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Bridge Design
A ~~~~~ ~ITCAV° ~% i ~ ~ i i.~; r! .,i ~- ~ BRIDGE SC~~UTIONS INC. C®N/SPAN° ~®UNDATI®N AND HEADV~/ALL CALCULATI®NS C®N/SPAN® P R®J ECT X14563 TAH®1111A BLVD CULVERT 1 YELIVI, VI/ASHINGT®N PROVIDER: C®NTECH fridge Solutions ~/aSl'ilrlgt0 RECEIi/E® AUK 0 4 2006 DATE. July 19, 2®06 ~'=: ®ESIGN CALCULATIONS ~,~ ~1 V J. ~"~`~,. /~ ~ ~~ of w,;s~,~, ~,v ", ~ ~ ~- - ~ ~:' \`,~ aral:a:.k 1~q.J ., ,1QNA1_ ~ `_,~' EXPIRES Y' ZZ =U', --- -~' ©2006 CONTECH Bridge Solutions Inc INDEX TO PRINTOUT DESCRIPTION ................................................................................... PAGE Foundation Calculations ..........................................................F1 to F3 Attached Headwall ........................................................................ H1 to H4 Br-~io~E sYS~ns cuLVE~r FouN®ATio~ c~LCULa-rsoNs JOB #: 14563 NAME: Tahoma Blvd Culvert #1 DATE: 19-J u I-06 BY: CAP LOADS: cover, at structure center 3 0 ft, max vertical load, per leg, R~ 10.2 k/f bridge span 16 ft live load percentage 23% badge rise 7 0 ft horizontal load, per leg, Rh 1.0 k/f live load HS 25-44 FOOTING WIDTH: REINFORCING DESIGN: fy = 60 0 ksi footing type = Strip Footing f 'c = 4 0 ksl footing depth, D = 1 50 ft e = 1 42 ft footing offset, o = 1 0 in Mu = 4 27 ft-k/ft TOTAL LOAD per footing = 10.2 k/f d = 11 8 In overburden depth = 0 0 ft Ru = 34 psi net allowable bearing = 3 0 ksf m = 17 65 gross allowable bearing = 3 0 ksf p ~ 00058 actual footing width, B = 3 5 ft Pmm ~ 00075 (PerAASHTO 8 17 1) Pmax ~ 0214 FACTORED SOIL BEARING PRESSURES: Asreq'd = 0 11 In^2lft factored di = 2 9 ksf Tie bars = #4 @ 12 In wfactored ii = 1 5 ksf Long. bars = #6 @ 12 In ~tota~ = 4 4 ksf A$aC1ua~ = 0 20 In^2/ft OteC inside, factored = 4 5 ksf CHECK SHEAR: ., , 'outside, factored - ~ ~ ' " V° = 1 9 k/ft ~Vc = 15 2 k/ft C~~: I CALCULATION NOTES: 1 The vertical and horizontal loads are obtained from the CON/SPAN reaction charts, which were developed using many test runs of the finite-element model CAA'DE 2 The live load percentage is the percent of the total load attributed to hve load 3 The uniform load, (Atota1. ~s the total live or dead load spread over the actual footm width. 4 Loads Cd,nside and outside are the factored soil contact pressures at the ms~de 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 pis the steel yield strength and F is the concrete compresswe strength m the footing only 7 e is the extension of the footing past the culvert leg and ~s used for step footings only. 8 Mu = C~ l 2/2 for step footings and CO(span)Z/ 8 for a base slab 9 d =distance from extreme compression fiber to centroid of tension reinforcement 10 Ru = Mu/~ b d2 11 m = fy/( 85)f 12 Q= 1/m(1-sgrt(1-2mRu/f~)~ 13 ~, ~s calculated based on 1.2M~~ or 1.3 M„ per AASHTO 8 17 1 14 As=pbd 15 Vc = 2~(f c)'~~(b)(d) (AASHTO 8-49) _ o 16 B' = B - 2e (AASHTO 4 4.7 1 1 1) ~ Footing , , Q Precast Unit Leg ~ ~ Outside of Footinq i /nside of Footing i ~ ~D ~ x B ~EAIZING & ECCENTIZICIT~' CI~IECI~ JOB #: 14563 NAME: Tahoma Blvd Culvert #1 DATE: 19-Jul-06 LOADS: cover, at structure center 3.00 ft at rest pressure coefficient, Ko 0 50 footing depth, D 1.50 ft max passwe pressure coeff ,KPmax 3 0 live load HS 25-44 max. friction coefficient, fsmax 0 30 badge span 16 ft badge rise 7.00 ft vertical load, R~ 10.15 Wf horizontal load, Rh 0.98 Wf overburden, Z 10 67 ft N depth to bottom of footing, Z+D 12 17 ft at rest pressure 1, P1 0 64 ksf ~ at rest pressure 2, PZ 0 73 ksf -Q Q, total force from at rest pressure -1 03 k/f O calculated friction coefficient, fs 0.00 R actual fs (<= fsmax) 0 00 total friction force, F~ 0 OS k/f P ' calculated passwe pressure coeff, K 0 00 /z„ actual KP (<°KPmax-Ko) 0 00 D passive pressure 1, P~ 0.00 ksf P z ~ passwe pressure 2, PZ 0 00 ksf ~ B ---{I total force from passwe pressure 0 00 k/f ECCENTRICITY AND BEARING PRESSURE Vertical Horizontal Moment Moment Description Force (Wft) Force (Wft) Arm ft ft-Wft vertical reaction 10.15 ! 67 16 92 footing we;Kht 0 '~4 1 7 5 i 2y at rest pressure -t 03 0 72 -0 74 friction 0 OS 0 00 0.00 passwe pressure 0 00 0 72 0.00 horizontal reaction 0 98 1 33 1 31 TOTAL 10.89 0 18.78 allowable bearing pressure 3 0 ksf footing offset from center of leg, 0 1 m eccentricity, e -0.30 m < B~3 t~k: (negative e is inward) reduced footing width, B' = B - 2e 3 45 ft bearing pressure, q' 2 9 ksf °11~: BRIDGE SYSTEMS ATTACHED HEADVI/ALL CALCULATfONS JOB #: 14563 NAME: Tahom a Blvd #1 DATE: 7/19/2006 BY: CAP This spreadsheet checks reinforcing and hardware used in attached precast headwalls DESCRIPTION VARIABLE OF VALUE VARIABLE MATERIALS Y unit weight of backfill (pcf) 120 ~ friction angle of backfill soil 32 K at rest earth pressure coefficient 0 47 ~'~ compressive strength of concrete (psi) 4000 fY reinforcing steel yield stress (psi) 60000 STRUCTURE culvert span /form system 16A type of vehicular railing NONE Hcent headwall height @ center (feet) 1 00 H headwall height @ critical section (feet) 1 00 Hso,~ soil height @ critical section (feet) 1 00 t headwall thickness (inches) g t~ culvert slab thickness (inches) 10 e insert offset from front face of headwall (inches) 4 5 LOADS FIS surcharge height (feet) 0 P. horizontal impact load applied to guardrail or headwall (kips) 0 y r distance from tcM ~~f hz;r_dwail :J ren4rOld uF hc7rICC)rlia_, ip~p IIPet) a 0 La distribution width @ critical section (feet) 1 00 NOTES 1 Moments are summed at the lower outside corner of the headwall for overturning calculations 2 Headwall height is measured from the top of the CON/SPAN unit to the top of the headwall 3 Live load surcharge is applied per AASHTO 3 20 3 4 Bridge rail impact loads are applied per AASHTO Section 2 7 5 Bridge rail impact loads are distributed through