{"id":245,"date":"2025-05-21T21:37:08","date_gmt":"2025-05-21T13:37:08","guid":{"rendered":"http:\/\/www.structurevspoem.com\/?p=245"},"modified":"2025-05-21T22:22:50","modified_gmt":"2025-05-21T14:22:50","slug":"%e3%80%8aaci318-19%e3%80%8b%e7%be%8e%e8%a7%84%e7%89%b9%e6%ae%8a%e7%bb%93%e6%9e%84%e5%a2%99%e7%9a%84%e8%ae%be%e8%ae%a1%e5%92%8c%e6%9e%84%e9%80%a0","status":"publish","type":"post","link":"http:\/\/www.structurevspoem.com\/?p=245","title":{"rendered":"\u300aACI318-19\u300b\u7f8e\u89c4\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u8bbe\u8ba1\u548c\u6784\u9020Design and Construction of Special Structural Walls According to ACI 318-19 (American Code)"},"content":{"rendered":"
\n

\u7f8e\u56fd\u6df7\u51dd\u571f\u7ed3\u6784\u89c4\u8303ACI318-19\u5173\u4e8e\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u8bbe\u8ba1\u548c\u6784\u9020\u5747\u6709\u91cd\u5927\u4fee\u6539\u548c\u66f4\u65b0\uff0c\u672c\u6587\u5c1d\u8bd5\u53bb\u7406\u89e3\u548c\u5b66\u4e60\u7f8e\u56fd\u89c4\u8303\u7684\u4e00\u4e9b\u7279\u8272\u89c2\u70b9\u3002<\/p>\n<\/blockquote>\n

2019\u5e74\u7248\u300a\u7f8e\u56fd\u6df7\u51dd\u571f\u5efa\u7b51\u7ed3\u6784\u89c4\u8303\u300b\uff08ACI 318-19\uff09\u5bf9\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u8bbe\u8ba1\u548c\u6784\u9020\u8981\u6c42\u8fdb\u884c\u4e86\u8f83\u5927\u4fee\u6539\u3002\u6839\u636e\u300a\u7f8e\u56fd\u8377\u8f7d\u89c4\u8303\u300bASCE\/SEI 7-16\u89c4\u5b9a\uff0c\u6297\u9707\u8bbe\u8ba1\u7c7b\u522b\u4e3aD\u3001E\u3001\u6216 F\u7684\u526a\u529b\u5899\u7ed3\u6784\u3001\u6846\u67b6\u7ed3\u6784\u548c\u53cc\u91cd\u6297\u4fa7\u4f53\u7cfb\u5747\u9700\u8981\u8bbe\u7f6e\u7279\u6b8a\u7ed3\u6784\u5899\uff08 special structural walls<\/strong>\uff09\u3002\u8fd9\u4e9b\u5bf9\u8bbe\u8ba1\u548c\u6784\u9020\u8981\u6c42\u7684\u4fee\u8ba2\uff08\u8be6\u89c1 ACI 318 \u7b2c18.2.6 \u548c 18.10\u8282\uff09\uff0c\u6982\u62ec\u8d77\u6765\u6709\u4ee5\u4e0b\u51e0\u70b9\uff1a<\/p>\n

\uff081\uff09\u5f15\u5165 80 \u7ea7\u548c 100 \u7ea7\u53d8\u5f62\u94a2\u7b4b\uff0c\u4ee5\u62b5\u6297\u5f2f\u77e9\u3001\u8f74\u529b\u548c\u5f2f\u77e9\u7ec4\u5408\u4f5c\u7528\u3001\u526a\u5207\u4f5c\u7528\uff1b<\/p>\n

\uff082\uff09\u5bf9\u7eb5\u5411\u94a2\u7b4b\u7aef\u90e8\u8fde\u63a5\u548c\u62fc\u63a5\u4f4d\u7f6e\u7684\u65b0\u8981\u6c42\uff1b<\/p>\n

\uff083\uff09\u7ec6\u957f\u5899\u80a2\u8fb9\u7f18\u6784\u4ef6\u7eb5\u7b4b\u6700\u5c0f\u914d\u7b4b\u9762\u79ef\u7684\u65b0\u8981\u6c42\uff1b<\/p>\n

\uff084\uff09\u653e\u5927\u7ec6\u957f\u5899\u80a2\u7684\u8bbe\u8ba1\u526a\u529b\u3002<\/p>\n

\uff085\uff09\u5bf9\u5899\u80a2\u7684\u53d8\u5f62\u548c\u4fa7\u79fb\u80fd\u529b\u7684\u65b0\u8981\u6c42\u3002<\/p>\n

\uff086\uff09\u5899\u80a2\u8fb9\u7f18\u6784\u4ef6\u548c\u8179\u677f\u5185\u6c34\u5e73\u94a2\u7b4b\u6784\u9020\u7684\u4fee\u8ba2\u3002<\/p>\n

\uff087\uff09\u5899\u80a2\u8fb9\u7f18\u6784\u4ef6\u4e2d\u7b8d\u7b4b\u6700\u5927\u95f4\u8ddd\u7684\u8981\u6c42\u3002<\/p>\n

1 \u9ad8\u5f3a\u5ea6\u94a2\u7b4b\u7684\u5e94\u7528<\/h4>\n

\u7ecf\u8fc7\u5927\u91cf\u7684\u7814\u7a76\u548c\u63a2\u7d22\uff0c\u66f4\u9ad8\u5f3a\u5ea6\u7684\u94a2\u7b4b\uff08\u5c48\u670d\u5f3a\u5ea6\u4e3a80 000psi\u548c10 000psi\uff09\u5728\u7279\u6b8a\u7ed3\u6784\u5899\u7b49\u94a2\u7b4b\u6df7\u51dd\u571f\u7ed3\u6784\u4e2d\u7684\u5e94\u7528\u6210\u4e3a\u4e86\u53ef\u80fd\u3002\u5bf9\u4e8e\u7279\u6b8a\u7ed3\u6784\u5899\uff0cASTM A706 80 \u7ea7\u548c 100 \u7ea7\u53d8\u5f62\u94a2\u7b4b\u88ab\u7528\u6765\u62b5\u6297\u5f2f\u77e9\u3001\u8f74\u529b\u4ee5\u53ca\u5f2f\u66f2\u548c\u8f74\u5411\u529b\u7684\u7ec4\u5408\u4f5c\u7528\uff0c\u4e5f\u88ab\u7528\u6765\u62b5\u6297\u526a\u5207\u4f5c\u7528\u3002<\/p>\n

