HYPERLINK\l"_Toc74205097"7豎向荷載作用下結(jié)構(gòu)的內(nèi)力計(jì)算錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205098"7.1框架內(nèi)力：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205099"恒載作用下框架內(nèi)力：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205100"7.2活載作用下框架內(nèi)力錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205101"7.3連梁內(nèi)力計(jì)算：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205102"7.4剪力墻在豎向荷載下內(nèi)力計(jì)算：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205103"8載效應(yīng)的組合錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205104"9截面設(shè)計(jì)：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205105"9.1框架梁：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205106"跨梁：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205107"附上各跨梁的配筋表錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205108"9.2框架柱：錯(cuò)誤！未定義書簽。HYPERLINK\l"_Toc74205109"第8層B柱錯(cuò)誤！未定義書簽。豎向荷載作用下4軸框剪內(nèi)力計(jì)算荷載簡化計(jì)算計(jì)算以4軸為設(shè)計(jì)對象，計(jì)算簡圖如圖7-1~7-4。`圖7-34軸處樓層荷載傳遞示意圖圖7-44軸處屋面層荷載傳遞示意圖2~10層梁的受荷計(jì)算A（F后）軸前懸臂梁：恒載：梁梯形荷載：端部：未部：墻均布荷載：未部集中力計(jì)算：封口梁傳來：板傳來：欄桿傳來：總集中力：活載計(jì)算：未部集中力計(jì)算：封口梁傳來：AB（EF）軸恒荷載計(jì)算：恒載：框架梁（連梁）均布荷載計(jì)算墻傳來的均布荷載：板傳來的三角形荷載：轉(zhuǎn)化為均布荷載：次梁L7（4）傳來的集中力計(jì)算：次梁自重傳來的：次梁上墻傳來的：傳給次梁上板傳來的：集中力為：。活荷載：板傳來的三角形荷載：轉(zhuǎn)化為均布荷載：次梁L7（4）傳來的集中力計(jì)算：傳給次梁上板傳來的：集中力為：連梁KL4-2的計(jì)算恒載計(jì)算：梁自重均布荷載：板傳來的均布線荷載：活載計(jì)算：剪力墻上豎向荷載計(jì)算恒載：墻肢均布荷載：底層：2~10層：板傳來的三角形荷載：屋面?zhèn)鱽淼娜切魏奢d：活載：板傳來的三角形荷載：屋面梁的豎向荷載：A（F后）軸前懸臂梁：恒載：梁梯形荷載：端部：未部：未部集中力計(jì)算：封口梁傳來：女兒墻、板傳來：總集中力：活載計(jì)算(未部集中力計(jì)算)：封口梁傳來：AB（EF）軸恒荷載計(jì)算：恒載：板傳來的梯形荷載形荷載：轉(zhuǎn)化為均布荷載：活荷載：板傳來的梯形荷載形荷載：轉(zhuǎn)化為均布荷載：頂層連梁KL4-2的計(jì)算恒載計(jì)算：梁自重均布荷載：板傳來的均布線荷載：活載計(jì)算：柱頂點(diǎn)縱向傳來的恒活載集中力：A/F柱：頂層柱：恒載縱梁自重傳來的恒載：板傳來的三角形及矩形荷載：總縱向傳來的頂頂點(diǎn)恒載集集中力：活載板傳來的三角形形及矩形荷荷載：總縱向傳來的頂頂點(diǎn)活載集集中力：2~10層柱縱梁自重傳來的的恒載：板傳來的三角形形及矩形恒恒荷載：總縱向傳來的頂頂點(diǎn)恒載集集中力：板傳來的三角形形及矩形活活荷載：總縱向傳來的頂頂點(diǎn)活載集集中力：B/E軸W3邊邊框柱（縱向傳給給B/E軸W3邊框柱頂頂點(diǎn)軸力）：頂層恒