the headwall per AASHTO 3 24 5 2 6 The average headwall height within the distribution width is used for design 7 The at-rest earth pressure coefficient, K, is calculated using AASHTO equation 5 5 2-2 H t~ 5'-0" -Parapet 3'9"-Post soil Top of Culvert Unit End Unit Elevation Check Tension in iF1~Gr`w ar~u l`ii:ivic Bolts Calculate Overturning Moment Soil: Surcharge: Ph=05K H 2 Y sod Ph = KYHsHsod Impact Load: F Moment Arm Moment Soil 0 03 K/F 0 33 F 0 01 K-F/F Surcharge 0 00 K/F 0 50 F 0 00 K-F/F Impact 0 00 K/F 1 00 F 0 00 K-F/F Total Horizontal Load = 0 03 K/F Total Overturning Moment = 0 01 K-F/F Ferrule Loop Insert Tensile Capacity: Note Spacing controlled by the minimum of insert and rod capacity Required Insert Capacty = Mo/e Mo/e = 0 03 K/F Safe Working Load (3 1 Factor of Safety) = 5 K/insert"`(sgrtF'c/sgrt3000) = 5 77 K/INSERT ** "*5k capacity per manufacturer (8" min edge distance w/ 3,000 psi concrete -See attached sheets) Capacity w/ 5" edge distance provided Reduced Shear Cone Area (A~) = 212 3 in^2 Original Shear Cone Area (Ao) = 253 2 in^2 A~/Ao = 0 84 Actual Capacity = Ongmal Capacity (A~/Ao) = 4 84 K/msert CONTROLS Hook Bolt Tensile Capacity: Bolt Diameter = 0 75 in Hook Length = 4 0 in Strength of hook bolt is the minimum of the steel tensile strength or the pullout strength Tboit = 6 60 K/BOLT (Per manufactur's data, Equiv to A307 bolt) Tpu~~out = 0 7f C(dbo~t)(Lhook)/1 7 = 4 94 K/BOLT CONTROLS TreG'd = 0 03 K/F Ta~~owab~e = 4 94 K/BOLT Check Shear in Inserts and Hook Bolts Ferrule Loop Insert Shear Capacity: ~V~ = 0 85(2~)(edge dist)ZSgrt(fo)/F S 2 28 K/INSERT (F S = 3 0) Hook Bolt Shear Capacity: Boit Diameter = 0 75 m ~V„ = 4 0 K/BOLT (Per i~ianufaciurcr's N`+a, ~niii~~ t, n~n7 gclt~ V~eq'd = Ph = 0 03 K/F .. . Determine Maximum Insert Spacing Based on Combined Shear and Tension S =Insert Spacing (In Feet) Inserts Smax = 72 23 F CONTROLS Hook Bolts (P'`S/Pa„)2+(V"S/Va„)2<=1 0 Actual Spacing = 1 00 F Smax = 107 34 F OK Check Bending at Base of Vertical Nrojection Calculate Factored Moment Soil: Surcharge: Impact Load: Ph = 0 5KYHSO~i2 Ph = KYHSHso~i Ph = P,/(I-d) ?ra Moment Arm Factored Moments Soil 0 03 K/F 0 33 F = 0 01 K-F/F Surcharge 0 00 K/F 0 50 F = 0 00 K-F/F Impact 0 00 K/F 1 00 F = 0 00 K-F/F Total Horizontal Load = 0 03 K/F Total Overturning Moment = 0 01 K-F/F M~ = 0 01 K-F/F Ru = 0 63 psi m = 17 65 P = 0 0000 Pmin = 0 0000 (PerAASHTO 8 17 1) ASmax = 1 48 In^2/F Asreq'd = 0 00 m^2/F OK Asactua~ = 0 20 in^2/F #4 @ 12" O C Check Shear in Ve rtical Projection (@ Distance "d" from Base of Wall) VU =Load Factor`Ph+1 3"1 67"Ps+1 3`1 67"`P,/(Ld) = 0 01 K/F Q~Vc = 2~SQRT(fn)db (AASHTO 8-49) = 7 42 K/F OK Check Bending in Bridge Slab Calculate Factored Moment Soil: Surcharge: z Ph = 0 5Ky(Hso,q Ph = KYHS(Hsa,l) P Soil 0 03 K/F Surcharge 0 00 K/F Impact 0 00 K/F Total Horizontal Load = 0 03 K/F Check Reinforcement M~ = 0 03 K-F/F R~ = 0 64 psi -m =1765 P = 0 0000 Pmin = 0 0000 ASmax = 1 90 In^2/F ASreq'd = 0 00 In^2 Asactuai = 0 33 In^2 Impact Load: Moment Arm Factored Moments 0 75 F = 0 03 K-F/F 0 92 F = 0 00 K-F/F 1 42 F = 0 00 K-F/F Total Overturning Moment = 0 03 K-F/F (PerAASHTO 8 17 1) OK #4 @ 12" o c + A4 Mesh w ~~ ~%v~~wu° t -- ~.