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HomeMy WebLinkAboutB06-0196 Structural Revisions Bulletin 126 01/26/2010Revision Submittals: 1. "Field Set" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re- issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. Permit #(s) information applies to: q , 4d - 0 / 112 1 C� Project Street Address: —� i Z&.ri �=, a Attention: (Number) (Street) (Suite #) Building /Complex Name: _; Contact Inform tion: (.'Revisions () Response to Correction Letter _attached copy of correction letter () Deferred Submittal () Other Description / List of Changes: Company: L I ( -C28) S r r l 'Z- % J Til ir" i C 6 • l� lZ -T F STN /7 -- ,7 - t/3 t" A-�3 P Company Address: S� � �} ) -6 'D z City: �14A� I /►2 I? State: e1 2 Zip: o Contact Name: ,. OcJ �, / 1150 k14 Z: ,2 it- Contact ( Pho ne : 220) c (3, — J S26o t E -Mail 1 A ru Al :) c n.,1 /sJ SU t3 tvt C rJA(_, Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: Plumbing: Electrical: Mechanical: Total (use additional sheet if necessary) __. .... _ . ......... .... Date Received: 01- Jan -10 TRANSMITTAL FORM NISHKIAN MENNINCER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 January 25, 2010 Mr. Martin Haeberle JAN 2 7" 2010 Chief Building Officer TOWN OF VAEL TOWN OF VAIL. 755 Frontage Road Vail, CA 81657 Re: Four Seasons Resort Vail, CO Permit #PRJ03 -0468 Permit #1306 -0196 Bulletin 126 NM Job No. 7083.11 Dear Mr. Haeberle: Mao 1 We are submitting to you this letter, plus attachments, for your approval of the planned repairs for the column slab connections on the above referenced project. These repairs are necessary due to the fact that through non - destructive tests we have discovered that in a few locations the required Decon stud rails, as indicated on the permit documents do not appear to have been installed as specified. To date we have physically reviewed 111 slab - column connections out of the 235 that we have slated for physical inspections. Of these, only five connections appear to have deficiencies. We would like to state that there is a very low probability of the lack or misplacement of the stud rails occurring. It is the current Ownership position to have a thorough investigation continue for this structure. It does appear that there may have been a few construction errors with the stud rails, but this should not invoke in anyone's mind that this is a defective structure. Since, unfortunately, we are lacking some inspection reports, this additional effort has been undertaken only to verify that the product that has been built is in general conformance to the structural design of the slabs. Enclosed with this letter you will find floor plans that identify where stud rails are required for the slab and column connection along with the calculated demand ratios for these connections, and the stud rail identification mark. The schedule for the description of the stud rail layout is also included. Those are attached as full -size drawings noted as Bulletin 126. Although we are still in the process of gathering the information and performing the individual testing of the columns identified on these drawings we are providing you this information for an approval of our repair methods once we find the connections which have apparent stud rail deficiencies. The repair which we anticipate implementing has been identified with the enclosed detail SKS011410 -1 and calculation sheets 1 through 7. 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 Mr. Martin Haeberle Re: Four Seasons, Vail, CO (R January 25, 2010 Page 2 The repair procedure shown on the attached sketch is for the column located at grid lines BB, B4.3 on Floor 7. If it is determined that other locations require repair a similar detail will be used, however the exact repair will be based on the loads associated with that slab column joint, and slight modifications to this detail may be required. Please understand that the information we are providing you is to assist you in understanding the minor inconsistencies we have encountered and, to understand the extraordinary efforts that are being undertaken to resolve those issues. LHN:cp Enclosures LHN012510.hr /CA Cotres. NISHKIAN N GER "i; f.