第一篇：土木工程畢業(yè)設(shè)計(jì)目錄

緒論………………………………………………………..………………..…………….1 1.1 工程背景……………………………………………………………………………1

1.1.1 設(shè)計(jì)資料……………………………………………………………………..1 1.1.2 材料…………………………………………………………………………..1 1.2工程特點(diǎn)…………………………………………………………………………….1 1.3 本章小節(jié)…………………………………………………………………………….2 2 框架結(jié)構(gòu)計(jì)算………………………………………………..............................................3 2.1 工程概況………………..…………………………………………………………...3 2.1.1 設(shè)計(jì)資料……………………………………….…………………………....3 2.2 梁柱截面、梁跨度及柱高度的確定……….………………………………………..4 2.3 何載計(jì)算……………….…….……………………..................................................7 2.3.1 屋面均布荷載……………………………………….………………………7 2.3.2 樓面均布恒載……………………………………………………………….7 2.3.3 屋面均布活載……………………………………………………………….7 2.3.4 樓面均布活荷載…………………………………………………………….7

2.4 梁柱自重……………….…….……………………...................................................8

2.5 墻體自重……………….…….……………………...................................................9

2.6 荷載總匯……………….…….…………………….................................................12 3 水平地震作用下框架的側(cè)向位移驗(yàn)算…………………………...…………………….15 3.1 橫向線剛度………………………………………………………...........................15

3.1.1 橫向框架柱的側(cè)移剛度D值……………………………………………..15 3.1.2 橫向框架自振周期………………………………………………………...15 3.2 橫向地震作用計(jì)算………………………………………………...........................17 3.3 橫向框架抗震變形驗(yàn)算…………………………………………………………...18 3.4 水平地震作用下橫向框架的內(nèi)力分析…………………………………………...19 3.5 豎向荷載作用下橫向框架的內(nèi)力分析…………………………………………...20 3.5.1 荷載計(jì)算…………………………………………………………………...20 3.5.2 用彎矩分配法計(jì)算框架彎矩……………………………………………...22

3.6 梁端剪力及柱軸力的計(jì)算…………………………….…………………………26 4 內(nèi)力組合計(jì)算…………………………………………………........................................28 4.1 框架梁內(nèi)力組合………………………………………….....................................28 4.1.1 柱內(nèi)力組合……………………………………………...........................32

4.1.2 截面設(shè)計(jì)……………………………………………................................33

4.2 內(nèi)力計(jì)算…………………………………………………………………………...34

4.3 柱截面設(shè)計(jì)………………………………………………………………………..35

4.3.1 底層D柱截面設(shè)計(jì)………………………………………………………..35

4.3.2 本章小節(jié)…………………………………………………………………..39 5 樓板計(jì)算 ………………………………………………………………………………40 5.1 基本數(shù)據(jù)………………………………………………………………………….40 5.2 計(jì)算結(jié)果………………………………………………………………………….40 5.3 跨中撓度驗(yàn)算…………………………………………………………………….41 5.4 裂縫寬度驗(yàn)算…………………………………………………………………….42 6 樓板設(shè)計(jì)……………………………………………………………………………….46

6.1 基本數(shù)據(jù)…………………………………………………………………………..46

6.2 計(jì)算結(jié)果…………………………………………………………………………..46 6.3 跨中撓度驗(yàn)算……………………………………………………………………..47 6.4 裂縫寬度驗(yàn)算……………………………………………………………………...48 7 樓梯鋼筋計(jì)算…………………………………………………………………………..52

7.1 荷載和受力計(jì)算…………………………………………………………………...52

7.2 配筋面積計(jì)算………………………………………………………………….......53

7.3 配筋結(jié)果…………………………………………………………………...............54 8 屋面板設(shè)計(jì)…………………………………………………………………................56

8.1 基本資料…………………………………………………………………...............56

8.2 計(jì)算結(jié)果…………………………………………………………………...............56

8.3 跨中撓度驗(yàn)算………………………………………………………………..........57

8.4 裂縫寬度驗(yàn)算………………………………………………………………..........58 結(jié)論…………………………………………………………………………………………..62

致謝…………………………………………………………………………………………..63 參考文獻(xiàn)……………………………………………………………………………………..64

第二篇：土木工程畢業(yè)設(shè)計(jì)目錄及摘要

延安市政府辦公樓

摘 要

本工程為政府辦公樓工程，采用框架結(jié)構(gòu)，主體為六層，本地區(qū)抗震設(shè)防烈度為8度，近震，場地類別為II類場地。主導(dǎo)風(fēng)向?yàn)槲髂?，基本風(fēng)壓0.40KN/M，基本雪壓0.25 KN/M。樓﹑屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)。

本設(shè)計(jì)貫徹“實(shí)用、安全、經(jīng)濟(jì)、美觀”的設(shè)計(jì)原則。按照建筑設(shè)計(jì)規(guī)范，認(rèn)真考慮影響設(shè)計(jì)的各項(xiàng)因素。根據(jù)結(jié)構(gòu)與建筑的總體與細(xì)部的關(guān)系。

本設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中橫向框架第12軸抗震設(shè)計(jì)。在確定框架布局之后，先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自震周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，進(jìn)而求出在水平荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、剪力、軸力）。接著計(jì)算豎向荷載（恒載及活荷載）作用下的結(jié)構(gòu)內(nèi)力。是找出最不利的一組或幾組內(nèi)力組合。選取最安全的結(jié)果計(jì)算配筋并繪圖。此外還進(jìn)行了結(jié)構(gòu)方案中的室內(nèi)樓梯的設(shè)計(jì)。完成了平臺板，梯段板，平臺梁等構(gòu)件的內(nèi)力和配筋計(jì)算及施工圖繪制。對樓板進(jìn)行了配筋計(jì)算，本設(shè)計(jì)采用樁基礎(chǔ)，對基礎(chǔ)承臺和樁進(jìn)行了受力和配筋計(jì)算。

整個結(jié)構(gòu)在設(shè)計(jì)過程中，嚴(yán)格遵循相關(guān)的專業(yè)規(guī)范的要求，參考相關(guān)資料和有關(guān)最新的國家標(biāo)準(zhǔn)規(guī)范，對設(shè)計(jì)的各個環(huán)節(jié)進(jìn)行綜合全面的科學(xué)性考慮?？傊?，適用、安全、經(jīng)濟(jì)、使用方便是本設(shè)計(jì)的原則。設(shè)計(jì)合理可行的建筑結(jié)構(gòu)方案是現(xiàn)場施工的重要依據(jù)。

關(guān)鍵詞： 框架結(jié)構(gòu)，抗震設(shè)計(jì)，荷載計(jì)算，內(nèi)力計(jì)算，計(jì)算配筋

I

Luoyang City West office building

ABSTRACT

This works for the city of Luoyang West office building, a framework structure for a six-storey main, in the region earthquake intensity of 8 degrees near Lan site classification as Class II venues.Led to the southwest direction, the basic Pressure 0.40 KN / M, basic snow pressure 0.25KN/M.Floor roof were using cast-in-place reinforced concrete structure.The design and implement “practical, security, economic, aesthetic,” the design principles.With the architectural design, design seriously consider the influence of the various factors.According to the structural and architectural detail and the overall relationship.The design of the main structure of the program horizontal framework 12-axis seismic design.In determining the distribution framework, the first layer of representative value of the load, Then use vertex from the displacement method for earthquake cycle, and then at the bottom of shear horizontal seismic load calculation under size, then calculated the level of load under the Internal Forces(bending moment, shear and axial force).Then calculate vertical load(constant load and live load)under the Internal Forces.Identify the most disadvantaged group or an internal force several combinations.Select the best safety results of the reinforcement and Mapping.In addition, the structure of the program indoor staircase design.Completion of the platform boards, boards of the ladder, platform beam component and the reinforcement of internal forces calculation and construction mapping.On the floor reinforcement calculation, the use of pile foundation design, foundation and pile caps for the force and reinforcement calculation.II

The whole structure of the design process, in strict compliance with the relevant professional standard, reference to relevant information and the latest national standards and specifications, and design of the various components of a comprehensive scientific considerations.In short, application, security, economic and user-friendly design is the principle.Design reasonable and workable structure of the program is the construction site of the important basis for the construction.KEY WORDS:Frame