\u6839\u636e ACI 318 \u7b2c 19.2.1.1\u6761\uff0c\u5bf9\u4e8e\u5177\u6709 60 \u7ea7\u6216 80 \u7ea7\u94a2\u7b4b\u7684\u7279\u6b8a\u7ed3\u6784\u5899\uff0c\u6df7\u51dd\u571f\u6297\u538b\u5f3a\u5ea6f<\/em> \u2018c\u4e0d\u4f4e\u4e8e 3,000 psi\uff1b\u5bf9\u4e8e\u914d\u7f6e 100 \u7ea7\u94a2\u7b4b\u7684\u5899\u80a2\uff0cf’ c* \u4e0d\u4f4e\u4e8e5,000psi\u3002\u914d\u7f6e100\u7ea7\u9ad8\u5f3a\u94a2\u7b4b\u7684\u7279\u6b8a\u7ed3\u6784\u5899\uff0c\u6df7\u51dd\u571f\u53d7\u538b\u5f3a\u5ea6\u8d8a\u9ad8\uff0c\u94a2\u7b4b\u951a\u56fa\u8d8a\u597d\uff0c\u4e2d\u6027\u8f74\u4e0b\u79fb\uff0c\u4ece\u800c\u63d0\u9ad8\u4e86\u6574\u4f53\u6027\u80fd\u3002<\/p>\n

\"\"<\/figure>
\u5e94\u529b\u5e94\u53d8\u89d2\u5ea6<\/div> <\/center>\n

\u6211\u56fd\u300a\u6df7\u51dd\u571f\u7ed3\u6784\u901a\u7528\u89c4\u8303\u300b(GB55008-2021)\u5f00\u59cb\u91c7\u7528HRB500\u7b49\u9ad8\u5f3a\u94a2\u7b4b\uff0c\u540c\u65f6\u4e5f\u63d0\u9ad8\u4e86\u6700\u4f4e\u6df7\u51dd\u571f\u5f3a\u5ea6\u7684\u8981\u6c42\uff0c\u5927\u6982\u4e5f\u662f\u76f8\u540c\u7684\u9053\u7406\u3002<\/p>\n

\"\"<\/figure>
ACI318-19\u89c4\u8303\u539f\u6587<\/div> <\/center>\n

\u5728\u7279\u6b8a\u7ed3\u6784\u5899\u4e2d\u4f7f\u7528\u9ad8\u5f3a\u5ea6\u94a2\u7b4b\uff0c\u76f8\u6bd4\u91c7\u752860\u7ea7\u94a2\u7b4b\u4f1a\u91c7\u7528\u66f4\u5c11\u6570\u91cf\u7684\u94a2\u7b4b\uff0c\u8fd9\u5c06\u4f1a\u66f4\u65b9\u4fbf\u6d47\u7b51\u6df7\u51dd\u571f\uff0c\u7279\u522b\u662f\u5728\u526a\u529b\u5899\u7684\u8fde\u6881\u4e2d\uff0c\u4e0d\u4ec5\u53ef\u4ee5\u8282\u7ea6\u7ed1\u624e\u94a2\u7b4b\u6d47\u7b51\u6df7\u51dd\u571f\u65f6\u95f4\uff0c\u8fd8\u80fd\u63d0\u9ad8\u73b0\u573a\u6d47\u7b51\u7684\u4fbf\u5229\u6027\u548c\u5bc6\u5b9e\u5ea6\u3002<\/p>\n

\"\"<\/figure>
\u8fde\u6881\u65bd\u5de5\u73b0\u573a\u56fe\u7247<\/div> <\/center>\n

2 \u5bf9\u7eb5\u7b4b\u622a\u65ad\u548c\u642d\u63a5\u4f4d\u7f6e\u7684\u65b0\u8981\u6c42<\/h4>\n

ACI 318-19\u7b2c18.10.2.3\u89c4\u5b9a\u4e86\u7279\u6b8a\u7ed3\u6784\u5899\u7eb5\u7b4b\u622a\u65ad\u548c\u642d\u63a5\u4f4d\u7f6e\u7684\u65b0\u8981\u6c42\uff0c\u89c1\u4e0b\u56fe\u3002<\/p>\n

\"\"<\/figure>
\u7279\u6b8a\u7ed3\u6784\u5899\u7eb5\u7b4b\u8981\u6c42<\/div> <\/center>\n

\u4e0a\u56fe\u4ecb\u7ecd\u4e86\u7eb5\u7b4b\u622a\u65ad\u7684\u8981\u6c42\u3002\u9664\u4e86\u9876\u90e8\u4e4b\u5916\uff0c\u5899\u4f53\u7eb5\u7b4b\u5fc5\u987b\u5728\u7406\u8bba\u622a\u65ad\u4f4d\u7f6e\u4e0a\u65b9\u81f3\u5c11\u5ef6\u4f38 12 \u82f1\u5c3a (3657.6mm)\uff0c\u4f46\u4e0d\u5fc5\u5ef6\u4f38\u8d85\u8fc7\u4e0a\u4e00\u5c42\u697c\u9762\u4ee5\u4e0a\u53d7\u62c9\u957f\u5ea6\"l_d\"\uff0c\"l_d\"\u53ef\u4ee5\u6839\u636e ACI 318-19\u7b2c25.4.2.3 \u6216 25.4.2.4\u6761\u786e\u5b9a\u3002<\/p>\n