- - --.~.r. BRIDGE SOLUTIONS INC. CON/SPAN° FOUNDATION AND HEADWALL CALCULATIONS CON/SPAN° PROJECT x#14635 TAHOIOIIIA SLVD CULVERT 2 YELIVI, WASHINGTON PROVIDERs CONTECH Rriclge Solutions Washington DATE: July 19, 2006 ®~SIGN CALCULATIONS ,~ M~ c r, s P' f~ ,,, ~~~~ , A~ `V ' .y ~, x a I~. .tRa ~ ~ ~~3,~~~ Js~, ,.r~~•.. ~~> a, ---~ z z ~ ~ ---- ExP ~~, ©2006 CONTECH Bridge Solutions Inc INDEX TO PRINTOUT DESCRIPTION ................................................................................... PAGE Foundation Calculations ..........................................................F1 to F3 Attached Headwall ........................................................................ H 1 to H4 Br~io~E s~rs~Ms CULVERT FOUNDATION CALCULATIONS JOB #: 14635 NAME: Tahoma Blvd Culvert #2 DATE: 19-Jul-06 BY: CAP LOADS: cover, at structure center 3 0 ft, max vertical load, per leg, RY 10.2 k/f bridge span 16 ft live load percentage 23% badge rise 7 0 ft horizontal load, per leg, Rh 1.0 k/f live load HS 25-44 FOOTING WIDTH: REINFORCING DESIGN: fy = 60 0 ksi footing type = Strip Footing f 'o = 4 0 ksi footing depth, D = 1 50 ft e = 1 42 ft footing offset, o = 1 0 in Mu = 4 27 ft-k/ft TOTAL LOAD per footing = 10.2 k/f d = 11 8 in overburden depth = 0 0 ft Ru = 34 psi net allowable bearing = 3 0 ksf m = 17 65 gross allowable beanng = 3 0 ksf p ~ 00058 actual footing width, B = 3 5 ft Pmin ~ 00075 (PerAASHTO 8 17 1) Pmax ~ 0214 FACTORED SOIL BEARING PRESSURES: Asreq'd = 0 11 In^2/ft wfactored di = 2 9 ksf Tie bars = #4 @ 12 in factored u = 1 5 ksf Long. bars = #6 @ 12 in wtota~ = 4 4 ksf A$actual = 0 20 In^2/ft OK winside, factored = 4 5 ksf CHECK SHEAR: outside, factoreo - 4 2 kSf ~ Vu "I ~ Kih ~Vc = 15 2 k/ft OK CALCULATION NOTES: 1 The vertical and horizontal loads are obtained from the CON/SPAN reaction charts, which were developed using many test runs of the finite-element model CANOE 2 The hve load percentage ~s the percent of the total load attributed to lwe load 3 The uniform load. (il,o,~i, is the total live or dead load spread over the actual footm~ width 4 Loads QJ,,,S,ae and (~o,s,de 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 ~. "I'he load factors for the soil pressures are 1.3 for dead load, and 2.17 for live loads 6 F., is the steel yield strength and f is the concrete compresswe strength ~n the footing only 7 C is the extension of the footing past the culvert leg and is used for strip footings only Mu = wl ~/2 for strip footings and c~(span)2/ 8 for a base slab 9 d = distance from extreme compression fiber to centroid of tension reinforcement. 