.06 0.0 -.73 -.97 -1.28 -.18 0.0 -.18 1.35 28(867) 0.01 -.06 0.0 -.73 -.73 -1.42 -.18 0.0 -.18 1.49 29(866) 0.01 -.06 0.0 -.73 -.48 -1.56 -.18 0.0 -.18 1.64 30(865) 0.01 -.06 0.0 -.73 -.24 -1.71 -.18 0.0 -.18 1.78 31 (864) 0.0 -.06 0.0 -.73 0.0 -1.85 -.18 0.0 Project: 13180 - APPENDIX A 24 of 37 6127105 0 Part A: 'LOAD INCREMENT 1: Dead Load of Structure - STRESSES IN BRIDGE WALL A2.2 STRESSES IN BRIDGE WALL Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project: 13180 - APPENDIX A 25 of 37 6/27/05 FSI FSO FC FV 1 -158.3 -158.3 -18.44 2.44 2 - 254.35 -61.95 -38.92 2.44 3 - 350.41 34.42 -59.41 2.44 4 -446.5 130.75 -79.89 2.44 5 - 542.57 227.09 - 100.38 2.44 6 -639.0 322.85 - 120.89 1.82 7 - 469.95 275.95 - 77..33 0.56 8 - 233.88 151.47 -33.49 -1.67 9 - 273.72 182.68 -43.13 -4.67 . 10, - 247.21 138.79 -44.76 -6.34 11 -83.2 15.45 -14.46 -6.56 12 76.0 - 100.53 -22.75 -5.7 13 210.51 - 209.73 -50.7 -4.68 14 321.96 - 296.67 -73.23 -3.48 15 436.85 - 394.71 -97.96 -1.87 16 477.06 - 427.37 - 106.32 0.01 17 436.21 - 394.18 -97.82 1.88 18 320.62 - 295.59 -72.95 3.49 19 208.76 - 208.33 - 50.34 4.7 20 73.76 -98.82 -22.3 5.71 21 -85.35 17.11 -14.89 6.57 22 - 248.97 140.22 -45.09 6.34 23 - 274.62 183.51 -43.27 4.67 24 -234.1 151.9 -33.53 1.67 25 - 470.12 276.63 -77.38 -.57 26 - 639.15 323.5 - 120.95 -1.83 27 - 542.64 227.67 - 100.42 -2.44 28 - 446.46 131.27 -79.91 -2.44 29 - 350.27 34.88 -59.41 -2.44 30 - 254.09 -61.51 -38.9 -2.44 31 - 157.92 - 157.93 -18.4 1 -2.44 Project: 13180 - APPENDIX A 25 of 37 6/27/05 Part A: LOAD INCREMENT 2: Backfill to 113 -Leg - STRUCTURAL RESPONSE OF BRIDGE . is A3 LOAD INCREMENT 2: BACKFILL TO 1/3 -LEG • • A3.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN (N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project: 13180 - APPENDIX A 26 of 37 6127105 X -D Y -D NP SP MOMENT THRUST SHEAR CD V @C T @C' 1(564) 0.0 -.09 . -.46 1.43 0.0 -2.15 0.09 0.0 -.13 -2.01 2(565) -.01 -.09 -.46 1.43 -.18 -1:87 0.18 0.0 -.22 -1.73 3(566) -.01 -.09 0.24 1.18 -.48 -1.61 0.2 0.0 -.17 -1.5 4(567) -.01 -.09 0.0 0.72 -.72 -1.42 0.17 0.0 -.17 -1.35 5(568) -.01 -.09 0.0 0.73 -.96 -1.28 0.17 0.0 -.17 -1.21 6(569) -.01 -.09 -.03 0.77 -1.19 -1.14 0.13 0.0 -.17 -1.07 7(570) -.01' -.09 -.11 0.97 -1 -.29 -1.01 0.05 0.0 -.17 -.93 8(576) 0.0 -.09 -.63 1.12 -1.31 -.75 -.29 0.0 -.17 -.8 9(577) 0.0 -.09 -.88 0.5 -.95 -.52 -.56 0.0 -.17 -.69 10(603) 0.0 -.09 -.77 0.34 -.51 -.42 -.51 0.0 -.17 -.59 11(609) 0.0 -.1 -.71 0.21 -.1 -.32 -.48 0.0 -.17 -.51 12(635) 0.0 -.1 -.73 0.16 0.25 -.27 -.41 0.0 -.17 -.42 13(640) 0.0 -.1 -.73 0.12 0.57 -.23 -.34 0.0 -.17 -.33 14(665) 0.0 -.1 -.74 0.07 0.82 -.2 -.25 0.0 -.17 -.21 15(690) 0.0 -.11 -.74 0.03 1.09 -.18 -.14 0.0 -.17 -.07 16(715) 0.0 -.11 -.74 0.0 1.19 -.17 0.0 0.0 -.17 0.07 17(720) 0.0 -.11 -.74 -.03 1.09 -.18 0.14 0.0 -.17 0.21 18(745) 0.0 -.1 -.74 -.07 0.82 -.2 0.25 0.0 -.17 0.33 19(770) 0.0 -.1 -.73 -.12 0.56 -.23 0.34 0.0 -.17 0.42 20(775) 0.0 -.1 -.71 -.16 0.24 7.27 0.41 0.0 -.17 0.51 21(800) 0.0 -.1 -.71 -.21 -.1 -.32 0.48 0.0 -.17 0.59 22(806) 0.0 -.09 -.76 -.34 -.51 -.42 0.51 0.0 -.17 0.69 23(832) 0.0 -.09 -.87 -.49 -.96 -.52 0.56 0.0 -.17 0.79 24(838) 0.0 -.09 -.62 -1.08 -1.31 -.75 0.29 0.0 -.17 0.92 25(844) 0.01 -.09 -.11 -.98 -1.29 -1.01 -.05 0.0 -.17 1.06 26(869) 0.01 -.09 -.03 -.78 -1.19 -1.14 -.13 0.0 -.17 1.21 27(868) 0.01 -.09 0.0 -.73 -.96 -1.28 -.17 0.0 -.17 1.35 28(867) 0.01 -.09 0.0 -.73 -.72 -1.42 -.17 0.0 -.17 1.49 29(866) 0.01 -.09 0.24 -1.18 -.48 -1.61 -.2 0.0 -.22 1.72 30(865) 0.01 -.09 -.46 -1.43 -.18 -1.86 -.18 0.0 -.13 2.0 31 (864) 0.0 -.09 -.46 -1.43 0.0 1 -2.19 1 -.09 1 0:0 Project: 13180 - APPENDIX A 26 of 37 6127105 Part A: LOAD INCREMENT 2: Backfill to 113 -Leg - STRESSES IN BRIDGE WALL A3.2 STRESSES IN BRIDGE WALL Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project: 13180 - APPENDIX A 27 of 37 6127105 FSI FSO FC FV 1 - 183.36 - 183.35 -21.36 1.19 2 - 239.99 -96.77 -34.87 2.43 3 - 353..3 30.06 -59.67 2.72 4 - 443.62 128.56 -79.31 2.39 5 - 537.65 223.33 -99.39 2.39 6 - 632.03 317.53 - 119.49 1.78 7 - 463.98 270.95 -76.3 0:53 " 8 - 230.47 148.55 -32.99 -1.68 9 - 267.89 177:97 -42.19 -4.68 10 - 237.28 131.27 -42.88 -6.36 11 -71.73 7.06 -12.16 -6.58 12 87.78 - 109.17 -25.03 -5.71 13 221.86 - 218.64 -53.0 -4.69 14 333.5 - 305.73 =75.57 -3.48 15 448.45 - 403.98 - 100.34 -1.87 16 488.61 - 436.61 - 108.69 0.01 17 447.73 - 403.39 - 100.19 1.88 18 331.97 - 304.49 -75.25 3.5 19 219.97 - 217.12 -52.61 4:71 20 85.47 -107.4 -24.57 5.71 21 -73.8 8.65 -12.58 6.57 22 - 238.87 132.58 -43.18 6.35 23 - 268.57 178.66 -42.3 4.67 24 -230.5 148.89 -33.0 1.68 25 - 463.87 271.5 -76.3 -.54 26 - 631.85 317.98 - 119.48 -1.78 27 - 537.44 223.75 -99.37 -2.39 28 - 443.36 128.97 -79.29 -2.39 . 29 - 353.02 30.45 -59.65 -2.72 30 - 239.64 -96.37 -34.84 -2.43 31 - 182.94 - 182.94 -21.31 -1.2 Project: 13180 - APPENDIX A 27 of 37 6127105 Part A: LOAD INCREMENT 3: Backfill to 213 -Leg - STRUCTURAL RESPONSE OF BRIDGE • A4 LOAD INCREMENT 3: BACKFILL TO 213 -LEG • A4.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN(N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project: 13180 - APPENDIX A 28 of 37 6/27/05 X -D Y -D NP SP MOMENT THRUST SHEAR CD V @C T @C 1(564) 0.0 -.14 -1.33 2.21 0.0 -3.31 -.27 0.0 0.14 -3.1 2(565) 0.0 -.14 -1.33 2.21 0.19 -2.88 -.01 0.0 -.12 -2.66 3(566) 0.0 -.14 -.36 2.32 0.03 -2.43 0.15 0.0 -.19 -2.21 4(567) -.01 -.19 -.79 2.1 -.23 -2.0 0.27 0.0 -.34 -1.79 5(568) -.01 -.14 -.17 2.16 -.7 -1.58 0.36 0.0 -.38 -1.37 6(569) -.01 -.14 0.82 1.67 -1.21 -1.23 0.25 0.0 -.22 -1.07 7(570) 0.0 -.14 -.11 0.97 -1.37 -1.02 0.1 0.0 -.22 -.93 8(576) 0.0 -.14 -.'65 1.15 -1.42 -.77 -.25 0.0 -.22 -.8 9(577) 0.0 -.15 -.87 0.49 -1.08 -.56 -.54 0.0 -.22 -.69 10(603) 0.0 -.15 -.77 0.34 -.65 -.96 -.5 0.0 -.22 -.59 11(609) 0.0 -.15 -.71 0.21 -.25 -.36 -.47 0.0 -.22 -.51 12(635) 0.0 -.15 -.73 0.16 0.09 -.31 -.9 0.0 -.22 -.92 13(640) 0.0 -.15 -.73 0.12 0.4 -.28 -.33 0.0 -.22 -.33 14(665) 0.0 -.15 -.74 0.07 0.65 -.24 -.25 0.0 -.22 -.21 15(690) 0.0 -.16 -.74 0.03 0.92 -.22 -.13 0.0 -.22 -.07 16(715) 0.0 -.16 -.74 0.0 1.01 -.22 0.0 0.0 -.22 0.07 17(720) 0.0 -.16 -.74 -.03 0.92 -.22 0.14 0.0 -.22 0.21 18(745) 0.0 -.15 -.74 -.07 0.65 -.29 0.25 0.0 -.22 0.33 19(770) 0.0 -.15 -.73 -.12 0.4 -.28 0.33 0.0 -.22 0.42 20(775) 0.0 -.15 -.71 -.16 0.08 -.31 0.41 0.0 -.22 0.51 21(800) 0.0 -.15 -.71 -.21 -.25 -.36 0.46 0.0 -.22 0.59 22(806) 0.0 -.15 -.77 -.34 -.65 -.46 0.5 0.0 -.22 0.69 23(832) 0.0 -.15 -.85 -.48 -1.08 -.56 0.54 .0.0 -.22 0.79 24(838) 0.0 -.19 -.62 -1.09 -1.42 -.77 0.25 0.0 -.22 0.92 25(844) 0.0 -.19 -.11 -.99 -1.36 -1.01 -.1 0.0 -.22 1.06 26(869) 0.01 -.14 0.82 -1.67 -1.21 -1.22 -.25 0.0 -.38 1.36 27(868) 0.01 -.19 -.17 -2.16 -.7 -1.57 -.36 0.0 -.39 1.79 28(867) 0.01 -.19 -.79 -2.1 -.22 -1.99 -.27 0.0 -.19 2.2 29(866) 0.0 -.19 -.36 -2.32 0.03 -2.9.3 -.15 0.0 -.12 2.66 30(865) 0.0 -.14 -1.33 -2.21 0.19 -2.87 0.01 0.0 0.14 3.09 