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RESPONSE - BID - 5380 LP VAULTS PRECAST
APR-26-99 MON 01:36 PM C' "/FT COLLINS. PURCHAS FAX NO. 2216707 P. O1/10 Administrative Services Purchasing Division CITY OF FORT COLLINS ADDENDUM No. 1 April 26, 1999 SPECIFICATIONS AND CONTRACT DOCUMENTS Description of Bid# 5380 - VAULTS, PRECAST CONCRETE PRIMARY JUNCTION OPENING DATE: 2:00 p. m. (our clock) - April 29, 1999 NEW OPENING DATE: 2:00 p.m. (our clock) - MAY 11, 1999 To all prospective bidders under the specifications and contract documents described above, the following changes are hereby made. Bid date has been changed to 2:00 p.m. (our clock) - MAY 11, 1999 Bid Schedule has been changed: Page 4 — no change — drawing previously sent is still in effect. Page 5 - 6' x 15' x 4'6" ID 7' x 16' x 5'6" OD Switchgear vault per attached drawing Dual PVI-9 Vault Alternate Bid has been eliminated Page 6- 6'x8'x4'6"ID 7'x9'x5'6"OD Switchgear vault per attached drawing Single PVI-9 Vault Alternate Bid has been eliminated. NEW BID SCHEDULE IS ATTACHED RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT ENCLOSED WITH THE BID/ DOTE STATING THAT ED. 40 ;rj" 0 256 W. Mountain Avenue • P.O. Box 580 • Fort Collins, CO 80522-0580 • (970) 221-6775 • FAX (970) 221-6707 C BASIC DATA SIDE VAULT LENGTH 10.00 FT 4LL THICKNESS 6.00 SIDE HEIGHT 3.50 WO WAY WALL DESIGN: OF LOAD IN CANTILEVER DIRECTIC 75.98% OF LOAD IN LONG WALL/BENDING 24.02% AS THICKNESS 9.00 INCHES TORT SPAN LENGTH 10.50 FEET ING SPAN LENGTH 10.50 FEET _PTH TO TOP OF WALL 4.75 FEET LATERAL SOIL PRESSURES:ultimate Wa= 0.363 KSF Wb@"d"= 0.249 KSF Wb 0.268 KSF SHEAR VALUES: a@BOTTOM OF LID SHEAR VALUES:@END OF LONG WALL REBAR: INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 SOIL LOADING CONDITION Wa _ LOCATION 01 Wa Wb m— ACI 11.1.3.1 ACI 11.3.1.1 inout CITY OF FORT COLLINS SIZE: 10'X10'X7' req'd MOMENT/As IN WALL OF TOP SECTION input required on this sheet CONCRETE COVER TO REBAR: INSIDE VAULT WIDTH 10.00 FT 2.68 INCH INSIDE VAULT LENGTH 10.00 FT WALL THICKNESS 6.00 CON. COVER MAY BE =<1.5 IN. REF. TO H14 INSIDE HEIGHT 3.50 TWO WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 • OF LOAD IN CANTILEVER DIRECTIC 100.00% STIFFNESS METHOD..AASHTO 8.6 • OF LOAD IN LONG WALLIBENDING 0.00% STIFFNESS METHOD..AASHTO 8.6 SLAB THICKNESS 9.00 INCHES SHORT SPAN LENGTH 10.50 FEET LONG SPAN LENGTH 10.50 FEET DEPTH TO TOP OF WALL 4.75 FEET DEPTH TO BOTTOM OF WALL 8.25 FEET LATERAL SOIL PRESSURES:ultimate Wa= 0.363 KSF Wb= 0.268 KSF +M -M +or-M ANALYSIS OF V WIDE STRIP CANT BENDING BENDING1 BENDIN M= W.I. ACI 318-89 CHAPTER 10 SPAN LONG L CORNERISHORT L 12 SPAN LENGTH 3.50 10.50 10.5 FEET %OF LOAD 100.00% 0.00% 0.00% 0.00% Mudl due to We - 2.23 0.00 0.00 0.00 FT -KIPS PER FT WIDTH Mudl due to Wb 1.09 0.00 0.00 0.00 FT -KIPS PER FT WIDTH Mkt+ . v r :r R MINp�}3;.:,>.:.,.:,;,;„r,,,ncaccrr.a,:-•;,y,.,•n.c=.,=.,;,;>a;>pj;. i y�/��,{y� ��yy ,�wryry b= 12 12 12 12 INCHES WIDTH OF STRESS BL d= 3.00 2.38 2.38 2.38 INCHES tilllYal�i" mm- ��% REBAR SIZE # 4 4 4 41 # ``>. REBAR SPACING 9 9 91 9 INCHES CRACK CONTROL:LONG WALLIINSIDE AASHTO 8.16.8.4 rMAif .. e'FT .r fs= 0.00 KSI dc= 2.94 INCHES A= 2'debar s cin PER BAR 52.88 SO -INCH G` 3 rCONTROL 100% OF LOAD CARRIED BY CANTILEVERICRACK IS NOT APPLICABLE PAGE 5 G BASIC DATA TIDE VAULT LENGTH 10.00 FT \LL THICKNESS 6.00 SIDE HEIGHT 3.50 JO WAY WALL DESIGN: OF LOAD IN CANTILEVER DIRECTIC 75.98% OF LOAD IN LONG WALLBENDING 24.02% AB THICKNESS 8.00 INCHES IORT SPAN LENGTH 10.50 FEET ING SPAN LENGTH 10.50 FEET :PTH TO TOP OF WALL 8.25 FEET LATERAL SOIL PRESSURES:ultimate Wa= 0.631 KSF Wb@'d"= 0.249 KSF Wb 0.268 KSF SHEAR VALUES:QTOP OF BASE SHEAR VALUES:@END OF LONG WALL REBAR: INCH ASSHTO 3.24.6.1 SOIL LOADING CONDITION lwal WO TIONOP N ;1 wx Wa Wb ACI 11.1.3.1 ACI 11.3.1.1 SIZE: 10'X10'X7' In Ut LaiY Or rum VVLUIJ- - req'd MOMENTIAS IN WALL OF BOTTOM SECTION in ut required on this sheet CONCRETE COVER TO REBAR: INSIDE VAULT WIDTH 10.00 FT 2.89 INCH INSIDE VAULT LENGTH 10.00 FT - WALL THICKNESS 6.00 INSIDE HEIGHT 3.50 TWO WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN CANTILEVER DIRECTIC 75.98% STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN LONG WALL/BENDING 24.02% STIFFNESS METHOD..AASHTO 8.6 SLAB THICKNESS 8.00 INCHES SHORT SPAN LENGTH 10.50 FEET LONG SPAN LENGTH 10.50 FEET DEPTH TO TOP OF WALL 8.25 FEET DEPTH TO BOTTOM OF WALL 11.75 FEET LATERAL SOIL PRESSURES: ultimate 0.631 KSF r= = H/2 0.134 KSF +or-M ANALYSIS OF V WIDE STRIP CANT BENDING1 BENDIN BENDIN ACI 318.89 CHAPTER 10 SPAN LONG U CORNERISHORTLI SPAN LENGTH 3.50 10.50 10.50 FEET 24.02% 24.02% %OF LOAD 75.98% 24.02% Mudl due to Wa 2.94 0.70 1.39 0.70 FT -KIPS PER FT OF WIDTH Mudl due to Wb 0.42 0.15 0.30 0.15 FT -KIPS PER FT OF WIDTH Mk+* # 4 Qp g R., sr ...... 9i ..:.., of >.r} A T: .. ::. sys1 .......:...: b= 12 12 12 12 INCHES WIDTH d= 3.00 2.38 2.38 2.38 IINCHES ',;[k #t N" 1ac�r�alfeaetsssXti3t1 �,9,+$✓?3 � : �k4.�t95 � -G�aBiS ekYlrt:9e498*/kk�Y�a cfar �i '"%': REBAR SIZE # 4 4 4 4 # "•�%�: REBAR SPACING 8 91 9 9 INCHES CRACK CONTROL:LONG WALL/INSIDE AASHTO 8.16.8.4 {s= 8.39 KSI dc= 2.94 INCHES A= 2'debar s acin PER BAR 52.88 SO -INCH PAGE 7 REBAR: INCH SIDE VAULT LENGTH 4LL THICKNESS MO:LENGTH:WIDTH VO-WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AB THICKNESS iORT SPAN LENGTH 10.00 FT 6.00 INCHES 1.00 AASHTO 3.24.6.1 50.00% AASHTO 3.24.6.1 50.00% AASHTO 3.24.8.1 8 INCHES 10.50 FEET DEAD LOADS:ultimate VAULT 0.710 KSF OVERBURDEN 0.336 KSF Wudl= 1.046 KSF I TO BASE(ultimate) 53.59 KIPS 4.33 W OF FOOTPRINT ON LID 0.00% 4.33 WMAX AREA 121 1 11.17 L OF FOOTPRINT ON LID SHEAR ANALYSIS:SHORT DIRECTION a=50% OF WALL + d 0.77 FT 50% OF WALL + d ACI 11.1.3.1 ACI 11.3.1.1 SIDE VAULT LENGTH NLLTH|CKNE88 J|O:LENGTH:vv|DTH WO -WAY SLAB DESIGN: OFLOAD |NSHORT DIRECTION OFLOAD |NLONG DIRECTION AB THICKNESS {VRTSPAN LENGTH COVER TO REBAR: 10.00R 1.00 AAsHT03.&*.6.1 5080% MOMENT A*SHTO3.24.6.1 50.00'& MOMENT AASHT8124.8.1 0|NCHEV [ 10.50 FEET | WHEEL LOAD(P) 32 KIPS 2 WHEELS 3 Mid -span moment multiplication factor due ANALYSIS OF1'VV|DESTRIP U SHOR� L0N(�dagrnnnoffixky: AC|318^89 CHAPTGR10 � SPA �� SPA �� r _l00_._00_,_/.l SPAN LENGTH 10.50 10.50 FEET REACTION AT END/FT WIDTH Mudl@1/2= 7.21 7.21 FT -KIPS PER FT WIDTH Mull 1/2 3.05 3.05 FT -KIPS PER FT WIDTH 21. 1.81|NCHB 1'-4 1" EC-2W INSERTS IN THE BASE FLOOR W/ OPENED END FACING INTERIOR FLOOR (4 REO'D) 3'-4" (3)RECESSED FLOOR STRIPS TO STABILIZE LADDER, ALL STRIPS 16" LONG, A 2` WOE & I" DEEP 4 TON P 52 SL ANCHORS 12" DIA. x 5" DEEP SUMP 10'-0` CAST IN FLOOR 5'-0` 6" DIA x 3" DEEP Fj-- (TYPICAL` FLOOR 6 M I Y 2- 0- 2._4. 1' 4" 6 m 10-0" IT'- m e" e" 3'-e` � I'-2" TYP.B.W. 0 IT 6 6 IN THE BASE FLOOR FO 12•_0• I 1/2" COPPER ROD �LL TYP.B.W. _ S. , �4 TON P-52 SL ANCHORS FIELD SETTING TYP B WF IN THE BASE FOR STRIPPING CHECKED BY OC 4 TON P-52 SL IN THE TOP FOR BASE FLOOR PLAN VIEW SCALE 3116" = i'-0" 1.