Structure,Seismic

Design，Load Calculation，Internal force calculation，Calculation reinforcement

III

符 號

Ec －混凝土彈性模量；

C20－表示立方體強(qiáng)度標(biāo)準(zhǔn)值為20N/mm2的混凝土強(qiáng)度等級； N－軸向力設(shè)計(jì)值； M－彎矩設(shè)計(jì)值； V－剪力設(shè)計(jì)值； A－構(gòu)件截面面積； I－截面慣性矩；

Gk－永久荷載標(biāo)準(zhǔn)值； QK－可變荷載標(biāo)準(zhǔn)值；

?G－永久荷載分項(xiàng)系數(shù)；

?Q－可變荷載分項(xiàng)系數(shù)；

Fek－結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值；

GE、Geq－地震時結(jié)構(gòu)的重力荷載代表值、表值；

T－結(jié)構(gòu)自振周期；

?RE－承載力抗震調(diào)整系數(shù)；

?－構(gòu)件長細(xì)比；

fak－地基承載力特征值； H0－基礎(chǔ)高度；

d－基礎(chǔ)埋置深度，樁身直徑；

?－土的重力密度；

?k－風(fēng)荷載標(biāo)準(zhǔn)值；

?Fn－結(jié)構(gòu)頂部附加水平地震作用標(biāo)準(zhǔn)值；

?u－樓層層間位移；

e－偏心距；

Asv－箍筋面積； B－結(jié)構(gòu)迎風(fēng)面寬度；

h0－截面有效高度；

IV

等效總重力荷載代

AS－受拉區(qū)、受壓區(qū)縱筋面積。

目 錄

前言 ··················································· 錯誤！未定義書簽。第1章 工程概況 ································· 錯誤！未定義書簽。第2章 結(jié)構(gòu)布置及計(jì)算簡圖 ············· 錯誤！未定義書簽。§2.1結(jié)構(gòu)布置及梁,柱截面尺寸的初選 錯誤！未定義書簽。

§2.1.1梁柱截面尺寸初選 ··········· 錯誤！未定義書簽。§2.1.2結(jié)構(gòu)布置 ··························· 錯誤！未定義書簽?！?.2框架計(jì)算簡圖及梁柱線剛度 ································· 6

§2.2.1確定框架計(jì)算簡圖 ········································· 6 §2.2.2框架梁柱的線剛度計(jì)算 ································· 8

第3章 荷載計(jì)算 ······························································· 8 § 3.1荷載計(jì)算 ································································ 8

§3.1.1 屋面及樓面恒荷載計(jì)算 ····························· 9 §3.1.2 屋面及樓面活荷載計(jì)算 錯誤！未定義書簽。§3.1.3 梁，柱，墻，門窗重力荷載的計(jì)算 ········· 9

第4章 框架梁柱的線剛度計(jì)算 ····································· 12 §4.1框架梁柱的線剛度計(jì)算 ········ 錯誤！未定義書簽。

§4.1.1 框架梁柱的線剛度計(jì)算·························· 13 §4.1,2 梁柱的線平均剛度比 ······························ 13

第5章 橫向水平荷載作用下的框架內(nèi)力計(jì)算 錯誤！未定義書簽。

§5.1重力荷載代表值計(jì)算 ··············· 錯誤！未定義書簽。

§5.1.1墻自重 ··························································· 16 §5.1.2梁，柱，墻，板，門窗重力荷載標(biāo)準(zhǔn)值 ··· 19 §5.1.3集中與各樓層處的重力荷載代表值計(jì)算 ··· 21 §5.2水平地震作用下框架內(nèi)力合側(cè)移的計(jì)算 ··········· 23 §5.2.1橫向自振周期 ··············································· 23 §5.2.2水平地震作用 ··················· 錯誤！未定義書簽。

V

§5.2.3水平地震作用下框架內(nèi)力計(jì)算錯誤！未定義書簽。

§5.3橫向鳳荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算 ··· 錯誤！未定義書簽。

§5.3.1鳳荷載標(biāo)準(zhǔn)值 ··················· 錯誤！未定義書簽。

§5.3.2風(fēng)荷載作用下的水平位移驗(yàn)算 ··············· 35 §5.3.2鳳荷載作用下的框架結(jié)構(gòu)的內(nèi)力計(jì)算 ··· 35

第6章豎向荷載作用下內(nèi)力計(jì)算 ··································· 42

§6.1框架結(jié)構(gòu)的荷載計(jì)算 ······································· 42 §6.2.1板傳荷載計(jì)算 ··········································· 42 §6.2恒荷載作用下框架的內(nèi)力 ······························· 45

§6.2.1恒荷載作用下框架的彎矩計(jì)算 ··············· 49 §6.3活荷載作用下框架的內(nèi)力 ······························· 55

§6.3.1活載作用下的框架內(nèi)力 ··························· 55 §6.3.2活荷載作用下框架的內(nèi)力計(jì)算 ··············· 55 第7章 框架結(jié)構(gòu)的內(nèi)力組合 ········································· 64

§7.1框架結(jié)構(gòu)梁內(nèi)力組合 ··········· 錯誤！未定義書簽。

§7.1.1框架結(jié)構(gòu)梁的內(nèi)力組合 錯誤！未定義書簽。§7.1.2梁端彎矩控制值 ······································· 74 §7.1.3梁端截面組合的剪力設(shè)計(jì)值調(diào)整 ··········· 86 §7.2框架結(jié)構(gòu)柱的內(nèi)力組合 ··································· 86 §7.2.1框架結(jié)構(gòu)柱的內(nèi)力組合 ··························· 86 §7.2.2柱端彎矩設(shè)計(jì)值調(diào)整 ······························ 102 §7.2.3柱端截面組合的剪力設(shè)計(jì)值調(diào)整 ·········· 104 第8章 框架柱正、斜截面配筋計(jì)算 ···························· 105

§8.1框架柱的截面設(shè)計(jì) ·········································· 105

§8.1.1框架柱截面設(shè)計(jì) ······································ 105 §8.1.2柱斜截面受彎承載力計(jì)算 ······················ 119 §8.2框架梁的正，斜截面配筋計(jì)算 ······················ 119

§8.2.1正截面受彎承載力計(jì)算 ·························· 119 §8.2.2截面受彎承載力計(jì)算 ······························ 128

VI

第9章板配筋計(jì)算 ·························································· 130

§9.1板的配筋 ·························································· 130

§9.1.1設(shè)計(jì)資料 ·················································· 130 §9.1.2荷載計(jì)算 ·················································· 130 §9.1.3板的計(jì)算 ·················································· 130 第10章 樓梯計(jì)算 ·························································· 138

§10.1樓梯的設(shè)計(jì) ···················································· 138

§10.1.1樓梯設(shè)計(jì)資料 ········································ 138 §10.2踏步板（TB-1）計(jì)算 ···································· 138

§10.2.1荷載計(jì)算 ················································ 139 §10.2.2斜截面內(nèi)力計(jì)算 ···································· 140 §10.2.3截面承載力計(jì)算 ···································· 140 §10.3樓梯斜梁(TL-1)計(jì)算 ································ 140

§10.3.1荷載計(jì)算 ················································ 140 §10.3.2斜截面內(nèi)力計(jì)算 ···································· 141 §10.3.3截面承載力計(jì)算 ···································· 141 §10.4休息平臺（PB-2）計(jì)算 ································ 142

§10.4.1荷載計(jì)算 ················································ 142 §10.4.2平臺板彎矩計(jì)算 ···································· 142 §10.4.3平臺板配筋計(jì)算 ···································· 142 §10.5平臺梁計(jì)算 ···················································· 143

§10.5.1荷載計(jì)算 ················································ 143 §10.5.2內(nèi)力計(jì)算 ················································ 144 §10.5.3正截面承載力計(jì)算.······························ 146

第11章 基礎(chǔ)配筋計(jì)算 ·················································· 146

§11.1樁基礎(chǔ)的設(shè)計(jì)及驗(yàn)算 ···································· 147 §11.1.1樁設(shè)計(jì)資料 ············································ 147 §11.1.2確定樁的規(guī)格數(shù)量及初定承臺的尺寸 147 §11.1.3單樁豎向承載力特征值 ························ 147 §11.1.4確定樁的數(shù)量 ········································ 147 §11.1.5樁承臺的設(shè)計(jì) ········································ 147