�ULT I N G NIC 'uiJ TUr q #5 DOWELS AT 8' ON CENTER EACH WAY EPDXY WTO SLAB 1" o II f II II 6° 17 ­ - - -I - - -- NEW CAP (5 KSO (2) #5 OUTSIDE —� COLUMN (3) #6 EA WAY THRU COLUMN (2) #4 TIES EJ D O RE / � I i/l/ HI3y ' rF� / i /i . 27781 A. H0 HILL GWIER A "ITECTS 925 AURA STREET PALO ALTO, CA 94301 -2405 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 19CO Fobom Seet, S. Fnw bm CA%103 Tak(415)541 -9477 F- 915)543.5077 2'-9" 2'-9" ,CH WAY EACH AY PROJECT: FOUR SEASONS Vail, Colorado NM PROJ. NO. 7083 ROUGHEN BOTTOM OF SLAB (I /4' AMPITUDE) CHIP DOWN COLUMN 1' ALL AROUND TITLE: STEEL HAIRPIN SHEARHEAD COLUMN BB —B4.3 FLOOR 7 SCALE: - DRAWN BY: - DATE: 1/14/10 SKS SHEET NO: SKS011410 -1 ORIGINAL DOCUMENT SHEET NO: REFERENCE: I; NISHKIAN MENNINGER :ONSULTING& STRUCTURAL ENGINEERS SINCE 191 PROJECT : Vail4 Seasons PAGE: 1200 Folsom Street San Francisco CA. 94103 CLIENT: DESIGN BY: Tel (415) 541 -9477 Fax (415) 543 -5071 JOB NO.: DATE: REVIEW BY: Siab Punching Design Based on ACI 398-05 with drop car) INPUT DATA COLUMN WIDTH COLUMN DEPTH SLAB CONCRETE STRENGTH SLAB THICKNESS DROP CAP / PANEL THICKNESS BAR SIZE AT TOP SLAB TRUSS BARS FACTORED AXIAL LOAD FACTORED BENDING LOAD C, = 16 in C2 = 24 in fc = 5 ksi T = 10 in T = 6 in # 5 0 # 5 each way Pu. Co( = 334 kips M Co( = 120 ft-kips Pu,point d +c' Jco �o FACTORED POINT LOAD Pu, point = 0 kips ` THE PUNCHING DESIGN IS ADEQUATE. Mu - / Pu,col ANALYSIS CHECK PUNCHING CAPACITY FOR COLUMN (ACI 318 -05 SEC. 11.5.7.4, 11.12.1.2, 11.12.6 & 13.5.3.2) Pu - Col 0.5y V Al uxo1 bi f Ov 0(2 +y) +(A,Jl,Sina)l,4p= 212 ksi > v + = 204 ksi 4p where = 0.75 (ACI 318 -05, Section 9.3.2.3) [Satisfactory] R� = ratio of long side to short side of concentrated load = 1.50 d = T + T - 2 (0.5 db) - 2 " cover = 13.875 in b1 = (c + d) = 29.875 in b2 = (c2 + d) = 37.875 in b = 2b + 2b2 = 2(c + d) + 2(c + d) = 135.5 in 1 I Yv =1- 2 1+ Fbj - 0.372 � — J =�61 ��1 +(b ) +3I 1' 11= 14.92 ft' 3' = A � 4 ,40 d = 2.0 (if truss bars used, y must be zero per ACI 11.12.3.1) fl, bo, Ap = bo Cl = 1880 in A = 0 in total 4 sides a = 45 f = 60 ksi CHECK PUNCHING CAPACITY FOR POINT LOAD (ACI 318 -05 SEC. 11.12.1.2, & 11. 12.6) 0Pn. po int = 4¢ f p = 36.2 kips > Pu, point = 0 kips [Satisfactory] b I U L J c' i where m = 0.75 (ACI 318 -05, Section 9.3.2.3 ) d = T - 2" cover - 2 (0.5 do) = 7.375 in bo = d n = 23.17 in A = bo d = 171 in IFS -$4. NISHKIAN MENNINGER IONSULTING B STRUCTURAL ENGINEERS SINCE 191 PROJECT: Vail4 Seasons 1200 Folsom Street, San Francisco CA 94103 CLIENT: Tel: (415) 541 -947 Fax: (415) 543 -5071 JOB NO.: Slab Punching Design Based on ACI 398 -05 INPUT DATA COLUMN WIDTH c = 66 in COLUMN DEPTH c = 66 in SLAB CONCRETE STRENGTH fc = 5 ksi SLAB THICKNESS T = 10 in DROP CAP / PANEL THICKNESS T = 0 in BAR SIZE AT TOP SLAB # 5 TRUSS BARS 0 # 5 each way FACTORED AXIAL LOAD P col = 334 kips FACTORED BENDING LOAD M col = 120 ft -kips FACTORED POINT LOAD Pu, point = 0 kips THE PUNCHING DESIGN IS ADEQUATE. Ar PF- o MyM b' r � I L I J � c Pu,point d +c , Y — t G Q d MU,COI Pu,col ANALYSIS CHECK PUNCHING CAPACITY FOR COLUMN (ACI 318 -05 SEC. 11.5.7.4, 11.12.1.2, 11.12.6 & 13.5.3.2) ¢v ¢(2 +y) f +(,gi,fl,sina)l.gp Pu.col 0 1 ,b1 ucol bt , = 163 ksi > v + = 154 ksi AP J where 0 = 0.75 (ACI 318 -05, Section 9.3.2.3) [Satisfactory] 13. = ratio of long side to short side of concentrated load = 1.00 d = T + T - 2 (0.5 db) - 2 " cover = 7.875 in b = (c1 + d) = 73.875 In b = (c2 + d) = 73.875 in bo = 2b1 + 2b2 = 2(c1 + d) + 2(C2 + d) = 295.5 in 1 Y1 =1– – 0.4 1 +? r 3 J =I a6 [l +rb 1 +3( 2-)]= bj 3 hfN 2.- , 40 d 1.1 Pc bo A = b d = 2327 A = 0 in total 4 sides a = 45 ° f = 60 ksi 102.37 ft" , (if truss bars used, y must be zero per ACI 11.12.3.1) in CHECK PUNCHING CAPACITY FOR POINT LOAD (ACI 318 -05 SEC. 11.12.1.2, & 11. 