塔式起重機(jī)附墻架施工方案

xx塔式起專項施工方案精選一四年三

月十日目

錄目1、任主體1、工程項概1、程項設(shè)備設(shè)概況二、況2置2況三、紐時代場東西區(qū)書3、區(qū)樓書3、區(qū)樓書163、西區(qū)樓書3、西區(qū)樓書3．、塔附柱件圖41施424、附著安裝4、附著安裝術(shù)424、附著安裝全42五、東西區(qū)、SC200施工電梯備布圖：43精選、工程項目概1、責(zé)任2981、工程項目概況50精選,13、工程項目設(shè)備布設(shè)概5二、QTZ63塔吊布置性能概21塔吊上由62#2#十4和122(1-17300)與（軸精選(1-17)2#2-D(2-22)(2-D(1-83000)2-C(2-12)SC200/200、、300)1-F400M21500670M1500)670M5(1/17)32-D350M

1QTZ631QTZ631QTZ631QTZ6311

精選1

32-121

350M22、QTZ63塔性能概況50m6T最大量距789KN張浮山180直安物減大裝一附距面二附著裝置離第一附裝置第三附裝置第附裝置著點四附著裝距第三著點第五著裝第附裝附點六附著裝置第五附著點附著高許場做士1調(diào)安位裝前應(yīng)吊土強(qiáng)算基附對載況基載G力精選WM

MK固定方吊鉤最吊臂鉸（噸）W噸）M噸.（噸.式

固定式

大高度點高度（米）（米）4041.5

米）米）本穩(wěn)091.893--定性動態(tài)穩(wěn)1.918127.56329定性突然卸1.918108.678--暴風(fēng)侵6.866193.0860襲。建著著點強(qiáng)確著。

F1(t)F2(t)F3(t)F4(t)精選9.212.83.51.87.110.15.23.412、等和銷及頂衡臂最前8.臂衡和成140精選1步記度180米時步記標(biāo)1（附1：是由三個撐桿建角通整筑。2在物線垂。塔附架塔中與筑物離為3若與此加桿筑式際而。5.附架用包然用8根?銷軸接起來提升到著點的位置。調(diào)整螺栓使得頂能頂緊身。應(yīng)用經(jīng)緯檢查塔軸心的直度，其直度在高上不過1/1000精選5-36、紐約時代場東、西塔機(jī)附計3、東區(qū)樓機(jī)附計算、算依據(jù)12GB50017-20033.1.2、塔機(jī)著桿參數(shù)QTZ63(FS5510)

115

B(m)1.7l(m)

57

l2(m)

12.561.5

Mk

485

M

ⅠΦ×102.23.1.3、風(fēng)載及附參數(shù)精選2222N61234ω(kN/m)α0

0.20.35

1b1(m)2b2(m)3b3(m)4b4(m)ω'(kN/m)

5.12.92.95.10.45N

h

h

μz

s

s'

z

z'

qsk

sk'123456

1.951.6340.3810.8832.614.81.2311.951.951.6460.4351.01647.414.81.3121.951.951.6440.4641.08162.214.81.4271.951.951.6430.5041.1757714.81.5251.951.951.5761.6430.5351.25691.814.81.6111.951.951.6380.5641.32311523.21.7141.951.951.5671.6330.5981.403:精選kkzzkkzzs0k2k2kk23.1.4、工作態(tài)下附墻桿內(nèi)力計算1、在平衡臂、起重臂高度處的風(fēng)荷標(biāo)準(zhǔn)qqβμμωα2、扭矩組合標(biāo)準(zhǔn)值T

kTl2-1/2ql2

2-1/2×0.44×

2=680.074kN·m組取0.9精選kk1k2Ekwkk1k2EkwET=0.9(T+)=0.9×(290+680.074)=873.067kN·m3、著支座力計算7。4、墻桿內(nèi)計算T（生墻桿擔(dān)）,水平N=2R=101.567kN。精選精選11223344111222333444411111p1111121211223344111222333444411111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wααααββββ=1δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×精選k111111121223133441p1p111p1k111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234k12341234c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0T=0kNT0TT=0kN3.1.5非工作狀態(tài)下墻桿內(nèi)力算1、附著支座反力計算精選EwE12341234EwE123412342、附墻桿內(nèi)力計算=R0TTTT3.1.6、附墻強(qiáng)度驗算精選)2101112)210111202223033340444