\u5bf9\u4e8e\u4fa7\u5411\u8377\u8f7d\u4f5c\u7528\u4e0b\uff0c\u5728\u526a\u529b\u5899\u5e95\u90e8\u53ef\u80fd\u53d1\u751f\u5c48\u670d\u7684\u90e8\u4f4d\uff0c\"l_d\"\u5fc5\u987b\u4e58\u4ee5 1.25\uff0c\u56e0\u4e3a \uff1a(1) \u94a2\u7b4b\u5b9e\u9645\u5c48\u670d\u5f3a\u5ea6\u8d85\u8fc7\u8bbe\u8ba1\u5c48\u670d\u5f3a\u5ea6\"f_y\"\u7684\u53ef\u80fd\u6027\uff1b (2) \u5e94\u53d8\u786c\u5316\u548c\u5faa\u73af\u8377\u8f7d\u7684\u5f71\u54cd\u3002\u4e0e\u4e4b\u524d\u7248\u672c\u7684\u8981\u6c42\u76f8\u6bd4\uff0c\u5c06\u7eb5\u5ef6\u4f38\u81f3\u4e0a\u4e00\u5c42\u4ee5\u4e0a\"l_d\"\u957f\u5ea6\uff0c\u662f\u4e00\u79cd\u66f4\u5b9e\u7528\u7684\u63aa\u65bd\u3002<\/p>\n

\u5bf9\u4e8e\u526a\u529b\u5899\u7ea6\u675f\u8fb9\u7f18\u6784\u4ef6\uff0c\u7eb5\u7b4b\u5e95\u90e8\u642d\u63a5\u4f4d\u7f6e\u4e0d\u5141\u8bb8\u9ad8\u51fa\u4e34\u754c\u622a\u9762\uff08Critical section<\/strong>\uff0c\u94a2\u7b4b\u56e0\u4fa7\u5411\u4f4d\u79fb\u5c48\u670d\u90e8\u4f4d\u622a\u9762) \u4ee5\u4e0a\u5927\u4e8e\u5c42\u9ad8\"h_{sx}\"\u7684\u8ddd\u79bb\uff0c\u4e5f\u4e0d\u5141\u8bb8\u4f4e\u4e8e\u4e34\u754c\u622a\u9762\u4ee5\u4e0b\"l_d\"\u7684\u8ddd\u79bb\uff0c\u5176\u4e2d\"h_{sx}\"\u4e0d\u5e94\u8d85\u8fc7 20 \u82f1\u5c3a\u3002\u4e0a\u56fe\u4e2d\u53ef\u77e5\uff0cACI318-19\u8fd8\u89c4\u5b9a\u4e86\u7ea6\u675f\u8fb9\u7f18\u6784\u4ef6\u7684\u957f\u5ea6\u3002\u5927\u91cf\u8bd5\u9a8c\u7ed3\u679c\u8868\u660e\uff0c\u5f53\u642d\u63a5\u63a5\u5934\u4f4d\u4e8e\u6216\u9760\u8fd1\u4e34\u754c\u622a\u9762\u65f6\uff0c\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u975e\u5f39\u6027\u53d8\u5f62\u80fd\u529b\u663e\u8457\u964d\u4f4e\u3002<\/p>\n

3 \u8fb9\u7f18\u6784\u4ef6\u6700\u5c0f\u914d\u7b4b\u9762\u79ef\u7684\u89c4\u5b9a<\/h4>\n

ACI318-19\u8fd8\u89c4\u5b9a\u4e86\u5899\u80a2\u8fb9\u7f18\u6784\u4ef6\u4ee5\u53ca\u7ec6\u957f\u7ed3\u6784\u5899\uff08\u9ad8\u8de8\u6bd4\"h_w/l_w\" \u5927\u4e8e\u6216\u7b49\u4e8e 2\uff09\u7684\u6700\u5c0f\u914d\u7b4b\u9762\u79ef\uff0c\u4ece\u7ed3\u6784\u5e95\u90e8\u5230\u5899\u7684\u9876\u90e8\uff0c\u6309\u627f\u53d7\u8f74\u529b\u548c\u5f2f\u77e9\u7684\u4e34\u754c\u622a\u9762\u8fdb\u884c\u8bbe\u8ba1\u3002 \u6839\u636e ACI 318\u7b2c18.10.2.4\u6761\uff0c\u8fb9\u7f18\u6784\u4ef6\u6700\u5c0f\u957f\u5ea6\u53d6 \"1.5l_w\" ,\u5e76\u4e14\u5899\u539a\u4e0d\u4f4e\u4e8e\"6 \sqrt{f_{c}^{\prime}} /f_{y}\"\u3002<\/p>\n

\"\"<\/figure>
\u7279\u6b8a\u7ed3\u6784\u5899\u8fb9\u7f18\u6784\u4ef6\u7eb5\u7b4b\u7684\u8981\u6c42<\/div> <\/center>\n

\u4e0a\u56fe\u6240\u793a\u7684\u8981\u6c42\uff0c\u65e8\u5728\u4f7f\u5f97\u526a\u529b\u5899\u5e95\u90e8\u5851\u6027\u94f0\u533a\u5f62\u6210\u5206\u5e03\u826f\u597d\u7684\u4e8c\u6b21\u5f2f\u66f2\u88c2\u7f1d\uff0c\u4ece\u800c\u964d\u4f4e\u8fd9\u4e9b\u4f4d\u7f6e\u94a2\u7b4b\u65ad\u88c2\u7684\u53ef\u80fd\u6027\u3002\u4e34\u754c\u622a\u9762\u5230\u642d\u63a5\u4f4d\u7f6e\u6700\u5c0f\u8ddd\u79bb\u5e94\u4e3a\"l_w\"\u548c\"M_u /{3 V_ u}\" \u4e2d\u7684\u8f83\u5927\u8005\u3002\u5176\u4e2d\uff0c\"M_u\" \u548c\"V_u\"\u5206\u522b\u662f\u4e34\u754c\u622a\u9762\u7684\u5f2f\u77e9\u548c\u526a\u529b\u3002\u4e3a\u4e86\u907f\u514d\u5728\u5851\u6027\u94f0\u533a\u9644\u8fd1\u5f62\u6210\u8584\u5f31\u622a\u9762\uff0c\u4ec5\u4e0d\u8d85\u8fc750%\u7684\u7eb5\u7b4b\u88ab\u5141\u8bb8\u5728\u5899\u7684\u4efb\u610f\u4f4d\u7f6e\u622a\u65ad\u3002<\/p>\n