12.6) �f'rt, po int = 40 f c A p = 36.2 kips > P u. point = 0 DATE: kips [Satisfactory] PAGE: DESIGN BY: REVIEW BY: with drop cap where 0 = 0.75 (ACI 318 -05, Section 9.3.2.3) d = T - 2" cover - 2 (0.5 db) = 7.375 In bo = d n = 23.17 in Ap = bo Cl = 171 in Project Name: General name Specific Data: Specific name Date of execution: January 25, 2010FIle Name: 7th - Right.adm 7rP FLOOR -PRO 2009 180.40 PUNCHING SHEAR STRESS CHECK RESULTS����� Load (nmhinitinrrStrennthlrlaad I narl r)nivl Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio k k -ft ksi ksi ksi ksi Column 1 Corner rr - 21.109 25.163 0.052 0.043 0.095 0.212 0.45 Column 1 Corner ss - 21.109 22.271 0.052 0.010 0.062 0.212 0.29 Column 2 1 Interior I rr - 133.126 50.657 0.140 0.027 0.167 0.214 0.78 Column 2 1 Interior ss - 133.126 -6.913 0.140 0.004 0.144 0.214 0.67 Column 3 Interior rr - 96.142 - 27.778 0.101 0.015 0.116 0.214 0.54 Column 3 Interior ss - 96.142 3.691 0.101 0.002 0.103 0.214 0.48 Column 4 Ede rr - 59.267 24.835 0.097 0.019 0.117 0.212 0.55 Column 4 End ss - 59.267 - 12.104 0.097 0.016 0.114 0.212 0.54 Column 5 Ede rr - 87.471 - 41.974 0.129 0.029 0.158 0.212 0.75 Column 5 End ss - 87.471 34.228 0.129 0.010 0.139 0.212 0.65 Column 6 Interior rr - 213.322 - 82.562 0.224 0.043 0.267 0.214 1.25 Column 6 Interior ss - 213.322 55.510 0.224 0.030 0.254 0.214 1.19 Column 7 Interior rr - 204.271 - 67.330 0.215 0.035 0.250 0.214 1.17 Column 7 Interior ss - 204.271 18.393 0.215 0.010 0.225 0.214 1.05 Column 8 Ede rr - 87.797 - 35.178 0.130 0.024 0.154 0.212 0.73 Column 8 End ss - 87.797 - 16.403 0.130 0.024 0.154 0.212 0.72 Column 9 Interior rr - 96.787 60.596 0.137 0.046 0.183 0.214 0.86 Column 9 Interior ss - 96.787 69.201 0.137 0.054 0.191 0.214 0.89 Column 10 Interior rr - 189.908 79.797 0.257 0.057 0.314 0.214 1.47 Column 10 Interior ss - 189.908 38.375 0.257 0.028 0.285 0.214 1.33 Column 12 Interior rr - 85.383 - 79.730 0.116 0.057 0.172 0.214 0.81 Column 12 Interior ss - 85.383 - 41.384 0.116 0.030 0.146 0.214 0.68 Column 13 Interior rr - 145.726 - 39.080 0.197 0.028 0.225 0.214 1.05 Column 13 Interior ss - 145.726 24.692 0.197 0.018 0.215 0.214 1.01 Column 14 Ede rr - 39.018 -4.015 0.073 0.004 0.077 0.212 0.36 Column 14 End ss - 39.018 36.795 0.073 0.019 0.092 0.212 0.44 Column 15 Ede rr - 71.256 - 50.122 0.133 0.046 0.179 0.212 0.84 Column 15 End ss - 71.256 24.578 0.133 0.010 0.144 0.212 0.68 Column 16 Ede rr - 79.893 25.509 0.149 0.023 0.173 0.212 0.81 Column 16 End ss - 79.893 43.445 0.149 0.005 0.155 0.212 0.73 Column 17 Interior rr - 145.708 2.168 0.197 0.002 0.199 0.214 0.93 Column 17 Interior ss - 145.708 - 34.108 0.197 0.025 0.222 0.214 1.04 Column 18 Interior rr - 115.651 12.067 0.156 0.009 0.165 0.214 0.77 Column 18 Interior ss - 115.651 65.315 0.156 0.048 0.204 0.214 0.96 Column 19 Interior rr 109.802 2.232 0.149 0.002 0.150 0.214 0.70 Column 19 Interior ss - 109.802 - 50.097 0.149 0.037 0.185 1 0.214 0.87 Column 20 Ede rr - 50.011 - 24.235 0.094 0.022 0.116 0.212 0.55 Column 20 End ss - 50.011 8.139 0.094 0.034 0.128 1 0.212 0.60 Column 21 1 Interior I rr 1 - 56.398 1 - 52.094 1 0.093 1 0.048 1 0.141 0.214 1 0.66 email: Supporl@,Adaptsoft.com website: http: / /www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306 -2400 Fax (650) 306 -2401 1 I Project Name: General name Specific Data: Specific name Date of execution: January 25, 2010File Name: 7th - Right.adm FLOOR -PRO 2009 Column 21 Interior ss - 56.398 64.416 0.093 0.058 0.151 0.214 0.71 Column 22 End rr - 62.443 - 43.467 0.117 0.014 0.131 0.212 0.62 Column 22 Ede ss - 62.443 - 42.627 0.117 0.039 0.156 0.212 0.73 Column 23 End rr - 82.060 - 10.426 0.171 0.033 0.205 0.212 0.96 Column 23 Ede ss - 82.060 61.086 0.171 0.063 0.235 0.212 1.11 Column 24 Interior rr - 138.798 42.159 0.188 0.030 0.218 0.214 1.02 Column 24 Interior ss - 138.798 39.240 0.188 0.029 0.217 0.214 1 1.01 Column 25 Interior rr - 141.819 31.963 0.192 0.023 0.215 0.214 1.00 Column 25 Interior ss - 141.819 8.159 0.192 0.006 0.198 0.214 0.93 Column 26 End rr - 62.868 37.067 0.131 0.075 