載：縱向梁自重傳來來的：板傳來的：恒載集中力：活載：板傳來的：活載集中力：2~10層縱向梁自重傳來來的：板傳來的：恒載集中力：活載：板傳來的：活載集中力：C/D軸W3邊邊框柱（縱向傳給C/D軸W3邊框柱頂頂點(diǎn)軸力）：頂面恒載：縱向梁自重傳來來的：縱向墻自重傳來來的：板傳來的：左邊縱梁承受集集中力傳來來的樓梯板（按板面面荷載增大大20%來考慮）及及L4上墻恒載傳傳來的：L3傳來的自重：左邊梁傳來的集集中力為：：右邊縱梁承受集集中力傳來來的L4上墻傳給縱梁的的的荷載：：L4上板傳給右縱梁梁的的荷載載：L4傳來的自重重：右邊梁傳來的集中中力為：縱向傳來的恒載載集中力為為：活載：板傳來的：左邊縱梁承傳來來的集中力力樓梯板活載：左邊梁傳來的集集中力為：：右邊縱梁承受集集中力傳來來的L4上板傳給縱梁的的的荷載：：右邊梁傳來的集集中力為：：縱向傳來的活載載集中力為為：2~10層恒載：縱向梁自重傳來來的：縱向墻自重傳來來的：板傳來的：左邊縱梁承受集集中力傳來來的樓梯板（按板面面荷載增大大20%來考慮）及及L3上墻恒載載傳來的：：L3傳來的自重：左邊梁傳來的集集中力為：：右邊縱梁承受集集中力傳來來的L4上墻傳給縱梁的的的荷載：：L4上板傳給右縱梁梁的的荷載載：L4傳來的自重：右邊梁傳來的集集中力為：：縱向傳來的恒載載集中力為為：活載：與屋面?zhèn)鱾鱽淼南嗤瑯翘荨㈦娞蓍g屋屋面上傳來來的荷載計(jì)計(jì)算：傳給WKL1恒載：梁均布荷載：板傳來的梯形恒恒荷載計(jì)算算：活載：板傳來的梯形活活荷載計(jì)算算：縱向梁傳給柱的的集中力計(jì)計(jì)算：恒載：縱向梁傳來的自自重：板傳來的三角形形荷載：總集中力為：活載：縱向板傳來的：樓梯、電梯間柱柱自重計(jì)算算：柱自重A/F軸底層、樓梯間層層：2~5層：6~10層：剪力墻邊框底層：2~5層：6~10層：基礎(chǔ)梁及其上的的恒荷載傳給給基礎(chǔ)梁的的計(jì)算：基礎(chǔ)梁截面縱橫橫的尺寸同同樓面上的的一樣，縱縱向?yàn)閎×h==250mmm×550mmm,橫向b×h==250mmm×500mmm；傳給A/F柱的集中中力：Pk=基礎(chǔ)梁傳給W3的集中力及力矩矩計(jì)算：B端柱：Pk=基基礎(chǔ)梁+玻璃墻C端柱：左端基礎(chǔ)梁上的的集中力傳傳來的(樓梯間的的基礎(chǔ)梁、樓樓梯段及樓樓梯平臺梁梁傳來的)：右端基礎(chǔ)梁上的的集中力傳傳來的（電電梯間的基基礎(chǔ)梁及其其上的墻傳傳來的）：：基礎(chǔ)梁及其上的的墻傳來的的總集中力及其設(shè)設(shè)計(jì)值為：：將集中力轉(zhuǎn)化為為剪力墻中中心的總集集中力和力力矩（逆時(shí)時(shí)針為正）：豎向荷載作用下下內(nèi)力計(jì)算算本內(nèi)力計(jì)算采用用分層法進(jìn)進(jìn)行計(jì)算（梁梁剛度比較較大、荷載載比較均勻勻、結(jié)構(gòu)對對稱）：分層時(shí)視除底層層的下端固固定端，其其余各層的的柱端均有有轉(zhuǎn)角產(chǎn)生生，為彈性性支撐。所所以，為減減少誤差，把把除底層柱柱以外的其其他各層柱柱的線剛度度均乘以修修正系數(shù)0.9。向遠(yuǎn)端端傳遞的彎彎矩底層柱柱和各層梁梁的傳遞系系數(shù)按遠(yuǎn)端端固定端取取1/2，其他柱柱的傳遞系系數(shù)考慮遠(yuǎn)遠(yuǎn)端為彈性性支撐取1/3。框架梁柱線剛度度、固端彎矩矩及內(nèi)力計(jì)算算由前已知道柱線線剛度：1層：2~5層：6~110層：梁線剛度：KL4-1固端端彎矩的計(jì)計(jì)算：2~10層以第2層為對象：受力簡圖（可參參照附圖7-1~77-4）如圖7-5：圖7-5KKL4-11受力簡圖圖根據(jù)《靜力荷載載計(jì)算手冊冊》進(jìn)行查查表及計(jì)算算得：恒載：懸臂梁產(chǎn)生的端端彎矩：BB1跨：集中力產(chǎn)生的：：梁均布產(chǎn)生的：：墻均布產(chǎn)生的：：板三角形形荷載產(chǎn)生生的：綜合得梁端固端端彎矩為：：活載作用下的固固端彎矩計(jì)計(jì)算：懸臂梁產(chǎn)生的端端彎矩：BB1跨：板三角形荷載產(chǎn)產(chǎn)生的：集中力產(chǎn)生的：：綜合得固端彎矩矩為：屋面梁的固端彎彎矩計(jì)算，受力力簡圖如圖圖7-6：圖7-6KLL4-1受力簡圖圖懸臂梁產(chǎn)生的端端彎矩：KK1跨：梁均布產(chǎn)生的：：板梯