VII

§11.1.6單樁承載力的驗(yàn)算 ································ 147 §11.1.7偏心荷載驗(yàn)算 ········································ 147 §11.1.8樓梯設(shè)計(jì)資料 ············· 錯誤！未定義書簽?！?1.2承臺的結(jié)構(gòu)計(jì)算 ············································ 149 §11.2.1承臺高度驗(yàn)算 ········································ 149 §11.2.2柱對承臺的沖切驗(yàn)算 ···························· 149 §11.2.3角柱對承臺的沖切驗(yàn)算 ························ 150 §11.2.4承臺抗剪承載力驗(yàn)算 ···························· 150 §11.3基礎(chǔ)配筋計(jì)算 ················································ 150 §11.3.1承臺配筋 ················································ 150 §11.3.2樁身配筋 ················································ 151 §11.4中樁基礎(chǔ)的設(shè)計(jì) ············································ 152 §11.4.1樁設(shè)計(jì)資料 ············································ 152 §11.4.2確定樁的規(guī)格數(shù)量及初定承臺的尺寸 152 §11.4.3單樁豎向承載力特征值 ························ 152 §11.4.4確定樁的數(shù)量 ········································ 154 §11.4.5樁承臺的設(shè)計(jì) ········································ 154 §11.4.6單樁承載力的驗(yàn)算 ································ 154 §11.4.7偏心荷載驗(yàn)算 ········································ 154 §11.5中樁承臺的結(jié)構(gòu)計(jì)算 ···································· 155 §11.5.1承臺高度驗(yàn)算 ········································ 155 §11.5.2柱對承臺的沖切驗(yàn)算 ···························· 155 §11.5.3角柱對承臺的沖切驗(yàn)算 ························ 155 §11.5.4承臺抗剪承載力驗(yàn)算 ···························· 155 §11.6基礎(chǔ)配筋計(jì)算 ················································ 156 §11.6.1承臺配筋 ················································ 156 §11.6.2樁身配筋 ················································ 157 第12章 結(jié)論 ·································································· 158 參考文獻(xiàn) ·········································································· 160 致 謝 ················································································ 161 外文資料譯文 ·································································· 162

VIII

IX

第三篇：土木工程畢業(yè)設(shè)計(jì)中英文摘要和目錄

西南石油大學(xué)畢業(yè)設(shè)計(jì)（論文）

摘要

建筑名稱：瑞寧家園1#住宅樓設(shè)計(jì)

位置：達(dá)州市

結(jié)構(gòu)類型：鋼筋混凝土框架結(jié)構(gòu)

層數(shù)：六層

總建筑面積：7629.4m2

本住宅樓建筑總高度25.875米，共6層，層高5.1米，采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，抗震等級為三級，抗震設(shè)防烈度為7度，整個設(shè)計(jì)包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分。

建筑設(shè)計(jì)部分，首先根據(jù)建筑的使用功能確定建筑的初步布局，包括建筑體形及室內(nèi)空間布置等，然后結(jié)合使用的材料、做法進(jìn)一步確定具體尺寸和平、立面風(fēng)格等。具體來說，主要包括總平面設(shè)計(jì)、建筑平面設(shè)計(jì)（功能布局及布置思路、房間的布置、衛(wèi)生間的設(shè)計(jì)、樓梯布置、柱網(wǎng)布置等）、立面設(shè)計(jì)、剖面設(shè)計(jì)（層數(shù)層高確定及樓梯設(shè)計(jì)）、建筑材料設(shè)計(jì)（屋面做法、樓面做法）、防火設(shè)計(jì)，并對主要設(shè)計(jì)規(guī)范、尺寸單位、荷載及鋼筋混凝土作了附加說明。

結(jié)構(gòu)設(shè)計(jì)部分，首先根據(jù)建筑設(shè)計(jì)、工藝使用要求、材料供應(yīng)情況以及場地地質(zhì)條件等確定結(jié)構(gòu)布置方案，然后選取一榀典型框架進(jìn)行設(shè)計(jì)計(jì)算。在明確計(jì)算簡圖的前提下，進(jìn)一步確定框架承受的荷載，包括恒載、屋（樓）面活載和風(fēng)荷載，在此基礎(chǔ)上進(jìn)行框架內(nèi)力計(jì)算（采用D值法計(jì)算風(fēng)荷載作用下的內(nèi)力，采用彎矩二次分配法計(jì)算豎向荷載作用下的內(nèi)力）、內(nèi)力組合、梁、柱和基礎(chǔ)等構(gòu)件的配筋計(jì)算以及風(fēng)荷載作用下的側(cè)移驗(yàn)算。除此之外，還進(jìn)行了樓梯設(shè)計(jì)（梯段板設(shè)計(jì)、平臺板設(shè)計(jì)及平臺梁設(shè)計(jì)）、雨篷的設(shè)計(jì)與計(jì)算等。

為進(jìn)一步驗(yàn)證手算結(jié)果的精確度，采用PKPM 2012行業(yè)軟件進(jìn)行了電算，比較分析表明手算結(jié)果是可靠的。最后用AutoCAD2012進(jìn)行繪圖。

關(guān)鍵詞：鋼筋混凝土框架結(jié)構(gòu)；圖書館建筑；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)

Abstract

Building Name： Bo Wen Library

Location：DaZhou City SiChuan

Struture System： R.C.frame

Number of Stories： 4 stories

Total floor area：7629.4m2

The present project is a 6-storey residential building with the floor height

5.1m and the total height 25.875m.The four-layer building is adopted the cast-in-place reinforced concrete frame structure, and the seismic fortification intensity is 7 with the anti-seismic level 3.The entire graduation project divides into two parts, that is, the architectural design part and the structural design part.In the architectural design part, the general layout is first determined according to the building function, including conformation and indoor spatial setting;then the dimension, plane style and elevation style are chosen considering the engineering materials and constructional details.Make it more specific,it includes the total plane design, architectural graphic design(the function layout and layout thinking, the room arrangement and the design of toilet, stair layout, column, etc), the facade design layout, section design(the number and the height of layers identity and stair design), building materials design(roofing approach, the floor practice)and fire prevention design.In addition, instructions for the main design norms and dimensions, load and reinforced concrete is given.In the structural design part, the array of structure is first determined according to architectural design, process demand, material supply and geological conditions;then a typical transverse frame is taken to be computed.After the extract of computation sketch, the external loads such as the dead load, living load on the roof(floor)and the wind load are calculated;then the internal force in the structure is obtained through the moment distribution method under vertical loading and the modified knick point method under horizontal loads.In the following, the combination of internal force is performed.On the above basis, the design of structural components such as beams, columns and foundations are respectively carried out, and at the same time the checking computation of the

slidesway under wind load is done.In addition, the design of the stair(ladder period of board design, smooth bedplate design and platform beam design), the canopy and other accessory components are also completed..To verify the accuracy of above results, numerical tests are performed with the software PKPM 2012, and the comparisons prove that the original results are reliable.Finally, the construction documents are completed using the software AutoCAD 2012.Keywords:Reinforced concrete frame;Multi-storey library building;Architectural design;Structural design.目錄建 筑 設(shè) 計(jì)................1