0.206 0.212 0.97 Column 26 Ede ss - 62.868 - 28.896 0.131 0.030 0.161 0.212 0.76 Column 27 End rr - 58.271 - 27.722 0.109 0.000 0.109 0.212 0.52 Column 27 Ede ss - 58.271 51.560 0.109 0.047 0.156 0.212 0.74 Column 28 End rr - 91.062 - 89.813 0.170 0.049 0.219 0.212 1.04 Column 28 Ede ss - 91.062 - 25.527 0.170 0.023 0.194 0.212 0.91 Column 30 End rr - 86.687 - 81.700 0.162 0.043 0.205 0.212 0.97 Column 30 Ede ss - 86.687 3.528 0.162 0.003 0.165 0.212 0.78 Column 31 Corner rr - 36.867 11.481 0.114 0.053 0.168 0.212 0.79 Column 31 Corner ss - 36.867 - 73.181 0.114 0.072 0.187 0.212 0.88 Column 32 Corner rr - 38.119 -2.938 0.118 0.041 0.160 0.212 0.75 Column 32 Corner ss - 38.119 - 43.296 0.118 0.028 0.147 0.212 0.69 Column 33 Ede rr - 45.605 11.599 0.095 0.012 0.107 0.212 0.51 Column 33 End ss - 45.605 - 56.143 0.095 0.036 0.131 0.212 0.62 Column 34 Interior rr - 174.855 -9.707 0.237 0.007 0.244 0.214 1.14 Column 34 Interior ss - 174.855 20.144 0.237 0.014 0.251 0.214 1.17 Column 36 Interior rr - 173.025 - 29.744 0.218 0.019 0.236 0.214 1.11 Column 36 Interior ss - 173.025 -8.438 0.218 0.005 0.223 0.214 1.04 Column 37 Interior rr - 162.090 - 68.990 0.191 0.037 0.228 0.214 1.07 Column 37 Interior ss - 162.090 36.875 0.191 0.020 0.211 0.214 0.99 Column 38 Interior rr - 120.129 - 47.859 0.141 0.026 0.167 0.214 0.78 Column 38 Interior ss - 120.129 27.720 0.141 0.015 0.157 0.214 0.73 Column 39 Interior rr - 146.664 15.810 0.198 0.012 0.210 0.214 0.98 Column 39 Interior ss - 146.664 - 30.743 0.198 0.022 0.220 0.214 1.03 Column 40 Interior rr - 91.174 1.465 0.123 0.001 0.124 0.214 0.58 Column 40 Interior ss - 91.174 77.134 0.123 0.055 0.178 0.214 0.83 Column 41 End rr - 39.670 17.174 0.074 0.002 0.076 0.212 0.36 Column 41 Ede ss - 39.670 51.422 0.074 0.047 0.121 0.212 0.57 Column 42 Corner rr - 37.204 22.777 0.115 1 0.000 0.116 0.212 1 0.55 Column 42 Corner ss - 37.204 - 30.082 0.115 0.010 0.126 0.212 0.59 Column 43 Ede rr - 29.875 -6.031 0.070 0.008 0.079 0.212 0.37 Column 43 End ss - 29.875 6.156 0.070 0.011 0.081 0.212 0.38 Column 44 Interior rr - 66.222 - 32.585 0.090 0.023 0.113 0.214 0.53 Column 44 Interior ss - 66.222 32.200 0.090 0.024 0.113 0.214 0.53 Column 45 Interior rr - 130.300 - 79.074 0.176 0.056 0.232 0.214 1.09 Column 45 Interior ss - 130.300 - 34.047 0.176 0.025 0.201 0.214 0.94 Column 46 Interior rr - 116.962 37.335 0.158 0.027 0.185 0.214 0.86 Column 46 Interior ss - 116.962 21.192 0.158 0.016 0.174 0.214 0.81 Column 47 Interior rr - 138.897 71.750 0.188 0.051 0.239 0.214 1.12 Column 47 Interior ss - 138.897 33.913 0.188 0.025 0.213 0.214 1.00 Column 50 End rr - 24.293 19.237 0.051 0.008 0.058 0.212 0.28 Column 50 Ede ss - 24.293 6.619 0.051 0.007 0.058 0.212 0.27 Column 51 Ede rr - 50.780 20.798 0.106 0.022 0.128 0.212 0.60 Column 51 End ss - 50.780 - 58.079 0.106 0.036 0.141 0.212 0.67 Column 52 Corner rr - 18.320 - 17.890 0.057 0.010 0.067 0.212 0.32 Column 52 Corner ss - 18.320 -2.312 0.057 0.013 0.070 0.212 0.33 Column 53 End rr - 42.680 64.311 0.080 0.047 0.127 0.212 0.60 Column 53 Ede ss - 42.680 37.865 0.080 0.035 0.114 0.212 0.54 Column 54 End rr - 33.861 58.944 0.063 0.045 0.109 0.212 0.51 Column 54 Ede ss - 33.861 - 21.009 0.063 0.019 0.083 0.212 0.39 Column 55 End rr - 52.417 73.014 0.098 0.051 0.149 0.212 0.70 Column 55 Ede ss - 52.417 28.026 0.098 0.026 0.124 0.212 0.58 Column 56 End rr - 34.295 54.104 0.064 0.040 0.104 0.212 0.49 email: Support@Adaptsoft.com website: http: / /www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306 -2400 Fax (650) 306 -2401 44 � / Project Name: General name Specific Data: Specific name Date of execution: January 25, 2010File Name: 7th - Right.adm FLOOR -PRO 2009 Column 56 Ede ss - 34.295 -9.147 0.064 0.008 0.073 0.212 0.34 Column 57 Interior rr - 83.823 8.059 0.113 0.006 0.119 0.214 0.56 Column 57 Interior ss - 83.823 21.084 0.113 0.015 0.129 0.214 0.60 Column 58 End rr - 28.787 - 22.226 0.054 0.038 0.092 0.212 0.43 Column 58 Ede ss - 28.787 -7.154 0.054 0.007 0.060 0.212 0.28 Column 59 End rr - 