形荷載產(chǎn)生的的：綜合得梁端固端端彎矩為：：活載作用下的固固端彎矩計(jì)計(jì)算：懸臂梁產(chǎn)生的端端彎矩：KK1跨：板梯形荷載產(chǎn)生生的：綜合得梁端固端端彎矩為：：KL4-1與相相應(yīng)框架柱柱端固端分分配系數(shù)的的計(jì)算以相對剛度計(jì)算算：假設(shè)梁梁為則柱為：底層；；2~5層；6~10層底層：2~4層（以33層樓面為為對象）：：5層：6~9層：：頂層：KL4-1與AA（F）柱的分分層計(jì)算將以上固端彎矩及及分配系數(shù)數(shù)列表如下下7-1、7-2進(jìn)行行分層計(jì)算算：恒載作用用下分層計(jì)計(jì)算表7-1恒荷載作用下底層節(jié)點(diǎn)AB（66.56）B1（-6.443）C桿件ABBABCBB1B1BCB分配系數(shù)0.3010.3800.390固端彎矩-91.5569.46分配與傳遞3.767.529.509.754.873.17合計(jì)3.767.529.50-81.8067.903.172~4層（以22層為計(jì)算算）節(jié)點(diǎn)BC（66.56）C1（-6.443）D桿件BCCBCDCC1C1CDC分配系數(shù)0.3520.3520.296固端彎矩-91.5569.46分配與傳遞2.938.808.807.403.702.93合計(jì)2.938.808.80-84.1566.732.935層節(jié)點(diǎn)EF（66.56）F1（-6.443）G桿件EFFEFGFF1F1FGF分配系數(shù)0.4000.2630.337固端彎矩-91.5569.46分配與傳遞3.3310.006.578.424.212.19合計(jì)3.3310.006.57-83.1367.242.196~9層(以66層為對象象）節(jié)點(diǎn)FG（66.56）G1（-6.443）H桿件FGGFGHGG1G1GHG分配系數(shù)0.3050.3050.390固端彎矩-91.5569.46分配與傳遞2.547.627.629.754.872.54合計(jì)2.547.627.62-81.8067.902.54頂層節(jié)點(diǎn)JK（68.91）K1（-8.551桿件JKKJKK1K1K分配系數(shù)0.4380.562固端彎矩-49.0649.06分配與傳遞-2.90-8.69-11.16-5.58合計(jì)-2.90-8.69-60.2234.97說明：彎矩單位位KN*M。活載作用下分層層計(jì)算表7-2活荷載作用下底層節(jié)點(diǎn)AB（9.48）B1（-2.70）C桿件ABBABCBB1B1BCB分配系數(shù)0.3010.3800.390固端彎矩-20.4115.55分配與傳遞1.643.294.154.262.131.38合計(jì)1.643.294.15-16.1514.981.382~4層（以22層為計(jì)算算）節(jié)點(diǎn)BC（9.48）C1（-2.70）D桿件BCCBCDCC1C1CDC分配系數(shù)0.3520.3520.296固端彎矩-20.4115.55分配與傳遞1.283.853.853.241.621.28合計(jì)1.283.853.85-17.1714.471.285層節(jié)點(diǎn)EF（9.48）F1（-2.70）G桿件EFFEFGFF1F1FGF分配系數(shù)0.4000.2630.337固端彎矩-20.4115.55分配與傳遞1.464.372.873.681.840.96合計(jì)1.464.372.87-16.7314.690.966~9層(以66層為對象象）節(jié)點(diǎn)FG（9.48）G1（-2.70）H桿件FGGFGHGG1G1GHG分配系數(shù)0.3050.3050.390固端彎矩-20.4115.55分配與傳遞1.113.333.334.262.131.11合計(jì)1.113.333.33-16.1514.981.11頂層節(jié)點(diǎn)JK（9.46）K1（-2.53）桿件JKKJKK1K1K分配系數(shù)0.4380.562固端彎矩-15.1315.13分配與傳遞0.832.483.191.59合計(jì)0.832.48-11.9416.72說明：彎矩單位位為連梁及相應(yīng)柱的的彎矩圖見見附圖7-1（對于疊疊加后的有有節(jié)點(diǎn)不平平衡的，如如果相差很很小則忽略略，相差比比較大的則則采用本節(jié)節(jié)點(diǎn)重新分分配，不傳傳遞遠(yuǎn)端。