2

5340.708i(mm)1、件心受拉強(qiáng)度驗算

[f](N/mm)

σ=N/A=332297/5340.708=62.22N/mm22、桿件心受壓強(qiáng)驗算λ=L22)2/60.208=95.079λ]=150=0.587λ=L22)=0.782λ=L22)=0.782λ=L22)=0.587

0.50.50.5

22)22)22)/60.208=95.079≤[λ]=150精選1111223344σ/(φ

2≤σ/(φ≤2σ/(φ≤2σ/(φ2≤32、區(qū)2#樓TZ63塔機(jī)附著計算書3.2.1計算依據(jù)：1、《塔重凝礎(chǔ)程技規(guī)2、《鋼設(shè)范》3.2.2、塔機(jī)著桿參塔機(jī)號QTZ63(FS5510)張家浮建機(jī)

塔身架構(gòu)型精選

方鋼管2222122

B(m)1.7l

1(m)

57

l

2(m)

12.561.5

Mk

485

M

Ⅰ2.23.2.3、風(fēng)載及附參數(shù)N61234ω(kN/m)α0

0.20.35

1b1(m)2b2(m)3b3(m)4b4(m)ω'(kN/m)

7.85.64.56.70.45N

h

h

μz

s

s'

z

z'

qsk

sk'1

1.951.6330.3750.869精選23456

37.314.81.231.951.951.5881.6450.4351.01452.114.81.3621.951.951.6450.4821.12366.914.81.4691.951.951.581.6420.5171.20981.714.81.5621.951.951.640.5481.28496.514.81.6131.951.951.6370.5641.32312225.51.7431.951.951.5651.6310.6081.425:塔機(jī)立面3.2.4工作狀態(tài)下墻桿內(nèi)力計算精選kkzzskkzzs0k2k2kk2kk1k21、在平衡臂、起重臂高度處的風(fēng)荷載標(biāo)準(zhǔn)值qqβμμωα2、扭矩組合標(biāo)準(zhǔn)值T

kTl2-1/2ql22=690.894kN·m

-1/2×0.447×組取0.9T+T)=0.9×(290+690.894)=882.805kN·m3、著支座力計算圖圖精選EkwEEkwE=76.303kN7。4、附墻桿內(nèi)力計算T（生墻桿擔(dān)）,水平N=2R=107.909kN。圖著意圖精選11223344111222331122334411122233344441ααααββββ=1精選1111p11111212231333344441111111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wk111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k1234δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2αα)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=T+=×X+TT×X=X0T=0kNT精選1234k12341234E1234k12341234E0T=0kNT3.2.5、非工狀態(tài)下附墻桿內(nèi)力計算。1、附著支座反力計算簡剪得精選wE123412342)10wE123412342)10111202222、附墻桿內(nèi)力計算=R。0TTTT3.2.6、附墻桿度驗i(mm)

)[f](N/mm

2

5969.0261、件心受拉強(qiáng)度驗算22、桿件軸心受壓強(qiáng)度驗算λ=L22)=0.351

0.5

22)λ=L22)2≤[λ]=150=0.479精選30333033340444112233λ=L22)φ=0.659

0.5

22)/67.268=84.385≤[λ]=150λ=L22)2≤[λ]=150=0.481σ/(φ2≤2σ/(φ2≤2σ/(φ≤2精選444σ/(φ2≤233、區(qū)樓吊、計算依據(jù)：1、2、3.3.2、塔機(jī)附著參數(shù)QTZ63(FS5510)

115

B(m)1.7l(m)

57

l2(m)

12.561.5

Mk

485

M

Ⅰ2.23.3.3、風(fēng)載及附參數(shù)N612

1b2b

(m)(m)

7.85.6精選222234ω(kN/m)α0

0.20.35

3b3(m)4b4(m)ω'(kN/m)