31(864) 1 0.0 1 -.19 -1.33 -2.21 1 0.0 -3.31 1 0.27 0.0 Project: 13180 - APPENDIX A 28 of 37 6/27/05 Part A: LOAD INCREMENT 3: Backfill to 213 -Leg - STRESSES IN BRIDGE WALL • A4.2 STRESSES IN BRIDGE WALL Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress 6127105 FSI FSO FC FV 1 - 282.07 - 282.08 -32.86 -3.76 2 - 158.98 - 311.98 -95.91 -.16 3 - 193.66 -217:6 -26.83 2.12 4 - 272.63 -90.78 -40.54 3.68 5 - 947.69 108.34 -79.0 4.99 6 - 648.59 318.01 - 122.24 3.49 7 - 486.76 289.47 -80.21 0.95 8 - 247.67 162.4 -35.5 -1.49 9 - 300.08 202.07 -47.32 =9.49 10 - 295.99 172.82 -53.86 -6.14 11 - 142.59 55.74 -26.19 12 13.44 -57.9 13 148.53 - 169.23 -38.68 14 258.13 - 249.69 -60.83 -3.92 15 371.54 - 345.64 -85.09 -1.85 16 411.65 - 378.23 -93.43 0.01 17 370.85 - 395.07 -89.95 1.86 18 256.71 - 298.59 -60.53 3.44 19 146.71 - 162.78 -38.31 4.61 20 11.23 -56.21 -10.76 5.58 21 -194.9 57.15 -26.56 6.4 22 - 297.16 173.81 -59.09 6.12 23 -300.4 202.51 -47.38 4.47 24 - 247.26 162.55 -35.49 1.48 25 - 485.73 289.67 -80.06 -.96 26 -647.3 318.01 - 122.03 -3.49 27 - 446'.58 108.47 -78.83 -4.98 28 - 271.72 -90.59 -90.9 -3.68 29 - 193.09 - 217.26 -26.82 30 - 158.31 - 311.56 -95.87 0.17 31 - 281.55 - 281.55 -32.8 3.76 6127105 Part A: LOAD INCREMENT 4: Backfill to Haunch - STRUCTURAL RESPONSE OF BRIDGE • A5 LOAD INCREMENT 4: BACKFILL TO HAUNCH • A5.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN(N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements . Normal.and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project: 13180 - APPENDIX A 30 of 37 6127105 X -D Y -D NP SP- MOMENT THRUST SHEAR CD V @C T @C 1(564) 0.0 -.18 -1.67 2.48 0.0 -4.1 -.,5 0.0 0.33 -3.86 2(565) 0.0 -.18 -1.67 2.48 0.46 -3.62 -.17 0.0 0.01 -3.31 3(566) 0.0 -.18 -.78 2.74 0.46 -3.1 0.07 0.0 -.15 -2.83 4(567) 0.0 -.18 -1.27 2.69 0.27 -2.57 0.27 0.0 -.4 -2.31 5(568) 0.0 -.18 -.68 2.95 -.28 -2.02 0.46 0.0 -.53 -1.73 6(569) 0.0 -.18 0.63 2.63 -1.0 -1.5 0.41 0.0 -.4 -1.25 7(570) 0.0 -.18 -.12 1.87 -1.34 -1.15 0.26 0.0 -.38 -.98 8(576) 0.0 -.18 -.23 1.97 -1.52 =.85 -.15 0.0 -.3 -.79 9(577) 0.0 -.18 -.86 0.48 -1.2 -.63 -.5 0.0 -.3 -.69 10(603) 0.0 -.18 -.77 0.39 -.81 -.54 -.46 0.0 -.3 -.59 11(609) 0.0 -.18 -.71 0.21 -.43 -.44 -.44 0.0 -.3 -.51 12(635) 0.0 -.18 -.73 0.16 -.11 -.9 -.39 0.0 -.3 -.42 13(640) 0.0 -.18 -.73 0.12 0.19 -.36 -.32 0.0 -.3 -.33 14(665) 0.0 -.18 -.74 0.07 0.43 -.33 -.24 0.0 -.3 -.21 15(690) 0.0 -.19 -.79 0.03 0.69 -'.31 -.13 0.0 -.3 -.07 16(715) 0.0 -.19 -.79 0.0 0.78 -.3 0.0 0.0 -.3 0.07 17(720) 0.0 -.19 -.74 -.03 0.68 -.31 0.13 0.0 -.3 0.21 18(745) 0.0 -.18 -.74 -.07 0.43 -.33 0.24 0.0 -.3 0.33 19(770) 0.0 -.18 -.72 -.12 0.18 -.36 0.32 0.0 -.3 0.42 20(775) 0.0 -.18 -.71 -.16 -.12' -.4 0.39 0.0 -.3 0.51 21(800) 0.0 -.18 -.71 -.21 -.99 -.44 0.44 0.0 -.3 0.59 22(806) 0.0 -.18 -.76 -.34 -.81 -.54 0.46 0.0 -.3 0.69 23(832) 0.0 -.18 -.85 -.97 -1.2 -.63 0.49 0.0 -.3 0.79 24(838) 0.0 -.18 -.22 -1.94 -1.52 -.84 0.15 0.0 -.38 0.97 25(844) 0.0 -.18 -.12 -1.89 -1.34 -1.15 -.26 0.0 -.39 1.24 26(869) 0.0 -.18 0.63 -2.64 -1.0 -1.5 -.41 0.0 -.53 1.72 27(868) 0.0 -.18 -.68 -2.94 -.27 -2.01 -.46 0.0 -.4 2.3 28(867) 0.0 -.18 . -1.27 -2.69 0.27 -2.57 -.27 0.0 -.15 2.83 29(866) 0.0 -.18 -.78 -2.74 0.47 -3.1 -.07 0.0 0.01 3.37 30(865) 0.0 -.18 -1.67 -2.48 0.46 - 3.61 0.17 0.0 0.33 3.86 31 (864) 0.0 -.18 -1.67 -2.48 0.0 -4.1 0.5 0.0 . Project: 13180 - APPENDIX A 30 of 37 6127105 Part A: LOAD INCREMENT 4: Backfill to Haunch - STRESSES