計(jì)計(jì)算如下表表7-3節(jié)點(diǎn)不平衡分配配表7-3恒載節(jié)點(diǎn)平衡計(jì)計(jì)算（柱節(jié)節(jié)點(diǎn)）活載節(jié)點(diǎn)平衡計(jì)計(jì)算（柱節(jié)節(jié)點(diǎn)）層次底層底層節(jié)點(diǎn)B（66.56）B（9.48）桿段BABCBB1BABCBB1分配系數(shù)0.3010.3800.3900.3010.3800.390桿段彎矩7.5212.43-81.803.295.43-16.15分配-1.42-1.79-1.84-0.62-0.78-0.80合計(jì)6.1010.64-83.642.674.65-16.95層次2層2層節(jié)點(diǎn)C（66.56）C（9.48）桿段CBCDCC1CBCDCC1分配系數(shù)0.3520.3520.2960.3520.3520.296桿段彎矩11.9711.73-84.155.235.13-17.17分配-2.15-2.15-1.81-0.94-0.94-0.79合計(jì)9.829.58-85.964.294.19-17.96層次3層2層節(jié)點(diǎn)D（66.56）C（9.48）桿段DCDEDD1DCDEDD1分配系數(shù)0.3520.3520.2960.3520.3520.296桿段彎矩11.7311.73-84.155.135.13-17.17分配-2.07-2.07-1.74-0.90-0.90-0.76合計(jì)9.669.66-85.894.234.23-17.93層次4層4層節(jié)點(diǎn)E（66.56）E（9.48）桿段EDEFEE1EDEFEE1分配系數(shù)0.3520.3520.2960.3520.3520.296桿段彎矩11.7312.13-84.155.135.31-17.17分配-2.21-2.21-1.86-0.97-0.97-0.81合計(jì)9.529.92-86.014.164.34-17.98層次5層5層節(jié)點(diǎn)F（66.56）F（9.48）桿段FEFGFF1FEFGFF1分配系數(shù)0.4000.2630.3370.4000.2630.337桿段彎矩12.939.11-84.155.653.98-16.73分配-1.78-1.17-1.50-0.95-0.63-0.80合計(jì)11.157.94-85.654.703.35-17.53層次6層6層節(jié)點(diǎn)G（66.56）G（9.48）桿段GFGHGG1GFGHGG1分配系數(shù)0.3050.3050.3900.3050.3050.390桿段彎矩9.8110.16-83.134.294.44-16.15分配-1.04-1.04-1.33-0.63-0.63-0.80合計(jì)8.779.12-84.463.663.81-16.95層次7層7層節(jié)點(diǎn)H（66.56）H（9.48）桿段HGHIHH1HGHIHH1分配系數(shù)0.3050.3050.3900.3050.3050.390桿段彎矩10.1610.16-81.804.444.44-16.15分配-1.55-1.55-1.98-0.67-0.67-0.86合計(jì)8.618.61-83.783.773.77-17.01層次8層8層節(jié)點(diǎn)I（66.56）I（9.48）桿段IGIJII1IGIJII1分配系數(shù)0.3050.3050.3900.3050.3050.390桿段彎矩10.1610.16-81.804.444.44-16.15分配-1.55-1.55-1.98-0.67-0.67-0.86合計(jì)8.618.61-83.783.773.77-17.01層次9層9層節(jié)點(diǎn)J（66.56）J（9.48）桿段JIJKJJ1JIJKJJ1分配系數(shù)0.3050.3050.3900.3050.3050.390桿段彎矩10.164.72-81.804.444.16-16.15分配0.110.110.14-0.59-0.59-0.75合計(jì)10.274.83-81.663.853.57-16.90層次10層10層節(jié)點(diǎn)K（68.91）K（9.46）桿段KJKK1KJKK1分配系數(shù)0.4380.5620.4380.562桿段彎矩-6.15-60.223.59-11.94分配-1.11-1.43-0.493.41合計(jì)-7.26-61.653.10-8.53說明：彎矩單位位為KN*MMKL4-1梁端端剪力與跨跨內(nèi)最大彎彎矩求解：對與梁剪力的求求解要根據(jù)據(jù)以上已求求的梁端彎彎矩，按梁梁實(shí)際受荷荷情況梁端端簡化為兩兩端簡支，再再對一端取取矩求出剪剪力，根據(jù)據(jù)力平衡求求出另一端端的剪力。