5.67.80.45N

h

h

μz

s

s'

z

z'

qsk

sk'123456

1.951.6340.3810.8832.614.81.2311.951.951.6460.4351.01647.414.81.3121.951.951.6440.4641.08162.214.81.4271.951.951.6430.5041.1757714.81.5251.951.951.5761.6430.5351.25691.814.81.6111.951.951.6380.5641.32311523.21.7141.951.951.5671.6330.5981.403:精選kkzzkkzzs0k2k2kk23.3.4、工作態(tài)下附墻桿內(nèi)力計算1、在平衡臂、起重臂高度處的風(fēng)荷標(biāo)準(zhǔn)qqβμμωα2、扭矩組合標(biāo)準(zhǔn)值T

kTl2-1/2ql2

2-1/2×0.44×

2=680.074kN·m組取0.9精選kk1k2Ekwkk1k2EkwET=0.9(T+)=0.9×(290+680.074)=873.067kN·m3、著支座力計算7。4、墻桿內(nèi)計算T（生墻桿擔(dān)）,水平N=2R=101.567kN。精選平面圖精選11223344111222333444411111p1111121211223344111222333444411111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wkααααββββ=1δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0精選111111121223133441p1p111p1111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234k12341234δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0TT=0kN0T=0kNT3.3.5非工作狀態(tài)下墻桿內(nèi)力算1、附著支座反力計算精選EwE123412342EwE1234123422、附墻桿內(nèi)力計算=R0TT3.3.6、附墻強(qiáng)度驗算

)精選

5969.026)101112)1011120222303334044411i(mm)

[f](N/mm

2

1、件心受拉強(qiáng)度驗算22、桿件軸心受壓強(qiáng)度驗算λ=L220.5φ=0.351

22)/67.268=138.54λ=L22)=0.478λ=L22)=0.478λ=L22)φ=0.351

0.50.50.5

22)22)22)/67.268=138.54≤[λ]=150σ/(φ2≤2精選2223344σ/(φ2≤2σ/(φ2≤[f]=215N/mm2σ/(φ2≤234、區(qū)樓機(jī)附計算341、計算據(jù)：1、2、3.4.2、塔機(jī)著桿參數(shù)

122

B(m)1.7l

1(m)

57

l

2(m)

12.561.5

(kN·m)

精選2222Mk

485

M

Ⅰ2.23.4.3、風(fēng)載及附參數(shù)N61

4

1b

1(m)

6.8234ω(kN/m)α0

4440.20.35

2b2(m)3b3(m)4b4(m)ω'(kN/m)

4.64.66.80.45N

h

h

μz

s

s'

z

z'

qsk

sk'1234

1.951.6330.3750.86937.314.81.231.951.951.5881.6450.4351.01452.114.81.3621.951.951.6450.4821.12366.914.81.4691.951.951.581.6420.5171.209精選kkzkkzzs056

81.714.81.5621.951.951.640.5481.28496.514.81.6131.951.951.6370.5641.32312225.51.7431.951.951.5651.6310.6081.425:3.4.4工作狀態(tài)下墻桿內(nèi)力計算1、在平衡臂、起重臂度處的風(fēng)荷標(biāo)準(zhǔn)值qqβμμωα2、扭矩組合標(biāo)準(zhǔn)值T

k精選k2k2kk2k2kk2kk1k2ETl2-1/2ql2

-1/2×0.447×

2=690.894kN·mT+T)=0.9×(290+690.894)=882.805kN·m3、著支座力計算74、墻桿內(nèi)計算精選kwEkwETN=2R。計算圖：著示圖精選1122334411122233311223344111222333444411111pααααββββ=1。δ×X+Δ=0精選11111212231333344441114421231111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wk111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0T=0kNT精選k12341234Ek12341234E0T=0kNT3.4.5非工作狀態(tài)下墻桿內(nèi)力算1、附著支座反力計算簡剪得=160.21kN2、附墻桿內(nèi)力計算精選wE123412342210wE12341234221011120222=R。0TTTT3.4.6、附墻桿度驗i(mm)1、件心受拉強(qiáng)度驗算

)[f](N/mm)

5340.70822、桿件軸心受壓強(qiáng)度驗算λ=L22)

0.5

22)/60.208=131.033λ=L22)

0.5

22)/60.208=101.247精選30333303334044411223344λ=L22)

0.5

22)/60.208=101.247φλ=L22)

0.5

22)/60.208=131.033φ壓σ/(φ2≤2σ/(φ2≤2σ/(φ

2≤