17.277 - 12.229 0.032 0.022 0.054 0.212 0.26 Column 59 1 Ede ss - 17.277 17.106 0.032 0.016 0.048 0.212 0.23 Column 60 Interior rr - 87.148 -4.281 0.118 0.003 0.121 0.214 0.57 Column 60 Interior ss - 87.148 - 19.007 0.118 0.014 0.132 0.214 0.62 Column 62 End rr - 37.795 39.367 0.079 0.022 0.101 0.212 0.48 Column 62 Ede ss - 37.795 11.011 0.079 0.011 0.090 0.212 0.43 Column 63 End rr - 49.177 55.044 0.103 0.033 0.136 0.212 0.64 Column 63 Ede ss 1 - 49.177 1.080 0.103 0.001 0.104 0.212 0.49 Column 64 End rr - 22.854 13.536 0.054 0.005 1 0.059 0.212 0.28 Column 64 Ede ss - 22.854 1 -1.364 0.054 0.002 1 0.056 0.212 0.26 Load Comb ination: Strength (Dead and Live) Label Condition Axis Factored shear Factored moment Stress due to shear Stress due to moment Total stress Allowable stress Stress ratio Column 21 Interior ss k k -ft ksi ksi ksi ksi 0.96 Column 1 Corner rr - 32.791 21.296 0.081 0.047 0.128 0.212 0.60 Column 1 Corner ss - 32.791 38.824 0.081 0.020 0.101 0.212 0.48 Column 2 Interior rr - 180.869 47.864 0.190 0.026 0.216 0.214 1.01 Column 2 Interior ss - 180.869 1 3.996 0.190 0.002 0.192 1 0.214 0.90 Column 3 Interior rr - 108.412 - 35.308 0.114 0.019 0.133 0.214 0.62 Column 3 Interior ss - 108.412 8.152 0.114 0.004 0.118 0.214 0.55 Column 4 Ede rr - 64.705 26.982 0.106 0.021 0.127 0.212 0.60 Column 4 End ss - 64.705 - 13.914 0.106 0.017 0.124 0.212 0.58 Column 5 Ede rr - 138.602 - 61.869 0.205 0.043 0.247 0.212 1.17 Column 5 End ss - 138.602 80.608 0.205 0.006 0.211 0.212 0.99 Column 6 Interior rr - 353.379 - 130.408 0.372 0.068 0.439 0.214 2.06 Column 6 In r' r ss 3 3 77.540 .37 0.042 0.413 0.214 ' Column 7 Interior rr - 333.865 77 0.351 0.061 0.412 7214 1.93 Column 7 Interior ss - 333.865 - 19.418 0.351 0.010 0.362 0. 4 .69 olumn a rr -14.58 -58.85 0 0.2 0.212 171 Column 8 End ss - 142.258 - 48.925 0.210 0.021 0.231 0.212 1.09 Column 9 Interior rr - 149.607 112.648 0.212 0.085 0.297 0.214 1.39 Column 9 Interior ss - 149.607 86.840 0.212 0.067 0.279 0.214 1.31 Column 10 Interior rr - 263.837 156.702 0.357 0.111 0.468 0.214 2.19 Column 10 Interior ss - 263.837 28.182 0.357 0.021 0.378 0.214 1.77 Column 12 Interior rr - 101.486 - 110.818 0.137 0.079 0.216 0.214 1.01 Column 12 Interior ss - 101.486 - 88.264 0.137 0.065 0.202 0.214 0.95 Column 13 Interior rr - 177.897 - 62.598 0.241 0.044 0.285 0.214 1.33 Column 13 Interior ss - 177.897 53.301 0.241 0.039 0.280 1 0.214 1.31 Column 14 Ede rr - 43.905 - 10.091 0.082 0.009 0.091 0.212 0.43 Column 14 End I ss - 43.905 34.448 0.082 0.014 0.096 0.212 0.45 Column 15 Ede I rr - 94.539 - 70.720 0.177 0.065 0.241 0.212 1.14 Column 15 End ss - 94.539 25.276 0.177 0.021 0.198 0.212 0.93 Column 16 Ede rr - 100.268 52.187 0.188 0.048 0.235 0.212 1.11 Column 16 End ss - 100.268 51.044 0.188 0.003 0.191 0.212 0.90 Column 17 Interior rr - 178.292 6.178 0.241 0.004 0.246 0.214 1.15 Column 17 Interior ss 1 - 178.292 - 22.993 0.241 0.017 0.258 0.214 1.21 Column 18 Interior rr - 171.890 13.418 0.233 0.010 0.242 0.214 1.13 Column 18 Interior ss - 171.890 50.670 0.233 0.037 0.270 0.214 1.26 Column 19 Interior rr - 126.249 -4.608 0.171 0.003 0.174 1 0.214 0.81 Column 19 Interior ss - 126.249 - 57.752 0.171 0.042 0.213 0.214 1.00 Column 20 Ede rr - 62.259 - 44.926 0.116 0.041 0.158 0.212 0.74 Column 20 End ss - 62.259 1 7.310 1 0.116 0.040 0.156 0.212 0.74 Column 21 Interior rr 1 - 75.001 - 40.312 0.123 0.037 0.161 0.214 0.75 Column 21 Interior ss - 75.001 91.634 0.123 0.082 0.206 0.214 0.96 Column 22 End rr 1 - 78.151 - 51.101 0.146 0.015 0.161 0.212 0.76 Column 22 Ede ss 1 - 78.151 - 61.213 0.146 0.056 0.202 0.212 0.95 email: Supporl@Adaptsoft.com website: http: / /www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306 -2400 Fax (650) 306 -2401 3 Project Name: General name Specific Data: Specific name Date of execution: January 25, 2010File Name: 7th - Right.adm FLOOR -PRO 2009 Column 23 End rr - 91.093 - 13.944 0.190 0.035 0.225 0.212 1.06 Column 23 Ede ss - 91.093 68.516 0.190 0.071 0.261 0.212 1.23 Column 24 Interior rr - 180.576 50.616 0.244 0.036 0.280 0.214 1.31 Column 24 Interior ss - 180.576 81.176 0.244 0.059 0.304 0.214 1.42 Column 25 Interior rr - 181.876 40.376 0.246 0.029 0.275 0.214 1.29 Column 25 Interior ss - 181.876 - 33.279 0.246 0.024 0.270 0.214 1.27 Column 26 End rr - 75.111 60.393 0.157 0.107 0.263 0.212 1.24 Column 26 1 Ede ss - 75.111 - 30.761 0.157 0.032 0.189 0.212 0.89 Column 27 End rr - 76.426 - 27.332 0.143 0.010 0.153 1 0.212 0.72 Column 27 Ede ss - 76.426 76.020 0.143 0.069 0.212 0.212 1.00 Column 28 End rr - 122.261 - 105.250 0.229 0.050 0.278 0.212 1.31 Column 28 Ede ss - 122.261 - 34.165 0.229 0.031 0.260 0.212 1.23 Column 30 End rr - 111.324 1 - 104.062 0.208 0.054 0.262 0.212 1.24 Column 30 Ede ss - 111.324 -0.253 0.208 0.000 0.208 0.212 0.98 Column 31 Corner rr - 46.972 11.011 0.146 0.062 0.208 0.212 0.98 Column 31 Corner ss - 46.972 - 101.208 0.146 0.104 0.249 0.212 1.18 Column 32 Corner rr - 41.080 -1.791 0.127 0.042 0.170 0.212 0.80 Column 32 Corner ss 41.080 - 53.898 0.127 0.041 0.168 0.212 0.79 Column 33 Ede rr - 60.436 6.916 0.126 0.007 0.133 0.212 0.63 Column 33 End ss - 60.436 - 79.361 0.126 0.053 0.179 0.212 0.85 Column 34 Interior rr - 211.103 - 34.609 0.286 0.025 0.311 0.214 1.46 Column 34 Interior ss - 211.103 24.080 0.286 0.017 0.303 0.214 1.42 Column 36 Interior rr - 209.977 - 65.129 0.264 0.041 0.305 0.214 1.43 Column 36 Interior ss - 209.977 - 11.968 0.264 0.007 0.272 0.214 1.27 Column 37 Interior rr - 197.689 - 121.631 0.233 0.066 0.299 0.214 1.40 Column 37 Interior ss - 197.689 51.803 0.233 0.028 0.261 0.214 1.22 Column 38 1 Interior rr - 163.025 - 90.506 0.192 0.049 0.241 0.214 1.13 Column 38 Interior ss - 163.025 26.260 0.192 0.014 0.206 0.214 0.97 Column 39 Interior rr - 168.729 17.229 0.228 0.013 0.241 0.214 1.13 Column 39 Interior ss - 168.729 - 36.111 0.228 0.026 0.254 0.214 1.19 Column 40 Interior rr - 103.977 0.974 0.141 0.001 0.141 0.214 0.66 Column 40 Interior ss - 103.977 93.825 0.141 0.067 0.207 0.214 0.97 Column 41 End rr - 45.349 26.056 0.085 0.005 0.089 0.212 0.42 Column 41 Ede ss - 45.349 60.994 0.085 0.056 0.141 0.212 0.66 Column 42 Corner rr - 41.873 28.909 0.130 0.005 0.135 0.212 0.64 Column 42 Corner ss - 41.873 1 - 37.130 1 0.130 0.016 0.146 0.212 0.69 Column 43 Ede rr - 33.845 -5.417 0.080 0.007 0.087 0.212 0.41 Column 43 End ss - 33.845 7.892 0.080 0.011 0.090 0.212 0.43 Column 44 Interior rr - 78.773 - 36.596 0.107 0.026 0.133 0.214 0.62 Column 44 Interior ss - 78.773 41.066 0.107 0.030 0.137 0.214 0.64 Column 45 Interior rr - 152.468 - 85.609 0.206 0.061 0.267 0.214 1.25 Column 45 Interior ss - 152.468 - 36.815 0.206 0.027 0.233 0.214 1.09 Column 46 Interior rr - 149.962 62.249 0.203 0.044 0.247 0.214 1.16 Column 46 Interior ss - 149.962 26.191 0.203 0.019 0.222 0.214 1.04 Column 47 Interior rr - 176.543 102.167 0.239 0.073 0.311 0.214 1.46 Column 47 Interior ss - 176.543 42.125 0.239 0.031 0.270 0.214 1.26 Column 50 End rr - 32.719 34.517 0.068 0.020 0.088 0.212 0.41 Column 50 Ede ss - 32.719 2.405 0.068 0.002 0.071 0.212 0.33 Column 51 Ede rr - 58.003 23.943 0.121 0.025 0.146 0.212 0.69 Column 51 End ss - 58.003 - 69.806 0.121 0.044 0.165 0.212 0.78 Column 52 Corner rr - 20.296 - 23.389 0.063 0.017 0.080 0.212 0.38 Column 52 Corner ss - 20.296 -5.124 0.063 0.011 0.074 0.212 0.35 Column 53 End rr - 49.015 79.804 0.092 0.060 0.152 0.212 0.72 Column 53 Ede ss - 49.015 46.248 0.092 0.042 0.134 0.212 0.63 Column 54 End rr - 41.325 76.065 0.077 0.060 0.137 0.212 0.65 Column 54 Ede ss - 41.325 - 27.188 0.077 0.025 0.102 0.212 0.48 Column 55 End rr - 63.102 95.094 0.118 0.069 0.187 0.212 0.88 Column 55 Ede ss - 63.102 34.565 0.118 0.032 0.150 0.212 0.71 Column 56 End rr - 40.207 68.169 0.075 0.052 0.127 0.212 0.60 Column 56 Ed a ss - 40.207 - 11.576 0.075 0.011 0.086 0.212 0.40 Column 57 Interior rr - 92.566 4.447 0.125 0.003 0.128 0.214 0.60 Column 57 Interior I ss - 92.566 27.987 0.125 0.021 0.146 0.214 0.68 email: Support@,Adaptsoft.com website: http: / /www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306 -2400 Fax (650) 306 -2401 4 Project Name: General name Specific Data: Specific name Date of execution: January 25, 2010 File Name: 7th - Right.adm FLOOR -PRO 2009 Column 58 End rr - 33.153 - 18.948 1 0.062 0.037 0.099 0.212 0.47 Column 58 Ede ss - 33.153 -8.368 0.062 0.008 0.070 0.212 0.33 Column 59 End rr - 20.617 -9.186 0.039 0.020 0.059 0.212 0.28 Column 59 Ede ss - 20.617 19.562 0.039 0.018 0.056 0.212 0.27 Column 60 Interior rr - 96.358 -6.531 0.130 0.005 0.135 0.214 0.63 Column 60 Interior ss - 96.358 - 22.711 0.130 0.017 0.147 0.214 0.69 Column 62 End rr - 46.012 46.022 0.096 1 0.025 0.121 0.212 0.57 Column 62 Ede ss - 46.012 17.881 0.096 1 0.019 0.115 0.212 0.54 Column 63 End rr - 59.087 65.140 0.123 1 0.039 0.162 0.212 0.76 Column 63 Ede ss - 59.087 -4.739 0.123 0.005 0.128 0.212 0.60 Column 64 End rr - 26.350 20.609 0.062 0.013 0.075 0.212 0.36 Column 64 Ede ss 1 - 26.350 -2.223 0.062 0.003 0.065 0.212 0.31 Legend: CONDITION ..... (a)=Program does not check for this column. No result! email: Support@,Adaptsoft.com website: http: / /www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306 -2400 Fax (650) 306 -2401 5 LL-1 CD L� L w L� L L� CD z W z CD z L� L L� L CD 0 L� L CD U 0 CD 0 L� L 0 L� L Q _ 0 L� L m CD z Q Q L� L Q L� L 0 z L� L L� L z z L� L L� L L� CD CD 0 L� L M _ z 0 z Q Q z CD LLJ L� L _ z CD z L� L L� L z -C _ -C -C L� L C z L� L 0 z -C z C 0 -C I. GENERAL III. CONCRETE REINFORCING STEEL (CONT'D) 1 . THESE GENERAL NOTES APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. 1 . ALL CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318, 2002. 9. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER, BUT NOT LESS THAN ONE 1 BAR DIAMETER UNLESS USE MIXES WITH MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM AND O 2. ALL CONSTRUCTION, TESTING AND INSPECTION SHALL CONFORM TO THE REBAR CLEARANCES TO BE ENCOUNTERED. (SEE A.C.I.) OTHERWISE NOTED: INTERNATIONAL BUILDING CODE 2003 EDITION AND THE LOCAL BUILDING CODE. A. CONCRETE CAST AND PERMANENTLY 2. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED EXPOSED TO EARTH (NOT FORMED) 3 AND REVIEWED BY THE OWNER'S TESTING LABORATORY. RESPONSIBILITY FOR 3. ALL DETAILS ARE TYPICAL. FOR CONDITIONS NOT SPECIFICALLY SHOWN, OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S. B. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER: PROVIDE DETAILS SIMILAR TO THOSE SHOWN, SUBJECT TO REVIEW. SUBMIT TEST DATA ON EACH PROPOSED MIX FOR REVIEW. #6 THROUGH #11 BARS 2" # BARS W31 OR D31 WIRE AND SMALLER 1 1/2» 4. VERIFY ALL EXISTING FEATURES AND CONDITIONS (DIMENSIONS, ELEVATIONS, ETC.) UPON WHICH THESE DRAWINGS RELY. 3. CONCRETE SHALL HAVE THE FOLLOWING 28 -DAY STRENGTHS (AT POST- TENSIONED DECK) 1" (MINIMUM F'C): ( HARDROCK CONCRETE 145 PCF U.O.N.) C. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH THE 5. OMISSIONS OR DISCREPANCIES BETWEEN THE VARIOUS ELEMENTS OF THE GROUND: CONTRACT DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE MAT FOOTING 4,000 PSI STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK. SLABS AND WALLS 1 SPREAD FOOTING AND GRADE BEAM: 3,000 PSI BEAMS AND COLUMNS: PRIMARY SLAB ON GRADE (INTERIOR): 3,000 PSI REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL PERMITS FOR WORK 000 PSI SHOWN ON THESE DRAWINGS AND ANY SHORING, UNDERPINNING, BRACING OR STRUCTURAL SLAB (NON P.T.): 4, . BASEMENT RETAINING WALL AND BEARING WALL: SEE SCHED D. FOUNDATION OR WALL CAST NOT SCAFFOLDING REQUIRED TO COMPLETE THIS WORK. EXPOSED TO EARTH (WITH WATERPROOFING) 1 P.T. SLAB: 5,000 PSI 7. SEE ARCHITECTURAL DRAWINGS FOR ITEMS AND /OR DETAILS NOT SHOWN ON P.T. TRANSFER BEAM: 6,000 PSI 0 PROVIDE ADDITIONAL COVER AS REQ'D FOR FIRE RATING STRUCTURAL DRAWINGS. COORDINATE ARCHITECTURAL WORK WITH THE COLUMN: 5,000/6,000/6,500 PSI (IBC TABLE 720.1) STRUCTURAL WORK. OPENINGS IN FLOORS, BEAMS, OR JOISTS LARGER THAN CONCRETE SHEAR WALL: SEE SCHED. 