求梁跨內(nèi)最大彎矩采采用先從左左端開始判判斷剪力為為零處的可可能位置，再再根據(jù)力平平衡求出剪剪力為零距距左端的距距離X1，再從一一端開始取取隔離體求求出跨內(nèi)最最大彎矩。KL4-1恒載載跨內(nèi)荷載載對左端的的彎矩：2~10層：跨內(nèi)總荷載值：：屋面梁：跨內(nèi)總荷載值：：活載跨內(nèi)荷載對對左端的彎彎矩跨內(nèi)總荷載值：：屋面梁：跨內(nèi)總荷載值：：根據(jù)以上求得數(shù)數(shù)據(jù)列表計(jì)計(jì)算，梁端端剪力與跨跨內(nèi)最大彎彎矩計(jì)算過過程如表7-4，柱軸力力根據(jù)梁端端剪力求出出，列表7-5計(jì)算。梁調(diào)幅計(jì)算：考慮框架梁的端端彎矩較大大以及超靜靜定鋼筋混混凝土梁具具有塑性內(nèi)內(nèi)力重分布布的性質(zhì)，所所以對梁進(jìn)進(jìn)行塑性調(diào)調(diào)幅。支座座調(diào)幅系數(shù)數(shù)取0.85，跨內(nèi)取1.15。調(diào)幅后后彎矩圖見見附圖7-4。梁端剪力與跨內(nèi)內(nèi)最大彎矩矩計(jì)算表7-4恒載層次L（M）端部M內(nèi)左端彎矩右端彎矩右端剪力跨內(nèi)總荷左端剪力x1（M）x2（M）最大彎矩15.275BB1382.02-83.6467.9069.44171.18101.742.035-2.92555.3025.275CC1382.02-85.5466.7368.85171.18102.332.069-2.95854.5635.275DD1382.02-85.5466.7368.85171.18102.332.069-2.95854.5645.275EE1382.02-85.5466.7368.85171.18102.332.069-2.95854.5655.275FF1382.02-85.7467.2468.91171.18102.272.065-2.95554.2465.275GG1382.02-84.9767.9069.18171.18102.002.050-2.93954.4775.275HH1382.02-83.6467.9069.44171.18101.742.035-2.92555.3085.275II1382.02-83.6467.9069.44171.18101.742.035-2.92555.3095.275JJ1382.02-83.6467.9069.44171.18101.742.035-2.92555.30105.275KK1272.70-61.6434.9746.6493.6647.022.67217.50活載層次L（M）端部M內(nèi)左端彎矩右端彎矩右端剪力跨內(nèi)總荷左端剪力x1（M）x2（M）最大彎矩續(xù)上表15.275BB177.47-17.9914.9814.1233.1319.012.0450.95510.7525.275CC177.47-18.5614.4713.9133.1319.222.1290.87110.6135.275DD177.47-18.5614.4713.9133.1319.222.1290.87110.6145.275EE177.47-18.5614.4713.9133.1319.222.1290.87110.6155.275FF177.47-18.3214.6914.0033.1319.132.0950.90510.6765.275GG177.47-17.9914.9814.1233.1319.012.0450.95510.7575.275HH177.47-17.9914.9814.1233.1319.012.0450.95510.7585.275II177.47-17.9914.9814.1233.