IN BRIDGE WALL • A5.2 STRESSES IN BRIDGE WALL • Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project: 13180 - APPENDIX A 31 of 37 6127105 FSI FSO FC FV 1 - 349.31 - 349.33 -40.69 -6.86 2 - 104.87 - 465.33 -76.74 -2.34 3 -57.88 - 424.19 -72.31 0.96 4 - 101.99 - 309.28 -48.99 3.73 5 - 296.52 -74.59 -45.26 6.38 6 - 575.61 219.88 - 105.47 5.65 7 - 488.48 274.63 -80.01 2.51 8 - 266.19 173.21 -38.13 -.9 9 - 336.15 225.61 -52.99 -4.13 10 - 367.13 218.99 -67.0 -5.72 it -232.2 112.98 -43.72 -6.08 12 -83.13 4.53 -13.92 -5.32 13 51.21 - 9'6.07 -20.4 -4.4 14 156.87 - 178.37 -41.73 -3.31 15 267.19 - 270.45 -65.11 -1.81 16 307.23 - 302.98 -73.44 0.01 17 266.6 - 269.96 -64.99 1.82 18 155.64 - 177.37 -41.48 3.32 19 49.67 -94.84 -20.08 4.41 20 -84.89 5.88 -14.27 5.32 21 - 233.44 113.97 -43.97 6.06 22 - 367.54 219.41 -67.08 5.69 23 - 335.92 225.62 -52.96 4.11 24 - 265.47 172.96 -38.03 0.89 25 - 487.25 274.23 -79.82 -2.51 26 - 574.18 219.22 - 105.21 -5.65 27 - 295.23 -75.11 -45.02 -6.37 28 -100.8 - 309.67 -49.13 -3.73 29 -56.93 - 424.41 -72.41 -.96 30 -104.2 - 465.34 -76.78 2.35 31 - 349.05 - 349..05 -40.66 6.87 Project: 13180 - APPENDIX A 31 of 37 6127105 Part A: LOAD INCREMENT 5: Backfill to V -0" Cover- STRUCTURAL RESPONSE OF BRIDGE A6 LOAD INCREMENT 5: BACKFILL TO V -0" COVER A6.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN (N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between 6/27/05 X -D Y -D NP SP *MOMENT I THRUST SHEAR CD V @C T @C 1(564) 0.0 -.27 -2.31 2.77 0.0 -6.91 -.75 0.0 0.52 -6.64 2(565) 0.0 -.27 -2.31 2.77 0.71 -6.37 -.3 0.0 0.07 -6.09 3(566) 0.0 -.27 -1.67 3.15 0.81 -5.78 0.09 0.0 -.26 -5.48 4(567) 0.0 -.27 -2.26 3.29 0.46 -5.15 0.48 0.0 -.7 -4.83 5(568) 0.0 -.27 -1.8 3.78 -.5 -4.46 0.88 0.0 -1.06 -4.09 6(569) -.01 -.27 -.72 3.95 -1.95 -3.76 0.97 0.0 -1.16 -3.36 7(570) -.01 -.27 -1.04 3.69 -2.99 -3.21 0.83 0.0 -1.25 -2.81 8(576) 0.0 -.27 -1.32 5.26 -3.63 -2.54 -.31 0..0 -1.1 -2.28 9(577) 0.0 -.27 -3.37 0.94 -2.8 -2.04 -1.26 0.0 -1.19 -1.93 10(603) 0.0 -.27 -2.79 0.7 -1.84 -1.83 -1.11 0.0 -1.24 -1.59 11(609) 0.0 -.27 -2.39 0.44 -.94 -1.62 -1.04 0.0 -1.27 -1.31 12(635) 0.0 -.28 -2.13 0.36 -.19 -1.51 -.88 0.0 -1.29 -1.06 13(640) 0.0 -.28 -1.97 0.29 0.48 -1.43 -.72 0.0 -1.29 -.82 14(665) 0.0 -.28 -1.89 0.16 1.02 -1.36 -.54 0.0 -1.29 -.52 15(690) 0.0 -.29 -1.83 0.06 1.61 -1.31 -.3 0.0 -1.29 -.17 16(715) 0.0 -.29 -1.81 0.0 1.83 -1.29 0.0 0.0 -1.29 0.17 17(720) 0.0 -.29 -1.83 -.07 1.6' -1.31 0.3 0.0 -1.29 0.53 18(745) 0.0 -.28 -1.89 -.17 1.02 -1.36 0.54 0.0 -1.29 0.82 19(770) 0.0 -.28 -1.98 -.28 0.48 -1.43 0.72 0.0 -1.29 1.07 20(775) 0.0 -.28 -2.12 -.37 -.19 -1.51 0.89 0.0 -1.27 1.32 21(800) 0.0 -.27 -2.36 -.45 -.95 -1.62 1.04 0.0 -1.25 1.59 22(806) 0.0 -.27 -2.78 -.69 -1.84 -1.83 1.11 0.0 -1.19 1.93 23(832) 0.0 -.27 -3.38 -.93 -2.8 -2.04 1.26 0.0 -1.1 2.28 24(838) 0.0 -.27 -1.3 -5.26 -3.63 -2.54 0.3 0.0 -1.25 2.81 25(844) 0.01 -.27 -1.05 -3.7 -2.99 -3.21 -.84 0.0 -1.16 3.35 26(869) 0.01 -.27 -.73 -3.96 -1.94 -3.76 -.97 0.0 -1.06 4.09 27(868) 0.0 -.27 -1.81 -3.77 -.5 -4.46 -.88 0.0 -.7 4.83 28(867) 0.0 -.27 -2.27 -3.29 0.46 -5.15 -.48 0.0 -.26 5.47 29(866) 0.0 -.27 -1.67 -3.15 0.81 -5.78 -.09 0.0 0.07 6.09 30(865) 0.0 -.27 -2.32 -2.77 0.72 -6.36 0.3 0.0 0.53 6.64 31 (864) 0.0 -.27 -2.32 -2.77 0.0 -6.91 0.75 0.0 6/27/05 • • Part A: LOAD INCREMENT 5: Backfill to 1' -0" Cover - STRESSES IN BRIDGE WALL A6.2 STRESSES IN BRIDGE WALL Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project. 