4 \u653e\u5927\u8bbe\u8ba1\u526a\u529b<\/h4>\n

\u5728 ACI 318-19\u4e4b\u524d\u7248\u672c\u4e2d\uff0c\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u6297\u526a\u627f\u8f7d\u529b\u662f\u6839\u636e \u300a\u7f8e\u56fd\u8377\u8f7d\u89c4\u8303\u300bASCE-7\u4e2d\u89c4\u5b9a\u7684\u5730\u9707\u8377\u8f7d\u5bf9\u7ed3\u6784\u8fdb\u884c\u5f39\u6027\u5206\u6790\u5f97\u5230\u7684\u6700\u5927\u526a\u529b\"V_u\"\uff0c\u8fd9\u4e0e\u57fa\u4e8e\u80fd\u529b\u8bbe\u8ba1\u6cd5\uff08Capacity design<\/strong>) \u5f97\u5230\u7684\u7279\u6b8a\u5f2f\u77e9\u6846\u67b6\u4e2d\u7684\u6881\u3001\u67f1\u548c\u8282\u70b9\u7684\u8981\u6c42\u4e0d\u5339\u914d\u7684\u3002\u6b64\u5916\uff0c\u7531\u4e8e\u5b9e\u9645\u7684\u5730\u9707\u4f5c\u7528\u4e2d\uff0c\u526a\u529b\u53ef\u80fd\u6bd4\u4f7f\u7528 ASCE\/SEI 7 \u8f7d\u8377\u83b7\u5f97\u7684\u526a\u529b\u5927\u5f97\u591a\u3002\u56e0\u6b64\uff0c2019 \u5e74\u4e4b\u524d ACI 318 \u4e2d\u5bf9\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u6297\u526a\u8bbe\u8ba1\u8981\u6c42\u5e76\u4e0d\u80fd\u786e\u4fdd\u5728\u4e34\u754c\u622a\u9762\u526a\u5207\u7834\u574f\u4e4b\u524d\u53d1\u751f\u5ef6\u6027\u5f2f\u66f2\u5c48\u670d\u3002<\/p>\n

ACI 318-19 \u4e2d\u5f15\u5165\u4e86\u65b0\u6297\u526a\u8bbe\u8ba1\u8981\u6c42\u6765\u89e3\u51b3\u8fd9\u4e9b\u95ee\u9898\u3002\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u8bbe\u8ba1\u526a\u529b\"V_e\"\u5fc5\u987b\u6309 ACI 318\u5f0f18.10.3.1\u8ba1\u7b97\u3002<\/p>\n

\u00a0 <\/span> \u00a0 <\/span>\"\\[V_{e}=\\Omega_{v}<\/p>\n

\u5728\u4e0a\u5f0f\u4e2d\uff0c\"\Omega_{v}\"\u662f\u8d85\u5f3a\u7cfb\u6570\uff0c\u5bf9\u4e8e\u9ad8\u957f\u6bd4\"h_{wcs} / l_w 1.5” title=”Rendered by QuickLaTeX.com” height=”19″ width=”104″ style=”vertical-align: -5px;”\/>\u7684\u5899\uff0c\"\Omega_{v}\"\u7b49\u4e8e\"M_{pr} / M_u\"\u548c 1.5 \u4e2d\u7684\u8f83\u5927\u8005\uff1b\u5bf9\u4e8e\u9ad8\u957f\u6bd4\"h_{wcs} / l_w \leq 1.5\"\u7684\u5899\uff0c\"\Omega_{v}=1.0\"\u3002\"h_{wcs}\"\u662f\u4e34\u754c\u622a\u9762\u4e0a\u65b9\u6574\u4e2a\u7ed3\u6784\u5899\u7684\u9ad8\u5ea6\u3002\u5f53\"M_{pr} = 1.25M_n = 1.25M_u /0.9 = 1.4 M_u\"\uff0c\"\Omega_{v}=1.5\"\u3002\u9009\u62e9 1.5 \u7684\u503c\u662f\u56e0\u4e3a\u5728\u7ed3\u6784\u5899\u4e2d\u914d\u7f6e\u7684\u7eb5\u7b4b\u6570\u91cf\uff08\u5bf9\"M_n\"\u6709\u76f4\u63a5\u5f71\u54cd\uff09\u901a\u5e38\u5927\u4e8e\u8ba1\u7b97\u9700\u6c42\u7684\u6570\u91cf\u3002<\/p>\n

\u5047\u5b9a\u7eb5\u7b4b\u4e2d\u7684\u5e94\u529b\u7b49\u4e8e 1.25 f<\/em> y<\/em>\u5e76\u4e14\u5f3a\u5ea6\u6298\u51cf\u7cfb\u6570\u03c6<\/em>\u7b49\u4e8e 1.0\uff0c\u5219\u5899\u80a2\u53ef\u80fd\u6297\u5f2f\u5f3a\u5ea6\"M_{pr}\"\u6839\u636e\u4e34\u754c\u622a\u9762\u5904\u7684\u5899\u4f53\u7279\u6027\u786e\u5b9a\u7684\u3002\u4e34\u754c\u622a\u9762\u5904\u7684\u6298\u51cf\u5f2f\u77e9\"M_u\"\u662f\u6839\u636e \u300a\u7f8e\u56fd\u8377\u8f7d\u89c4\u8303\u300bASCE-7\u5bf9\u7ed3\u6784\u8fdb\u884c\u5f39\u6027\u5206\u6790\u5f97\u5230\u3002\u56e0\u4e3a\"M_{pr}\"\u548c\"M_n\"\u53d6\u51b3\u4e8e\u4e34\u754c\u622a\u9762\u7684\u8f74\u529b\uff0c\u6240\u4ee5\u5fc5\u987b\u4f7f\u7528\u4ea7\u751f\u6700\u5927\u503c\"\Omega_{v}\"\u6761\u4ef6\u6765\u786e\u5b9a\"V_{e}\"\u3002<\/p>\n