10 Ru = Mu/~ b dZ 11 m = fy1(.85)f~ 12 ~ = 1/m(1-sgrt(1-2mRu/fy)) 13 1~ is calculated based on 1.2M~, or 1.3 M„ per AASHTO 8 17 1 14 As=pbd 75. Vc = 2~(fc)'~~(b)(d) (AASHTO 8-49) ~ ° ~c Footing j ~ Q Precast Unit Leg 16 B' = B - 2e (AASHTO 4.4 7 1 1 1) Outside of footing , ~ /nside of Footing i~ O ~ x B BEAI~IloTG & ECCEN'I'IZICIT~' CHECK JOB #: 14635 NAME: Tahoma Blvd Culvert #2 DATE: 19-Jul-06 LOADS: cover, at structure center 3 00 ft at rest pressure coefficient, Ko 0 ~0 footing depth, D 1.50 ft max passive pressure coeff.,KPmaX 3 0 live load HS 25-44 max friction coefficient, fsmax 0 30 bridge span 16 ft badge rise 7 00 ft vertical load, R~ 10.15 k/f horizontal load, Rn 0.98 Wf overburden, Z 10 67 ft ~ ~ depth to bottom of footing, Z+D 12.17 ft a at rest pressure 1, Pl 0 64 ksf at rest pressure 2, PZ 0 73 ksf total force from at rest pressure -1 03 k/f O calculated friction coefficient, fs 0 00 R , actual fs (<= fsmaX) 0 00 total friction force, Fr 0 OS k/f P' calculated passive pressure coeff , K 0 00 R n ~ actual KP (<=KPmax-Ko) 0 00 passive pressure 1, P, 0 00 ksf P z X B passive pressure 2, Pz 0.00 ksf total force from passive pressure 0 00 k/f ECCENTRICITY AND BEARING PRESSURE Vertical Horizontal Moment Moment Description Force (k/ft) Force (k/ft) Arm ft ft-k/ft vertical reaction 10 1 ~ 1.67 16 92 footing weight 0 74 : 75 i ~y at rest pressure -1.03 0 72 -0 74 friction 0 OS 0 00 0 00 passive pressure 0 00 0 72 0.00 horizontal reaction 0 98 1.33 1.31 TOTAL 10.89 0 18.78 allowable bearing pressure 3 0 ksf footing offset from center of leg, 0 1 m eccentricity, e -0 30 m 1 ~l3 OK; (negative e is inward) reduced footing width, B' = B - 2e 3.45 ft bearing pressure, q' 2 9 ksf t~F: BRIDGE SYSTEMS ATTACHED HEADWALL CALCULATIONS JOB #: 14635 NAME: Tahom a Blvd #2 DATE: 7/19/2006 BY: CAP This spreadsheet checks reinforcing and hardware used in attached precast headwalls DESCRIPTION VARIABLE OF VALUE VARIABLE MATERIALS y unit weight of backfill (pcf) 120 ~ friction angle of backfill soil 32 K at rest earth pressure coefficient 0 47 f~ compressive strength of concrete (psi) 4000 fy reinforcing steel yield stress (psi) 60000 STRUCTURE culvert span /form system 16A type of vehicular railing NONE Hcent headwall height @ center (feet) 1 00 H headwall height @ critical section (feet) 1 00 Hso,, soil height @ critical section (feet) 1 00 t headwall thickness (inches) g t~ culvert slab thickness (inches) 10 e insert offset from front face of headwall (inches) 4 5 LOADS HS surcharge height (feet) 0 P, horizontal impact load applied to guardrail or headwall (kips) 0 Y distance from tcN ~f headwail f~ ~Cr'Itrv~d of 11Cri ~;Zta; 'oad (fe=t) J Ld distribution width @ critical section (feet) 1 00 NOTES 1 Moments are summed at the lower outside corner of the headwall for overturning calculations 2 Headwall height is measured from the top of the CON/SPAN unit to the top of