13180 - APPENDIX A . 33 of 37 6127105 FSI FSO FC FV 1 - 587.41 - 587.43 -68.43 -10.34 2 - 222.78 - 788.27 - 127.17 -4.08 3 - 131.99 - 770.86 - 129.73 1.31 4 - 236.18 - 594.33 -91.62 6.63 5 - 606.06 - 202.23 -90.1 12.13 6 - 1191.1 356.72 - 213.52 13:35 7 - 1128.0 567.59 - 182.74 8.17 8 - 656.46 389.39 -93.42 -1.8 9 - 811.75 488.87 - 126.59 -10.54 10 - 878.98 447.48 - 157.23 -13.78 11 - 557.87 188.74 - 101.05 -14.34 12 - 212.46 -62.85 -31.98 -12.16 13 85.71 - 285.79 -56.51 -9.87 14 321.85 - 470.14 - 104.27 -7.46 15 569.96 - 680.03 - 157.35 -4.18 16 666.88 - 759.29 - 177.59 0.01 17 569.33 - 679.61 - 157.23 4.19 18 320.56 - 469.29 - 104.04 7.48 19 84.21 - 284.74 -56.23 9.89 20 - 214.89 -61.21 -32.46 12.19 21 - 560.53 190.38 - 101.57 14.33 22 - 880.44 448.35 -157.5 13.74 23 - 812.15 489.23 - 126.66 10.51 24 - 656.25 389.38 -93.39 1.78 25 - 1127.3 567.35 - 182.63 -8.2 26 - 1189.3 355.44 - 213.15 -13.37 27 - 603.69 - 203.91 -89.63 -12.14 28 - 233.66 - 595.96 -92.07 -6.62 29 - 129.86 - 772.11 - 130.09 -1.29 30 - 221.42 - 788.86 - 127.36 4.1 31 - 587.15 - 587.15 -68.4 10.37 Project. 13180 - APPENDIX A . 33 of 37 6127105 Part A: LOAD INCREMENT 6: Backfill to Z -0" Cover - STRUCTURAL RESPONSE OF BRIDGE .` A7 LOAD INCREMENT 6: BACKFILL TO T -0" COVER • A7.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN(N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project. 13180 - APPENDIX A .34 of 37. 6127105 X -D Y -D NP SP MOMENT' THRUST SHEAR CD V @C T @C 1(564) 0.0 . -.32 -2.73 2.82 0.0 -8.44 -.88 0.0 0.61 -8.17 2(565) 0.0 -.32 -2.73 2.82 0.83 -7.89 -.34 0.0 0.07 -7.61 3(566) -.01 -.32 -2.22 3.22 0.93 -7.3 0.15 0.0 -.36 -6.98 4(567) -.01 -.32 -2.91 3.42 0.43 -6.64 0.65 0.0 -.94 -6.31 5(568) -.02 -.32 -2.54 3.98 -.84 -5.92 1.19 0.0 -1.43 -5.53 6(569) -.02 -.32 -1:65 4.32 -2.8 -5.19 1.37 5.34 -1.71 -4.72 7(570) -.02 -.32 -1.83 4.26 -4.35 -4.59 1.26 7.2 -1.9 -4.08 8(576) -.01 -.32 -2.24 6.63 -5.34 -3.79 -.4 0.0 -1.76 -3.39 9(577) -'.O1 -.32 -4.7 1.3 -4.15 -3.14 -1.83 0.78 -1.88 -2.89 10.(603) -.01 -.33 -3.96 1.02 -2.75 -2.83 -1.65 6.0 -1.96 -2.41 11(609) 0.0 -.34 -3.48 0.71 -1.41 -2.52 -1.57 0.0 -1.99 -2.01 12(635) 0.0 -.34 -3.15 0.62 -.27 -2.35 -1.34 0.0 -2.0 -1.63 13(640) 0.0 -.35 -2.99 0.55 0.75 -2.21 -1.1 0.0 -1.99 -1.26 14(665) 0.0 -.36 -2.92 0.38 1.59 -2.08 -.83 0.0 -1.98 -.8 15(690) 0.0 -.37 -2.81 0.2 2.48 -1.99 -.46 4.99 -1.96 -.26 16(715) 0.0 -.37 -2.73 0.0 2.83 -1.96 0.0 5.11 -1.96 0.26 17(720) 0.0 -.37 -2.81 -.2 2.48 -1.99 0.46 4.99 -1..98 0.8 18(745) 0.0 -.36 -2.92 -.38 1.59 -2.09 0.83 0.0 -2.0 1.27 19(770) 0.0 -.35 -3.0 -.55 0.75 -2.22 1.1 0.0 -2.0 1.64 20(775) 0.0 -.34 -3.15 -.63 -.27 -2.35 1.35 0.0 -1.99 2.01 21(800) 0.01 -.34 -3.45 -.72 -1.41 -2.52 1.57 0.0 -1.96 2.41 22(806) 0.01 -.33 -3.95 =1.01 -2.75 -2.84 1.64 6.0 -1.88 2.89 23(832) 0.01 -.32 -4.68. -1.24 -4.15 -3.14 1.82 0.78 -1.76 3.38 24(838) 0.01 -.32 -2.22 -6.64 -5.34 -3.78 0.39 0.0 -1.9 4.07 25(844) 0.02 -.32 -1.83 -4.27 -4.35 -4.58 -1.27 7.2 -1.71 4.72 26(869) 0.02 -.32 -1.65 -4.33 -2.79 -5.18 -1.37 5.34 -1.43 5.52 27(868) 0.02 -.32 -2.54 -3.97 -.84 -5.91 -1.19 0.0 -.94 6.3 28(867) 0.01 -.32 -2.91 -3.41 0.44 -6.64• -.65 0.0 -.36 6.97 29 (B66) 0.01 -.32 -2.23 -3.22 0.94 -7.29 -.14 0.0 0.07 7.61 30(865) 0.0 -.32 -2.73 -2.82 0.83 -7.88 0.34 0.0 0.61 8.16 31 (864) 0.0 -.32 -2.73 -2.82 0.0 -8.44 0.88 0.0 Project. 13180 - APPENDIX A .34 of 37. 