-0"� 7"LFU\ V lG VV SCALE 3116" = 1'-0" ECK 1* 0" 2'-0" 3' 6" -0" --2'-6• - '-6^ 6" ------------ J'-6" 9` i I -0. 7' 3'-6" ------------ 8" t-2'-0"�k2'-0 '-�-4'-0 —42'-0 "d \-SEE NOTE /2 WALL A SCALE 3116" = 1'-0" NEENAH 4R-1792-JL CAST IN FURNISHED BY OWNER r-4'-10 1 (1) XS x 4"-0 DIA=4*-10" J -i T6 TYPICAL GRADE RINGS SCALE 3/I6" = 1'-0- NOTES 1) ALL WALLS HAVE 4" KNOCK -OUTS AS SHOWN. 2) INSERTS FOR PULLING ARE I" RICHMOND TYPE EC-2W. 3) LIFTING FOR TOP & BOTTOM SECTION SHALL BE DAYTON SUPERIOR 8 TON P-52 SL ANCHOR P/N 60647. USE WITH SL ROUND RECESS PLUG p/n 60729. 4.1 AMCOR TO COAT ALL INTERIOR WALLS WITH WHITE 'FRO•COAT• COATING. 5) CONCRETE-4500 PSI 0 28 DAY, TYPE 1 / It CEMENT. 5` S%D BY: -GEORGE 10WG NAME: 10Ki0-I I SCALE: J/I6 =10 TO 0 TOP 24,637 IWX70'X7' RISER 1 0 CRY OF FT. COLLINS RISER 2 0 BASE 23.125 VAULT BAFFLE 0 WORK ORDER TOTAL CHECKED BY: REVISION DAIS: cast e pyglW 6�M9O1 0Oldcast°Precost, inc OR . PA Y.m� m smn w< wl m-I'm 1 •_0" 1 •_0• 1._0. 1-6 2 -0" rq 1,-0. 6 6 7._0. 1•_0• 6 7._0^ 3•_6• I� I� 3._6" 2'-6" Z'-6" ILZ'-p"-1--4•-0--�2•-0"y-1•-0y ..._________e__,--- ,_ "_______,��___,. 10•-0. 10•-0" WALL B WALL C SCALE 3116" = 1•-0" SCALE 3116" = 1'-0- 10•-0" 1•-0" 6 2-_6-� 6 3 6 2 _0. 1.-0• __ 6 1 7•-0" BRO DRAM BY Idi/dD DATE : OJ/14/96 PAGE 1 O ] 3-6 2•-6• T SOLO BY: -CEORd OW6 NAME: 10X10-1 SCALE 3/16"=1'-0^ -Z-O'-}-2•-0 1-•-4•-0"�2'-0"-I ,� LID 0 i:•__� C�'" TOP 24.637 i0'XlO'X7' ---+---- - *' RISER 1 0 CRY OF FT. COLLINS RISER 1 0 Iy BASE 23.125 VAULT WALL D GSA BAFFLE 0 WORK ORDER . SCALE 3116" = 1•-0- sIONAL �•� QY�QO TOTAL WEIGHT 47.761 ©r �0\Q\coo g uwcnrcrrtcrsr CHECHEO BY: DATE Y- M x�mq�rrsrs rc seo rnw.w/,x/ ,-REWSIq! GATE: 4/17/JS ORDER/ AtnCOR tq' Old�le'Prec.M, Inc. asa wwM[� eAwr. uracma ro em» nXx:pv1 m-rroo 2'-6" TIP. 3'-10" #4 ®9" G� (57 REQ'D) #4 0 9" C.C. g5 x 10'-6" 10 8" C.C. (EACH WAY) (32 TOTAL) T 1 1/2" CLEAR FROM BOTTOM 1 1 1 4 I iT #5 X G EACH 10'-8" #4 X 6'-3" I I1�8 (10 SETS REO'D) #4 3'-10" �2 -6" ® e" C.C. (64 REO'D) \ I #5 X 10'-6 \L O6" D.C. B.W. SECTION A -A 1-1/2" CLR. SCALE 114= I -D' (32 REO'D TOT.) DETAIL u1 N. T S. Al 1 I 1 I 1 I I I r I 1 1 I I 1 I I 1 1 I I I I 1 1 1 I I I I 1 � I 1 I 1 1 r 1 I I I ' 2-16 x 10'-8" 1 1 1 i 1 i OF OPENINGS 1 i I I I I I (6 REO'D) 1 1 1 1 1 1 ADDITINAL STEEL PLAN VIEW SCALE 1/4- = 1'-0" A DRAWN By. GIO DAM 04/26/99 1 PAGE 3 OF 3 SOLO ALLALLEN DWG NAME: IOx10-IFi I SCALE: 1/4- = I'-0" 14/13 9.90 CWT, 10' X 10' X 7' 15/16 7.01 CWT CITY OF FT. COLLINS 16/19 096 CWT. VAULT STEEL DRAWING TOTAL 1)8] CWT Mz A. wsasi. CHECKED BY DATE RENSION DATE: 4/17/ ORDER/ axplamcoRa�OIdCOBUE°Precast, Inc. aERNw PIRWYLIRETM. CO .125 PnalE: (]0]% J91-NW No Text OPR-26-99 MON 01:36 PM C' 'FT COLLINS, PURCHAS FAX NO. 2216707 P,02/10 FIRM NAME: AmC-0— � CITY OF FORT COLLINS *acasi� AMENDED BID PROPOSAL BID NO. 5380 BID DATE: May 11, 1999 We hereby enter our bid for the city of Fort Collins' requirements for VAULTS, PRECAST CONCRETE PRIMARY JUNCTION, per the bid invitation and any referenced specifications. Annual order, contract shall be for the period 5/1199 to 12/31/99 with the option to renew for four additional years subject to satisfactory negotiations 60 days prior to expiration of each annual contract. Vaults to be delivered and set at specific jobsites in Ft. Collins, Colorado as required throughout the year. Shipments to be coordinated with the Light and Power Utility. Cast iron rings and covers and 'Y2" copper rod to be furnished by the City to the Manufacturer. The alternate bid requests that Manufacturer supply Cast Iron rings. The quantity stated is a yearly estimate, not a guaranteed amount, nor will all the vaults be delivered at the same time or to the same location. All freight charges included. Purchase order is contingent on conformance with the attached Specification 9366-101 Rev. H. For purposes of warranty and service ONLY approved manufacturers or distributors authorized by an approved manufacturer to serve the Fort Collins area may bid. SUPPLEMENTAL INSTRUCTIONS Prices quoted must remain firm for a 30 day period after the opening date. Freight terms: F.O.B. destination freight prepaid. All freight charges must be included in pricing submitted on proposal and not entered as separate pricing. Any discount allowed by Vendor for prompt payment, etc. must be reflected in quoted figure, and not entered as separate pricing. The City reserves the right to accept or reject any and all quotes. Any questions or inquiries regarding this bid should be directed to: Opal F. Dick, CPPO, Senior Buyer, (970) 221-6778. 2 REV SYM: H VAULT # ---- W.O. #------------- -------------------- INSIDE VIEW OF VAULT WITH SIDES FOLDED DOWN 12 I24 TOP SECTION J- - ----- 12� 0 -�I BOTTOM SECTION 12 12 i 30 i LID i 30 I I ` I 24 12N- 12 24 I I -I 3i 12 24 I I BOTTOM OF VAULT 12 I ,f� 12 12 3�E ------------- 24 12 SCALE - NONE NOTE - ONLY INSIDE DIMENSIONS SHOWN NOT INCLUDING CEILING, ALL DIMENSIONS IN INCHES INDICATE NORTH REFERENCE DRAWING 366-101 FOR CONSTRUCTION DETAILS, 14 366-101 �Otiri".',Yirir; • C'�r•)YxO,J;rT>UUb)SLU. Y'iG,i(ei(ii>,;J9..'$tJ: �••�,� J lx)�O in iilr'i i'(vi x, .4�.v lxti:4 8392 Riverview Pkwy. PHONE: 303-791-1100 LiHleton CO. 80125 FAX: 303-791-1120 :yl�pY •i ! 4 y}����{y�4��y`y Jy�� ��jj�j$''yQ�{ t ) 4 "`i?J?�ietF:��rU:i./, viJY 4J•444 )P )Y J J 4 (Y) w;i, r:v;. t..;y;�u:':Z„; uti'%','n+,%>,•�;,; C Fo III !i .'i•�ii,•';y:�:'.'iLC,ism!'i,•%"tt%ytiijiiur;tiu%yiU'�; � b:V!4tir ::t4�:V:U:"4('.4"4Vri:x,UYtifJ t.'iie lU4l����Uw:41)S�irn :J}�U, r:iU v[:Ufi(iJ%3:i LID RISER BOTTOM SECTION APPLICABLE CODES: [I]-AASHTO STANDARD SPECIFICATIONS for HIGHWAY BRIDGES:14TH EDITION [2]-BUILDING CODE REQUIREMENTS for REINFORCED CONCRETE.•ACI 318-89 8 AC/ 318R-89 [3]-ASTM STANDARD PRACTICE for MINIMUM STRUCTURAL DESIGN LOADING for UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES: C857-87 4 -PCA: DESIGN CRITERIA FOR AIRCRAFT LOADING for wheel loading only) SHEET MS 026.02P NOTE: Code selection is predicated on most stringent design criteria and/or practical engineering science. 26-Apr-99 10:53729 AM ANALT010 6t Ur.