\u5bf9\u4e8e\"h_{wcs}/ l_w \ge 2.0\"\u7684\u5899\uff0c\u52a8\u529b\u653e\u5927\u56e0\u5b50\"ω_v\"\u7531 ACI 318 \u5f0f(18.10.3.1.3)\u5f97\u5230 \uff1a<\/p>\n

\"\omega_{v}=\left\{\begin{array}{l}6 \end{array}\right.” title=”Rendered by QuickLaTeX.com” height=”43″ width=”236″ style=”vertical-align: -17px;”\/> \uff081\uff09<\/p>\n

\u5728\u4e0a\u5f0f\u4e2d\uff0c\"n_{s}\"\u662f\u4e34\u754c\u622a\u9762\u4ee5\u4e0a\u697c\u5c42\u6570\uff0c\u4e0d\u5f97\u5c0f\u4e8e\"0.007h_{wcs}\"\uff0c\u8fd9\u4e2a\u9650\u503c\u662f\u6765\u8003\u8651\u5c42\u9ad8\u8f83\u5927\u7684\u5efa\u7b51\u7269\u3002<\/p>\n

\u5bf9\u4e8e\"h_{wcs}/ l_w<2.0\"\u7684\u5899\uff0c\"ω_v=1.0\"\u3002<\/p>\n

\u52a8\u529b\u653e\u5927\u56e0\u5b50\u8003\u8651\u4e86\u591a\u5c42\u5efa\u7b51\u591a\u6a21\u6001\u7684\u54cd\u5e94\u3002\u8003\u8651\u5230\u9ad8\u9636\u6a21\u6001\u53ef\u4ee5\u4f7f\u4fa7\u5411\u529b\u7684\u8d28\u5fc3\u5411\u4e0b\u79fb\u52a8\uff0c\u4ece\u800c\u589e\u52a0\u4e34\u754c\u622a\u9762\u7684\u526a\u529b\u3002<\/p>\n

\u5176\u4e2d\"V_{e}\"\u7531 ACI 318 \u5f0f(18.10.3.1)\u5f97\u5230\uff0c\u5728\u786e\u5b9a\u7ec6\u957f\u7279\u6b8a\u7ed3\u6784\u5899\u7684\u8bbe\u8ba1\u6297\u526a\u5f3a\u5ea6\"\phi V_n\"\u65f6\uff0c\u53d6\"\phi=0.75\"\u3002\"V_{e}\"\u7684\u786e\u5b9a\uff0c\u9664\u4e86\u8d85\u5f3a\u7cfb\u6570\u548c\u52a8\u529b\u653e\u5927\u56e0\u5b50\u5916\uff0c\u8fd8\u5fc5\u987b\u6839\u636eASCE-7 \u7b2c 12.3.4.2 \u6761\u8003\u8651\u5197\u4f59\u5ea6\u03c1\u3002\u5f88\u660e\u663e\uff0c\"V_{e}\"\u53ef\u4ee5\u5927\u4e8e\"V_u\"\uff08\u9ad8\u8fbe 3 \u500d\uff09\uff0c\u8fd9\u5f88\u53ef\u80fd\u9700\u8981\u66f4\u539a\u7684\u5899\u539a\u6216\u914d\u7f6e\u66f4\u591a\u6297\u526a\u94a2\u7b4b\u3002<\/p>\n

5 \u5bf9\u5899\u80a2\u4fa7\u79fb\u80fd\u529b\u7684\u65b0\u8981\u6c42<\/h4>\n

\u6839\u636e ACI 318 -19\u7b2c18.10.6.2\u6761\uff0c\u8bbe\u7f6e\u6709\u8fb9\u7f18\u7ea6\u675f\u6784\u4ef6\u7684\u7ec6\u957f\u7279\u6b8a\u7ed3\u6784\u5899 (\"h_{wcs}/ l_w \ge 2.0\")\uff0c\u5fc5\u987b\u6ee1\u8db3\u65b0\u7684\u4fa7\u79fb\u80fd\u529b\u8981\u6c42\u3002<\/p>\n

\"\frac{\delta_{c}}{h_{w c s}}=\frac{1}{100}\left(4-\frac{1}{50}\left(\frac{\ell_{w}}{b}\right)\left(\frac{c}{b}\right)-\frac{V_{e}}{8 \sqrt{f_{c}^{\prime}} A_{c v}}\right) \geq \frac{1.5 \delta_{u}}{h_{wcs}}\" \uff082\uff09<\/p>\n

\"b \geq \sqrt{\mathbf{0.025} \ell c_{w}}\" \uff083\uff09<\/p>\n

\u5728\u8fd9\u4e9b\u65b9\u7a0b\u4e2d\uff0c\"δ_c\" = \u5899\u9876\u7684\u4f4d\u79fb\u80fd\u529b\uff1b\"b\"= \u5899\u4f53\u53d7\u538b\u9762\u7684\u5bbd\u5ea6\uff1b\"c\" = \u6839\u636e\u5899\u9876\u90e8\u7684\u8bbe\u8ba1\u4f4d\u79fb\"δ_u\"\u65b9\u5411\u4e00\u81f4\u7684\u8f74\u529b\u548c\u5f2f\u77e9\u8ba1\u7b97\u5f97\u5230\u7684\u4e2d\u6027\u8f74\u9ad8\u5ea6\uff1b\"A_{cv}\"= \u5899\u8179\u7684\u603b\u9762\u79ef\u51cf\u53bb\u5f00\u6d1e\u9762\u79ef\u3002<\/p>\n

