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HomeMy WebLinkAboutDRAWING #0000-5_AS BUILT_201 INTERNATIONAL DR1. PitzsTRESim. STEEL S. sTimssuc PRoczDun Prestressing steel shall be seven -wire LCW-F�-ELAX47'jZN The stressing operation must be under the immediate control strand fo= prestrossed concrete manufactured in acoor- of a person experienced in this type of warty he must *xar- d&nce with ASTH A416 and fro* from corrosion having a clam close check and rigid.control of all operations. The guaranteed minimum ultimate tonsil strength of 270 ksL, stressing aunt not commence until concrete test rylinders, intermediately and at other locations where stressing and cured under iobol L_ e2nrfttlons, have been tented and IndL- Nominal diameter. 1/2 or F Cate �;nat me Ic;eto Ils reached a minimum strength of "me 0.153 sq. in., 2500 P.S.I* Modulus of Elasticity 28,000 ksi Tandoiis stressed from one and only shall be tv indicated Ultimate strength 41.3 kips All prsatressing.atael shall be stressed by means of hydrau- v lic jacks, equipped with calibrated hydraulic pressure gau- Anchoring force 28.9 kips tion chart) Final effective force Ste rat4rior4 La,44 4^Lcuu-Tfowt ges. A calibration chart &hall so any each Jack. If In - PI.An support bars and tandjas according to strand layout consistencies between the measured elongation and the Jack Woons%& C�ajtr.. V_;;o.0oj0 CVR~rUJk9L COGFF. LA�0.0'7 gauge reading occur, the Jack -gauge -pump unit shall be Strand in coated with & rust preventive grease and an- recalibrated. An agreement of within 51 shall be xatisfac- closed in an extruded plastic slippage sheathing. Torn tory. or damaged sheathing shall be Patched before concrete . pouring. Small tears or sheath free sections of cable The stressing operation proceeds as followal 1. PitzsTRESim. STEEL S. sTimssuc PRoczDun Prestressing steel shall be seven -wire LCW-F�-ELAX47'jZN The stressing operation must be under the immediate control strand fo= prestrossed concrete manufactured in acoor- of a person experienced in this type of warty he must *xar- d&nce with ASTH A416 and fro* from corrosion having a clam close check and rigid.control of all operations. The guaranteed minimum ultimate tonsil strength of 270 ksL, stressing aunt not commence until concrete test rylinders, intermediately and at other locations where stressing and cured under iobol L_ e2nrfttlons, have been tented and IndL- Nominal diameter. 1/2 or F Cate �;nat me Ic;eto Ils reached a minimum strength of "me 0.153 sq. in., 2500 P.S.I* Modulus of Elasticity 28,000 ksi Tandoiis stressed from one and only shall be tv indicated Ultimate strength 41.3 kips All prsatressing.atael shall be stressed by means of hydrau- Max. temporary f orce 33.0 kips (swe Ran calibra- lic jacks, equipped with calibrated hydraulic pressure gau- Anchoring force 28.9 kips tion chart) Final effective force Ste rat4rior4 La,44 4^Lcuu-Tfowt ges. A calibration chart &hall so any each Jack. If In - PI.An support bars and tandjas according to strand layout consistencies between the measured elongation and the Jack Woons%& C�ajtr.. V_;;o.0oj0 CVR~rUJk9L COGFF. LA�0.0'7 gauge reading occur, the Jack -gauge -pump unit shall be Strand in coated with & rust preventive grease and an- recalibrated. An agreement of within 51 shall be xatisfac- closed in an extruded plastic slippage sheathing. Torn tory. or