%'JIUN Ur UNUr-Kt7KVUNU-rKr-k;A0 I b I KUU I UKVb yfa&QB-u IBASIC DESIGN PARAMETERS AND INPUT DATA ICODE REFERENCES ARE MADE WHEN APPLICABLEIOTHERWISE BASIC ENGINEERING APPLIES MACROS Shmr&Moment COMPONENT CHECKLIST: PRODUCT ID MARK WITH 'X' THICKNESS OR INSIDE HEIGHT Mw LID x 6.00 IN 7INCHE 1.50 TOP SECTION 0.00 FT 0.00 RISER x 1.50 FT 0.00 BOTTOM SECTION x 3.00 FT 000 0.00 IBASE OF A BOTTOM SECTION 6.00 IN IN 151 1.50 DATA COMMON WALL THICKNESS INSIDEVAULT WIDTH SHORT VAULT WIDTH LONG IREBAR SCHEDULE (PRINTOUT OPTION TO ALL COMPONENTS:. VALUE UNITS 4600 6.00 6.00 8.00 NOTES IN T FT AASHTO 3.20.3 > or = AASHTO 6.2.1 > or = AASHTO 6.2.1 AIR=2.833',H20=6 AASHTO 3.7 AASHTO 3.22 AASHTO 3.22, =2.17 AASHTO 3.22, =13 AASHTO 3.22, =1.3 F- 60,000 PSI GRADE60 Pc 4,500 PSI 28 DAY DEPTH OF FILL 0.00 FEET ON LID SURCHARGE HEIGHT 2.00 FEET ABOVE FIL SOIL DENSITY 120 PCF DRY INT EQUIVALENT SOIL FLUID PRESSURE 45 PCF ON WALLS WHEEL LOADING: "YES" or "NO" . HS20 LOAD CONCENTRATED WHEEL LOAD . . . . . . . . . . . . . . . . . . . . LOAD FACTORS:GROUP X LOADING:Uamma=1.3 LF NOTES LIVE LOAD FACTOR: L=1.67 (ACI = 1.7) DEAD LOAD FACTOR: BetaD=1.0 (ACI = 1.4) SOIL LOAD FACTOR BetaE=1.0 (ACI = 1.7) 1.70 1.40 1.70 gamma x L gamma x BetaD gamma x BetaE PLAN VIEW DIMENSIONS: VALUE UNITS [OUTSIDE LID/BASE WIDTH 7.00PEET OUTSIDE LID/BASE LENGTH 9.00, FEET INSIDE VAULT WIDTH 6.001 FEET INSIDE VAULT LENGTH 8.00 PEET BASIC DATA TIDE VAULT LENGTH 8.00 FT kLL THICKNESS 6.00 SIDE HEIGHT 1.50 IE WAY WALL DESIGN: OF LOAD IN CANTILEVER DIRECTIC 0.00% OF LOAD IN LONG WALLIBENDING 100.00% IORT SPAN LENGTH 6.50 FEET ING SPAN LENGTH 8.50 FEET '.PTH TO TOP OF WALL 2.50 FEET LATERAL SOIL PRESSURES:ultimate Wa= 0.191 KSF Wb= 0.11 KSF Wa+Wb=((botttom of riser) 0.306 KSF SHEAR VALUES:LONG WALL @ "d" REBAR: INCH STIFFNESS METHOD..AASHTO 8.6 STIFFNESS METHOD..AASHTO 8.6 SOIL LOADING CONDITION Wa wc�na+ora wz Wa IWb 1.3.1 .3.1.1 input City of Fort Collins SIZE: R'YR'Y5' req'd MOMENT/As OF RISER in ut re uired on this sheet CONCRETE COVER TO REBAR: INSIDE VAULT WIDTH 6.00 FT 2.89 INCH INSIDE VAULT LENGTH 8.00 FT WALL THICKNESS 6.00 INSIDE HEIGHT 1.50 ONE WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN CANTILEVER DIRECTIC 0.00% STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN LONG WALLIBENDING 100.00% STIFFNESS METHOD..AASHTO 8.6 SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 8.50 FEET DEPTH TO TOP OF WALL 2.50 FEET DEPTH T M F WA 4 LATERAL SOIL PRESSURES:ultimate Wa= 0.191 KSF Wb= 0.115 KSF Wa+Wb=(gDbotttom of riser) 0.306 KSF + + - ANALYSIS OF V WIDE STRIP BENDING BENDING! BENDIN ACI 318-89 CHAPTER 10 LONG L CORNEI4SHORT L SPAN LENGTH 8.50 6.5 FEET %OF LOAD 100.00% 100.00% 100.00% Mudl due to We 0.78 0.94 0.07 FT -KIPS PER FT WIDTH Mudl due to Wb 0.47 0.57 0.04 FT -KIPS PER FT WIDTH .i:1'.•!:•�.4 �:%4.4+11�+ Iiv)34 YGr% 'i5lye( 'fiU.J:i Ji+�:'>n �' ilt�t iv+�.'lli vYY V+ V40 vYY" •'vY 1v i+1'i /i•vvv / v} FEE b= 12 12 12 INCHES WIDTH d= 3.001 3.00 3.00INCHES •'%,''.'+t':+. :::'4 i.iit,:.�ih•4''i+Y'. 'Y:h li4•b:;':i+S, .'Y:,4'" v'r: •.Yivi'•,.�•. +..:��,.�:;.�:.i:'.,;'.•'' REBAR SIZE # 51 51 51 # 6C•"' a, REBAR SPACING 9 9 9 INCHES CRACK CONTROL:LONG WALLIINSIDE AASHTO 8.16.8.4 'tifi'v :%:1+,%l,%iA:4Y,+A,an. :ii4.:..,1;•4 :co,•:. F"siiG,dd.S,fiJn :+a k+'ti,; ••J,b3n1,i( fKSI Y, fs- 8.14 dc= 3.00INCHES 'bar i PER BAR -INCH PAGE 4 BASIC DATA 3IDE VAULT LENGTH 8.00 FT %LL THICKNESS 6.00 3IDE HEIGHT 3.00 M WAY WALL DESIGN: OF LOAD IN CANTILEVER DIRECTIC 71.57% OF LOAD IN LONG WALLBENDING 28.43% AS THICKNESS 6.00 INCHES TORT SPAN LENGTH 6.50 FEET ,NG SPAN LENGTH 8.50 FEET :PTH TO TOP OF WALL 4.00 FEET LATERAL SOIL PRESSURES:ultimate Wa= 0.306 KSF Wb@'d"= 0.210 KSF Wb 0.230 KSF SHEAR VALUES:@TOP OF BASE SHEAR VALUES:@END OF LONG WALL REBAR: INCH ASSHTO 3.24.6.1 SOIL LOADING CONDITION ACI 11.1.3.1 ACI 11.3.1.1 H in ut Citv of Fort Collins SIZE: 6'x8'x5' req'd MOMENTIAs IN WALL OF BOTTOM SECTION in ut re uired on this sheet CONCRETE COVER TO REBAR: INSIDE VAULT WIDTH 6.00 FT 2.69 INCH INSIDE VAULT LENGTH 8.00 FT WALL THICKNESS 6.00 INSIDE HEIGHT 3.00 TWO WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN CANTILEVER DIRECTIC 71.57% STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN LONG WALL/BENDING 28.43% STIFFNESS METHOD..AASHTO 8.6 SLAB THICKNESS 6.00 INCHES SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 8.50 FEET DEPTH TO TOP OF WALL 4.00 FEET DEPTH TO BOTTOM OF WALL 7.00 FEET LATERAL SOIL PRESSURES:ultlmate Wa= 0.306 KSF W = H/2 .115 KSF + r- ANALYSIS OF V WIDE STRIP CANT BENDING BENDIN BENDIN ACI 318.89 CHAPTER 10 SPAN LONG L CORNE SHORT L SPAN LENGTH 3.00 8.50 6.50 FEET 28.43% 28.43% 28.43% %OF LOAD 71.57% Mudi due to We 0.99 0.36 0.43 0.03 FT -KIPS PER FT OF WIDTH Mudl due to Wb 0.25 0.13 0.16 0.01 FT -KIPS PER FT OF WIDTH j+fi��yi�JriY•}:•i: •h.'%Iri l+iv .r%4e,'ii/S [i+ Jii1�FT�+t•�f rlY•r �iSi.:G»ilf. ?J , v'rv .S•174, :�lr4T4fti.�. '>:yf i.{. Yl. .. l l......f.V..l1�.. �•�{'yy� (pY\rGA• vrl ,j+Y,vyv(:U. 's r :vrly ��{ dry . lW. 'R .:: b= 121 12 12 12 INCHES WIDTH d= 2.38 2.38 INCHES •. tS.�,' iii>'i+'r i •/y,3..0000 r'fP..pA'If!M'. {y2.38 •M1S):: t <+iii','.'�. 'n'Vi' •'! ,.�i!•• •: .l. 4 't REBAR SIZE # 5 41 41 41 # REBAR SPACING 9 91 91 9 INCHES CRACK CONTROL:LONG WALLIINSIDE AASHTO 8.16.8.4 +Jp' • fs= 4.87YKSIri dc= 2.94 INCHES ;>....................... �;,>p-s,trY,dpY•�;;,;'3,;;i 2'd 'b r s cin R BAR '7YHj p<�/iG/•}(G1Jf �p :vGvi.i,U'f+ri�GY, �p firiiSi viii+'e vjp e ij,<,Ylijii{,i1vi:! PAGE 8 SIDE VAULT LENGTH 4LL THICKNESS MO: LENGTH:WIDTH WO -WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AS THICKNESS IORT SPAN LENGTH 8.00 FT 6.00 INCHES 1.33 75.96% 24.04% 6 INCHES 6.50 FEET DEAD LOADS:ultimate VAULT 0.435 KSF OVERBURDEN 0.000 KSF Wudl= 0.435 KSF AREA 54.40 KIPS 0.00% 63.00 FT2 REBAR: INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 0.83 W OF FOOTPRINT ON LID 0.83 WMAX 1.67 L OF FOOTPRINT ON LID SHEAR ANALYSIS:SHORT DIRECTION a=50%OF WALL +d 0.60 FT 50%OF WALL +d ACI 11.1.3.1 ACI 11.3.1.1 4SIC DATA CONCRETE COVER TO REBAR: SIDE VAULT WIDTH 6.00 FT 1.50 SIDE VAULT LENGTH 8.00 FT ALL THICKNESS 6 \TIO: LENGTH:WIDTH 1.33 VO-WAY SLAB DESIGN: AASHTO 3.24.6.1 OF LOAD IN SHORT DIRECTION 75.96% MOMENT AASHTO 3.24.6.1 OF LOAD IN LONG DIRECTION 24.04% MOMENT AASHTO 3.24.6.1 AB THICKNESS 6 INCHES 1ORT SPAN LENGTH 6.50 FEET 0.000 KSF LIVE LOAD:ultlmate IWull onl (WHEEL LOAD(P) 32 KIPS 12!WHEELS IMPACT 0°h AASHTO 3.8.2.3 DISTRIBUTION AREA 63.00 FT2 ASTM C857-87 Wull= 0.86 KSF Mid -span moment multiplication factor due ANALYSIS OF V WIDE STRIP I SHOR LON degreee of fixity: AC1318�89 CHAPTER 10 SPA SPA inn n� SPAN LENGTH 6.50 8.50 FEET %OF LOAD 75.96% 24.04% REACTION AT END/FT WIDTH Mudl I/2= 1.75 0.94 FT -KIPS PER FT WIDTH Mull 112 3.46 1.87 FT -KIPS PER FT WIDTH rrr�i err yi rei r 4n,'r,+ �M1i'40J QA. b= p'1< 12 .l + 12 INCHES +r,r+WIDTH d= 4.19 3.56INCHES REBAR SIZE # 51 f),VJ%rAJ:K�AtJ,rJ. 41 # REBAR SPACING 91 9 INCHES 1.81 INCHES ',:`v%,}'vt::'iflri �; r'•`� .r...r. ..r....� .. �!1».,>: :{p}i�,�ry{fif;�'::'riYv; r•i1 "'t..ri!:Y,{(�iy,{!�:S(:v,yiY:GS.!iVl3 (' %��,vjy!SS�jy:[r�i•ry :'%1113Grip:,l>,>Slri.:.:`V;{%Vlif%f;l",�'6r),iV'n,'fi,�V'V �Y;f; »'»'t,.'ry ryVli r% • �p+,�Ky+yy�� M VYl J< ) ..1+�,,,�i:l ,•.!, ],T,AM��.N�'+3 S 8392 Riverview Pkwy. PHONE: 303-791-1100 Littleton CO. 80125 FAX: 303-791-1120 �,'j� (i.4ri.,r,Y•,141��1, :itr?i, ::»N. �v; :VV4V :<.•: •: !:YiV %x.i.vxv :vpvv v�, x. ..v ,: ,ivx.x. �x{iiv ,xv. x.. jei(hi,4ilye'ti�'�4ppp v v (%+"O•' �:v";i •`i •P`ri-T:Tr�yy/, (yjy�y.