1319.012.0450.95510.7595.275JJ177.47-17.9914.9814.1233.1319.012.0450.95510.75105.275KK173.29-13.3616.7214.5328.0013.472.6229.97說明：剪力單位位KN、彎矩單單位KN*M；x1、x2為跨內(nèi)剪剪力為零處處距梁左端端的距離；；M內(nèi)為跨內(nèi)荷荷對左端的的力矩A/F柱恒載作作用下軸力力計(jì)算層次縱向柱頂集中力力粱傳來的剪力懸臂梁傳來的柱自重每層上下端合計(jì)計(jì)合計(jì)1055.8847.0259.2317.40162.13162.13179.53179.53935.14101.7457.2517.40194.13373.67211.53391.07835.14101.7457.2517.40194.13585.20211.53602.60735.14101.7457.2517.40194.13796.73211.53814.13635.14102.0057.2517.40194.391008.533211.791025.933535.14102.2757.2521.03194.661220.599215.691241.622435.14102.3357.2521.03194.721436.355215.751457.388335.14102.3357.2521.03194.721652.100215.751673.133235.14102.3357.2521.03194.721867.855215.751888.888135.14101.7457.2530.00194.132083.022224.132113.022A/F柱活載作作用下軸力力計(jì)算層次縱向柱頂集中力力粱傳來的剪力懸臂梁傳來的每層上下端合計(jì)計(jì)合計(jì)備注1016.0013.477.8837.3537.35912.1519.017.9039.0676.41812.1519.017.9039.06115.47712.1519.017.9039.06154.53612.1519.017.9039.06193.59512.1519.017.9039.06232.65412.1519.017.9039.06271.71312.1519.017.9039.06310.77212.1519.017.9039.06349.83112.1519.017.9039.06388.89KL4-2內(nèi)力力計(jì)算：由于KL4-2為一一跨，并且且兩端為固固定端，根根據(jù)《靜力力結(jié)構(gòu)計(jì)算算手冊》查查表及計(jì)算算得兩端的的彎矩值恒載2~10層樓面面（以2層樓面為為計(jì)算對象象）：樓梯、電梯間的的樓面計(jì)算算：活載2~10層樓面面（以2層樓面為為計(jì)算對象象）：樓梯、電梯間的的樓面計(jì)算算：KL4-2梁端端剪力與跨跨內(nèi)最大彎彎矩求解：：對與梁剪力的求求解要根據(jù)據(jù)以上已求求的梁端彎彎矩，按梁梁實(shí)際受荷荷情況梁端端簡化為兩兩端簡支，再再對一端取取矩求出剪剪力，根據(jù)據(jù)力平衡求求出另一端端的剪力。求梁跨內(nèi)最大彎矩采采用先從左左端開始判判斷剪力為為零處的可可能位置，再再根據(jù)力平平衡求出剪剪力為零距距左端的距距離X1，再從一一端開始取取隔離體求求出跨內(nèi)最最大彎矩。由于KL4--2受的荷載載為均布荷荷載，受力力均勻，跨跨中最大彎彎矩可以認(rèn)認(rèn)為在中間間，按：求出內(nèi)力力，具體內(nèi)內(nèi)力見附圖圖7-3~~7-9。梁調(diào)幅計(jì)算（見見表7-6）：考慮框框架梁的端端彎矩較大大以及超靜靜定鋼筋混混凝土梁具具有塑性內(nèi)內(nèi)力重分布布的性質(zhì)，對對梁進(jìn)行塑塑性調(diào)幅。支支座調(diào)幅系系數(shù)取0.85，跨內(nèi)取1.15。調(diào)幅后后彎矩見附附圖7-3~~7-9。