damaged sheathing shall be Patched before concrete . pouring. Small tears or sheath free sections of cable The stressing operation proceeds as followal less than 6 in. In length need not be patched. end anchorage may be reversed with the location of the I. Re ve grommets of stressing andsl check inside each Tendons that are stressed from one and only shall have groasmot hole to make sure that the anchorages are free 2. ANCSORAG=S fromi cement pastel it not, remove paste from anchorage. All anchoring hardwsxv shall meet the minimum requirements 2. Insert wedges Side by side by hand into each anchorage. set forth in A.C.I. Standard Building Code RequireMants PL ;81 1 12 0.079 in. for Reinforced Concrete (ACI -318-Z3 Chapter 18) or Pre- 3. Put a paint mark in each strand at the edge or at a stressed Concrete institute OeCl" Standard Building Code fixed distance from the edge of the slab. for Prestressed Concrete. 7. STRESSING SMOUROCE for on the placing drawings for easy placement. 4. Stress strand to 80% of ultimate capacity, I.e. 33 kips. P.T.S.I. SK -1 anchor casting with rsumabl;amt shall Tendons that are stressed from both andst need not be be used at all stressing ends where anch q be streamed from both ends simultaniously. recessed in concrete In order to receive required co crate 1. Stream all uniform tendons. cover. If asible dip grommets in form oil for easy removal. 5. Seat the wedges using the hydraulic device built into shown on the tendon layout drawinga. L*cate and mark the the jacks. P.T.S.I. strensing end anchorage T-8 with slotted bearing plate or SK -1 anchor with split grommet shall be 6. Remove the Jack. used at construction joints where tandons will be stressed to stand behind jacks while stressing tendons. intermediately and at other locations where stressing and 7. Measure final elongation. Record elongation. anchorages will receive concrete cover by a reinforced con- B. SEAUNG ANCHORAGE MA=0UT crete pour, wall pour at a closure pour. Tandoiis stressed from one and only shall be tv indicated P.T.S.I. SK -1 anchor casting with shop pre -seated wedges on 'he placing drawings. Tendons that are stressed from shall be used for all fixed -end anchorages. both ends need not be stressed from both ends simulta- neously if it can be shown that the wedges an the opposite PI.An support bars and tandjas according to strand layout end are pre -seated and cause no slippage of the tendon. drawings. For two-way slabs follow placing sequence drawings These tendons may have more elongation at one and than at 3. TENDON FABRICATION the opposite end. Elongation from both ends must total the areas. elongation shown on the placing drawings. Tendons will be fabricated with sufficient length beyond . edge form %a allow stressing. A winium length of twelve If jobsita.condiLl%�ai. warrant, the location of the fixed inches of each stressing end is required. end anchorage may be reversed with the location of the stressing end anchorage location. Tendons that are stressed from one and only shall have fixed-on4 anchorages attached to one and prior to shiprant. Total elongation shall be based upone Tendons that are streamed intermediately at a construction per foot of tandon joint shall have an anchorage placed at a predetermined PL ;81 1 12 0.079 in. distance along the tendon prior to shipment. AS a. 9 wrapping to insure proper