1.1設(shè)計(jì)資料................11.1.1建筑環(huán)境和地點(diǎn)...........1

1.1.2建筑設(shè)計(jì)要求.............2

1.2 總平面設(shè)計(jì)..............3

1.2.1總平面設(shè)計(jì)要求...........3

1.2.2總圖設(shè)計(jì)..........4

1.2.3方案特點(diǎn)..........5

1.2.4基地環(huán)境分析.............6

1.2.5交通組織..........7

1.2.6綠化景觀設(shè)計(jì).............8

1.2.7 變形縫的設(shè)計(jì).............8

1.3 建筑平面設(shè)計(jì)............9

1.3.1設(shè)計(jì)指導(dǎo)思想及本方案平面特點(diǎn)..........10

1.3.2功能分區(qū).........12

1.3.3房間的布置..............14

1.3.4衛(wèi)生間的設(shè)計(jì)............16

1.3.5人流組織說明............17

1.3.6防火疏散組織與樓梯的布置.......17

1.3.7柱網(wǎng)的布置..............19

1.4 立面設(shè)計(jì)...............20

1.4.1立面設(shè)計(jì)要求............21

1.4.2方案造型設(shè)計(jì)............22

1.5 剖面設(shè)計(jì)...............25

1.5.1剖面設(shè)計(jì)基本要求........25

1.5.2屋面、樓面做法..........28

1.5.3樓梯選擇.........29

1.6細(xì)部構(gòu)造總說明.........31

1.6.1勒腳.............31

1.6.2散水.............31

1.6.3樓地面工程..............32

1.6.4屋面工程.........32

1.6.5門窗工程.........32

1.6.6基礎(chǔ)工程.........33

1.7防火設(shè)計(jì)...............34

1.8其它說明...............35

2.結(jié)構(gòu)設(shè)計(jì)...........36

2.1 板的設(shè)計(jì)...............36

2.1.1 設(shè)計(jì)資料.........36

2.1.2 樓蓋的結(jié)構(gòu)平面布置......36

2.1.3單向板計(jì)算..............37

2.1.4 雙向板計(jì)算..............40

2.2 次梁計(jì)算...............47

2.3框架設(shè)計(jì)...............50

2.3.1 設(shè)計(jì)資料.........50

2.3.2 結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡圖.........52

2.3.3 荷載統(tǒng)計(jì).........54

2.3.4 內(nèi)力計(jì)算.........66

2.3.5 內(nèi)力組合.........94

2.3.6截面設(shè)計(jì)........102

2.4 基礎(chǔ)設(shè)計(jì)..............114

2.4.1基礎(chǔ)資料........114

2.4.2荷載統(tǒng)計(jì)........115

2.4.3地基承載力驗(yàn)算.........117

2.4.4配筋計(jì)算........126

2.4.5聯(lián)合基礎(chǔ)設(shè)計(jì)...........134

2.5 樓梯設(shè)計(jì)..............138

2.5.1 設(shè)計(jì)資料........138

2.5.2 梯段板設(shè)計(jì).............139

2.5.3平臺板設(shè)計(jì).............140

2.5.4平臺梁設(shè)計(jì).............141

2.6 雨篷設(shè)計(jì)..............143

2.6.1 設(shè)計(jì)資料........143

2.6.2 雨篷板抗彎強(qiáng)度計(jì)算.....143

2.6.3 雨篷梁計(jì)算.............145 參考文獻(xiàn).............150 致謝..........152 附錄 博文圖書館圖紙目錄表...........153

第四篇：土木工程畢業(yè)設(shè)計(jì)中英文摘要和目錄

山東科技大學(xué)畢業(yè)設(shè)計(jì)（論文）

摘要

建筑名稱：博文圖書館

位置：青島市經(jīng)濟(jì)技術(shù)開發(fā)區(qū)

結(jié)構(gòu)類型：鋼筋混凝土框架結(jié)構(gòu)

層數(shù)：四層

總建筑面積：7629.4m2

本設(shè)計(jì)建筑名稱為博文圖書館。圖書館不僅僅是一個閱讀的場所，它更是市民交流的平臺。作為城市地標(biāo)，擬建建筑物要考慮與臨邊建筑風(fēng)格相協(xié)調(diào)，同時也要突出自己的建筑風(fēng)格。

本圖書館建筑建筑總高度25.875米，共4層，層高5.1米，采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，抗震等級為三級，抗震設(shè)防烈度為7度，整個設(shè)計(jì)包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分。

建筑設(shè)計(jì)部分，首先根據(jù)建筑的使用功能確定建筑的初步布局，包括建筑體形及室內(nèi)空間布置等，然后結(jié)合使用的材料、做法進(jìn)一步確定具體尺寸和平、立面風(fēng)格等。具體來說，主要包括總平面設(shè)計(jì)、建筑平面設(shè)計(jì)（功能布局及布置思路、房間的布置、衛(wèi)生間的設(shè)計(jì)、樓梯布置、柱網(wǎng)布置等）、立面設(shè)計(jì)、剖面設(shè)計(jì)（層數(shù)層高確定及樓梯設(shè)計(jì)）、建筑材料設(shè)計(jì)（屋面做法、樓面做法）、防火設(shè)計(jì)，并對主要設(shè)計(jì)規(guī)范、尺寸單位、荷載及鋼筋混凝土作了附加說明。

結(jié)構(gòu)設(shè)計(jì)部分，首先根據(jù)建筑設(shè)計(jì)、工藝使用要求、材料供應(yīng)情況以及場地地質(zhì)條件等確定結(jié)構(gòu)布置方案，然后選取一榀典型框架進(jìn)行設(shè)計(jì)計(jì)算。在明確計(jì)算簡圖的前提下，進(jìn)一步確定框架承受的荷載，包括恒載、屋（樓）面活載和風(fēng)荷載，在此基礎(chǔ)上進(jìn)行框架內(nèi)力計(jì)算（采用D值法計(jì)算風(fēng)荷載作用下的內(nèi)力，采用彎矩二次分配法計(jì)算豎向荷載作用下的內(nèi)力）、內(nèi)力組合、梁、柱和基礎(chǔ)等構(gòu)件的配筋計(jì)算以及風(fēng)荷載作用下的側(cè)移驗(yàn)算。除此之外，還進(jìn)行了樓梯設(shè)計(jì)（梯段板設(shè)計(jì)、平臺板設(shè)計(jì)及平臺梁設(shè)計(jì)）、雨篷的設(shè)計(jì)與計(jì)算等。

為進(jìn)一步驗(yàn)證手算結(jié)果的精確度，采用PKPM 2005行業(yè)軟件進(jìn)行了電算，比較分析表明手算結(jié)果是可靠的。最后用AutoCAD進(jìn)行繪圖。

關(guān)鍵詞：鋼筋混凝土框架結(jié)構(gòu)；圖書館建筑；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)1

Abstract

Building Name： Bo Wen Library

Location：Economic and Technological Development Zone of QingdaoStruture System： R.C.frame

Number of Stories： 4 stories

Total floor area：7629.4m2

The building name of the design is Bo Wen Library.It is not only a reading place but a platform for communication.As a landmark of the city, The proposed building should be considered to be in accordance with the style of surrounding architecture, and also highlight its own style.The present project is a 4-storey library with the floor height 5.1m and the total height 25.875m.The four-layer building is adopted the cast-in-place reinforced concrete frame structure, and the seismic fortification intensity is 7 with the anti-seismic level 3.The entire graduation project divides into two parts, that is, the architectural design part and the structural design part.In the architectural design part, the general layout is first determined according to the building function, including conformation and indoor spatial setting;then the dimension, plane style and elevation style are chosen considering the engineering materials and constructional details.Make it more specific,it includes the total plane design, architectural graphic design(the function layout and layout thinking, the room arrangement and the design of toilet, stair layout, column, etc), the facade design layout, section design(the number and the height of layers identity and stair design), building materials design(roofing approach, the floor practice)and fire prevention design.In addition, instructions for the main design norms and dimensions, load and reinforced concrete is given.In the structural design part, the array of structure is first determined according to architectural design, process demand, material supply and geological conditions;then a typical transverse frame is taken to be computed.After the extract of computation sketch, the external loads such as the dead load, living load on the roof(floor)and the wind load are calculated;then the internal force in the structure is obtained through the moment distribution method under vertical

loading and the modified knick point method under horizontal loads.In the following, the combination of internal force is performed.On the above basis, the design of structural components such as beams, columns and foundations are respectively carried out, and at the same time the checking computation of the slidesway under wind load is done.In addition, the design of the stair(ladder period of board design, smooth bedplate design and platform beam design), the canopy and other accessory components are also completed..To verify the accuracy of above results, numerical tests are performed with the software PKPM 2005, and the comparisons prove that the original results are reliable.Finally, the construction documents are completed using the software AutoCAD 2004.Keywords:Reinforced concrete frame;Multi-storey library

building;Architectural design;Structural design.目錄建 筑 設(shè) 計(jì)................1