`yµ`./y� j}�gyy)((��{y� Y:V'ix V'44• t i'iT£:^T'i'I'^'i, ,iRi^: Tr3'•r,�i' F::ri .i,�i��V :vii},}'�i )i}iiKS{fY1'iv 'ixYp'•` -V V 01 ri,!`i•ii'r.!`ir�.•Stv`iily::Xir: :Vrip»4 VV»O:ixr✓,V 1: :f�:�V. ., ry:,r' V»V q!iV. x:%V, LID RISER BOTTOM SECTION APPLICABLE CODES: [I]-AASHTO STANDARD SPECIFICATIONS for HIGHWAY BRIDGES:I4TH EDITION [2]-BUILDING CODE REQUIREMENTS for REINFORCED CONCRETE:ACI 318-89 & ACI 318R-89 [3]-ASTM STANDARD PRACTICE for MINIMUM STRUCTURAL DESIGN LOADING for UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES: C857-87 4 -PCA: DESIGN CRITERIA FOR AIRCRAFT LOADING for wheel loading only) SHEET MS 026.02P NOTE: Code selection is predicated on most stringent design criteria and/or practical engineering science. 26-Apr-99 10:47:56 AM APR-26-99 MON 01:36 PM CT "IFT COLLINS, PURCHAS FAX NO. 2216707 P,03/10 AMENDED BID PROPOSAL ESTIMATED QUANTITY: DESCRIPTION: 15 Ea. Precast concrete primary junction vaults, per the City of Fort Collins, Light and Power specification 9366.101, Rev. H, per drawing #366- 101, Rev. F, attached. s'4G34. QQ Ea. $AGJ0.W Total Mfr. Arne o g�_ Mfr.#IDA107.-, Delivery in weeks:_p&&-- WKS Items being bid meet the above specifications without exception. Yes • No If not, please list exceptions, specifying paragraph reference number, on a separate sheet and attach to your bid. ESTIMATED QUANTITY: ALTERNATE BID DESCRIPTION: 15 Ea. Precast concrete primary junction vaults, per the City of Fort Collins, Light and Power specification #366-101, Rev. H, per drawing #366- 101, Rev. F, attached Manufacturer supplies Cast Iron Rings. g�i Ea. 14,owwTotal Mfr.-Ameoic _ Mfr. 7 Delivery in weeks:_j� __ Lt..1 IQ, 0. Items being bid meet the above specifications without exception. Yes 0 No_. If not, please list exceptions, specifying paragraph reference number, on a separate sheet and attach to your bid. 9 ,%A i �i� w ULUium Or UNDERGROUND-FRECAS I 5TKUCTUKt:b BASIC DESIGN PARAMETERS AND INPUT DATA ICODE REFERENCES ARE MADE WHEN APPLICABLE/OTHERWISE BASIC ENGINEERING APPLIES MACROS Shear&Moment COMPONENT CHECKLIST: 0 PRODUCT ID 1 MARK WITH "X" 3111111111111111 THICKNESS W OR INSIDE HEIGHT iNCHE �lw LID x 6.00 IN 1.5 ftw TOP SECTION 0.00 FT 0.00 RISER 0.00 FT 0.00 BOTTOM SECTION 0.00 FT 0.00 OF A BOTTOM SECTION 0.00 IN 0.00 IREBAR DATA COMMON WALL THICKNESS INSIDE VAULT WIDTH SHORT INSIDE VAULT WIDTH LONG SCHEDULE (PRINTOUT OPTION) TO ALL COMPONENTS: VALUE I UNITS 0.00 6.50 7.00 NOTES IN FT FT AASHTO 3.20.3 > or = AASHTO 6.2.1 > or = AASHTO 6.2.1 IR=2.833',H20=6' AASHTO 3.7 AASHTO 3.22 AASHTO 3.22, =2.17 AASHTO 3.22, =1.3 AASHTO 3.22, =1.3 F- 60,000 JPSI GRADE60 Pc 4,500 PSI 28 DAY! DEPTH OF FILL 0.00 FEET ON LID SURCHARGE HEIGHT 2.00 FEET ABOVE FIL SOIL DENSITY 120 PCF DRY WT EQUIVALENT SOIL FLUID PRESSURE 45 PCF ON WALLS WHEEL LOADING: "YES" or "NO" NOW", HS20 LOAD CONCENTRATED WHEEL LOA LOAD FACTORS:GROUP X LOADING:gamma=1.3 LF NOTES LIVE LOAD FACTOR: L=1.67 (ACI = 1.7) DEAD LOAD FACTOR: BetaD=1.0 (ACI = 1.4) SOIL LOAD FACTOR BetaE=1.0 (ACI = 1.7) 1.70 1.40 1.70 gammaxi- gamma x BetaD gamma x BetaE PLAN VIEW DIMENSIONS: VALUE UNITS OUTSIDE E LID/BASE WIDTH 6.50 FEET OUTSIDELID/BASE LENGTH 7.00 FEET INSIDE VAULT WIDTH 6.50 FEET INSIDE VAULT LENGTH 7.00 [FEET A REBAR: INCH TIDE VAULT LENGTH 7.00 FT %U- THICKNESS 0 INCHES MO: LENGTH:WIDTH 1.08 M-WAY SLAB DESIGN: AASHTO 3.24.6.1 OF LOAD IN SHORT DIRECTION 55.54% AASHTO 3.24.6.1 OF LOAD IN LONG DIRECTION 44.46% AASHTO 3.24.6.1 AS THICKNESS 6 INCHES IORT SPAN LENGTH 6.50 FEET DEAD LOADS:ultimate SLAB 0.105 KSF OVERBURDEN 0.000 KSF Wudl= 0.105 KSF LOADS(P) 16 KIPS 1 WHEEL 30% AASHTO 3.8.2.3 FOOTPRINT ON LID: ASTM C857-87 PARALLEL TO LONG) 0.83 FT .833+1.75'DEPTH OF FILL 1(PARALLEL TO SHORT) 1.67 FT .67+1.75`DEPTH OF FILL+ 25.46 KIPS/FT CC DIMEN. of V SHEAR ANALYSIS: SHORT E TI N NOTES: a 0.35 FT 50% OF WALL + d b 1.67 FT LOAD LENGTH c 4.48 FT LOAD TO OTHER END T TAL 6.50 FT ISPAN LEN TH ACI 11.1.3.1 3.24.3.2 .3.1.1 SIDE VAULT LENGTH 4LL THICKNESS MO: LENGTH:WIDTH VO-WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AB THICKNESS iORT SPAN LENGTH 7.00 FT 0 INCHES 1.08 55.54% 44.46% 6 INCHES 6.50 FEET DEAD LOADS: _ LSLAB 0.105 KSF OVERBURDEN 0.00 KSF udl= 0.105 KSF COVER TO REBAR: 1.50 INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 LOADS(P) 16 KIPS 1 WHEEL 30% AASHTO 3.8.2.3 FOOTPRINT ON LID: ASTM C857.87 -ARALLEL TO LONG) 0.83 FT .833+1.75'DEPTH OF FILL I(PARALLEL TO SHORT) 1.67 FT .67+1.75'DEPTH OF FILL+6FT 25.46 KIPS/FT ANALYSIS OF V WIDE STRIP ACI 318-89 CHAPTER 10 i moment multiplication factor due of fixity: 10�.0 a 2.42 3.08 END TO LOAD b 1.67 0.83 LOAD LENGTH c 2.42 3.08 LOAD TO OTHER END SPAN LENGTH 6.50 7.00 FEET %OF LOAD 55.54% 44.46% RII 100% OF LOAD 21.22 10.61 KIPS Mull i/2= 6.34 5.85 E short= 4.39 E Ion = 4.42 Mudl 1/2= 0.31 0.29 FT -KIPS AT MIDSPAN/FT WIDTH .,.4m4->,44:>:>,•:.,4:!:4z,!,44,u44,::•44• .•r•;r•r •, ! ...,.•.,.r.,,,.:.r:, l b= 12 12 INCHES WIDTH OF STRESS BLOCK d= 4.19 3.56 INCHES :,J.f:!J..�JY4.��:'>.4YJY!`ii�Y4:�(.nY�l'O: i�t:<iY �:• REBAR SIZE # ii'Y)i'iY• 5 %•'Y `✓nY�'ir 5 'JiS'iYri1 :!l�{•)4Yiir!)'+S; `n r'i `i�l^i!'}v'�Y ;�/!;i # REBAR SPACING 9 9 INCHES ':}'n. `rin.:ri,)pr .%..y. �.. :.,j�.j+,. .... .',i ...�}��y,Ary�+,',:'J, 'i v,: �J�4}�`yi'r• :':'io r.. )i f; rs jr]�j[:iri 4;�yy�f�lvl �(Sb' ��yif4,'4'�4V:'pi�ti4:rA,d(✓,,i rp.O,r Yn+il"]i,is i4)i,>a'), f)4:3f:6'il")fri<; 4;i :ir::+5)i +�r...�S�.'. �Yi;V.'. "�'+ 1L,1;:?M r•,T,,�gr,W�) fY '..: ). S f S.. ,\.'I n 4:. 7. �}. . .�'..44);JK•: , +:f 8392 Riverview Pkwy. PHONE: 303-791-1100 Littleton CO.80125 FAX: 303-791-1120 u; ir,l�.; ,yy,�� �r;+u,<�i.+a4pR4c+a4na4.,+i4as4o"s4:.,+s.,�.•+:an4r.4„+i4n.,+i+.;44cfsn4,i4 ,h?. !{;>.r':++' ',.ar;,' S'•;b•'nlru,.xti'4L,'c4r $y1",''a'4+)f,%:�^ 'r'i;v%i':»f'%,=w�"sti'""•'S's •�•yf;l hu •,},y41)) �U. •'r'i4,;4s4� •th• ,i..4r.''fXf'hrr'`;,;S'•;%�`n; /;p �Y V. •.,)v `4 �iU rU.,r 4p,', hU sr;, .U4.V ir,Y��Y�iiY�ri4�v 444,i4Y„i.0 �:h4.rty)SI n)>,+. U.'il:U4:;viOQil":t:vjrhr,S�4)r,,::%v,4: :'iUii'h'r: :+,. ); R+4<,: ':%'%>��'s,;"i•�.•.r'isv4yoh1v4rTalyy.,4r,4..•r.,kfycr.444, 44,:,nr„�,,;:er,>s4, p.i, y.ucr 4(i:4Y'y"Si:v +YT9l4Y•,),rTi4 :rb+ ip'wh+ ;.i+:y: ;, ;r, ",hzrn, ;ir, x,,•;:•;,,„i;S i "'Lid 2 2'-3'W x6" t.�),,!+vi/hfSiifSvi4,:hu'.... C,44,44r U.f'i. lr:` ,U)v}"fh"v4 it:)riU);,ISUV:h4'30�4UVSfl i:4,Y :fAi ,:hf4' :S/i. LID RISER BOTTOM SECTION APPLICABLE CODES: [1]-AASHTO STANDARD SPECIFICATIONS for HIGHWAY BRIDGES: I4TH EDITION ]-BUILDING CODE REQUIREMENTS for REINFORCED CONCRETE:ACI 318-69 8 ACI 318R-69 [3]-ASTM STANDARD PRACTICE for MINIMUM STRUCTURAL DESIGN LOADING for UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES: CB57-87 4 -PCA: DESIGN CRITERIA FOR AIRCRAFT LOADING for wheel loading only) SHEET MS 026.02P NOTE: Code selection is predicated on most stringent design criteria and/or practical engineering science. 