stxossing; no wr*.ppLng can lJoig. -Nil, #:A4-rOa �-AWWA;Vf L VWdeor-U� Tendons shall be clearly identified by color code as called 7. STRESSING SMOUROCE for on the placing drawings for easy placement. k -At stressing and* pass tandops through anchorages. banded slabs Each tandon shi;mment shall be accompanied by a tendon fabrL- support bar Placement only. Sea architectural mid struc- cation order indicating the number of tendons, their length, 1. Stream all uniform tendons. color code and total number of anchorages, wedges and grommets 2. Stress all banded tendons. shipped. of slabs and girders. one way boaz and slabs Purchaser shall properly unload tandons upon arrival. Use of a nylon sling in recommended to prevent damage to sheathing. 1. Stream all uniform tendons. Purchaser shall satisfactorily protect tandons at the job- 2. Stress all be= tendons. site from corrosion prior to placement. Sufficient protec- 3. Stress tamp tendons (If applicable). tion sball also be provided for exposed prestressing steel at the ends of members to prevent deterioration. The post -tensioning operation mhall be so conducted that .accurate elongation of the prestressing steel can be recorded and compared with computations aubmLittod and 4. PIJ6CING OF TESDOWS AND A31CS0RACZS: approved by the structural engineer. locate the contorlLnes of the bassdlss at the edge forms as Record &hall Ism kept of all jacking forces and slijagatlons shown on the tendon layout drawinga. L*cate and mark the and submitted promp ly to the structural engineer. anchorage canterlines. At stressing ends the contractor shall drill I" diameter holes in the edge fairway at Intermediate Take safety precautions as nocessarys Do ]or permit work� stre=sang joints, notches or split forum shall be provided to stand behind jacks while stressing tendons. to faclIttate tendon placing. At stressing ends nail the anchorages with grommets securely B. SEAUNG ANCHORAGE MA=0UT In place against the edge forms using rink shank nails. After stressing is completed, elongations verified and with Lay bottom perimeter k*rs along the edges of the alab and prior &pproval of the structural snolLneor, tendons altall be the Lmitirmadiate etressing joints. burned off within one inch (18) from slab edge. Coat stress- ing hardware with corrosion preventive matermle, PI.An support bars and tandjas according to strand layout C -Z rao�,VAL"*r PAtq-r) drawings. For two-way slabs follow placing sequence drawings if any, or details showing the placing sequessom In critical As soon an practLccl after strands have been cut off, the areas. cortractor should drypack exposed anchorage blockou a.:. It' is suggested that an sopoxy mix be used for this purposes Tendon placing procedures are as followss SPLIT BULKHEAD REUSEABLE PLASTIC GROMMET otherwise a stiff grout mixture of 2 parts cement to I Part send way be -used. -Uncoil tendons starting at the 6sad wide. -At streaming ends remove wrapping inside the edge form flush with back side of casting, tha leagth from inside 9. MISCELLANEOUS face of edge form to strand ands must ba.at least 120. -At Intermediate stressing joints remove Juat enough All. the e?psipmesst used for handling ard placing tandons wrapping to insure proper stxossing; no wr*.ppLng can must not damage of deteriorate the prestressing stool or remain In the anchorages. the ancharagss. -Tie dead