1.1設(shè)計(jì)資料................1

1.1.1建筑環(huán)境和地點(diǎn)...........1

1.1.2建筑設(shè)計(jì)要求.............2

1.2 總平面設(shè)計(jì)..............3

1.2.1總平面設(shè)計(jì)要求...........3

1.2.2總圖設(shè)計(jì)..........4

1.2.3方案特點(diǎn)..........5

1.2.4基地環(huán)境分析.............6

1.2.5交通組織..........7

1.2.6綠化景觀設(shè)計(jì).............8

1.2.7 變形縫的設(shè)計(jì).............8

1.3 建筑平面設(shè)計(jì)............9

1.3.1設(shè)計(jì)指導(dǎo)思想及本方案平面特點(diǎn)..........10

1.3.2功能分區(qū).........12

1.3.3房間的布置..............14

1.3.4衛(wèi)生間的設(shè)計(jì)............16

1.3.5人流組織說明............17

1.3.6防火疏散組織與樓梯的布置.......17

1.3.7柱網(wǎng)的布置..............19

1.4 立面設(shè)計(jì)...............20

1.4.1立面設(shè)計(jì)要求............21

1.4.2方案造型設(shè)計(jì)............22

1.5 剖面設(shè)計(jì)...............25

1.5.1剖面設(shè)計(jì)基本要求........25

1.5.2屋面、樓面做法..........28

1.5.3樓梯選擇.........29

1.6細(xì)部構(gòu)造總說明.........31

1.6.1勒腳.............31

1.6.2散水.............31

1.6.3樓地面工程..............32

1.6.4屋面工程.........32

1.6.5門窗工程.........32

1.6.6基礎(chǔ)工程.........33

1.7防火設(shè)計(jì)...............34

1.8其它說明...............35

2.結(jié)構(gòu)設(shè)計(jì)...........36

2.1 板的設(shè)計(jì)...............36

2.1.1 設(shè)計(jì)資料.........36

2.1.2 樓蓋的結(jié)構(gòu)平面布置......36

2.1.3單向板計(jì)算..............37

2.1.4 雙向板計(jì)算..............40

2.2 次梁計(jì)算...............47

2.3框架設(shè)計(jì)...............50

2.3.1 設(shè)計(jì)資料.........50

2.3.2 結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡圖.........52

2.3.3 荷載統(tǒng)計(jì).........54

2.3.4 內(nèi)力計(jì)算.........66

2.3.5 內(nèi)力組合.........94

2.3.6截面設(shè)計(jì)........102

2.4 基礎(chǔ)設(shè)計(jì)..............114

2.4.1基礎(chǔ)資料........114

2.4.2荷載統(tǒng)計(jì)........115

2.4.3地基承載力驗(yàn)算.........117

2.4.4配筋計(jì)算........126

2.4.5聯(lián)合基礎(chǔ)設(shè)計(jì)...........134

2.5 樓梯設(shè)計(jì)..............138

2.5.1 設(shè)計(jì)資料........138

2.5.2 梯段板設(shè)計(jì).............139

2.5.3平臺板設(shè)計(jì).............140

2.5.4平臺梁設(shè)計(jì).............141

2.6 雨篷設(shè)計(jì)..............143

2.6.1 設(shè)計(jì)資料........143

2.6.2 雨篷板抗彎強(qiáng)度計(jì)算.....143

2.6.3 雨篷梁計(jì)算.............145 參考文獻(xiàn).............150 致謝..........152 附錄 博文圖書館圖紙目錄表...........153

第五篇：土木工程畢業(yè)設(shè)計(jì)

土木工程畢業(yè)設(shè)計(jì)-某多層辦公樓的設(shè)計(jì)

一、設(shè)計(jì)資料(1)設(shè)計(jì)標(biāo)高:室內(nèi)設(shè)計(jì)標(biāo)高±0.000,室內(nèi)外高差450mm.(2)墻身做法:采用加氣混凝土塊,用M5 混合砂漿砌筑,內(nèi)粉刷為混合砂漿 底,紙筋灰面,厚 20mm,“803”內(nèi)涂料兩度。外墻采用貼面磚,1:3 水泥砂漿底厚20mm。(3)樓面作法:樓板頂面為水磨石地面,樓板底面為15mm厚白灰砂漿天花抹 面,外加V 型輕鋼龍骨吊頂。(4)屋面作法:現(xiàn)澆樓板上依次鋪 20mm 厚水泥砂漿找平層、300mm 厚水泥 珍珠制品隔熱找平層、20mm厚水泥砂漿找平層和SDC120 復(fù)合卷材,下 面依次為15mm厚白灰砂漿天花抹面和V 型輕鋼骨龍吊頂。(5)基本風(fēng)壓:ω o =0.3KN/m 2(地面粗糙度屬C 類)。(6)基本雪壓:S 0 =0.3KN/m 2。(7)抗震設(shè)防烈度:八度(0.2g)第二組,框架震等級為二級。地質(zhì)條件 : 全套CAD 圖紙,計(jì)算書,聯(lián)系153893706 由上至下: 人工添土:厚度為1m 粉質(zhì)粘土:厚度為7m,地基承載力特征值為500KPa 中風(fēng)化基巖:巖石飽和單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值為3.6MPa 建筑場地類別為Ⅱ類;無地下水及不良地質(zhì)現(xiàn)象。活荷載:上人屋面活荷載2.0KN/m 2 ,辦公室樓面活荷載2.0KN/m 2 ,走廊樓面活荷 載2.5KN/m 2 ,檔案室樓面活荷載2.5KN/m 2。

二、結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡圖的確定 結(jié)構(gòu)平面布置如圖1 所示。各梁柱截面尺寸確定如下: 主梁:取h=1/9l=1/9×7200=800mm,取h=800mm,取b=350mm, 次梁:取h=1 /16l=1/16×7200=450mm,取h=500mm,取b=250mm, 柱子:取柱截面均為b×h=600×600mm,現(xiàn)澆板厚為100mm。取③軸線為計(jì)算單元,結(jié)構(gòu)計(jì)算簡圖如圖2 所示??根據(jù)地質(zhì)資料,確定基礎(chǔ)頂面 離室外地面為500mm,由此求得底層層高為4.7m。各梁柱構(gòu)件的線剛度經(jīng)計(jì)算 后列于圖 2 中,其中在求梁截面慣性矩時考慮到現(xiàn)澆樓板的作用,取 I=2I 0(I 0 為不考慮樓板翼緣作用的梁截面慣性矩)。梁柱均采用C30 混凝土。由于后面梁 的組合彎矩過大,相對受壓區(qū)高度超過了界限受壓區(qū)高度,所以改用 C40 混凝 土,因?yàn)榱褐鶆偠瘸杀壤黾?不會引起后面分配系數(shù)的改變。地震作用下的彈 性側(cè)移將更小,一定符合要求。圖2.框架計(jì)算簡圖 注:圖中數(shù)字為各桿件的線剛度,單位為1.0e10 N*mm 框架剛度計(jì)算: 1.邊跨框架梁線剛度: i b =2Ec×I。/l =2×3.0×10 4 ×350×800 3 /(12×7200)=12.44×10 10 N·mm 2.中間跨框架梁線剛度: i b =2Ec×I。/l =2×3.0×10 4 ×350×800 3 /(12×2400)=37.33×10 10 N·mm 3.二~五層框架柱線剛度: ic=Ec×I。/l =3.0×10 4 ×600×600 3 /(12×3600)=9.00×10 10 N·mm 4.首層框架柱線剛度: ic=Ec×I。/l =3.0×10 4 ×600×600 3 /(12×4700)=6.89×10 10 N·mm 在計(jì)算內(nèi)力時,柱的線剛度取框架實(shí)際柱線剛度的0.9 倍。即:首層框架柱線剛度:ic=0.9×6.89×10 10 = 6.20×10 10 N·mm 二~五層框架柱線剛度:ic=0.9×9.00×10 10 = 8.10×10 10 N·mm