the headwall 3 Live load surcharge is applied per AASHTO 3 20 3 4 Bridge rail impact loads are applied per AASHTO Section 2 7 5 Bridge rail impact loads are distributed through the headwall per AASHTO 3 24 5 2 6 The average headwall height within the distribution width is used for design 7 The at-rest earth pressure coefficient, K, is calculated using AASHTO equation 5 5 2-2 H t~ 5' 0" -Parapet 3'9"-Post soil 4op of Culvert Unit End Unit E/e vation Lheck Tensio:~ ;rt Inserts a^u I-lo~,~ ~,;;;t; Calculate Overturnina Moment Soil: Surcharge: Ph=05K H 2 Y sod Ph = KYHsHsal Impact Load: P Moment Arm Moment Soil 0 03 K/F 0 33 F 0 01 K-F/F Surcharge 0 00 K/F 0 50 F 0 00 K-F/F Impact 0 00 K/F 1 00 F 0 00 K-F/F Total Horizontal Load = 0 03 K/F Total Overturning Moment = 0 01 K-F/F Ferrule Loop Insert Tensile Capacity: Note Spacing controlled by the minimum of insert and rod capacity Required Insert Capacity =Mole Mo/e = 0 03 K/F Safe Working Load (3 1 Factor of Safety) = 5 K/insert*(sgrtF'c/sgrt3000) = 5 77 K/INSERT ** **5k capaaty per manufacturer (8" min edge distance w/ 3,000 psi concrete -See attached sheets) Capacity w/ 5" edge distance provided Reduced Shear Cone Area (A~) = 212 3 in"2 Original Shear Cone Area (Ao) = 253 2 in^2 A~/Ao = 0 84 Actual Capacity =Original Capacity (A~/Ao) = 4 84 K/insert CONTROLS Hook Bolt Tensile Capacity: Bolt Diameter = 0 75 in Hook Length = 4 0 in Strength of hook bolt is the minimum of the steel tensile strength or the pullout strength Tbott = 6 60 K/BOLT (Per manufactur's data, Equiv to A307 bolt) TPUiio~t = 0 7f'C(dbo~t)(Lnook)/1 7 = 4 94 K/BOLT CONTROLS Treo'd = 0 03 K/F Tauowab~e = 4 94 K/BOLT Check Shear in Inserts and Hook Bolts Ferrule Loop Insert Shear Capacity: ~Vo = 0 85(2~)(edge dist)ZSgrt(fo)/F S 2 28 K/INSERT (F S = 3 0) Hook Bolt Shear Capacity: Bolt Diameter = 0 75 in ~jivo = 4 0 KILiO! I ~ r'Ci 17iclliud~~l!lCer'S rata. ~~J~!±v, to V3n7"Esclt) Vreq'd = Ph = 0 03 K/F Determine Maximum Insert Spacing Based on Combined Shear and Tension S =Insert Spacing (In Feet) Inserts (P*S/Pau)2+(V*S/Vau)Z<=1 0 Smax = 72 23 F CONTROLS Hook Bolts (P*S/Pa„)z+(V*S/Va„)2<=1 p Actual Spacing = 1 00 F Smax = 107 34 F OK Check Bending at Bane of Vertical Pr;;jtlction Calculate Factored Moment Soil: Surcharge: Impact Load: Ph = 0 5KYHSO~IZ Ph = KYHsHsoa Pn = P,/(Ld) P Moment Arm Factored Moments Soil 0 03 K/F 0 33 F = 0 01 K-F/F Surcharge 0 00 K/F 0 50 F = 0 00 K-F/F Impact 0 00 WF 1 00 F = 0 00 K-F/F Total Horizontal Load = 0 03 K/F Total Overturning Moment = 0 01 K-F/F M~ = 0 01 K-F/F R~ = 0 63 psi m = 17 65 p = 0 0000 Pmin = 0 0000 (PerAASHTO 8 17 1) Asmax = 1 48 In^2/F As~eq'd = 0 00 In^2/F OK Asactuai = 0 20 in^2/F #4 @ 12" o C Check Shear in Ve rtical Projection (@ Distance "d" from Base of Wall) V~ =Load Factor''Ph+1 3"1 67'Ps+1 3'`1 67"P,/(Ld) =001 K/F ~V~ = 2~SQRT(f~)db (AASHTO 8-49) = 7 42 K/F OK Check Bending in Bridge Slab