26-Apr-99 10:50:25 AM mllm� 1010 09 L-PEOMM Vr UNLJCKUKUUNU-rKrfA0 I -b I KUU I UKhb YfRSWA-" BASIC DESIGN PARAMETERS AND INPUT DATA CODE REFERENCES ARE MADE WHEN APPLICABLE/OTHERWISE BASIC ENGINEERING APPLIES F -p-p -ir Now MACROS Sh�r&Mommt COMPONENT CHECKLIST: LID PRODUCT. ID MARK WITH "X" x THICKNESS THICKNESS INSIDE OR INSIDE 00 6.00 INCHE HEIGHT IN 1.50 TOP SECTION 0 0.00 FT 0.00 RISER 0.00 FT 0.00 11111.1 BOTTOM SECTION 0.00 :HEIGHT FT 0.00 IBASE OF A BOTTOM SECTION .0 0.00 IN 0.00 i ALL THICKNESS INSIDE VAULT WIDTH(SHORT) INSIDE VAULT WIDTH LONG IREBAR SCHEDULE (PRINTOUT OPTION) DATA COMMON TO ALL COMPONENTS: VALUE I UNITS 0.00 2.25 5 7.00 NOTES IN FT FT AASHTO 3.20.3 > or = AASHTO 6.2.1 > or = AASHTO 6.2.1 AIR=2.833 H20 6 AASHTO 3.7 AASHTO 3.22 AASHTO 3.22, =2.17 AASHTO 3.22, =1.3 AASHTO 3.22, =1.3 60,000 PSI GRADE 6. 0 fc 4,500 PSI Q 28 DAY DEPTH OF FILL 0.00 FEET ON LID SURCHARGE HEIGHT 2.00 FEET ABOVE FIL SOIL DENSITY 120 PCF IDRY INT EQUIVALENT SOIL FLUID PRESSURE 45 PCF ON WALLS WHEEL LOADING: "YES"or"NO" LF HS20 LOAD CONCENTRATED WHEEL LOAD LOAD FACTORS:GROUP X LOADING:gamma=1.3 NOTES LIVE LOAD FACTOR: L=1.67 (ACI = 1.7) DEAD LOAD FACTOR: BetaD=1.0 (ACI = 1.4) SOIL LOAD FACTOR BetaE=1.0 (ACI = 1.7 1.70 1.40 1.70 gamma x L gamma x BetaD amma x BetaE PLAN VIEW DIMENSIONS: VALUE UNITS !N OUTSIDE LID/BASE WIDTH 2.25 FEET OUTSIDE LID/BASE LENGTH 7.00 FEET INSIDE VAULT WIDTH 2.25 FEET INSIDE VAULT LENGTH 7.00 FEET I A SIDE VAULT LENGTH 4LL THICKNESS MO: LENGTH:WIDTH JE-WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AB THICKNESS IORT SPAN LENGTH 7.00 FT 0 INCHES 3.11 100.00% 0.00% 6 INCHES 2.25 FEET DEAD LOADS:ultimate LSLAB 0.105 KSF OVERBURDEN 0.000 KSF 1= 0105 KSF b= FOOTPRINT ON LID: DARALLEL TO LONG) ((PARALLEL TO SHORT) 16 30% 0.83 FT 1.67 FT 25.46 KIPS/FT 1.67 FT 0.23 FT REBAR: INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 1 WHEEL AASHTO 3.8.2.3 ASTM C857.87 1.833+1.75`DEPTH OF FILL .67+1.75'DEPTH OF FILL+ CC DIMEN. of V F WALL +d LENGTH TO OTHER 12INCHES WIDTH 11.1.3.1 ACI 11.3.1.1 IuL�]ul�iYt!/LR�IiII� SIDE VAULT LENGTH ALL THICKNESS MO:LENGTH:WIDTH JE-WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AS THICKNESS TORT SPAN LENGTH 7.00 FT 0 INCHES 3.11 100.00% 0.00% 6 INCHES 2.25 FEET DEAD LOADS: SLAB 0.105 KSF OVERBURDEN 0.000 KSF Wudl= 0.105 KSF CONCRETE COVER TO REBAR: 1.50 INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 LOADS(P) 16 KIPS 1 WHEEL 30% AASHTO 3.8.2.3 FOOTPRINT ON LID: ASTM C857-87 'ARALLEL TO LONG) 0.83 FT .833+1.75•DEPTH.OF FILL I(PARALLEL TO SHORT) 1.67 FT .67+1.75'DEPTH OF FILL+6FT 25.46 KIPS/FT ANALYSIS OF V WIDE STRIP ACI 318-89 CHAPTER 10 i moment multiplication factor due of fixity: 10 a 0.29 3.08 END TO LOAD b 1.67 0.83 LOAD LENGTH c 0.29 3.08 LOAD TO OTHER END SPAN LENGTH 2.25 7.00 FEET %OF LOAD 100.00% 0.00% RII 100% OF LOAD 21.22 10.61 KIPS Mull 1/2= 3.03 0.00 E short-- 4.14 E lon = 2.25 Mudl I/2= 0.07 0.00 FT -KIPS AT MIDSPAN/FT WIDTH ::�,•',`r`s'4i$:`.Ai�:':u';1s`.:`T ;:'i�%.4•`:'+ •: lr:V:h4U+)rid,). (i(r:iYri 4((Qs4S: y. '`r,:tixn::''�:�Q�' +.��4�r , i ;r'i„i i+e1(l+Y (l(l„ :r°•';,i FMM, r� b= 12 12 INCHES WIDTH OF STRESS BLOCK d= 4.19 3.56INCHES REBAR SIZE # r 5 5 'Yi ri ,11, (it%V (t lNlri(i�'> +, 'TYn .v+Y.,'r # REBAR SPACING 6 9 INCHES W/ LOCK WASHER, FLAT WASHER AND 5/8"DIA X 1 1/2" BOLT SLED PLAN VIEW LID PRIOR TO SHIPPING (4 REO'D) SCALE: 1/4°=1'-0° 6'DIA X 3' DEEP HOLES (4REO'D W/ 1/2' COPPER RO 4 TON P52 IN FLOOR (4 REQ'0) U. {---{ 11-0' TYP WALL C £ " a CT 3 � 1 i i SLR J M' '-6' ILT '1 ______1 6, WALL fr PLAN VIEW BASE SCALE: 1 /4"=1 '—O" -3/4" EC-2W IN FLOOR OF WINGS ARE APPROVED s -R PRODUCTION VAULT NOTES, 1) LIFTING INSERTS - LID - 3/4" EC-2W INSERTS (8 REO'D) RISER - 4 TON P52 SL (4 REO'D EA.) BASE - 4 TON P52 SL (4 REQ'O EA.) Z) CONSEAL CS-102 (4 ROLS REO'0) 3 12" DIA: HOPE SUMP DESIGN A. AA. S. 501 C. EQ( 2) IMPACT SHALL BE 4500 PSI (MIN.) 3 STEEL REI FORCEMENT: REBAR, ASTM A-615 GRADE 60 4; TYPE 11/V OR 111 CEMENT PRODUCTION NOTES' 1) VAULT TO BE EXPOSED AGG. LIDS MARK INSIDE OF µ/RONLY) 2)ARK INSIDE AMCOR PRECAST PV1-9S MFG DATE --------- 3) ALL EXTERIOR EDGES TO RECEIVE J 4" CHAMFER I4 SU t-Y J/4" PLYWOOD OR 1/8" STEEL PLATE WHEN REQUESTED Br. YOB OAIG 2-24-99 PAGE 1 OF 4 r. ALLEN DNO NAPE: 6X9 VAULT SCALE: 1/4--l'-0" 4.650g. X e' X 5' PVI-9S VAULT SECT 0R - IUD 1 3.375 CITY OF FT COLLINS R 2 DLIONT h POWEfl SECS 11,47sLE 0 TOTAL 19.503 sa owrRa p[.m .,.a.. YwvlM[...t CHECREO Br. DATE w,.,... ro swa KI a[ m • v �.rw4wf pENAON DALE: -. DR(1ER/ A MCOR�,�...` camwo w..l0OldCntliP(sonL� sa: m.wNca rAAnrArum[rw. m eR'"1n rrrovT:(su) ni-nco 1/4' WALL A SCALE: 1/4"=1'—O" WALL C SCALE: 1 /4"=1'—O" S 6 RISERS TO EXPESED AGG. TO BE FILLED ] AFTER RISER TO BASE 3'4' EC-2W 'AYYE// 3/4" EYEBOLT KNOCKOUT)W/ EA 1/2' 0 COPPER ROD SUPPLIED BY OWNER WALL B SCALE: 1/4"=1'—O" 102 1/2' impiT nRTAII TAIL 5' N.T.S. MAW BV: MOB oA IE: 1-24-98 PACE 2 OF 4 SIX➢ BN ALLEN om NAME: 6X8 VAULT SCALE: LID 4•ssa 61 X B1 X 51 PVI-9S VAULT ra" sEcr o RISER 1 3.375 CITY OF FT COLLINS RISER 2 0 LIGHT A POWER BASE SECT. IJ.475 BAFFLE 0 TOUL os au.xo tl as mown er Awae Twurt CNECREo Bn pAiE Irima 1wm� oiar ;vo"awa �rK wax .wr wrr.wau nr a[ x.omrs a sw oo.w+. RENSION OAIE: oROER/ "" AMCOR�armepo °Y p�9p1 0 OlNNas,� dpeelltPracuL 6c e 2 N W W PM61wr UTII M W -125 F11G1F: faaJl )n-N00 5' v •I' 1 b' H ••1 L • v �I_ _�. � '•I i l/4' 6- Wx}a'xs I xxaxars 7 0� I I 6' I L 6, 6'-0' b. 2•-D WALL D SCALE: 1 /4" =1'-0" SEE JOINT DETAIL (SEE SNT. 2 of 4) 3/4" EC-2W --�W/ 3/4 EYEBOLT (TYP. ONE W/ EA. KNOCKOUT) 3' GRADE 1" CONSEAL CS-102 3 1/4' --------------------------------------------- 6 1/2' LID #1 SCALE: 1/2"=1'—O" 2 3/4' 3 1/4' __________I —I 1/2 3' SIDE VIEW SCALE: 1 /4"-1'—O" /CfYAL EH OD or cap°`% LID #2 SCALE: 1/2"=1r-0" DRAWN Or. MDD DA iG 2-24-98 PACE J OF 4 SOLO Br. ALLEN DWG NAME: 6X8 VAULT I SCALE: 114 LID 4,65J e' X e' X 61 PVI-89 VAULT TOP SECT 0 RISER I J,J}s CITY OF FT COLLINS RISER 2 0 LIGHT 3 POWER BASE SECT. 11,475. BAFFLE 0- TOTAL 19.5O3 ve w«vae vx nvun a.wrA..vawr oIECREo Br. GATE rra rmrz ruso.: «.. xe swa ier eiw�iN AVY wr}aawae rovX «vumaJre wws RENSION DAZE: MIUEH� .---- AmcoR�""f rc wLavoo wWvw � Oldealdca�lliPracAsf, hc. fiJ9} MfAKM PARIIVAY DTIILIQY. w1 !01}5 RMNF:(bJ) }/r-IIYO APR-26-99 MON 01:36 PM CT 'IFT COLLINS, PURCHAS FAX NO, ; 2216707 P,04/10 ESTIMATED QUANTITY: 4 Ea. AMENDED BID PROPOSAL DESCRIPTION: 6' x 15' x 4'6" ID 7' x 16' x 5'6" OD Switchgear vault per attached amended drawing dual PVI-9 Vault $ "00 600 Ea. S Z (800, 00 Total Mfr.yheoMfr.# Delivery in weeks: Items being bid meet the above specifications without exception. Yes • No . If not, please list exceptions, specifying paragraph reference number, on a separate sheet and attach to your bid. 6Ea. 6'x8'x4'6"ID 7'x9'x5'6"OD Switchgear vault per attached amended drawing single PVI-9 Vault 4 00 Ea. 5 / Total Mfr.AQ� Mfr.