樓梯間屋面的分分層計(jì)算固端彎矩的計(jì)算算：由《靜力結(jié)構(gòu)設(shè)設(shè)計(jì)手冊》查查得：屋面板傳來的恒恒梯形荷載載產(chǎn)生的：：梁均布恒荷載產(chǎn)產(chǎn)生：總為：板傳來的活梯形形荷載產(chǎn)生生的：分配系數(shù)的計(jì)算算：根據(jù)以上算得的的數(shù)據(jù)列表表7-5如下計(jì)算算：樓梯間屋面的分分層計(jì)算表7-5恒載作用下節(jié)點(diǎn)KJJ1桿件KJJKJJ1J1J分配系數(shù)0.3580.642固端彎矩-67.1067.10分配與傳遞8.0124.0243.0821.54合計(jì)8.0124.02-24.02活荷載作用下節(jié)點(diǎn)KJJ1桿件KJJKJJ1J1J分配系數(shù)0.3580.642固端彎矩-5.215.21分配與傳遞0.621.873.341.67合計(jì)0.621.87-1.87節(jié)點(diǎn)不平衡分配配計(jì)算（本本節(jié)點(diǎn)計(jì)算算）作用荷載恒載活載桿端JKJJ1JKJJ1分配系數(shù)0.3580.6420.3580.642桿端彎矩24.02-45.561.87-3.54分配計(jì)算7.7113.830.601.07合計(jì)31.73-31.732.46-2.47各層梁端剪力及及跨內(nèi)最大大彎矩計(jì)算算跨中彎矩根據(jù)調(diào)調(diào)幅前的梁梁端彎矩、剪剪力和梁上上實(shí)際荷載載由平衡條條件求得，計(jì)算步驟驟同KL4--1。梁調(diào)幅計(jì)算如下下表7-5梁調(diào)幅計(jì)算表7-5層次恒載作用下梁（KL4--1）調(diào)幅計(jì)計(jì)算調(diào)幅前調(diào)幅后備注左端彎矩右端彎矩最大彎矩左端彎矩右端彎矩最大彎矩1-83.640067.90055.304-71.094457.71563.5992-85.540066.73054.560-72.709956.72162.7443-85.540066.73054.560-72.709956.72162.7444-85.540066.73054.560-72.709956.72162.7445-85.740067.24054.242-72.879957.15462.3786-84.970067.90054.472-72.225557.71562.6437-83.640067.90055.304-71.094457.71563.5998-83.640067.90055.304-71.094457.71563.5999-83.640067.90055.304-71.094457.71563.59910-61.640034.97017.496-52.394429.72520.121說明：彎矩單位位KN*M；支座乘乘以0.85、跨中Mmax乘以1.15調(diào)幅系數(shù)數(shù)層次活載作用下梁（KL4--1）調(diào)幅計(jì)計(jì)算調(diào)幅前調(diào)幅后備注左端彎矩右端彎矩最大彎矩左端彎矩右端彎矩最大彎矩1-17.9914.9810.755-15.292212.73312.3682-18.5614.4710.612-15.776612.30012.2043-18.5614.4710.612-15.776612.30012.2044-18.5614.4710.612-15.776612.30012.2045-18.3214.6910.668-15.572212.48712.2686-17.9914.9810.755-15.292212.73312.3687-17.9914.9810.755-15.292212.73312.3688-17.9914.9810.755-15.292212.73312.3689-17.9914.9810.755-15.292212.73312.36810-13.3616.729.973-11.356614.21211.469說明：彎矩單位位KN*M；支座乘乘以0.85、跨中Mmax乘以1.15調(diào)幅系數(shù)數(shù)層次恒載作用下梁（KL4--2）調(diào)幅計(jì)計(jì)算：調(diào)幅前調(diào)幅后備注左端彎矩右端彎矩最大彎矩左端彎矩右端彎矩最大彎矩1-29.1729.1714.580-24.795524.79516.7672-29.1729.1714.580-24.795524.79516.7673-29.1729.1714.580-24.795524.79516.7674-29.1729.1714.580-24.795524.79516.7675-29.1729.1714.580-24.795524.79516.7676-29.1729.1714