\"\delta_{c} / h_{w c s}\"\u8868\u793a\u4fa7\u79fb\u80fd\u529b\uff0c\u4e0d\u5c0f\u4e8e0.015\uff0c\u8868\"1.5\delta_{c} / h_{w c s}\"\u793a\u4fa7\u79fb\u9700\u6c42\u3002\u6ee1\u8db3\u8fd9\u79cd\u4fa7\u79fb\u80fd\u529b\u8981\u6c42\u5219\u8868\u793a\u8bbe\u8ba1\u5730\u9707\u4f5c\u7528\u4e0b\u7ed3\u6784\u635f\u574f\u7684\u98ce\u9669\u8f83\u5c0f\u3002\u5bf9\u4e8e\u6ca1\u6709\u7ffc\u7f18\u7684\u5899\uff0c\"b\"\u7b49\u4e8e\u5899\u7684\u539a\u5ea6\u3002\u5982\u679c\"b\"\u968f\"c\"\u53d8\u5316\uff0c\u4f8b\u5982\u5e26\u6709\u7ffc\u7f18\u7684\u5899\u5e94\u4f7f\u7528\"b\"\u7684\u5e73\u5747\u503c\uff0c\u53c2\u8003 ACI 318 \u7b2c 18.10.5.2 \u8282\u4e2d\u5b9a\u4e49\u7684\u6709\u6548\u7ffc\u7f18\u5bbd\u5ea6\u3002\u5f53\"V_{e} / 8 \sqrt{f^{\prime}}{ }_{c} A_{C V}=1.0\"\u4e14 \"\delta_{c} / h_{w c s}=0.015\"\u65f6\uff0c\u53ef\u4ee5\u4ece\u5f0f\uff082\uff09\u63a8\u5bfc\u5f97\u5230\u5f0f\uff082\uff09\u3002<\/p>\n

6 \u6784\u9020\u8981\u6c42<\/h4>\n

\u9488\u5bf9\u7279\u6b8a\u7ed3\u6784\u5899\uff0cACI318-19\u5f15\u5165\u548c\u4fee\u8ba2\u4e86\u4e00\u4e9b\u6784\u9020\uff0c\u5177\u4f53\u53ef\u4ee5\u53c2\u8003\u7b2c 18.10.6.4 \u548c 18.10.6.5 \u6761\u3002\u4e3b\u8981\u4fee\u8ba2\u5982\u4e0b\uff1a<\/p>\n

    \n
  • \u5bf9\u7ea6\u675f\u8fb9\u7f18\u6784\u4ef6\u7684\u6c34\u5e73\u7b4b\u95f4\u8ddd\u9650\u503c\u8fdb\u884c\u4e86\u4fee\u8ba2\uff0c\u5305\u62ec\u5728\u9884\u671f\u5c48\u670d\u533a\u57df\u5185\u5916\u7684 80 \u7ea7\u548c 100 \u7ea7\u6c34\u5e73\u94a2\u7b4b\u6700\u5927\u7ad6\u5411\u95f4\u8ddd\u9650\u503c\u3002<\/li>\n
  • \u89c4\u5b9a\u4e86\u7ea6\u675f\u8fb9\u7f18\u6784\u4ef6\u7684\u7b8d\u7b4b\u5355\u80a2\u7684\u957f\u5ea6\u9650\u503c\u3002\u5982\u679c\u65e0\u6cd5\u6ee1\u8db3\u6b64\u9650\u503c\uff0c\u5219\u5fc5\u987b\u4f7f\u7528\u76f8\u90bb\u7684\u91cd\u53e0\u7b8d\uff0c\u91cd\u53e0\u957f\u5ea6\u81f3\u5c11\u4e3a 6 \u82f1\u5bf8\u548c\u8fb9\u7f18\u6784\u4ef6\u539a\u5ea6\u7684\u4e09\u5206\u4e4b\u4e8c\uff0c\u53d6\u4e24\u8005\u4e2d\u7684\u8f83\u5c0f\u503c\u3002<\/li>\n
  • \u8179\u677f\u7ad6\u5411\u94a2\u7b4b\u5fc5\u987b\u6709\u4fa7\u5411\u652f\u6491\uff0c\u7531\u89d2\u90e8\u6216\u4e24\u7aef\u5e26\u6709\u5f2f\u94a9\u7684\u6c34\u5e73\u7b4b\u63d0\u4f9b\uff0c\u8ddd\u79bb\u4e34\u754c\u622a\u9762\u7684\u4e0a\u4e0b\u8ddd\u79bb\u81f3\u5c11\u4e3a\"l_w\" \u548c\"M_u /4 V_u\"\u4e2d\u7684\u8f83\u5927\u8005\u3002<\/li>\n<\/ul>\n
    \"\"<\/figure>
    \u7279\u6b8a\u7ed3\u6784\u5899\u8fb9\u7f18\u6784\u4ef6\u7684\u6784\u9020\u8981\u6c42<\/div> <\/center>\n
    \"\"<\/figure>
    \u7279\u6b8a\u7ed3\u6784\u5899\u8fb9\u7f18\u6784\u4ef6\u7684\u6784\u9020\u8981\u6c42<\/div> <\/center>\n
    \n

    \u53c2\u8003\u6587\u732e<\/p>\n

    ACI (American Concrete Institute). 2019. Building Code Requirements for Structural Concrete and Commentary<\/em>. ACI 318-19, Farmington Hills, Michigan.<\/p>\n

    American Society of Civil Engineers (ASCE). 2017. Minimum Design Loads and Associated Criteria for Buildings and Other Structures<\/em>, ASCE\/SEI 7-16, Reston, VA.<\/p>\n

    SEAOC Seismology Committee. 2019. \u201cReinforced Concrete Structures.\u201d The SEAOC Blue Book: Seismic Design Recommendations<\/em>, Structural Engineers Association of California, Sacramento, CA.<\/p>\n<\/blockquote>\n

    \u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014\u2014<\/p>\n

    \n

    The 2019 edition of the American Concrete Institute (ACI) 318-19 code has introduced significant revisions and updates to the design and construction requirements for special structural walls. This article aims to understand and explore some of the distinctive perspectives of the American code.<\/p>\n<\/blockquote>\n