Calculate Factored Moment Soil: Surcharge: z Ph = 0 5KY(Hso~p Ph = KYHS(Hso~i) Soil 0 03 K/F Surcharge 0 00 K/F Impact 0 00 K/F Total Horizontal Load = 0 03 K/F Check Reinforcement MU = 0 03 K-F/F Ru = 0 64 psi m = 17 65 Impact Load: Moment Arm Factored Moments 0 75 F = 0 03 K-F/F 0 92 F = 0 00 K-F/F 1 42 F = 0 00 K-F/F Total Overturning Moment = 0 03 K-F/F p = 0 0000 Pm,,, = 0 0000 (PerAASHTO 8 17 1) ASmax = 1 90 in^2/F ASreq'd = O OO In^2 OK AS8CIUHI = O 33 In^2 #4 @ 12" o c + A4 Mesh ryeRo~ o b ,o z ~~o ~~~~~ ~ y ° ~ N ~~ ^" y~o~4 ~ 3J0/N81Sb'3 0~~ ~ C~ ~~~~~®~~~~~ z m ~ ~ ~ ` ¢ ~~ ~ ~ ~ so2zi~ l l Z# 1tJ3/17/70 Q~ x ~'P> a ~ h o,~~ JNlMV210dOHS ~~ m~~ mom o ~~~ ° ° ~ ~ 2 m ~ 3 , ~ a/e0 °N 1N3VY302/OdN13211/Nn1Sb'032/d OZIt//137n08 bWOHb'1 m Q ~ ~ ~ ~ U as O m~ 80 ~ g~` Oip~~cd ~~ m ° r o~ >~~ I a ~ h a U Q s a 8 E suoisina~ Tagil ,raays NOlJN/HSdM~ 1N73.( o o U o a a~ ~ ~ ~ p°~ ~ ° O O y ~ ~ Q Q ~ O E E Q Z Q ~ O { ~ O ~ N ~ ~ O `O -O N~ H ~ t O `~ O U ° F.. ~ y p ~ p ° ° _ a, l~ ~ ^~ Q O pi p v° p~ N~ ~ Q v~ ~~ O C ~ ~O ~ ~ \ N 3 3 ~ V -O ~ ¢ ~ ~ ~ O O ° O LL O I °i O y to c ~-- ,~ ~ `~ ~ ~ ° ~ Q ~ O ~ j ~,~, ~~ = ~,~~ ~ ~ ~~ ~ O ~ Q~~~a~a 3 4 c ~ C p v~ oo~ ~k ~ a~ E ~ ~ O ~ E ~ °- 4~ <n ~~o ~ k ~ ~ o~ ° ~ " °i~ o E E E°o ~ F v ° ' ~ ao ~ E c ~~°' _ v v c '` ~ ~, o 0 ti ~ U V 0 .~ ~ cn ~ 3 t0 ~ p ~ 4 Q 0 ^') ~4 ~ ~ ~ ~ - z~ ~ ~ ~- 1 N p I ` I I =~ 1 _~ „U-,S . `~ N ~ _U '1 C 0 ~4 O O I ~ p ~f • ~ ~l,~ag '1'.~ F ~ ~ f ''~ ' I ~ .U ~'~ ~ ry f 0 S " c: r, , r: ~ r 1 ~ , ~„ ~ ~ ~~ ~, I .~ ~ ~'a v > ~' ' ' 1 .,. ,~ ~ ~ ~ i i~ CIS ~ ~ , ~, } L'~ .~~ ~ x~ '~ w o~ g~ ~~~ rr a°~ ~, °Q o b uci 4 ~ U Q U ~ ~ O ~ U O C~ I I I 1 ~ N ~ nl ~ O ti N h _~ O ° 0 I E O I I I 0 U II QJ O C Q _~ ~ ~ ~ \ L ~ Q Q ~ Q ~ ~ ~ I C ° ` C °~ ~~ p• ~O V ~ N ~ \ ~D nl ~ ~I ~ { ~ ~ ~ ~ ~ II II II II ~ O Q Q Q Q U t o, a, O N "'~ v h U n N ~ O C ~2 ~ o O ~~~ ~ o ~ 3JOIt~81Sd3 rr^^ vJ N ~u H ry m n ~q~q` tp ~9 t. ... 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S ~ O V O) U1 ~ia C-M ~j v O ~ ~. ~ ~ ~ ~ ~ w ti ~ n °, o ~ ° II II I I I I -` ~ e ,• ° ~ c -O ~ ~ ~ -ta ~ ~ -° j Q Q ~ Z ° ` ~D ti N , (n I ~ ~ O n ~ "~ u ~ ~' 3 0 0 0 0 ° ~ ~ ~ ~' I I a ° 0 o- y C~D ~~I~ 0 ~ t rn I` 0 ~~ j N 6'-0" 5'-7" ~` srnpo?! ,~~-,5Z I 1" o N m ~ o v , Ol ti ~ ~ I~ o 00 a ~ 7'-0" Rise 0 cep I I s j' ~+J I~ O k ~ ~ ~ ~ ti N ~~ o ~ v o ~`O ~- n ~ ~. ~' o \ ~ l ~a j Q Q. a~ '1 (lD j ~' ° ~ N :~ C Q ~ j' a ~ o; ~ ti 6'-3 3/8" O 3 ~. a ~~ ~ r ° V ~ ~ cr ~~ ~ ° ~ :p ~ ~^+ ~v ~ v O ° ~~ ~ o o o\ ~~ o ~O `~ p O C n ,. cp ~D n n ~ p' ~ O y ~ Tv ~' ~ o cn ~ ~ ,,,a,~~ o '•o cam. s~ ~~ ~ I ~ O v SOp ~ 1 ~ ~ O ° ~'' ° O cn ~' ~ ~ (~ ° ~ ~ '-~ ~ ti ~ ^ ~1 n j ~ y 1' O l~ j Z , O j 0 ~ n ~ Q j ° ~ ~~ ~ ~ ~ j y ~ ° 1 ~ ~ O ~ J Cn ~ r Do ~ w a o ° ~ ° o ~ ° ° ~ `D ~ ~ ~ C p o ~m ~ ° . o a~ ~.`~ cu b-~ . ° 3 `m ~ Z C ~ -ra ,,,. ~' O ° ~ Z .