三、荷載計(jì)算 1.恒載計(jì)算(1)屋面框架梁線荷載標(biāo)準(zhǔn)值: SDC120 復(fù)合卷材 0.15KN/m 2 20mm厚水泥砂漿找平層 0.4 KN/m 2 300mm厚水泥砂漿珍珠制品隔熱找平層 1.2 KN/m 2 20mm厚水泥砂漿找平層 0.4 KN/m 2 100mm厚現(xiàn)澆混凝土樓板 2.5 KN/m 2 15mm厚白灰砂漿天花抹面 0.26 KN/m 2 V 型輕鋼龍骨吊頂 0.12 KN/m 2 屋面恒載 5.03 KN/m 2 框架梁自重 0.35×0.80×25=7.00 KN/m 梁側(cè)粉刷2×(0.80-0.1)×0.02×17=0.48KN/m 作用在頂層框架梁上的線荷載為: g 5AB1 =g 5CD1 =7.00+0.48=7.48 KN/m g 5BC1 =7.48KN/m g 5AB2 =g 5CD2 =5.03×3.6=18.12 KN/m g 5BC2 =5.03×2.4=12.07KN/m(2)樓面框架梁線荷載標(biāo)準(zhǔn)值: 水磨石地面 0.65 KN/m 2 100mm厚現(xiàn)澆混凝土樓板 2.5 KN/m 2 15mm厚白灰砂漿天花抹面 0.26 KN/m 2 V 型輕鋼龍骨吊頂 0.12 KN/m 2 樓面恒載 3.53 KN/m 2 邊跨填充墻自重: 0.20×(3.6-0.80)×7=3.92KN/m 墻面粉刷:(3.6-0.80)×0.02×2×17=1.90KN/m 作用在中間層框架梁上的線荷載為: g AB1 =g CD1 =7.48+3.92+1.90=13.30KN/m g BC1 =7.48 KN/m g AB2 =g CD2 =3.53×3.6=12.71 KN/m g BC2 =3.53×2.4=8.47 KN/m(3)屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值: 邊柱連系梁自重: 0.35×0.80×7.2×25=50.40KN 粉刷: 2×0.02×(0.80-0.10)×7.2×17=3.43KN 次梁自重: 0.25×0.50×7.2×25×0.5=11.25 KN 粉刷: 2×0.02×(0.50-0.10)×7.2×17×0.5=0.98KN 1.5m高女兒墻自重: 1.5×7.2×0.20×7=12.10 KN 粉刷: 2×0.02×1.2×7.2×17=5.88 KN 連系梁傳來屋面自重: A、D 點(diǎn)相同:(3.6×3.6+1.8×1.8)×5.03=81.49 KN 頂層邊節(jié)點(diǎn)集中荷載: G 5A =G 5D =165.53KN 中柱連系梁自重: 0.35×0.80×7.2×25=50.40KN 粉刷: 2×0.02×(0.80-0.10)×7.2×17=3.43 KN 次梁自重: 0.25×0.50×7.2×25×0.5=11.25KN 粉刷: 2×0.02×(0.50-0.10)×7.2×17×0.5=0.98 KN 連系梁傳來屋面自重: B、C 點(diǎn)相同:[0.5×1.2×1.2+2.4×1.2+0.5×1.8×1.8+1.8×3.6] ×2× 5.03??117.70 KN 頂層中間節(jié)點(diǎn)集中荷載: G 5B =G 5C =183.76KN(4)樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值: 邊柱連系梁自重: 0.35×0.80×7.2×25=50.40KN 粉刷: 2×0.02×(0.80-0.10)×7.2×17=3.43 KN 次梁自重: 0.25×0.50×7.2×25×0.5=11.25KN 粉刷: 2×0.02×(0.50-0.10)×7.2×17×0.5=0.98 KN 鋼窗自重: 2.1×2×1.8×0.45=3.40KN 窗下墻體自重: 0.2×1.00×6.6×7=9.24KN 粉刷: 2×0.02×1.00×6.6×17=4.49 KN 窗邊墻體自重: 1.8×(6.6-2.1×2)×0.2×7=6.05 KN 粉刷: 2×0.02×1.8×(6.6-2.1×2)×17=2.94 KN 框架柱自重: 0.60×0.60×3.6×25=32.4 KN 粉刷: 1.8×0.02×3.6×17=2.20 KN 連系梁傳來樓面自重: A、D 點(diǎn)相同:(3.6×3.6+1.8×1.8)×3.53=57.19 KN 中間層邊節(jié)點(diǎn)集中荷載: G A =G D =183.97KN 中柱連系梁自重: 50.40 KN 粉刷: 3.43 KN 次梁自重: 11.25 KN 粉刷: 0.98 KN 內(nèi)縱墻自重: 6.6×(3.6-0.80)×0.2×7=25.87KN 粉刷: 6.6×(3.6-0.80)×2×0.02×17=12.57KN 扣除門洞重加上門重:-2.1×1.0×(7×0.2+17×2×0.02-0.2)=-3.95KN 框架柱自重: 32.4KN 粉刷: 2.20KN 連系梁傳來樓面自重: B、C 點(diǎn)相同: [0.5×1.2×1.2+2.4×1.2+0.5×1.8×1.8+1.8×3.6] ×2×3.53=82.60 KN 中間層中節(jié)點(diǎn)集中荷載: G B =G C =217.75KN(5)恒載作用下的結(jié)構(gòu)計(jì)算簡圖如圖3 所示, 其中:G 5A = G 5D =165.53KN G 5B = G 5C =183.76 KN G A = G D =183.97 KN G B = G C =217.75 KN g 5AB1 = g 5BC1 = g 5CD1 =7.48 KN/m g 5AB2 = g 5CD2 =18.12 KN/m g 5BC2 =12.07KN/m g AB1 = g CD1 =13.30KN/m g BC1 =7.48KN/m g AB2 = g CD2 =12.71KN/m g BC2 =8.47 KN/m 2.屋、樓面活荷載計(jì) 屋、樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡圖如圖4 所示。圖中各荷載值計(jì)算如下 P 5AB = P 5CD =3.6×2.0=7.20 KN/m P 5BC =2.4×2.0=4.80KN/m P 5A =P 5D =(1.8×1.8+3.6×3.6)×2.0=32.40KN P 5B = P 5C = [1.2×1.2+4.8×1.2+1.8×1.8+3.6×3.6 ]×2.0=46.8 KN P AB =P CD =2.0×3.6=7.2 KN/m 走廊:P BC =2.5×2.4=6.00KN/m P A = P D =(1.8×1.8+3.6×3.6)×2.0=32.40KN P B = P C = 〔1.2×1.2+4.8×1.2〕×2.5+〔1.8×1.8+3.6×3.6〕×2.0=50.40KN 3.風(fēng)荷載計(jì)算 風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為: ω=β z ·μ s ·μ z ·ω o 因結(jié)構(gòu)高度H=18.600m<30m,可取β z =1.0;對于矩形平面μ s =1.3;μ z 可查荷 載規(guī)范得到,當(dāng)查得得μ z <1.0 時,??μ z =1.0。將風(fēng)荷載換算成作用于框架每 層節(jié)點(diǎn)上的集中荷載,計(jì)算過程如表 1 所示。表中 A 為一榀框架各層節(jié)點(diǎn)的受 風(fēng)面積。計(jì)算結(jié)果如圖5 所示。風(fēng)荷載計(jì)算 表1 層次 β z μ s Z(m)μ z ω o(KN/m 2)A(m 2)P w(KN)五層 1.0 1.3 19.1 0.78 0.3 24 7.30 四層 1.0 1.3 15.5 0.74 0.3 28.8 8.31 三層 1.0 1.3 11.9 0.74 0.3 28.8 8.31 二層 1.0 1.3 8.3 0.74 0.3 28.8 8.31 一層 1.0 1.3 4.7 0.74 0.3 33.2 9.58 4.地震作用計(jì)算(1)計(jì)算框架梁柱的線剛度: 框架梁線剛度:邊跨:i b1 =12.44×10 4 KN·M 中跨:i b2 =37.33×10 4 KN·M 框架柱線剛度:首層:i c1 =6.20×10 4 KN·M 其他層:i c2 =8.1×10 4 KN·M(2)本設(shè)計(jì)僅考慮水平地震作用即可,并采用基底剪力法計(jì)算水平地震作用 力。為基底剪力,先要計(jì)算結(jié)構(gòu)各層的總重力荷載代表值: 頂層: G5= g 5AB1 ×16.8+(3.6+7.2)×(g 5AB2 + g 5CD2)×0.5+ g 5BC2 ×2.4×0.5+ G 5A + G 5B + G 5C + G 5D +4×G 柱/2+0.3×7.2×16.8×0.5 =7.48×16.8+10.8×18.12×2×0.5+12.07×2.4×0.5+(165.33+183.76)×2+4 ×0.5×(32.4+2.20)+0.3×7.2×16.8×0.5=1121.36KN G4 = G3= G2= g AB1 ×14.4+ g BC1 ×2.4+ 0.5×g AB2 ×(3.6+7.2)×2+0.5×2.4× g BC2 +G A +G B + G C + G D +4×G 柱×0.5+[(3.6+7.2)×(p AB + p CD)×0.5+ p BC ×2.4× 0.5+P A + P B + P C + P D ] ×0.5 =13.30×14.4+7.48×2.4+10.8×12.71+0.5×2.4×8.47+(183.97+217.75)× 2+2×34.6+[10.8×0.5×14.8+1.2×6.0+(32.4+46.8)×2] ×0.5 =1352.30KN G1= G2+4×(2.35-1.8)×G 柱/3.6=1352.30+4×0.65×34.6/3.6 =1373.44 KN 質(zhì)量重力荷載代表值見圖6。圖6.重力荷載代表值 G1 G2 G4 G3 G5(3)用“D 值法”計(jì)算柱的側(cè)向剛度,框架各構(gòu)件線剛度如圖7: 其中:i 5 = i 4 = i 3 = i 2 =8.1×10 10 N*mm i 1 =6.2×10 10 N*mm i 51 =i 41 =i 31 =i 21 =i 11 =12.44×10 10 N*mm i 52 =i 42 =i 32 =i 22 =i 12 =37.33×10 10 N*mm 除底層外,其余柱的D 值: 邊柱 由K=(i 51 + i 41)/(2 i 5)=1.536 α =K/(2+K)=0.434則D 5 邊=12α i c /h j 2 =0.414×12×8.1×10 4 /3.6 2 =32550KN/m 中柱 由K=(i 51 + i 52 + i 41 + i 42)/(2 i 5)=6.144 α =K/(2+K)=0.754 則D 5 中=α ×12 i c / h j 2 =56550KN/m 底層柱的D 值: 邊柱 由K= i 11 / i 1 =2.006 α =(0.5+K)/(2+K)=0.626 故D 1 邊=α ×12 i c / h j 2 =21083 KN/m 中柱 由K=(i 11 + i 12)/ i 1 =8.027 得α =(0.5+K)/(2+K)=0.850 故D 1 中=α ×12 i c / h j 2 =28628 KN/m 從而得各層的側(cè)向剛度如下: K 1 =2(D 1 邊+ D 1 中)=2×(21083+28628)=99422KN/m K 2 = K 3 = K 4 = K 5 =2(D 邊+ D 中)=2×(32550+56550)=178200KN/m T u 圖7.