# 4 �� Delivery in weeks: . w3 U&S 4stot Items being bid meet the above specifications without exception. Yes • No . If not, please list exceptions, specifying paragraph reference number, on a separate sheet and attach to your bid. TU STREET, ti �C4Wt4 =. 1. re 1 ials TYPED OORR PRINTED NAME ANDTITLE (AREAeAsr 3d3 DE) TEL 1— jj NUMBER/FAX NUMBER 9/_/a STATE, ZIP 1 DAT` �� ��� 04-3 0- 9 g 4 A (4) #6 X 6'-B" ® 3" C.C. 1-1/2" CL. n X 9" 9" C.C. REQ'D) I ,f5 X 1'-6" ' I ®9" C.C. (10 REQ'D) ® 9' C.C. I A � I I ' 1 ® 6" C.C. I _ i A 314" CL (4 REQ'D) (4) ,f6 X 6'-B" 0 3" C.C. 1-1/2" CL. LIDa1 L(2) ys X 6'-1 1/2" ® 3" C.C. SCALE 1/4"=1'-0' (6 REQ'D) 14 X 1'-3" ® 12" C. C.- (42 REQ'D) 15 X 3'-3"�J O 9" C.C. (56 REO'D) /5 X 6'-6" ® 9' . C. C. _ 1-1/2" CL. (20 REQ'D) SECTION C-C SCALE 1/4"=1'-0" LID#2 SCALE 1/4"=1'-O" (1 REQ'D) #5 X 4'-6'I IL 1 14." 8•_.67J 9 9" C.C. ON CL OF WAIL (2 SETS REQ'D) B'-6- —6.� #4 X 4'-6' L— 1�4-6" -l6. 8'-6" ® 9" C.C. ON CL OF WALL (5 SETS REQ'D) ®9"C.C. (9 REQ'D) SECTION A -A N. T.S. X 6'-B" 0 3" C.C. #5 0 6" O.C. / \-#'S ® 9" c.c. 3/4" CL.- (10 REO'Q) (4 REQ'D) SECTION B B C Mr DRANK Dr. MDB DATE: 2-24-SB PACE 4 OP 4 SOLD or. ALLEN DM NAME: 6XD VAULT I SCALE: LID 4.653 8' X S' X 6' PVI-9S VAULT TOP SECT D RISER T 3,575 STEEL DRAWING RISER 2 D CITY OF FORT COLINS BASE SECT 11.475 BAFFLE D LIGHT & POWER _ TOTAL 19.503 w w•wK a •• Haan r Auw• rMCIR CNECAtED or. DAiE — RENAM! DA1F: ORDER/IV AMCOR"caM 'w" Oadcou lld Prceal, be a7 MTAn PMuwAru[ram wl" n(x7) nl-Ir6o r8392 Riverview Pkwy. PHONE: 303-791 —1100 Littleton, CO. 80125 FAX: 303-791 —1120 CODE REQUIREMENTS for REINFORCED CONCRETEACI 318-89 & ACI 318R-89 STANDARD PRACTICE for MINIMUM STRUCTURAL DESIGN LOADING for UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES: C857-87 NOTE: Code selection is predicated on most stringent design criteria and/or practical engineering science. 04—Sep-96 08:45:36 AM AN A I V-QIQ A nmelfalki f-.r I a lRuGlumtb VERSION 2.4 BASIC DESIGN PARAMETERS AND INPUT DATA CODE REFERENCES ARE MADE WHEN APPLICABLE OTHERWISE BASIC ENGINEERING APPLIES .fri MACROS ShM& A jammt B E; & 0 —E& F COMPONENT CHECKLIST: LAD TOP SECTION RISER ............. 0.75 0.00 0.00 PRODUCT ID 77 MARK TH wXn HICKNESS R INSIDE HEIGHT 6.00 IN 0.00 FT 1.50 FT ....... G & H BOTTOM SECTION 3.00 FT 0.00 "Od I&j I BASE OF A BOTTOM SECTION 6.00 IN 1.50,:'', 1p In u Al ut: WALL L THICKNESS INSIDE VAULT WIDTHNH2p 3E VAULT WIDTHFT REBAR SCHEDULE (PRINTOUT OPTION) ALLCOMPONENTS: VALUE UNIT ——'g 6.00 IN FT JSE 2' FOR HS20 LOAD. AASHTO 3.20.3 > or = AASHTO 6.2.1 > or = AASHTO 6.2.1 kIR=2.833',H20=6' AASHTO 3.7 AASHTO 3.22 AASHTO 3.22, =2.17 AASHTO 3.22, = 1.3 AASHTO 3.22, =1.3 1�21 NOTES 60,000 si RADE 60 ihout: f'c —FILL 4,500 SI 28 DAYS DEPTH OF 0.00 EET ON LID SURCHARGE HEIGHT 2.00 EE FILI SOIL DENSITY 120 CF M EQUIVALENT SOIL FLUID PRESSURE 45 CF bN WALLS iiipuf WHEEL LOAD ING:'YES"or'NOO ...... ...... ingUt:jHS20LOAD CONCENTRATED WHEEL LOAD J1 WE ft-4:.::::-. ... B.00 I LOAD C RS:GROUP X LOADING' a LF NOTES :nTa..�1.3 LIVE LPA—DIFO—ACTOR: L=1.67 — �A W DEAD LOAD FACTOR: BetaD=I.o (ACI = 1.4) SOIL LOAD FACTOR Be = 1.7) (ACI 1.70 1.40 1.70 gamma xL gamma x Betal) gamma x BetaE PLAN VIEW DIME 10 S!aE=I.o VALUE UNITS OUTSIDE LID/BASE WIDTH Uwu EET OUTSIDE LID/BASE LENGTH :1 16.00 EET MEETI INSIDE VAULT WIDTH 1 6.00 EET INSIDE VAULT LENGTH 1 15.00 A INCH INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6 INCHES RATIO: LENGTH:WIDTH 2.50 ONE—WAY SLAB DESIGN: AASHTO 3.24.6.1 % OF LOAD IN SHORT DIRECTION 100.00% AASHTO 3.24.6.1 • OF LOAD IN LONG DIRECTION 0.00% AASHTO 3.24.6.1 SLAB THICKNESS 6 INCHES SHORT SPAN LENGTH 6.50 FEET DEAD LOADS:ultimate SLAB 0.105 KSF OVERBURDEN 0.000 KSF Wudl= 0.105 KSF WHEEL LOADS(P) 16 IQ PS 1 WHEEL IMPACT 30% AASHTO 3.8.2.3 WHEEL FOOTPRINT ON LID: ASTM C857-87 WIDTH(PARALLEL TO LONG) 0.83 FT .833+1.75*DEPTH OF FILL LENGTH(PARALLEL TO SHORT) 1.67 FT .67+1.75*DEPTH OF FILL+ Wull 25.46 KIPS/FT CC DIMEN, of WI SHEAR ANALYSIS: SHORT DIRECTION NOTES: a 0.66 FT 0% OF WALL + d b 1.67 FT CAD LENGTH C 4.17 FT CAD TO OTHER END [PAN TOTAL 6,50 FT LENGTH ACI 11.1.3.1 .3.1.1 INSIDE VAULT LENGTH WALL THICKNESS RATIO: LENGTH:WIDTH ONE—WAY SLAB DESIGN: % OF LOAD IN SHORT DIRECTION % OF LOAD IN LONG DIRECTION SLAB THICKNESS SHORT SPAN LENGTH 15.00 FT 6 INCHES 2.50 100.00% 0.00% 6 INCHES 6.50 FEET DEAD LOADS: SLAB 0.105 KSF OVERBURDEN 0.000 KSF Wudl= 0.105 KSF IMPACT 30% WHEEL FOOTPRINT ON LID: WIDTH(PARALLEL TO LONG) 0.83 FT LENGTH(PARALLEL TO SHORT) 1.67 FT Wull 25.46 KIPS/FT ANALYSIS OF V WIDE STRIP ACI 318-89 CHAPTER 10 COVER TO REBAR: 0.75 INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 1 WHEEL AASHTO 3.8.2.3 ASTM C857-87 I OF FILL OF FILL+6FT in moment multiplication factor due of fixity: r n�i a 2.42 7.33 END TO LOAD b 1.67 0.83 -OAD LENGTH c 2.42 7.33 OAD TO OTHER END SPAN LENGTH 6.50 15.50 zEET %OF LOAD 100.00% 0.00% RII 100% OF LOAD 21.22 10.61 (IPS Mull@1/2= 11.41 0.00 E short= 4.39 E Ion = 4.93 Mudl@I/2— 0.55 0.00 —KIPS AT MIDSPAN/FT WIDTH ::=i01?5:::P.TMtDSPAN7F.T:WIDTH::::::::::: b= 12 12 NCHES WIDTH OF STRESS BLOCK d= 4.94 4.31 NCHES As:ie': ::::QS34::::;:;:::Q128 Q:IMCHES.mfritiri$3%:of:ie 'if:orie 'd: A'e ....................... ...: :0:614:::::::::0:262 O1 :...:.....::..:..:............................ REBAR SIZE N 5 4 8 REBAR SPACING 6 9 NCHES 1.06 INCHES INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6.00 INSIDE HEIGHT 1.50 ONE WAY WALL DESIGN: % OF LOAD IN CANTILEVER DIRECTIO 0.00% % OF LOAD IN LONG WALL/BEN DING 100.00% SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 15.50 FEET DEPTH TO TOP OF WALL 2.50 FEET LATERAL SOIL PRESSURES:ulti mate Wa= 0.191 KSF Wb= 0.115 KSF Wa+Wb=1(—Mbotttom of riser) 0.306 KSF SHEAR VALUES:LONG WALL C •d• INCH METHOD..AASHTO METHOD..AASHTO SOIL LOADING CONDITION We wrwnox ovbnux I Wa wh ACI11.1.3.1 ACI 11.3.1.1 Inout CITY OF FORT COLLINS C19C• c• v � o v � eq'd MOMENT/As OF RISER In ut re uired on this sheet INSIDE VAULT WIDTH 6.00 FT CONCRETE COVER TO REBAR: 2.69 INCH INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6.00 INSIDE HEIGHT 1.50 TWO WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN CANTILEVER DIRECTIO 0.00% STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN LONG WALL/BENDING 100.00% STIFFNESS METHOD..AASHTO 8.6 SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 15.50 FEET DEPTH TO TOP OF WALL 2.50 FEET DEPTH TO BOTTOM OF WALL 4.00 FEET LATERAL SOIL PRESSU RES:u@i mate Wa= 0.191 KSF Wb= 0.115 KSF Wa+Wb=((_Wbotttom of riser) 6.306 KSF +M —M +or—M ANALYSIS OF 1' WIDE STRIP BENDING BENDING BENDING ACI 318-89 CHAPTER 10 LONG L CORNER HORT L SPAN LENGTH 15.50 6.5 =EET %OF LOAD 100.00% 100.00% 100.00% Mudl due to We 2.85 2.90 —1.89 —KIPS PER FT WIDTH Mudl due to Wb 1.71 1.74 —1.13 —KIPS PER FT WIDTH Mu.