【正文】 附錄一FOUNDATIONS AND STRUCTURESFoundationsFoundations (footings) are bases, usually of concrete, placed on the ground so as to spread vertical load over it. Bases which carry horizontal load, for example under arches, are usually called abutments.A foundation may be built in one of many different materials. It may be of timber (below ground water level) or of steel joists encased in concrete, of reinforced concrete (.) or plain concrete without reinforcement, or for a breakwater in the sea merely of rock (us riprap) tipped form a barge. Structures built on strong rock generally need no foundation since rock is usually as strong as concrete, and goes much deeper. All that is needed on rock is a little concrete or mortar to make the surface level.One of the monest foundations is that for a concrete column or a steel stanchion. It is generally designed for the same maximum load as the column, and usually is an independent (pad) foundation. Where the pads in one row bee so large that they nearly touch, it is convenient to join them into a continuous (or strip) foundation which generally will be cheaper to dig and to concrete than the same foundations built separately as pads.Combined footings are those i。用軟件PKPM進行了電算驗算，與手算對比分析，見附錄二。（4）在本著三水準(zhǔn)兩設(shè)計的原則對地震作用力進行充分的考慮，確保辦公樓主體的整體穩(wěn)定。（2）在建筑整體選型方面，以“安全、適用、經(jīng)濟、美觀”為原則，通過對多種建筑類型的比較與選取，最終選擇了“一”字型結(jié)構(gòu)，以美觀為基礎(chǔ)，更注重結(jié)構(gòu)體系符合簡單、對稱、規(guī)則。m屬于第一類T形截面==查表得 ====選3φ18（=763 mm2）2. 受剪承載力計算=200365=﹥V截面尺寸滿足要求=200365=﹥V僅需按構(gòu)造要求配置箍筋，選用雙肢φ8300。m1. 受彎承載力計算按倒L形截面計算，受壓翼緣計算寬度取下列中較小值===588mm==200+2050/2=1225mm取=588 mm，==400－35=365 mm=588130（365130/2）= KNm==13020=110mm==查表得==225mm2選8200(AS=251mm2)計算跨度為 lo===﹤+=估算截面尺寸h= lo/12=3530/12=294m取bh=200400mm 梯段板傳來 平臺板傳來 (+)= KN/m 平臺梁自重 2()25= KN/m 平臺梁側(cè)抹灰 2()17= KN/m 合計 g+q= KN/m跨中最大彎矩M==()17= KN/m = KN/m 合計 KN/m恒載設(shè)計值 g== KN/m活載設(shè)計值 q== KN/m合計 g+q=+= KN/m水平投影計算跨度為lo=ln+b=+=跨中最大彎矩M=(g+q)lo2/10=m﹥Mmax=m支座彎矩M==m/m== KNm/m =+= KNm/m my=(+)= KNm/m跨中最大彎矩 == KN在求各中間支座最大負(fù)彎矩時，按恒載及活載均滿布各區(qū)格板計算。柱軸壓比：n=N/(fcA)=103/550550=箍筋最小配筋特征值= 即==﹥%實配箍筋體積配箍率===取φ10= 則S≤，加密區(qū)φ10100，非加密區(qū)φ10200。柱軸壓比=103/650650=箍筋最小配筋特征值= 即==﹥%==取φ10復(fù)合箍 =，則S≤，加密區(qū)φ10100（2）變截面層取第五層上柱柱端彎矩設(shè)計值= KN 下柱柱端彎矩設(shè)計值===（+）/=﹤剪跨比 ==103/510=﹥3取=3 截面符合。m== mm=M/N=103/=48 mm =20 mm柱的計算長度 === m==48+20=68 mm因為/=3500/550=﹥5，故考慮偏心距增大系數(shù) ==﹥1即取1/=3500/550=﹤15時====68+550/235=對稱配筋=1000/550510=﹤=為大偏心受壓情況=﹤0按構(gòu)造要求配。==bh=%650650=845mm2選4φ20（==1256 mm2）（2）取變截面第五層節(jié)點左右梁端彎矩=+=節(jié)點上下梁端彎矩=+===在節(jié)點處將其按彈性彎矩分配給上下柱端即m== KN將其按彈性彎矩分配給上下柱端，即===153= KN﹤ KN=106/103=62 mm取20 mm和偏心方向截面尺寸的1/30兩者中的最大值即650/30==22 mm柱的計算長度 =4200 mm==62+22=84 mm因為/=4200/650=﹥5，故考慮偏心距增大系數(shù) ==﹤1/=4200/650=﹤15時====84+650/240= mm對稱配筋=1000/650610=﹥=為小偏心受壓情況= 由于﹤故按構(gòu)造要求配筋。. 3 B柱的正截面承載力配筋計算（1）底層柱節(jié)點左右梁端彎矩=+= KNm =（+）/=﹤==﹤（滿足要求）剪跨比 ==103/510=﹥3取=3 截面符合N=﹥=550550=1733KN=﹤0按構(gòu)造要求配置箍筋。柱軸壓比n=N/(fcA)=103/650650=箍筋最小配筋特征值= 即==﹥%實配箍筋體積配箍率===（2）變截面層取第五層上柱柱端彎矩設(shè)計值= KN m== KNm=M/N=106/103= mm =20 mm柱的計算長度：=== m==+20= mm因為/=4500/550=﹥5，故考慮偏心距增大系數(shù)==﹥1即取1====對稱配筋=1000/550510=﹤=為大偏心受壓情況==﹤0按構(gòu)造要求配再按及相應(yīng)的M一組計算N=， KNm== KNm在節(jié)點處將其按彈性彎矩分配給上下柱端即m節(jié)點上下梁端彎矩=+=m節(jié)點上下柱端彎矩=+= KNm=106/350665665==﹤=235/665=說明達不到屈服=（66535）= mm2選用4φ22（=1520 mm2）/ AB凈跨 =－（） 左震 = = 右震 = =+=+﹤+= KN表311 框架梁內(nèi)力組合表層次截面位置內(nèi)力+(SQk+SWk)RE[(SGk+)+ ]+SQk+10AM V B左M V B右M V 跨間MAB MBC9AM V B左M V B右M V 跨間MAB78 MBC8AM V B左M5151 V B右M V 跨間MAB MBC7AM V18 B左M82 V18 B右M V 跨間MAB MBC6AM V22 B左M82 V22 B右M8 V 跨間MAB MBC5AM V B左M V B右M8 V38 跨間MAB MBC4AM V16 B左M V16 B右M V82 跨間MAB MBC3AM V B左M V B右M V105 跨間MAB MBC2AM V16 B左M V16 B右M V128 跨間MAB MBC