框架各構(gòu)件線剛度 i51 i5 i52 i51 i5 i5 i5 i41 i4 i4 i42 i4 i41 i4 i3 i2 i21 i3 i31 i32 i22 i2 i2 i3 i31 i21 i3 i2 i1 i11 i1 i12 i1 i11 i1(4)用頂點(diǎn)位移法求結(jié)構(gòu)基本周期T 1 : 將各層的重力荷載代表值當(dāng)作水平力,產(chǎn)生的樓層剪力為: V 5 =G 5 =1121.36KN V 4 = G 4 +G 5 =1352.30+1121.36=2473.66KN V 3 = V 4 +G 3 =3825.96KN V 2 = V 3 +G 2 =5178.26KN V 1 = V 2 +G 1 =6551.70KN 求頂點(diǎn)位移,則: U 1 = V 1 / K 1 =0.0659m U 2 = U 1 + V 2 / K 2 =0.0659+0.0291=0.0950m U 3 = U 2 + V 3 / K 3 =0.0950+0.0215=0.1165m U 4 = V 4 / K 4 + U 3 =0.1165+0.0139=0.1304m U 5 = V 5 / K 5 + U 4 =0.1304+0.0063=0.1367m= U T 故T 1 =1.8 =0.6655s 由于要考慮填充墻對基本周期的折減,故取折減系數(shù)為0.6, 則T 1 =0.6×0.6655=0.3993s 由于T 1 <1.4 T g =1.4×0.4=0.56s,故不考慮頂層附加作用。查抗震設(shè)計(jì)規(guī)范得:α max=0.16 由于T 1 =0.3993s< M 2=“131.33” ×6.41×7.2 12 邊·l邊2=“1” 5 P BA AB 各桿的固端彎矩為: ×6.0=“3.75KN/m” 8 5BC=“5” 中=“g” m KN ×7.2=“6.41” 64 5AB=“M” 邊=“g” C B A(b)6.41KN 3.75KN 7.2KN D 6.0KN 圖30.二~四層活載分布圖及計(jì)算簡圖 28 姓名:余雪禎 某多層辦公樓設(shè)計(jì) 重慶大學(xué)本科學(xué)生畢業(yè)設(shè)計(jì) ??二~四層,其荷載分布情況如圖30.所示: 140 215 645 22.34 0.73-0.72 CB-1-22.34-4.85-7.45-0.16 1.13-0.24-0.73 8.39 27.69 B5-1.44 BC 606-3.73 0.05 1.47 0.07-0.12 2.26 10.91 A5 16.78-27.69 1=“α” 22.35-5.01 29.52-24.51 12.43-12.43 圖29.活荷載作用下頂層彎矩分配法計(jì)算過程 故其彎矩分配過程如圖29.所示: ×3.00×1.2 6 中·l中2=“1” 3=“188.30KN” ×4.8=“3.00” 3.00KN 4.8KN(a)圖28.頂層活荷載分布圖 27 并利用結(jié)構(gòu)對稱性,取二分之一結(jié)構(gòu),如圖(b)所示。圖示(a)結(jié)構(gòu)內(nèi)力較復(fù)雜,可將梯形荷載等效為均布荷載計(jì)算,同樣利用彎矩分配法計(jì)算, 對頂層,其荷載分布情況如圖28.所示: 由于頂層活載大小和標(biāo)準(zhǔn)層不一樣,所以分開算。活載分布按滿布荷載法,活載作用下的內(nèi)力計(jì)算也采用分層法。(1)2.樓面活載作用下的內(nèi)力計(jì)算: 圖27.恒載作用下的軸力圖 26 圖26.恒載作用下的剪力圖 恒載作用下的內(nèi)力簡圖為:剪力圖(圖26.)、軸力圖(圖27.)。(6)+V 柱+V +G 2C=“G” +N 1C=“G” G GC=“217.75” N2C V2 V1 N1C 底層中柱軸力 底層中柱 2D=“G” 1D=“G” N 25 GD=“183.97” N2D N1D 底層邊??軸力 底層邊柱 3C=“G” 二層中柱軸力 N3C 二層中柱 3D=“G” N3D 二層邊柱軸力 二層邊柱 4C=“G” 24 N4C 三層中柱軸力 三層中柱 4D=“G” N4D 三層邊柱軸力 三層邊柱 5C=“G” 四層中柱軸力 N5C 四層中柱 23 5D=“G” 四層邊柱軸力 N5D 四層邊柱 頂層中柱軸力柱G=“34.60” G5C=“183.76” 五層中柱: 頂層邊柱軸力 G5D=“165.53” 22 五層邊柱 柱子軸力計(jì)算:(5)V  ×8.47×2.4×1.2=“0” V·2.4-7.48×2.4×1.2-8.47KN 64.71 7.48KN 底層中間跨 對首層中間跨: 同理:V ×12.75×1.8×7.2-58.06+91.83=“0” ×7.2-13.30×7.2×3.6-12.71×3.6×3.6-91.83 12.71KN 13.30KN 58.06 底層邊跨 對首層邊跨: 57.86 二層中間跨 ??二層中間跨: 21 ×12.75×1.8×7.2-64.69+89.57=“0” 89.57 64.69 二層邊跨 對二層邊跨: 三層中間跨 對三層中間跨: ×12.71×1.8×7.2-64.40+89.65=“0” 89.65 64.40 三層邊跨 對三層邊跨: V×2.4-7.48×2.4×1.2-20 57.19 四層中間跨 對四層中間跨: ×12.71×1.8×7.2-65.82+89.20=“0” 89.20 65.82 四層邊跨 對四層邊跨: ×12.07×2.4×1.2=“0” ×2.4-7.48×2.4×1.2-頂層中間跨 73.13 12.07KN 對頂層中間跨: 19 ×18.12×1.8×7.2-44.29+91.37=“0” ×7.2-7.48×7.2×3.6-18.12×3.6×3.6-頂層邊跨 91.37 18.12KN 44.29 對頂層邊跨: 按簡支跨計(jì)算: 剪力計(jì)算:(4)圖25.恒載作用下彎矩圖 18 值。調(diào)幅后的彎矩,跨中彎矩為調(diào)幅后的端彎矩的平均值減去跨中彎矩組合 的折減系數(shù)如圖25.所示,括號內(nèi)為 彎矩調(diào)幅:將梁各固端彎矩值乘以0.85(3)故梁的跨中彎矩即等于梁端彎矩的平均值減去跨中彎矩組合值。=“891.03” 邊中=“=”    *M 9.46 4.07 5.39 * 179.39 93.21 86.18 標(biāo)準(zhǔn)層: 11.18 5.79 181.35 132.88 48.47 頂層: 跨中彎矩組合:(其它層中跨)×1.2×8.47×1.2×(頂層中跨)=“1” KN·M ×1.2×12.07×1.2× M中=“1” 對于:(其它層邊跨)4=“245.26” ×12.71×2×(頂層邊跨)=“12.71×2×3+” ×18.12×2× ×13.30×7.2(中跨)=“1” ×7.48×2.4(五層邊跨)=“1” ×7.48×7.2 ql 17 將固端彎矩簡化為簡支端計(jì)算,同時將荷載疊加,如圖24.所示: 跨中彎矩計(jì)算:(2)12.40-5.82 柱A、D: 柱B、C: 24.79-11.64 圖23.一層傳至柱底的彎矩 一層傳至柱底的彎矩為(圖23.):-16.10-5.12+0.97=“-20.25”-12.39+0.75=“-11.64”-80.62+4.49=“-76.13” 27.55-2.59-0.17=“24.79”-63.53-5.18+0.75-0.35=“-68.31” 35.98+11.15-3.38-0.23=“43.52” 圖22.一層彎矩傳遞圖 109.12-2.59+1.50=“108.03” 一層(圖22.):-76.85+8.78=“-68.07”-66.89-10.04+1.47-0.64=“-76.10” 圖21.二層彎矩傳遞圖 33.45+11.15-6.55-0.42=“37.63” 33.45+11.99-6.55-0.42=“38.47” 107.47-5.02+2.93=“105.38”-15.37-5.37+1.91=“-18.83”-15.37-5.12+1.91=“-18.58” 16 二層(圖21.): 107.47-4.84+2.85=“105.48” 圖20.三層彎矩傳遞圖-15.37-5.12+1.85=“-18.64”-76.85+8.54=“-68.31” 33.45+11.15-6.31-0.40=“37.89”-66.89-9.68+1.43-0.62=“-75.76” 三層(圖20.):-76.85+9.57=“-67.28” 107.47-5.73+3.20=“104.94” 33.45+11.15-7.47-0.45=“36.68” 33.45+15.23-7.47-0.45=“40.76” 圖19.四層彎矩傳遞圖-66.89-11.45+1.60-0.69=“-77.43”-15.37-5.12+2.08=“-18.41”-15.37-6.06+2.08=“-19.35” 四層(圖19.): 109.26-3.38+1.83-0.28+0.06=“107.49”-45.70-6.76+0.92-0.56=“-52.10” 45.70+11.15-4.39-0.36=“52.10” 圖18.頂層彎矩傳遞圖-91.06+4.84+0.18=“-86.04”-18.19-5.12+1.05+0.04=“-22.22” 頂層(圖18): 點(diǎn)重新分配,從而得到豎向荷載作用下的整個結(jié)構(gòu)的彎矩圖。傳遞,并將疊加后的各個不平衡的節(jié) 將各層分層法求得的彎矩圖疊加,柱子按 35.98 27.55-12.39 109.12-16.10-80.62 71.43 圖17.底層彎矩圖-63.53 15 底層(圖17.): 33.45-15.37 107.47 67.66-76.85-66.89 圖16.標(biāo)準(zhǔn)層彎矩圖 標(biāo)準(zhǔn)層(圖16.):-18.19 45.70-45.70 109.26-91.06 80.19 圖15.頂層彎矩圖(頂層)頂層(圖15.): 各層彎矩圖為: 72.85-3.06-12.12 B下-6.13 097 583-72.85 1.64-0.27-1.64 126-15.74 B上 2.82-24.24 106.36 24.73 194 24.68 2.81 A下 232 5.64 49.46 3.67 32.23 A上 303-106.36 465-0.36-0.55 0.06-0.28 0.13 0.08 圖14.底層彎矩分配法計(jì)算過程 底層除柱子的線剛度不同外,其它同二至四層,故其彎矩分配過程如圖14.所示: 69.79-15.17 123 566-69.79 0.93-0.20-0.93 1.65-23.31 23.08 189-11.66 30.10 3.30 283 5.06 46.16 434-0.31 圖13.標(biāo)準(zhǔn)層彎矩分配法計(jì)算過程 14 彎矩分配法計(jì)算過程如圖13.所示: ×12.77×1.2 g=“0.4s,故” ×24.62×7.2 ×8.47=“12.77” BC2=“7.48+” + BC1 ×12.71=“24.62” 57 AB2=“13.30+” AB1 同理,先將梯形分布荷載及三角形分布荷載化為等效均布荷載。利用結(jié)構(gòu)對稱性取二分之一結(jié)構(gòu)計(jì)算。二至四層荷載作用如圖12.:-3.62 2.64 81.09-7.24 102.04 30.92-2.64-0.09-0.88 4.10-0.57 0.14-0.03-0.02-27.03-17.60-81.09-102.04 61.84 40.20 8.19-0.44 0.27 5.33 0.17-13.52 圖11.頂層彎矩分配法計(jì)算過程 13 彎矩分配法計(jì)算過程如圖11.所示: ×15.09×1.2 5EB=“1” 5BE=“1” ×23.62×7.2 5BA=“1” 圖示結(jié)構(gòu)內(nèi)力可用彎矩分配法計(jì)算,并可利用結(jié)構(gòu)對稱性取二分之一結(jié)構(gòu)計(jì)算, ×12.07=“15.02” 5BC2=“7.48+” 5BC1 ×18.12=“23.62KN/m” 5AB2=“7.48+” 5AB1     Q , 7  ABQ)(圖10.所示: 梯形分布荷載及三角形分布荷載化為等效均布荷載。等效均布荷載的計(jì)算公式如 圖中,梁上分布荷載由矩形和梯形兩部分組成,可根據(jù)固端彎矩相等的原則先將 倍。剛度取框架柱實(shí)際線剛度的0.9 中的柱子線 所示。圖9 中取出頂層進(jìn)行分析,結(jié)構(gòu)計(jì)算簡圖如圖9 頂層:由圖3 恒載作用下的內(nèi)力計(jì)算采用分層法。