= ........................ ......::::: ::::::::::4:55 :::�:�::4:89:: i:::wB;AZ Nlrrdd'::::::::::::::::::::::::::::::::::i:::::::::2:66 ::::::2:➢3::::'N7:7R b= 121 12 12 NCHES WIDTH d= 3.00 3.00 3.00 NCHES 4..2t4 inin nci:839d:of:'r" d r1r. ve' d a: rawde :::O:4A9 ::::w:A:409..:...:: D6. N in _'„ REBAR SIZE # 5 5 5 # Ip'.'t tREBAR SPACING 9 9 9 NCHES CRACK CONTROL:LONG WALL/INSIDE AASHTO S.16.8.4 :7>:71 . :�: fa= 29.61 KSI do= 3.00 INCHES A= 2•dc•bar s acin PER BAR 54.00 SO —INCH Actual= a . dc!A. lh.3'J33:::::: PAGE 5 G BASIC DATA INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6.00 INSIDE HEIGHT 3.00 TWO WAY WALL DESIGN: % OF LOAD IN CANTILEVER DIRECTIO 100.00% % OF LOAD IN LONG WALUBENDING 0.00% SLAB THICKNESS 6.00 INCHES SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 15.50 FEET DEPTH TO TOP OF WALL 4.00 FEET LATERAL SOIL PRESSURES:uM mete We= 0.306 KSF Wb(q'd'= 0.210 KSF Wb 0.230 KSF SHEAR VALUES:QTOP OF BASE SHEAR VALUES:OEND OF LONG WALL ASSHTO 3.24.6.1 ACI 11.1.3.1 ACI 11.3.1.1 in ut CITY OF FORT COLLINS SIZE req'd MOMENT/As IN WALL OF BOTTOM SECTION 6 X15 X4-o- in ut re uired on this sheet CONCRETE COVER TO REBAR: INSIDE VAULT WIDTH 6.00 FT 2.69 INCH INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6.00 CON. COVER MAY BE -<1.5 IN. REF. TO H16 INSIDE HEIGHT 3.00 TWO WAY WALL DESIGN: STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN CANTILEVER DIRECTIO 100.00% STIFFNESS METHOD..AASHTO 8.6 % OF LOAD IN LONG WALUBENDING 0.00% STIFFNESS METHOD..AASHTO 8.6 SLAB THICKNESS 6.00 INCHES SHORT SPAN LENGTH 6.50 FEET LONG SPAN LENGTH 15.50 FEET DEPTH TO TOP OF WALL 4.00 FEET DEPTH TO BOTTOM OF WALL 7.00 FEET LATERAL SOIL PRESSURES:u@imate We= 0.306 KSF Wb= H/ 0.115 KSF +or-M ANALYSIS OF I'WIDE STRIP CANT BENDING BENDING BENDING Cl 318-89 CHAPTER 10 SPA LONG L CORNER HORT L SPAN LENGTH 3.00 15.50 6.50 ;EET %OF LOAD 100.00% 0.00% 0.00% 0.00% Mudl due to We 1.38 O.QO 0.00 0.00 -KIPS PER FT OF WIDTH Mudl due to Wb 0.34 0.00 0.00 0.00 -KIPS PER FT OF WIDTH PSPEA fT OF. W Mwsdf= ::::::::: ::::::::::5::::::::: ::::::isO4:::::::::::0:A0::xm:w:w::Q'0.0 b= 12 12 12 12 N CHES WIDTH d= 3.00 2.38 2.38 2.38 NC Me ':inAloataa rn iil ni t39.' :ol:i 'd 8i re''' A!: PeVrde :::-MA : :::0:262 :::::0:2 %►: Z in ut: REBAR SIZE # 5 4 4 4 # 1hpb REBAR SPACING 9 9 9 9 NHES CHES CRACK CONTROL:LONG WAL INSIDE MSHTO 8.18.8.4 ....:.....:.:.:::::.:.:.:.:; '.; fs= 0.00 KSI dc= 2.94 INCHES A= 2•,!a PERBAR a ecin 52.88 SO -INCH Ao , :� s. , do. 100% OF LOAD CARRIED BY CANTILEVER/CRACK CONTROL IS NOT APPLICABLE PAGE 7 SIDE VAULT LENGTH 4LL THICKNESS MO:LENGTH:WIDTH VE—WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AB THICKNESS TORT SPAN LENGTH 15.00 FT 6.00 INCHES 2.50 100.00% 0.00% 6 INCHES 6.50 FEET DEAD LOADSmitimate VAULT 0.396 KSF OVERBURDEN 0.000 KSF Wudl= 0.396 KSF TO BASE(ultimate) DISTRIBUTION AREA 54.40 KIPS 0.00% 112.00 FT2 AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 0.83 W OF FOOTPRINT ON LID 0.83 WMAX 1.67 L OF FOOTPRINT ON LID SHEAR ANALYSIS:SHORT DIRECTION a=50% OF WALL + d 0.60 FT 0% OF WALL + d ACI 11.1.3.1 ACI 11.3.1.1 Amcor �® a division of 0 oidcasna Precast' Inc. ©Sb -- O(e0 8392 Riverview Parkway Littleton, CO 80125-9790 (303) 791-1100 Fax 791-1120 City of Ft. Collins/L&P Accounting Office P.O. Box 580 Fort Collins, CO 80522 Job Title: Bid No: 5380 Location: Ft Collins Colorado Attention: Opal F. Dick CONTRACT AND PROPOSAL Quote No: 0008682 Raise to this Number On All Orders Date: 04/26/99 Bid Date: 05/11/99 Page: 1 OF 1 File ID: B Item No. M.H. No. Qty Description Unit Price Extension BACK UP BID PROPOSAL AMCOR FORMS 10107 15 10x10x7 PRIMARY VAULT TO SPEC:366-101 R 4634.00 69,510.00 10107 15 10x10x7 ALTERNATE W/CAST IRON RING 4934.00 74,010.00 61546 4 6xl5x4-6 PVI-9D 5400.00 21,600.00 6846 6 6x8x4-6 PVI-9S 3750.00 22,500.00 NOTE: ITEMS:050 & 060 DO INCLUDE EITHER 3/41' PLYWOOD COVERS OR 1/811 STEEL COVERS BY YOUR REQUEST PRICING: 5-1-99 TO 12-31-99 WITH OPTION TO RENEW FOR FOUR YEARS THANK YOU FOR REQUESTING AMCOR PRODUCTS FOB Jobsite Freight Charges: Included Delivery To Commence: 2/3 Weeks Aro Non -Taxable Terms: Net 30 Days Subject to Credit Approval/Bond IMPORTANT: This quotation is based on the conditions outlined on the reverse side. Items and quantities shown are the basis for this quotation and we are not responsible for any discrepancies between this list and actual items or quantities. Quotation Is Valid For 30 Dat- 70 (Accepted ( osition) t ate— By. req'd INSIDE VAULT LENGTH 15.00 FT WALL THICKNESS 6 RATIO: LENGTH:WIDTH 2.50 ONE—WAY SLAB DESIGN: USED FOR % OF LOAD IN SHORT DIRECTION 100.00% MOMENT % OF LOAD IN LONG DIRECTION 0.00% MOMENT SLAB THICKNESS 6 INCHES SHORT SPAN LENGTH 6.50 FEET OVERBURDEN 0.000 KSF LIVE LOAD:uItImate (Wull oni COVER TO REBAR: 1.50 AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 [WHEEL LOAD(P) 32 KIPS WHEELS IMPACT 0% AASHTO 3.8.2.3 DISTRIBUTION AREA 112.00 FT2 ASTM C857-87 I wull= 0.49 KSF Mid —span moment multiplication factor due ANALYSIS OF VWIDE STRIP LONG agrees of fixity: ACI 318-89 CHAPTER 10 1 SSPAN F r 70-0-0-0M SPAN LENGTH 6.50 15.50 =EET %OFLOAD 100.00% 0.00% REACTION AT END/FT WIDTH Mudl@112= 2.09 0.00 T—KIPS PER IFTWIDTH M 2.57 0.00=T—IQPS PER IFTWIDTH X X b= 12 12 NCHES WIDTH d= 4.19 3.56 NCHES i"d -:--:-:-X-X-X:X REBAR SIZE # X : 51 41 # REBAR SPACING 91 91NCHES NOTESr 1) LIFTING INSERTS- LIDS- 3/4" ,RICHMOND EC-2 (4 REQ'D EA. LID) RISER- 4 TON SL ANCHORS 4 REQ'D BASE- 4 TON SL ANCHORS �4 REQ'Dy 2) CONSEAL CS-102 (8 ROLLS REQ'D) 3) 72" DIA. HOPE SUMP 41 VAULT LIDS AND RISER TO HAVE EXPOSED AGGREGATE DESIGN NOTES, 1) DESIGN LOADINGS. A. AASH,TO HS-20-44, W/ IMPACT B. SOIL 'WEIGHT = 120 PSF C. EQUIVALENT FLUID PRESSURE = 45 PCF D. 80 PSF LATERAL LIVE LOAD SURCHARGE 2) CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 4500 PSI 3) STEEL REINFORCEMENT: REBAR, ASTAd A-515 GRADE 60 4) TYPE 1/1 OR Ill CEMENT PRODUCTION NOTES, 1) VAULT RISER, SIDES AND TOPS OF LIDS TO HAVE EXPOSED AGGREGATE FINISH (EXCEPT LID JOINT) 2) MARK VAULT INSIDE W/ "AMCOR PRECAST PVI BD MFG DATE 3) LID SHALL BE LEVEL TO 1/8" IN 10'-0" 4) SUPPLY A LOCK -WASHER, FLAT WASHER AN 5/8" BOLT ASSEMBLY PRIOR TO 5) SUPPYI P 3/4" (TYPICAL PLYWOOD 1Of? /5 STEEL PLATE WHEN REQUESTED FOR LID BLOCKOUTS TOP PERIMETER EDGE OF LID TO BE CHAMFERED ® 45' DEG. TYP. 4' ; 6' 3._D. 3/4" RICHMOND EC INSERT P1/ PULLING (3 RE i INS: JOINT DETAIL N.T.S. IDS AND OUTSIDE OF RISER TO HAVE EXPOSED AGGREGATE TCP AND SIDE. Q� L-:DS (EXCEPT JrMT) 9 ----------------- _9•----{I ZSEELID Ty1 XSEE UO 42 TS EE LID ya y a:. 