    The 2019 edition of the Building Code Requirements for Structural Concrete<\/em> (ACI 318-19) has introduced substantial changes to the design and construction requirements for special structural walls. According to ASCE\/SEI 7-16 Minimum Design Loads for Buildings and Other Structures<\/em>, shear walls, frame systems, and dual lateral force-resisting systems assigned to Seismic Design Categories D, E, or F<\/strong> must incorporate special structural walls<\/strong>. These revised provisions (see ACI 318 Sections 18.2.6 and 18.10) can be summarized as follows:<\/p>\n

      \n
    1. Introduction of Grade 80 and Grade 100 deformed reinforcement to resist flexure, axial load and their combinations, and shear forces;<\/li>\n
    2. New requirements for longitudinal reinforcement cutoff and splice locations;<\/li>\n
    3. Updated minimum longitudinal reinforcement area requirements for boundary elements in slender wall segments;<\/li>\n
    4. Amplification of design shear forces for slender wall segments;<\/li>\n
    5. New requirements for wall segment deformation and drift capacity;<\/li>\n
    6. Revised detailing requirements for horizontal reinforcement within wall web and boundary elements;<\/li>\n
    7. Maximum spacing requirements for transverse reinforcement (ties) in wall boundary elements.<\/li>\n<\/ol>\n

      1 Application of High-Strength Reinforcement<\/h4>\n

      After extensive research and exploration, higher-strength reinforcing bars (with yield strengths of 80,000 psi and 100,000 psi) have become viable for use in reinforced concrete structures such as special structural walls. For special structural walls, ASTM A706 Grade 80 and Grade 100 deformed bars are used to resist bending moments, axial forces, combined bending and axial loads, and shear forces.<\/p>\n

      According to ACI 318 Section 19.2.1.1, for special structural walls with Grade 60 or Grade 80 reinforcement, the specified compressive strength of concrete, f\u2019c<\/em>, shall not be less than 3,000 psi; for walls with Grade 100 reinforcement, f\u2019c<\/em> shall not be less than 5,000 psi. Using high-strength Grade 100 reinforcement in special structural walls allows better anchorage due to higher concrete compressive strength, shifting the neutral axis downward and thus enhancing overall performance.<\/p>\n

      \"Strain<\/figure>
      \nStrain and Stress Angle<\/em><\/p>\n

      China\u2019s General Code for Concrete Structures<\/em> (GB55008-2021) has begun adopting high-strength reinforcement such as HRB500 and also increased the minimum concrete strength requirements, following similar logic.<\/p>\n

      \"Original<\/figure>
      \nOriginal Text from ACI 318-19<\/em><\/p>\n

      Using high-strength reinforcement in special structural walls reduces the number of bars compared to Grade 60 steel, facilitating concrete placement. This is particularly beneficial in coupling beams, where reduced reinforcement improves construction efficiency and concrete consolidation.<\/p>\n

      \"Coupling<\/figure>
      \nCoupling Beam Construction Site<\/em><\/p>\n

      2 New Requirements for Longitudinal Bar Cutoff and Splice Locations<\/h4>\n

      ACI 318-19 Section 18.10.2.3 introduces new requirements for longitudinal bar cutoff and splice locations in special structural walls, as shown in the figure below.<\/p>\n

      \"Longitudinal<\/figure>
      \nLongitudinal Bar Requirements for Special Structural Walls<\/em><\/p>\n

      The figure above illustrates the cutoff requirements for longitudinal bars. Except at the top, wall longitudinal bars must extend at least 12 inches (3657.6 mm) beyond the theoretical cutoff point but need not extend beyond the floor level above by more than the tension development length \"l_d\", which can be determined per ACI 318-19 Sections 25.4.2.3 or 25.4.2.4.<\/p>\n

      For regions where yielding may occur at the base of shear walls under lateral loads, \"l_d\" must be multiplied by 1.25 due to:
      \n(1) the possibility of actual steel yield strength exceeding the design value \"f_y\";
      \n(2) strain hardening and cyclic loading effects. Compared to previous editions, extending bars by \"l_d\" above the upper floor level is a more practical measure.<\/p>\n

      For confined boundary elements in shear walls, splice locations must not be closer than \"l_d\" below the critical section (the section where steel yields due to lateral displacement) nor more than one story height \"h_{sx}\" above it, where \"h_{sx}\" should not exceed 20 feet. As shown in the figure, ACI 318-19 also specifies the length of confined boundary elements. Experimental results show that if splices are located near the critical section, the inelastic deformation capacity of special structural walls is significantly reduced.<\/p>\n

      3 Minimum Reinforcement Area for Boundary Elements<\/h4>\n

      ACI 318-19 also specifies minimum reinforcement area requirements for wall boundary elements and slender structural walls (aspect ratio \"h_w/l_w \geq 2\") from the base to the top of the wall, designed for critical sections under axial load and bending moment. According to ACI 318 Section 18.10.2.4, the minimum boundary element length is \"1.5l_w\", and the wall thickness must be at least \"6\sqrt{f'_c}/f_y\".<\/p>\n

      \"Longitudinal<\/figure>
      \nLongitudinal Bar Requirements for Wall Boundary Elements<\/em><\/p>\n

      The requirements shown in the figure aim to promote distributed secondary flexural cracks at the base plastic hinge zone of shear walls, reducing the risk of steel fracture. The minimum distance from the critical section to the splice location should be the larger of \"l_w\" and \"M_u / (3V_u)\", where \"M_u\" and \"V_u\" are the moment and shear at the critical section. To avoid weak sections near the plastic hinge zone, no more than 50% of longitudinal bars may be cutoff at any location in the wall.<\/p>\n

      4 Amplified Design Shear<\/h4>\n

      Prior to ACI 318-19, the shear strength of special structural walls was based on the maximum shear force \"V_u\" obtained from elastic analysis under seismic loads per ASCE-7. This approach was inconsistent with the capacity design method (Capacity design<\/em>) used for beams, columns, and joints in special moment frames. Moreover, actual seismic shear forces often exceed those calculated using ASCE\/SEI 7 loads. Thus, pre-2019 ACI 318 provisions did not ensure ductile flexural failure before shear failure at critical sections.<\/p>\n