四、內(nèi)力計(jì)算 ]×0.3=“7.02” 雪C=“[1.2×1.2+4.8×1.2+1.8×1.8+3.6×3.6” 雪B=“P” ×0.3=“4.86KN” 雪D=“(1.8×1.8+3.6×3.6)” 雪A=“P” 雪BC=“0.3×2.4=0.72” 雪CD=“0.3×3.6=1.08” 雪AB=“P” 5.屋面雪荷載(分布同屋面活荷載)位移,肯定能夠滿足。由于風(fēng)荷載遠(yuǎn)小于水平地震作用,故不必驗(yàn)算風(fēng)荷載作用下框架的彈性水平滿足要求。550 887 =“1” 19.1 10 21.53 H U=“1” 頂點(diǎn)位移驗(yàn)算: 滿足要求;450 787 3.6 4.576 二層: 524 4.7 8.962 層間位移驗(yàn)算:底層:-3 +1.406×10 +2.783×10 +3.839×10 +4.576×10 K F EK=“6455.17” 地震作用下的水平位移的彈性驗(yàn)算: F5 F3 F4 F2 F1 圖8.地震力的水平作用 11 故地震的水平作用力如圖8.所示: 同理: ×891.03=“75.53KN” 76150.26  j E=“0.85×0.16×(1121.36+1352.30×3+1373.44)” 1G 1Geq=“0.85α” FEK=“α” max=“0.16” α>