6" DIA. X 3"J WALLS A,C BLOCKOUT IN FLOOR (4 REQUIRED) FOR GROUND ROD SYSTEM SCALE W/ 1/2" COPPER ROD 3/4' ZC-2 RICHMGN -OR STR'PRENG AND SETTING A RE:'D EA. LID) 8 TYR ?i ACMMENT 6' X 6' e 9 ON SL ANCHORS INSIDE OF VAULT SHIP -LAP DETAIL 6' `X 24X 5" KNOCKOUT (TYPICAL 3 REQ'D) DIA. X 3 1/2' DEEP HDPE SUMP j� r-9'v2• 9 If2' 8 /B" DIA. FERRULE LOOP-" SUPPLY A LOCK -WASHER, B FLAT WASHER AND 5/8- DIA. X 1-1/2" BOLT ASSEMBLED PRIOR TO SHIPPING TYPICAL (4 REQ'D) 4 TON P-52 SL- ANCHORS (4 REQ'D) t 6' DIA. X 3' BLOCKOUT IN FLOOR (4 REQUIRED) FOR GROUND ROD SYSTEM W/ 1/2" COPPER ROD 1/2' CA t6•_0• _8 1/2• 2._6_ _ 1/2' GAP .. t/2' t I t I l'-2' X 4'-9' BLOCKOUT 1/2, 3 a a it J m 1 1 < i 1 1 •1 W WALLA ' Ll'-2" X 4'-9" PLAN VIEW OF LID BLOCKOUT SCALE 1/4"=1'_Q^ V a O 4" RICH.MOND EC-2W / INSERT (FLOOR ONLY) m O O WALL A PLAN VIEW OF SASE SCALE 7/4'=1 —0 LID 4228 TOP SEcr B 4' X 16' X 4'-0' VAULT AMI.9D RISER 1 4MO RISER 2 O RASE SECT. TAM FT. COLL064, CO BAFFLE a TOTAL 3r. *32 xs u.rq a ;xr axxran o wme "re sr. C ECREO BY: DATE 2 ,/6 amaan a .e.�.uf Oldcasltdar= t, ur. acauoo mamv C CONSEAL CS-1 5/8" DIA. FERRULE LOOP INSERT W/ FLAT WASHER, LOCK WASHER AND BOLT, INSTALLED PRIOR TO SHIPPING -8 1/2" a 4- 6 1/2' �6'-11 112 n LID #3 N.T.S. -8 1/2" -." IrCONSEAL CS-102 d .4 a s —I .. as 41 . 6 1/2" 6'-11 1 /2'=---�-� LID al N.T.S. r--2 -6 -{ �— 3" a 3 " --T LID v2 NTS. 3/4' RICHMOND EC-2 FOR STRIPPING AND SETTING C4 REQ'D EA. LID) TOP PERIMETER EDGE OF LID TO BE CHAMFERED p 45' DEG. TYP. 1,-6„ 6" 4 -6" `I I 3' To,, 2't 0" I i -6" 5---- ---- - O 2 1/23'-6" 3'-6" " y —�— 2'-6., 2'-0'- --2." 7'-0" 3/4" RICHMOND EC-2W INSERT W/ PULLING EYE (1 REQ'D) NOTE: 1. LID TOPS AND SIDES IEXCEPT JOINT] TO HAVE EXPOSED aAGOnEG,lATE FINISH WALLS Q,Q SCALE 318"—l'—O" TONAL E*! p0 OF 00;0�� 24" X 24" X 5" KNOCKOUT (TYPICAL OPPOSITE WALL) I I I 3" uo az�o reP sEcr a RISER f 4,950 RISER 2 0 BAr SECT. rai^t 0' X 15' X Y-5' VAULT PYI-9D FT. CCLLM, Co a� a Oldeastla'Precast, km C 5) #6 0 3" C.C. (4) #6 0 3" C.C. #5 0 6" C.C. 3/4" CL.- (4 REQ'D) #4 X 1'-2" 0 12" C.C. (42 REQ'D)*�-, 15 X 3'-2" -- 2'-6" a9"GC. (56 REQ'D) SECTION A -A RLS SECTION E-$ v T..S. f I 7 1 1 1' 1 f f 1 #5 X 6'-8 J 09"CC. 1-1/2" CL. (20 REO'D) X 6'-8" 0 3" C.C. i 09"CC. 0 REQ'D) #5 X 4'-fij I I . lui f 4'-6- �6 0 9' C.C. ON CL OF WALL (6 SETS REO'D) \ 15'-6" 1J4 X 4'-6�� 4,-6" 6.-i 6. #4 X 15'-8" 0 9" C.C. (9 REQ'D) SECTION C-C SCALE 1/4"=1'-0" a 9" C.C. ON CL OF WALL (6 SETS REO'D) �rrrT, I7=CI1 #5 x 1'-8' ILJ_L11 0 9" C.C. lJ_L I I (10 RETD) ■ II 1 1 11 11 �-L�i • 111-Jf-rL. _ i 1J_L I 1J_L11 #S X 6'-6" I I I 11 ® 6" CC.� CL lj_Lil (4 REQ'D) LJ_L1 LLD#2 SCALE 1/4"=1'-0" (1 REQ'D) #5 x #5 x 9" a9 CC ®9"C. C. (6 REQ'D)1 r" /"(6 REQ'D) I11 II IIII IIII ❑il IIIII IIII I Iilll Irr�7-�-�-�--r-rrt IIII I I I i I I IrrY'4'1-Y-Y-Y-Y-rrt i IIII I I I I I I 1 TrY-Y--1-Y-Y--1-rRl I IllLI I 1 I 1 I_111 III IIII LL I I I I11 IIIII Lu (4) #5 X 6'-7 1/2" F0 9" C.C. (4) #6 X 6'-a"J �" \-(5) #6 x 6•_8- 0 3" CC. 0 3" C.C. 1-1/2- CL. 1-1/2" CL (2) 15 X 6'-7 1/2" a 3 C.C. LIDa1 (6 REQ'D) SCALE 1/4"=1'-0" (2 REVD) M roc PA uR 42m TOP SECT o 6' X 7S X 4'-W VAULT PVI-SD RISER i I,A50 RISER 2 0 '- BASE SECT lat7f FT. COLLM, CO 6AEEI.E a STL-Dtl110 BN OlacasLe Prates, Sa. Oc C 8392 Riverview Pkwy. PHONE: 303-781-1100 Littleton CO. 80125 FAX: 303-781-1120 QOLLLNS LID OF A TOP SECTION TOP SECTION RISER BOTTOM SECTION APPLICABLE CODES: (1]-AASHTO STANDARD SPECIFICATIONS for HIGHWAY BRIDGES:I4TH EDITION [2]-BUILDING CODE REQUIREMENTS for REINFORCED CONCRETE:ACI 318-89 & ACI 318R-89 (3]-ASTM STANDARD PRACTICE for MINIMUM STRUCTURAL DESIGN LOADING for UNDERGROUND PRECAST CONCRETE WATER AND WASTEWATER STRUCTURES: C890-78(Reapproved 1985) 4 -PCA: DESIGN CRITERIA FOR AIRCRAFT LOADING for wheel loading only) SHEET MS 026.02P NOTE: Code selection is predicated on most stringent design criteria and/or practical engineering science. 26-Apr-99 01:43:40 PM ANALYSIS & DESIGN OF UNDERGROUND -PRECAST STRUCTURES YZEWPA21.5 BASIC DESIGN PARAMETERS AND INPUT DATA CODE REFERENCES ARE MADE WHEN APPLICABLE/OTHERWISE BASIC ENGINEERING APPLIES MACROS Shear&Moment COMPONENT CHECKLIST: PRODUCT ID MARK WITH "X" THICKNESS OR INSIDE INCHESM HEIGHT LID OF A TOP SECTION 9.00 IN TOP SECTION x 3.50 FT 0.00 Y RISER 0.00 FT 0.00 W BOTTOM SECTION x 3.50 FT 0.00 BASE OF A BOTTOM SECTION 8.00 IN 150 .JAW',�INSIDE WyWL_ n_LTHICKNESS INSIDE VAULT WIDTH SHORT VAULT WIDTH LONG IREBAR SCHEDULE (PRINTOUT OPT[ N) 6.00 10.00 10.00 IN . F� N F Ki AASHTO 3.20.3 I>or=AASHTO 6.2.1 > or = AASHTO 6.2.1 AIR=2.833',H20=6' AASHTO 3.7 AASHTO 3.22 AASHTO 3.22, =2.17 AASHTO 3.22, =1.3 AASHTO 3.22, =1.3 DATA COMMON TO ALL COMPONENTS: VALUE I UNITS NOTES rfy- 60,000 PSI GRADE60 frjiiig� Pc 4,500 PSI 28 DAYE DEPTH OF FILL 2.00 FEET ON LID ITFB"":,,' SURCHARGE HEIGHT 2.00 FEET ABOVE FIL SOIL DENSITY 120 PCF DRYWT EQUIVALENT SOIL FLUID PRESSURE 45 PCF ON WALLS WHEEL LOADING: "YES" or "NO" 4 ii --: HS20 LOAD DISTRIBUTED THRU SOIL a" LOAD FACTORS:GROUP X LOADING:gamma=1.3 LF NOTES LIVE LOAD FACTOR: L=1.67 (ACI = 1.7) DEAD LOAD FACTOR: BetaD=1.0 (ACI = 1.4) SOIL LOAD FACTOR BetaE=1.0 (ACI = 1.7) 1.70 1.40 1o70 gamma xL gamma x qamma x BetaD BetaE PLAN VIEW DIMENSIONS: VALUE UNITS OUTSIDE L /BASE WIDTH 11.00 FEET OUTSIDE LIP DIBASE LENGTH 11.00 FEET IINSIDE VAULT WIDTH 10.00 FEET IINSIDE VAULT LENGTH 10.00 FEET A REBAR: INCH SIDE VAULT LENGTH 10.00 FT 4LL THICKNESS 6 INCHES MO: LENGTH:WIDTH 1.00 VO-WAY SLAB DESIGN: AASHTO 3.24.6.1 OF LOAD IN SHORT DIRECTION 50.00% AASHTO 3.24.6.1 OF LOAD IN LONG DIRECTION 50.00% AASHTO 3.24.6.1 AS THICKNESS 9 INCHES TORT SPAN LENGTH 10.50 FEET DEAD LOADS:ultimate SLAB 0.158 KSF OVERBURDEN 0.336 KSF Wudl= 0.494 KSF LOADS(P) 32 KIPS 2 WHEELS 20% AASHTO 3.8.2.3 FOOTPRINT ON LID: ASTM C857.87 3ARALLEL TO LONG) 4.33 FT .833+1.75'DEPTH OF FILL i(PARALLEL TO SHORT) 11.17 FT .67+1.75"DEPTH OF FILL+ 1.35 KIPS/FT CC DIMEN. of V SHEAR ANALYSIS: SHORT DIRECTION NOTES: a 0.85 FT 50% OF WALL + d b 9.65 FT LOAD LENGTH c 0.00 FT LOAD TO OTHER END TOTAL 10.50 FT SPAN LENGTH 4CI 11.1.3.1 ACI 11.3.1.1 SIDE VAULT LENGTH ALL THICKNESS MO: LENGTH:WIDTH VO-WAY SLAB DESIGN: OF LOAD IN SHORT DIRECTION OF LOAD IN LONG DIRECTION AB THICKNESS iORT SPAN LENGTH 10.00 FT 6 INCHES 1.00 50.00% 50.00% 9 INCHES 10.50 FEET DEAD LOADS: SLAB 0.158 KSF OVERBURDEN 0.336 KSF Wudl= 0.494 KSF COVER TO REBAR: 1.50 INCH AASHTO 3.24.6.1 AASHTO 3.24.6.1 AASHTO 3.24.6.1 LOADS(P) 32 KIPS - 2 WHEELS 20% AASHTO 3.8.2.3 FOOTPRINT ON LID: ASTM C857-87 'ARALLEL TO LONG) 4.33 FT .833+1.75'DEPTH OF FILL ((PARALLEL TO SHORT) 11.17 FT .67+1.75'DEPTH OF FILL+6FT 1.35 KIPS/FT ANALYSIS OF V WIDE STRIP ACI 319-99 CHAPTER 1n i moment multiplication factor due of fixity: �n� n a 0.00 3.08 END TO LOAD b 10.50 4.33 LOAD LENGTH c 0.00 3.08 LOAD TO OTHER END SPAN LENGTH 10.50 10.50 FEET %OF LOAD 50.00% 50.00% RII 100% OF LOAD 7.08 2.92 KIPS Mull I/2= 9.30 6.09 E short-- 1.00 E Ion = 1 Mu dl I/2= 3.40 3.40 FT -KIPS AT MIDSPAN/FT WIDTH ,4Cf b= 12 12 INCHES WIDTH OF STRESS BLOCK d= 7.19 6.66 INCHES REBAR SIZE # <i<{�FMVV P 5 .�. 411480 5 .. `.,. 4i'3 .. .rm.:: ,. ,r , •� # REBAR SPACING 8 8 INCHES