6127105 Part A: LOAD INCREMENT 6: Backfill to Z -0" Cover - STRESSES IN BRIDGE WALL • A7.2 STRESSES IN BRIDGE WALL • Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project: 13180 - APPENDIX A 35 of 37 6/27/05 FSI FSO FC FV 1 - 717.53 - 717.55 -83.59 -12.08 2 - 300.03 - 957.87 -152.7 74.69 3 - 205.76 - 941.32 - 155.63 2.01 4 - 372.56 - 713.26 - 104.38 8.95 5 - 881.15 - 208.66 - 135.13 16.32 6 - 1408.9 10030.0 - 716.61 18.9 7 - 2028.5 12023.0 - 661.77 12.41 8 - 967.79 571.01 - 137.67 -2.32 9 - 1277.1 892.07 - 202.19 -15.25 10 - 1155.7 10596.0 - 620.48 -20.35 11 - 842.91 214.09 - 152.14 -21.58 12 - 318.93 - 106.54 -47.41 -18.52 13 136.7 - 446..5 -88.47 -15.13 14 500.36 - 728.31 - 161:64 -11.45 15 7210.7 - 192.73 - 485.21 -6.37 16 8377.2 - 152.99 - 551.01 0.01 17 7205.8 - 193.02 - 484.96 6.38 18 499.16 - 727.53 - 161.43 11.47 19 135.4 - 445.65 -88.23 15.15 20 - 321.07 - 105.16 -47.83 18.55 21 - 845.14 275.38 - 152.57 21.57 22 - 1156.5 10601.0 - 620.82 20.31 23 - 1276.9 892.12 - 202.17 15.21 24 - 966.94 570.73 - 137.56 2.3 25 - 2026.1 12011.0 - 661.06 -12.43 26 - 1407.1 9998.7 - 714.81 -18.91 27 - 877.76 - 210.62 - 134.47 -16.32 28 - 369.24 -715.0 -104.9 -8.94 29 - 203.04 - 942.59 - 156.03 -1.99 30 -298.3 - 958.39 -152.9 4.72 31 - 717.07 - 717.09 -83.53 12.11 Project: 13180 - APPENDIX A 35 of 37 6/27/05 Part A: LOAD INCREMENT 7: Applied Live Load - STRUCTURAL RESPONSE OF BRIDGE • A8 LOAD INCREMENT 7: APPLIED LIVE LOAD • • A8.1 STRUCTURAL RESPONSE OF BRIDGE Displacements and Crack depth are in in, Forces are in K /ft, MOMENT are in ft *K /ft BN(N) X -D, Y -D NP, SP MOMENT, SHEAR, THRUST CD V @C, T @C node BN and node BN +1 Beam node number (N= Corresponding Node number) Node displacements Normal and Shear pressures at the node Values at the node Crack depth Shear and Thrust values at the center of the element between Project: 13180 - APPENDIX A 36 of 37 6127105 X -D Y -D NP SP MOMENT THRUST SHEAR CD V @C T @C 1(564) -.03 -.4 -3.32 1.6 0.0 -11.14 -.94 0.0 0.61 -11.58 2(565) -.06 -.4 -3.32 1.6 0.83 -11.43 -.29 0.0 -.04 -11.27 3(566) -:09 -.4 -3.47 2.09 0.78 -11.06 0.38 0.0 -.72. -10.86 4(567) -.12 -.4 -5.59 2.4 -.21 -10.62 1.27 0.0 -1.82 -10.38 5(568) -.16 -.4 -6.48 3.34 -2.69 710.06 2.46 4.46 -3.09 -9.73 6(569) -.17 -.4 -6.26 3.85 -6.91 -9.51 3.28 5.99 -4.22 -8.98 7(570) -.15 -.4 -5.6 3.9 '-il.02 -9.16 3.51 8.03 -4.95 -8.33 8(576) =.11 -.41 -4.34 6.35 -13.91 -8.59 -.18 12.53 -5.01 -7.55 9(577) -.1 -.43 -5.85 1.64 -11.57 -8.01 -3.78 9.27 -5.16 -6.94 10(603) -.07 -.48 -4.65 2.04 -8.49 -7.39 -3.97 6.68 -5.16 -6.33 11(609) -.05 -.55 -3.8 2.19 -4.98 -6.6 -4.41 5.97 -5.04 -5.85 12(635) -.03 -.62 -2.8 2.12 -1.53 -6.07 -4.45 0.0 -4.87 -5.47 13(640) -.02 -.7 -1.96 3.35 2.21 -5.51 -4.47 0.29 -4.51 -5.17 14(665) -.01 -.78 -3.45 5.44 6.03 -4.58 -4.42 5.93 -3.71 -4.55 15(690) 0.0 -.89 -12.15 7.92 11.76 -3.14 -3.23 5.81 -2.27 -2.17 16(715) 0.0 -.93 -22.59 0.0 14.65 -2.28 0.0 5.85 -2.27 2.17 17(720) 0.0 -.89 -12.16 -7.92 11.76 -3.14 3.23 5:81 -3.71 4.56 18(745) 0.01 -.78 -3.43 -5.44 6.02 -4.58 4.42 5.43 -4.51 5.17 19(770) 0.02 -.7 -1.95 -3.34 2.2 -5.51 4.46 0.28 -4.87 5.47 20(775) 0.03 -.62 -2.84 -2.15 -1.53 -6.07 4.45 0.0 -5.05 5.85 21(800) 0.05 -.55 -3.75 -2.19 -4.98 -6.61 4.41 5.97 -5.17 6.33 22(806) 0.07 -.48 -4.64 -2.03 -8.49 -7.39 3.97 6.68 -5.16 6.93 23(832) 0.1 -.43 -5.83 -1.58 -11.57 -8.01 3.77 9.27 -5.01 7.54 24(838) 0.11 -.41 -4.32 -6.39 -13.9 -8.59 0.18 12.53 -4.96 8.32 25(844) 0.15 -.4 -5.6 -3.91 -11.01 -9.15 -3.51 8.03 -4.22 8.97 26(869) 0.17 -.4 -6.27 -3.85 -6.9 -9.51 -3.28 5.99 -3.1 9.72 27(868) 0.16 -.4 -6.49 -3.34 -2.68 -10.05 -2.46 4.45 -1.82 10.38 28(867) 0.12 -.4 -5.59 -2.4 -.2 -10.62 -1.21 0.0 -.72 10.85 29(866). 