.580-24.795524.79516.7677-29.1729.1714.580-24.795524.79516.7678-29.1729.1714.580-24.795524.79516.7679-29.1729.1714.580-24.795524.79516.76710-32.5932.5916.300-27.702227.70218.74511-31.7331.73-26.971126.971說明：彎矩單位位KN*M；支座乘乘以0.85、跨中Mmax乘以1.15調(diào)幅系數(shù)數(shù)層次活載作用下梁（KL4--2）調(diào)幅計(jì)計(jì)算：調(diào)幅前調(diào)幅后備注左端彎矩右端彎矩最大彎矩左端彎矩右端彎矩最大彎矩1-11.4011.405.700-9.6909.6906.5552-11.4011.405.700-9.6909.6906.5553-11.4011.405.700-9.6909.6906.5554-11.4011.405.700-9.6909.6906.5555-11.4011.405.700-9.6909.6906.5556-11.4011.405.700-9.6909.6906.5557-11.4011.405.700-9.6909.6906.5558-11.4011.405.700-9.6909.6906.5559-11.4011.405.700-9.6909.6906.55510-25.6525.6512.830-21.803321.80314.75511-2.472.47-2.1002.100說明：彎矩單位位KN*M；支座乘乘以0.85、跨中Mmax乘以1.15調(diào)幅系數(shù)數(shù)豎向荷載作用下下剪力墻內(nèi)內(nèi)力分析計(jì)算簡圖參照附附圖7-1、7-2所示。豎向荷載作用下下剪力墻只只有彎矩，并并且彎矩一一般都比較較小，但此此設(shè)計(jì)的連連梁跨度比比較大，傳傳遞給剪力力墻的彎矩矩值比較大大，不能忽忽視。軸力的計(jì)算軸力的計(jì)算按以以下幾部分分共同計(jì)算算：墻肢自重；墻肢肢兩側(cè)由樓樓板傳來的的；縱向梁梁傳來的集集中荷載；；連梁端傳傳來的梁端端剪力。具具體計(jì)算過過程如表7-7、7-8。彎矩計(jì)算彎矩計(jì)算按各連連梁彎矩與與各軸力向向剪力墻形形心處所產(chǎn)產(chǎn)生的力矩矩之和。計(jì)計(jì)算過程如如如表7-7、7-8。剪力墻豎向恒荷荷載標(biāo)準(zhǔn)值值下內(nèi)力計(jì)計(jì)算表7-7層次板傳來的剪力墻邊框上縱縱梁傳來的的集中力KL4-1傳來來的KL4-2傳來來的剪力墻邊框自重重墻自重本層內(nèi)力最后內(nèi)力B/E軸C/D軸B/E軸C/D軸NNMNMNM1MNM1MNNNNtNbMNtNbM1055.768.1149.8178.7-410.947.035.0138.432.6-24.6-99.547.417.472.2382.1519.1-222.2382.1519.1-222.2934.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.2850.9957.9-245.5834.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.21289.81396.8-268.7734.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.21728.61835.6-291.9634.468.8151.4130.0-299.069.267.9220.129.2-29.2-96.317.417.472.2331.6438.6-23.82167.22274.2-315.7534.451.4112.5130.0-268.168.967.2218.029.2-29.2-89.321.021.071.8313.9427.8-27.02588.12702.0-342.6434.472.4158.5130.0-268.168.966.7217.429.2-29.2-89.321.021.071.8334.9448.718.43036.93150.7-324.2334.472.4158.5130.0-268.168.966.7217.429.2-29.2-89.321.021.071.8334.9448