      ACI 318-19 addresses these issues by introducing new shear design requirements. The design shear force \"V_e\" for special structural walls must be calculated using ACI 318 Equation 18.10.3.1:<\/p>\n

      \u00a0 <\/span> \u00a0 <\/span>\"\\[V_{e}<\/p>\n

      In this equation: <\/p>\n

        \n
      • \"\Omega_{v}\" is the overstrength factor. For walls with aspect ratio \"h_{wcs}/l_w 1.5” title=”Rendered by QuickLaTeX.com” height=”19″ width=”104″ style=”vertical-align: -5px;”\/>, \"\Omega_{v}\" is the larger of \"M_{pr}/M_u\" and 1.5; for \"h_{wcs}/l_w \leq 1.5\", \"\Omega_{v} = 1.0\". <\/li>\n
      • \"h_{wcs}\" is the height of the wall above the critical section. <\/li>\n
      • When \"M_{pr} = 1.25M_n = 1.25M_u / 0.9 = 1.4 M_u\", \"\Omega_{v} = 1.5\". The value 1.5 accounts for the fact that the number of longitudinal bars (which directly affects \"M_n\") is typically greater than required.<\/li>\n<\/ul>\n

        Assuming steel stress equals \"1.25f_y\" and strength reduction factor \"\phi = 1.0\", the probable flexural strength \"M_{pr}\" is determined based on wall properties at the critical section. The reduced moment \"M_u\" is obtained from elastic analysis per ASCE-7. Since \"M_{pr}\" and \"M_n\" depend on axial force at the critical section, the condition producing the maximum \"\Omega_{v}\" must be used to determine \"V_e\".<\/p>\n

        For walls with \"h_{wcs}/l_w \geq 2.0\", the dynamic amplification factor \"\omega_v\" is given by ACI 318 Equation (18.10.3.1.3):<\/p>\n

        \u00a0 <\/span> \u00a0 <\/span>\"\\[\\omega_{v} 6 \\end{cases}\\]” title=”Rendered by QuickLaTeX.com”><\/p>\n

        where \"n_s\" is the number of floors above the critical section, not less than \"0.007h_{wcs}\", accounting for buildings with large story heights. For \"h_{wcs}/l_w < 2.0\", \"\omega_v = 1.0\".<\/p>\n

        The dynamic amplification factor considers multi-modal responses in multi-story buildings. Higher modes can shift lateral force centroids downward, increasing shear at the critical section.<\/p>\n

        The design shear strength \"\phi V_n\" for slender special structural walls uses \"\phi = 0.75\". In addition to the overstrength and dynamic factors, \"V_e\" must account for redundancy \"\rho\" per ASCE-7 Section 12.3.4.2. Notably, \"V_e\" can exceed \"V_u\" by up to 3 times, potentially requiring thicker walls or additional shear reinforcement.<\/p>\n

        5 New Requirements for Wall Drift Capacity<\/h4>\n

        According to ACI 318-19 Section 18.10.6.2, slender special structural walls with confined boundary elements (\"h_{wcs}/l_w \geq 2.0\") must satisfy new drift capacity requirements:<\/p>\n

        \u00a0 <\/span> \u00a0 <\/span>\"\\[\\frac{\\delta_c}{h_{wcs}}<\/p>\n

        \u00a0 <\/span> \u00a0 <\/span>\"\\[b<\/p>\n

        In these equations: <\/p>\n

          \n
        • \"\delta_c\" = displacement capacity at wall top; <\/li>\n
        • \"b\" = width of compressed face; <\/li>\n
        • \"c\" = neutral axis depth calculated using axial force and moment at design displacement \"\delta_u\"; <\/li>\n
        • \"A_{cv}\" = gross web area minus openings.<\/li>\n<\/ul>\n

          \"\delta_c/h_{wcs}\" represents drift capacity, which must be at least 0.015. For walls without flanges, \"b\" equals wall thickness. If \"b\" varies (e.g., flanged walls), use the average value per ACI 318 Section 18.10.5.2. Equation (2) ensures low seismic damage risk if satisfied.<\/p>\n

          6 Detailing Requirements<\/h4>\n

          ACI 318-19 introduces revised detailing requirements for special structural walls (see Sections 18.10.6.4 and 18.10.6.5), including:<\/p>\n

            \n
          • Revised maximum spacing limits for horizontal reinforcement in boundary elements, including 80- and 100-grade steel in expected yielding zones;<\/li>\n
          • Maximum single-leg tie length limits for boundary elements. If limits are not met, overlapping ties with at least 6 inches overlap and two-thirds of boundary thickness (whichever is smaller) are required;<\/li>\n
          • Vertical web reinforcement must be laterally supported by hooked or corner horizontal bars, with a minimum distance of the larger of \"l_w\" and \"M_u/(4V_u)\" from the critical section.<\/li>\n<\/ul>\n

            \"Detailing<\/figure>
            \nDetailing Requirements for Wall Boundary Elements<\/em><\/p>\n

            \"Detailing<\/figure>
            \nDetailing Requirements for Wall Boundary Elements<\/em><\/p>\n

            References<\/h4>\n
              \n
            1. ACI (American Concrete Institute). 2019. Building Code Requirements for Structural Concrete and Commentary<\/em>. ACI 318-19, Farmington Hills, Michigan. <\/li>\n
            2. American Society of Civil Engineers (ASCE). 2017. Minimum Design Loads and Associated Criteria for Buildings and Other Structures<\/em>, ASCE\/SEI 7-16, Reston, VA. <\/li>\n
            3. SEAOC Seismology Committee. 2019. “Reinforced Concrete Structures.” The SEAOC Blue Book: Seismic Design Recommendations<\/em>, Structural Engineers Association of California, Sacramento, CA.<\/li>\n<\/ol>","protected":false},"excerpt":{"rendered":"

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