ends as shown. k -At stressing and* pass tandops through anchorages. Post -tensioning drawings are Intended for tondon and -At intermediate stressing Joints place tendons through' support bar Placement only. Sea architectural mid struc- edge form and nail SK -1 anchorages or olotted bearing tural drawings for exact location of odge forms, openings coordinated with placement of tandonal in cam* of con- changes, of level and final finished concrete elevations flict, tendon location governs. of slabs and girders. All inserts for suspended mechanical and architectural 5. ACTUAL TirADON szoumcs PLACEMENT work must be cast -in-place. if additional fasteners are 4 . required, power -driven fasteners will be permitted only For sequence slabs follow sequence numbers as described where they will not spall the concrete and not damage the on tendon layout shoots. tandonsl contractor must locate tendons at the surface of the slab before driving fasteners. For banded slabas All pockets and closure strips required for anchorage* must 1. Place uniform strand over centerline of Column. be adequately reinforced so as not to decrease the strength 2. Place all banded tendons. of the structure. ,3. Place remainder of all uniform tendons. TENDON LEGEND ADDED STRj I I WITH CONI car one way � Ann *400s 1. Place all beam tendons. 2. Place all uniform tendons. 3. Tenp-strand, if applicable, see typical section for placement. Lay top perimeter bars along slab edges and intermediate stressing jointxl tie botton and top perimeter bars to anchorages or tendons as shown. Chairs up support bars according to tendon profiles. Place tendons with smooth horizontal curves at the anchorages as shown. Place one chair at each intersection of a bun- dle with a bar and tie chair, bar and bupdla together. Slab tendons corsaing over a beam may be tied directly to the top longitudinal bars of the been if proper c.g.s. of this slab tendons is intained. SUP AND SEE PLAN FOR DIMENSIOW Qd � .r -SUPPORT BARS .49 - PLAN BARS SECTION IRS ADDED STRANDYAtN, k. -V CONTINUGUS STRANDS SK -1 ANCHOR ---iA41 T A 0 0 jCD j HE Cw :7-=0 -ito-sc U10. 00 SUPPOWT P.T. STRAND SLAB BOLSTER (88) & #3 SUPPORT BARS I(CONT) (SEE PLAN) 3 U Is P E 3 0 S P R LT AB A R B N 0 T CENTEFRILINE OF STRAND T GROUP SEE STRAND j LAYOUT FOR SPACING 0 0 JOUPS F GROUP. I 0V 15 . 0 . M I 6'-og MIN. 1#-3* r -LENGTH Or -,TRANSITION CURVE _0TRAIGHr-MIN. PLAN TYP. SK- 1 ANCHOFI,� GROUP =+ FOR SLAB 8 112 .Cos THICK & LESS END VIEW 8 -B FLARE AT TENDON END F FOR SLAB 70 �THICK & LARGER A SEE PLAN FOR NUMBER t.ND SPACING OF BAND BAND BUNDLES BAND SUPPORT BAR ---r-., t-4 A FOR LENGTH BEE PLAN X 8EE-PLAN'FOR Ir INDIVIDUAL CHAIR OR SLAB BOLSTER HEIGHTS BAND §!2PPORT DETAII t] 16 MIN. TENDON (MAXJ 30 CLEAR (M'IN.) UI 0 PLAN VIEW AT -OPENINGS Z, Q) ca SEE PLAN LLI k\0 ]R Z Uj r If T_ ff 1 .0 a SEE SUPPORT PLAN FOR CHAIR HEIGHTS AND SUPPORT BAR LOCATIONS TENDON SUPPORT IN SLAB At stressing ends wrap the tendon -anchorage connections with heavy duty tape to prevent cement flow into anchorages. Con- crete shall be placed in such a manner as not to disturb the f5 BEAM B t6ndon profileal 4orkman must be cautioned against walking SEE CHAIRING ELAN FOR SPACIN BAND on tendon or support bars. Any tendons displaced during concrete placement must be restored to its original profile before concrete sets. TYP.ADDED TENDON D.E. B. SLAB BOLSTER 2 #4 TIE TO TH,RU STRANDS SiE PLAN FOR TYPE Zpoc k ON TV -__7111, 1% TAPED CIF_T,_� AUG. 18 1988 NOTE: UNLESS NOTED OTHERWISE NOTE: UNLESS NOTED OTHERWISE SPLIT BULKHEAD REUSEABLE PLASTIC GROMMET SK-1ANCHOR- 12' MIN. 2 2-# 4 (CON'T) 12* MIM. REO'D FOR STRESSING 4 (CON'T) TAPE ALL EXPOSED STRAND k .