0.09 -.4. -3.48 -2.09 0.79 -11.06 -.38 0.0 -.04 11.26 30(865) 0.06 -.4 -3.32 -1.61 084 -11.42 0.29 0.0 0.61 11.58 31(864) 0.03 -.4 -3.32 -1.61 0.. 0 -11.79 0.99 0.0 Project: 13180 - APPENDIX A 36 of 37 6127105 Part A: LOAD INCREMENT 7: Applied Live Load - STRESSES IN BRIDGE WALL • A8.2 STRESSES IN BRIDGE WALL • • Stresses are in psi BN = Beam node number FSI, FSO = Stresses in the Inner and Outer steel cages FC = Concrete compression FV = Shear stress Project: 13180 - APPENDIX A 37 of 37 6127105 FSI FSO FC ETV 1 - 997.35 - 997.33 - 116.18 -12.92 2 - 598.59 - 1259.2 - 187.98 -3.93 3 - 592.97 - 1208.7 - 179.28 5.26 4 - 996.48 - 828.61 - 124.19 17.53 5 - 2419.9 5821.2 - 679.93 33.86 6 - 1484.8 34783.0 - 1924.7 45.13 7- - 3523.6 40815.0 - 1753.0 34.43 8 - 3775.8 28842.0 - 968.42 -1.08 9 - 3515.2 36262.0 - 1389.2 -31.51 10 _ 1566.0 42130.0 - 1988.9 -49.12 it - 845.27 25794.0 - 1385.1 -60.74 12 - 1195.7 12.79 - 197.66 -61.25 13 625.38 - 1259.0 - 264.44 -61.51 14 18167.0 - 381.82 - 1203.9 -60.86 15 39789.0 1348.5 - .2090.6 -44.47 16 50517.0 1897.6 - 2301.6 0.01 17 39781.0 1348.0 - 2090.4 44.5 18 18144.0 - 382.66 - 1202.6 60.88 19 622.32 - 1256.8 - 263.86 61.49 20 - 1197.3 13.85 - 197.97 61.25 21 - 845.15 25813.0 - 1386.1 60.73 22 - 1566.6 42128.0 - 1988.9 49.07 23 - 3514.3 36256.0 - 1388.9 31.47 24 - 3774.2 28834.0 - 968.09 1.05 25 - 3521.5 40792.0 - 1752.0 -34.46 26 - 1485.3 34732.0 - 1922.3 -45.15 27 - 2416.3 5783.2 -677.5 -33.86 28 - 992.12 - 831.34 - 123.34 -17.51 29 - 589.58 - 1210.6 - 179.84 -5.23 30 - 596.74 - 1260.2 - 188.27 3.97 31 -997.2 - 997.25 - 116.17 12.95 Project: 13180 - APPENDIX A 37 of 37 6127105 JIV FOUNDATION CALCULATIONS • • • VC r5:coru 7P® BRIDGE SYSTEMS CULVERT FOUNDATION CALCULATIONS JOB #: 13180 NAME: Jefferson ST / Sage Lane DATE: 27- Jun -05 BY: KLD LOADS: cover, at structure center 4.0 ft, max vertical load, per leg, R„ 11.9 k/f bridge span 14 ft live load percentage 11% bridge rise 10.0 ft horizontal load, per Ieg,.Rh -1.2 k/f live load HS 20-44 FOOTING WIDTH: REINFORCING DESIGN: fy = 60.0 ksi footing type = Strip Footing f 'c = 4.0 ksi footing depth, D = 2.00 ft L = 1.50 ft footing offset, o = -4.0 in Mu = 6.31 ft -k/ft TOTAL LOAD per footing = 11.9 k/f d= 17.8 in overburden depth = 0.0 ft Ru = 22 psi net allowable bearing = 4.0 ksf m = 17.65 gross allowable bearing = 4.0 ksf p x.00037 actual footing width, B = 3.0 ft pmin x.00048 (PeraASHTO 8.17.1) Pmax x.0214 Asreq'd = 0.10 inA2/ft Tie bars = #4 @ 12 in FACTORED SOIL BEARING PRESSURES: wfactored di = 4.6 ksf Ofactored ii = 0.9 ksf Long. bars = #6 @ 12 in COtotai = 5.5 ksf Asactuai = 0.20 in^2/ft OK (Oinside. factored = 5.6 ksf CHECK SHEAR: (Ooutside,'factored = 5.5 ksf Vu = 0.1 k/ft �Vc = 22,9 k/ft OK i • • 0 CALCULATION NOTES: 1. The vertical and horizontal loads are obtained from the-CON/SPAN reactiori charts, which were developed using many test runs of the finite- element model CANDE . 2. The live load percentage is the percent of the total load attributed to live load. 3. The uniform load, Wj w, is the total live or dead load spread over the actual footing width. 4. Loads (Oinside and (0,wlida are the factored soil contact pressures at the inside and outside face of the footing, respectively. These pressures are used for structural design of the footing per AASHTO 4.4.7.1.1.1. 