~ o o ° ~ c cu rn a a ~ o ° YELM WASH/NGTON Sheet Title: Revisions: ~• ~ ~ ~ ~ ~ j ~ y o ~ $ g o w `°• ~ a ~ ~ n ~ PRECAST UNIT REINFORCEMENT 'm ~. ~ ~ ~ 2 ~ ~ ~ ^ ~ ~ A oo`, ~,~ ~,Sw ~ ~`° TAHOMA BOULEVARD No. Date a ~ ~ 3 ~ ~, ~ o z w ~ o m SHOP DR,4 WING / ~ m ~ j ~ ~ ~ " ~ ~ ~ ~ CULVERT #2 ~ ~ x ~ ~ a1 ~ 0 2 mm~am® cn~o~c~`D.,w ~ ; ~ EAST BRIDGE ~ ~ a~ ~• w~gNti m Z W ~ ~n Q ~dvo c~~Gi m N v~ ~ o °j q ° ~oo~w ~~ ~ °: ~ O N m 3 n v d C n rn l '~ ~D r '~ o~ j ti ClD ~ l D Q ( ~ n ~ ~ ~n C 0 ~ .. C n J O j' ~ N ~~-~~~ ~ na ~ ~ min. 1 o ~ ~ ~. ~ ~ ~ O= ; c a 'c ~ ~ ~ o ® ~ ~ ~~ ~. O j O 4 ~ ~ I~ O 0 i~ ~D ~ C Q ti. ~ ~ ~~ ~ Q ^~- ~ ~~ ~~ I 0~ o~ ~. cs, o~ o o~ y ~ ~ ~ 1 Z 0 ^,- ~ ~ ~ cu ~ a ~ cip~D 0 cp 0 0 0 0 v I` b O ~ ~ ~ ~ Q O D Z r p z o r z ~ o c~ o o yELM WASH/NGTON Sheet Title: Revisions: ~ a ~~ ~ ~ ~ ~ ~ ~ ~ b w ~ ? o ~ U S N Cp ~:. O ~~ i o y $~°3 w `• ~ a ~ ~ y ~ HEADWALL END UNIT - C1 & C2 No. Date a ~ ~• ~ ~ ~ o ~ = v ~ ~ m ~,~ ~~~ ~ ~ TAHOMA BOULEVARD SHOP DRAWING ~ ~~ ~ o ; y z ~ ~ ~ ~ ~ m m CULVERT #2 y ~ y ~ ~ k g ~ ~~ ~- O ti,~ 4~' mwg`y ;~ EASTBRIDGE 2 ~~~°_~® v~~tiw ~ m Z 3 '"''. j v w v~i~N Z W~ H y 4 °w°~~rn~ Om O ~ [/ ~ ~ ~o"'w 8 4'-2 3/8 ~~ o O y O. O• .~ O ~ [p ~ R ~ l ~ ~ `~ l y N .~T c~~n ~S cn y 1 ~D ~ ~ j. , Z O (L ~ O ~• "' - ~ 0 n -•, ?j ~. S'~ ~ ~ ~ j ~ c~ j• ~ p 4 ~ ,~ O O c ~-`~ o `° o O cry ~.` R O N y' ~D ~ cp ~ C 1 G ~ y. =' _ ~ f a ~ cD y O ~ ti O O O C O ~ O (D Q ~ rt R ~ ~ y ~ w C 0 ~ ~ p y _ ~'+ o~ y~ ~ o p rn (n ^ j p. y ~, 3~~° a may. ` ~- ~ ~ ~ y ry w ~ O O D) ~ U O y ~ O N ~ O Q ~•~ y O O cp Q p ~ ~ ~ ~ . 1 'V\ ~\ w ti I I I 1 0 ~• ~ ~. ~ p C 0 cn _ CD ~ ry ~ ~ ' 1 ~ r y ~ - io' O N ~ O ~ O O ~ ~ 1 l j' ~ ~ n ~ ~ ~ ~ ~O ~ ~ O- O j ~ 0 ~ ~ ~ o n 0 r c D ~ I~ O ~C ~" J V I~ b D i Q V ,U O Z ~ r ~ O ~_ z O Z o ~ o o WASH/NGTON Sheet Title: Revisions: ~ a a~ ~ p~_ ° YELM ajmm~'O ~,~i oN o °$ 0 ~ O H `D o a ~ ~ n ~ HEADWALL REINFORCING - C1 & C2 No. Date a ~ ~ ~ ' ~ ? ~ ° ~ a ~ m ~,~ ~~~ ~ ~~ TAHOMA BOULEVARD SHOP DR,4WlNG ~ ~ a y a a ° ~ ~ ~ A ~ ~ 7 m o o-y ~' ~ mm CULVERT #2 y ~ ~ ~~ ~ ® k ~ ~ H~ o ~,3 v,• ~~g`` EAST BRIDGE z ~ ~ ~ o ~ ~ ~ ~ ~ w ~ m cu v °' ~ "'' a m N w ~ ~i ^' ro m ~. ~ Z 3 y yo ~~~~~ p~ ~ ' 6 '\ ~~` I I I o ~ ~z ~~ a ~ ~ O- Q p ~ p p ~ . ~ ~ ~ ~ j ; :° cn° O p O ~ ~ ~ ~ ~ ~ ~ ~ ~ p c D ^ ~- `p a c p ,_,_ t i~ "~- p ~ Q `O o o ~- g o n p a c cn w ` b I` c~c '\ ~~` ~+J ~D 3'-9 7/8" S ~ j o Q ~. ~ ~ N .,,, ~D j y ~. y ~ ~ N ~ '1 O ~^,, 1 o o o YELM WASHINGTON Sheet Title: Revisions: w ~ o a ~ ~ a ~ OULEVARD C.G. & EDGE LIFT POINTS - C7 & C2 No. Date ~,~ ~~~ ~ ~ TAHOMA B CULVERT #2 SHOP DRAWING ~ o- ~ ~ Z EAST BRIDGE 3 r~ ~+ 1 0 ~ ~ 4 s ~ p 3'-0" oho \ I. ~ t n i i i i i i J i` 0 ~ I~ p O cq a ~~ 0 ~Q cD k j V I "'- O a p' ~ v Z7 O O z ~ r ~ O z z ~ ~Q~an Q~~ °~ " ~d~w Cp fD vJ ~ cD Ct :c ~ 2 x ~ ti ' S ~ a Q ~-. Q ~ ~~°? 2 0 n a ~a a ~ '~'y~ ~~ `c y ~ t~i~c0 ~. ® ~' k p ~ ~B^' (p k, o fD fn' o ~, 3 H m ~ w w m ~ gam` S> m "'am ~ V~~NN ~ m ~ y y 4 O ~~~ ~ ~°oc°'"w ~ ~ l ~