-0 E D E F R STRESSING AT STRESSING ANCHORAGE (By OTHERS) SPLIT PLASTIC GROMMETS AC RILL V HOLE E2-414 CONt ."AE CON'T NAII AK -1 ANCHOR TO BULKHEAD L2 RING SHANK NAILS CRECOMMENDED) (RING SHANK NAILS RECOMMENDED) INTERMEDIATE STRESSING ANCHORAGE STRESSING ANCHORAGEif �c t (BEFORE CONCRETE POUR) (BEFORE CONCRETE POUR) All inserts for suspended mechanical and architectural 5. ACTUAL TirADON szoumcs PLACEMENT work must be cast -in-place. if additional fasteners are 4 . required, power -driven fasteners will be permitted only For sequence slabs follow sequence numbers as described where they will not spall the concrete and not damage the on tendon layout shoots. tandonsl contractor must locate tendons at the surface of the slab before driving fasteners. For banded slabas All pockets and closure strips required for anchorage* must 1. Place uniform strand over centerline of Column. be adequately reinforced so as not to decrease the strength 2. Place all banded tendons. of the structure. ,3. Place remainder of all uniform tendons. TENDON LEGEND ADDED STRj I I WITH CONI car one way � Ann *400s 1. Place all beam tendons. 2. Place all uniform tendons. 3. Tenp-strand, if applicable, see typical section for placement. Lay top perimeter bars along slab edges and intermediate stressing jointxl tie botton and top perimeter bars to anchorages or tendons as shown. Chairs up support bars according to tendon profiles. Place tendons with smooth horizontal curves at the anchorages as shown. Place one chair at each intersection of a bun- dle with a bar and tie chair, bar and bupdla together. Slab tendons corsaing over a beam may be tied directly to the top longitudinal bars of the been if proper c.g.s. of this slab tendons is intained. SUP AND SEE PLAN FOR DIMENSIOW Qd � .r -SUPPORT BARS .49 - PLAN BARS SECTION IRS ADDED STRANDYAtN, k. -V CONTINUGUS STRANDS SK -1 ANCHOR ---iA41 T A 0 0 jCD j HE Cw :7-=0 -ito-sc U10. 00 SUPPOWT P.T. STRAND SLAB BOLSTER (88) & #3 SUPPORT BARS I(CONT) (SEE PLAN) 3 U Is P E 3 0 S P R LT AB A R B N 0 T CENTEFRILINE OF STRAND T GROUP SEE STRAND j LAYOUT FOR SPACING 0 0 JOUPS F GROUP. I 0V 15 . 0 . M I 6'-og MIN. 1#-3* r -LENGTH Or -,TRANSITION CURVE _0TRAIGHr-MIN. PLAN TYP. SK- 1 ANCHOFI,� GROUP =+ FOR SLAB 8 112 .Cos THICK & LESS END VIEW 8 -B FLARE AT TENDON END F FOR SLAB 70 �THICK & LARGER A SEE PLAN FOR NUMBER t.ND SPACING OF BAND BAND BUNDLES BAND SUPPORT BAR ---r-., t-4 A FOR LENGTH BEE PLAN X 8EE-PLAN'FOR Ir INDIVIDUAL CHAIR OR SLAB BOLSTER HEIGHTS BAND §!2PPORT DETAII t] 16 MIN. TENDON (MAXJ 30 CLEAR (M'IN.) UI 0 PLAN VIEW AT -OPENINGS Z, Q) ca SEE PLAN LLI k\0 ]R Z Uj r If T_ ff 1 .0 a SEE SUPPORT PLAN FOR CHAIR HEIGHTS AND SUPPORT BAR LOCATIONS TENDON SUPPORT IN SLAB At stressing ends wrap the tendon -anchorage connections with heavy duty tape to prevent cement flow into anchorages. Con- crete shall be placed in such a manner as not to disturb the f5 BEAM B t6ndon profileal 4orkman must be cautioned against walking SEE CHAIRING ELAN FOR SPACIN BAND on tendon or support bars. Any tendons displaced during