5. The load factors for the soil pressures are 1.3 for dead load, and 2.17 for live loads. 6. Jis the steel yield strength and L is the concrete compressive strength in the footing only. 7. B is the extension of the footing past the culvert leg and is used for strip footings only. 8. MR = W 12 /2 for strip footings and 0)(span)2/ 8 for a base slab. 9. d = distance from extreme compression fiber to centroid of tension reinforcement. 10. $q = Mu4 b d2 11. M = fy/(.85)f, 12. p = 1 /m(1- sgrt(1- 2mRu /fy)) 13. p. is calculated based on 1.2Mr, or 1.3 M„ per AASHTO 8.17.1. 14.As =pbd 15. jVc = 2�(fc) "(b)(d) ( AASHTO 8 -49) C 16. B' = B - 2e ( AASHTO 4.4.7.1.1.1) ¢ Footing Pfecast unit [eg Outside of Footing Inside ofFooling D X B • BEARING & ECCENTRICITY CHECK JOB #: 13180 NAME: Jefferson ST / Sage Lane DATE: 27- Jun -05 LOADS: cover, at structure center 4.00 ft at rest pressure coefficient, K. 0.50 footing depth, D 2.00 ft max. passive pressure coef£,Kpme, 3.0 live load HS 20 -44 max. friction coefficient, fsmex 0.30 bridge span 14 ft bridge rise 10.00 ft vertical load, R,, 11.95 k/f horizontal load, Rh -1.23 k/f overburden, Z 14.50 ft depth to bottom of footing, Z +D 16.50 ft a at rest pressure 1, P, 0.87 ksf at rest pressure 2, P2 0.99 ksf total force . from at rest pressure -1.86 k/f O calculated friction coefficient, fs 0.24 R actual fs ( <= fsmex) 0.24 total friction force, Ft 3.09 k/f P ' calculated passive pressure coeff., K 0.00. ID actual Kp ( <= Kpmex -K0) 0.00 passive pressure 1, Pl 0.00 ksf P x passive pressure 2, Pz 0.00 ksf B total force from passive pressure 0.00 k/f ECCENTRICITY AND BEARING PRESSURE: Vertical Horizontal Moment Moment Description Force ft) Force (k/ft) Arm (ft) (ft_k/ft) vertical reaction 11.95 1.83 21.91 footing weight 0.86 1.50 1.28 at rest pressure -1.86 0.96 -1.78 friction 3.09 0.00 0.00 passive pressure 0.00 0.00 0.00 horizontal reaction -1.23 1.83 -2.25 TOTAL 12.80 0 19.15 allowable bearing pressure 4.0 ksf footing offset from center of leg, o -4 in eccentricity, a -0.05 in < B/3 OK (negative a is inward) reduced footing width, B' = B - 2e 2.99 ft bearing pressure, q' 4.0 ksf OK. ENDWALL CALCULATIONS 0, � 0. • f CON SPAN . BRIDGE SYSTEMS Project: Jefferson ST / Sage Lane Job #: 13180 Date: 6/29/2005 Engineer KLD Input: Span = 14 ft Rise= 10 ft Cover, max. = 4.00 ft Ysoil = 120 pcf K = 0.47 Endwall Design: fc =4ksi Fy = 60 ksi R = 0.85 � = 0.9 cover = 2.0 in wall thickness = 10.0 in tributary strip = 12.0 in d = 7.69 in reinforcing bars = #5 spacing = 8.0" o.c. Ultimate Loads Reinforcing: Ru = 194 psi m = fy /0.85 f c = 17.65 P.I.ulated = 0.0033 Pmin = 0.0031 Pmex = 0.0214 P,eq d = 0.0033 As ,eq d = 0.31 i n^2/ft Apm,ided = 0.46 ihA21ft a =0.677 in �Mn = ,15.22 k -ft Endwall Design Calculations Forces at: Top of wall, w, = 0.26.klf Bottom of wall, wZ = 0.83 klf Moments: Ms = 6.91 k -ft Mu = (Y)(Re)Ms = 10.33 k -ft (for 1.2M, per AASHTO 8.17. 1) (for 0.75 p b per AASHTO 8.16.3.1.1) OK, required reinforcement is within acceptable range OK, Asprovided > AsregV OK, phi *Mn > Mu " Note: Load and resistance factors per AASHTO 16th Edition, 1996, and all interims 0 • (Service Loads Reinforcing (Crack Control): do = 2.31 in A = 37.00 in ^2 z = 130.0 Win fs anowab�e = 29.5 ksi (per AASHTO 8.16.8.4) n = 8.04 P actual = Asp. jbd = 0.0050 k = 0.246 jd = 7.1 in fs actual = 25.53 ksi OK, (sallow > fsact Span r -� WI � 0 •