concrete placement must be restored to its original profile before concrete sets. TYP.ADDED TENDON D.E. B. SLAB BOLSTER 2 #4 TIE TO TH,RU STRANDS SiE PLAN FOR TYPE Zpoc k ON TV -__7111, 1% TAPED CIF_T,_� AUG. 18 1988 27'-0' 27'-0' 25'- 27'-D' 271-01 x Z3 �u ai cu r4 COP 2 � to A AL u- 7 V 44, z 0 Ld CL D < a_ z z 0 z 0 0 0 LLJ -j LL. F- c MW 9TUS DATE AUG. 1 8 1988 88-875 FOR FIFI, -n ITIr SCALE 1/8' =1 0 �iw Vtj: 11-17M ITT T 7, 77rT77"7?7 77 7 7 7 T�: r T w� I q I '' � 27'-0' 27'-0' 251-81 27'-0' 27'-0' L 2 xI18' YELL-WHT 0 x 79' ORA -YELL =9 1/41 A=61 4x62' NO COLOR 2 x 70' ORA -BLUE =4 3/4' A=5 1/4' 611 171 72 73 74 75 76 M V 25 F4 -E>-- 1 -1/2' 2 1, 2' (1) cu ;r I -- —Zr ; 0 ni cu cj + M V. cn z cu cn cn C.) M F w I 27 to cn I cy) 'D m a- x 0 cu cu ZE 12 (u �j a: u no ;u z ;j cu co ILI 32 11� to cn cQ p ;; ZD to It 15 x 62' NO COLOR A =4_2/4' 8 C40 - - _D�� 1 4 8 s e l'-4'� e 1-21 1-/- < %11 QC3 Li + T D % Lo- I _j cr) 13 x 681 Zo 6 x 771 GRN-WHT cn L3 In In x co 47 48 51 52 65 111 x 46 ;j ru CO cut W m kD Eq, Kj r cu 81 --G ry Cu ;j too) ZI_ &I v qr C.) M cn cu :r I cn cn cn (n cn v In III) L'J M T1 — - — - — - — - B 2 11 Q) lizr �j cn) mi C.) (1) v I!k I cu cu �(ul 03 4 �u cu cu ru iL cu cu 1L cu I 5 flu 2 1/2')K 2 1/2'3K cu cu cn cn cil cn 'II, (�u cu cr) cu r �u cu 1 6 cu > L cu z I cu 0 Ck (u cu w z L: �u M cu < 6 "l, CM —1- -1 e LIE, �u cu c") (u el (u x (D—e— 1 --044 + 2 1/2')K 91 0 2 1/2')x z LLI I LLJ a - in w �i CL _e i Qu < La 1 11 U) 8 SF 2 3 -3'+,'- (L CD < 7- 8 SR 0 0 e i x z cl) _j z m 0 cn �N 11 1 1 — 0 y co cu z x s -e— - I < w G�A 0 (u 9-9— cQ 0 w :zr &J ;j �j -V I LLJ 16 -N cII%) m 0 m In Li- cl c) CV) m cn V) % CV) cn cq cn In �j �u cu 17 -- — - — - — - — - — - — - — - u c') m L - : 1p-oj cu ru cu (u I Ilk I III, I cd 19 A 11111 cu (III cu cu -H -H -4 -4 U4 -4 cu v cl) A— tcc,.Uu, cq tuffil I CV) cu 2 V, PRINT STATUS DA z 2 VEIN 03 22 2 im P41 cu I :� 23 m cu cr. ILI x (u ___j 24 cy) 2 I/Elm( z LJ 0 AUG. I a 1999 Zo x 88-875 cn slime FOR FIELD USE lip 4 ; 1 it i i 7-77 77, 1 7 7_1 7777:7,.::" ZD T cu ICU cu C3 :� !.I to to (a N c 1 Ack . . . . . . . . . . . . . . . . . . T� r�- ".141 ZD T cu ICU cu Z CL LLJ 0 CL < a_ D V) 0 z U) Z < z 0 LL- LLJ 0 0 w F -- I PRlKr STATUS / DATE I x Cv) "III III MI 1111I "I III 7777� III .......... C3 :� !.I to to (a N c 1 Z CL LLJ 0 CL < a_ D V) 0 z U) Z < z 0 LL- LLJ 0 0 w F -- I PRlKr STATUS / DATE I x Cv) "III III MI 1111I "I III 7777� III .......... I ZD v �u (u I top In '* co Z5 '05 0 0 0!� = I Ld < c: r IN n z REINFORCED U—BLOCK OR TIE BEAM cl) IL EE STRUCTURAL DRWGS V) REARING, MASONRY WALL :2 < < SECTION u - U 1 4 Li cu V2 1- 0 < -- — - — - — - — - — - — - — - — - m F- LLJ A— #4@15'T F (u L �4@12'B cu :w #4@12'B THIS AREA AT 2nd FLOOR ONLY PRM STOW DATE cu cq T <SEE ARCH, DWGS) I #4@12'B Lo cu 7- L�4@12'B 4- 4 At L J I AUG. I S 1988 JO NM 88-875 Hm I USE FOR -FIEL, 0 SCALE 1/8� v. 7 71 p ........ . . v 1 4 Z ZD v �u (u I top In '* co Z5 '05 0 0 0!� = I Ld < c: r IN n z REINFORCED U—BLOCK OR TIE BEAM cl) IL EE STRUCTURAL DRWGS V) REARING, MASONRY WALL :2 < < SECTION u - U 1 4 Li cu V2 1- 0 < -- — - — - — - — - — - — - — - — - m F- LLJ A— #4@15'T F (u L �4@12'B cu :w #4@12'B THIS AREA AT 2nd FLOOR ONLY PRM STOW DATE cu cq T <SEE ARCH, DWGS) I #4@12'B Lo cu 7- L�4@12'B 4- 4 At L J I AUG. I S 1988 JO NM 88-875 Hm I USE FOR -FIEL, 0 SCALE 1/8� v. 7 71 k" v Z k"