3 10. ALL PREVIOUS NOTES APPLY TO MASONRY REINFORCING ALSO. THOSE SHOWN ON TYPICAL DETAILS OF STRUCTURAL DRAWINGS SHALL BE ANY CONC. EXPOSED TO WEATHER MIN. 4,750 PSI REVIEWED BY STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK. 11. ALL SLABS ON EARTH SHALL HAVE JOINTS INSTALLED TO PROVIDE 8. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE 4. SCHEDULING OF WORK MAY REQUIRE DESIGN STRENGTH IN SHORTER APPROXIMATELY 20 -FOOT SQUARES, UNLESS DETAILED OTHERWISE ON THE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE PERIODS OF TIME (LESS THAN 28 DAYS). PLANS. WHERE CONCRETE POURS ARE STOPPED, THE JOINT SHALL BE ADEQUATE SHORING, BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, 5. PORTLAND CEMENT SHALL CONFORM TO A.S.T.M. C -150 TYPE II, FORMED PER TYPICAL CONSTRUCTION JOINT DETAIL. STATE AND LOCAL SAFETY ORDINANCES. LOW ALKALI. MAXIMUM WATER- CEMENT RATIO NOT TO EXCEED 0.45 12. UNLESS DETAILED OTHERWISE, REINFORCING STEEL IN CONTINUOUS BEAMS 6. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL AND SPANDRELS SHALL HAVE THE TOP STEEL SPLICED AT MID -SPAN AND 9. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS PER SPECIFICATIONS TO THE REQUIREMENTS AND TESTS OF A.S.T.M. C -33 AND PROJECT THE BOTTOM STEEL SPLICED OVER SUPPORTS (30 DIA. MIN.). ARCHITECT FOR REVIEW PRIOR TO FABRICATION. AT DISCONTINUOUS ENDS, THE TOP STEEL SHALL BE BENT DOWN 12 DIA. SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY WITH PERMISSION OF THE STRUCTURAL ENGINEER. USE COARSE AGGREGATE FOR STRUCTURAL OR 12" MIN., WHICHEVER IS GREATER. SEE DETAILS OR SCHEDULE. 10. AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE SUPERIMPOSED SLAB AND SLAB ON GRADE CONSTRUCTION. CONSTRUCTION LOADS BE GREATER THAN SPECIFIED DESIGN LIVE LOADS, PROVIDE LOW SHRINKAGE AGGREGATE FOR ALL POST- TENSIONED CONCRETE SLAB 13. REINFORCE ALL ARCHITECTURAL CONCRETE WITH WELDED WIRE FABRIC: WITHOUT ANY SHORING. MAX. DRYING SHRINKAGE SHOULD BE 0.04% 6X6 W1.4XW1.4 MINIMUM, U.O.N. 7. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO A.S.T.M. 11. DESIGN LIVE LOADS: C -330. V. STRUCTURAL STEEL A. BASIC SNOW LOAD (SEE BELOW) 8. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED AND B. CONDO UNIT FLOOR LOAD 40 PSF (REDUCIBLE) CLEAN BEFORE NEW POUR. +15 PSF PARTITION LOCATION TO BE APPROVED BY THE STRUCTURAL ENGINEER. 1. STEEL USAGE: A. NON -FRAME COLUMNS: C. KITCHEN, BALLROOM 100 PSF (NON- REDUCIBLE) 9, ALL CONCRETE TO BE REINFORCED UNLESS SPECIFICALLY NOTED "NOT ASTM A572, GRADE 50 D. CORRIDORS & STAIRS 100 PSF (NON- REDUCIBLE) REINFORCED . REINFORCING AND STIFFENER PLATES: E. PARKING 40 PSF (NON REDUCIBLE) 0 ASTM A36 F. COURT /LOADING DOCK 250 PSF 10. MAXIMUM SLUMP SHALL BE FOUR INCHES, UNLESS NOTED OTHERWISE. G. STORAGE 125 PSF (NON- REDUCIBLE) B N ASTM A572, BEAM A ND GIRDERS: H. MECHANICAL FLOOR 70 PSF + EQUIPMENT WEIGHT 11. GROUT UNDER BASE PLATES, SILL PLATES, ETC. (8,000 PSI MIN.) GRADE 12. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED 30% OF SLAB C. FRAME BEAMS: U.O.N. ASTM A992 (OR ASTM A913), GRADE 50. 12. DESIGN LATERAL LOADS: THICKNESS, AND SHALL BE PLACED FOUR DIAMETERS MINIMUM APART, FRAME COLUMNS: U.O.N. ASTM A992 (OR ASTM A913), GRADE 50. SEISMIC: PER IBC 2003 EDITION UNLESS SPECIFICALLY DETAILED OTHERWISE. ALL CONTINUITY PLATES /COVER PLATES AND STIFFENER PLATES TO MATCH FRAME BEAM OR FRAME COLUMN GRADE. R = 4.5 13. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE D. SHEAR TABS: ASTM A572, G50. SITE CLASS: C SEISMIC USE GROUP: I FORMED WITH A 3/4" CHAMFER, UNLESS OTHERWISE NOTED ON SEISMIC DESIGN CATEGORY: B E. TUBE: ASTM A500, GRADE B, Fy = 46 KSI. ARCHITECTURAL DRAWINGS. F. PIPE: ASTM A53, GRADE B SEISMIC COEFFICIENT: V = 0.026 W MAXIMUM DRIFT: pa- 0.02H 14. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE THAT G. BEAM PENETRATION REINFORCING: TO MATCH BEAM GRADE, ALL EMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY U.O.N. LOCATED AND SECURELY TIED IN PLACE. H. BASE PLATES: WIND: 90 MPH EXPOSURE B LESS THAN OR EQUAL TO 4 ": A572, GRADE 50 CLADDING DESIGN LOAD: 28 PSF 15. SUBMIT LOCATION PLAN FOR ALL PROPOSED JOINTS NOT INDICATED ON OVER 4" TO 6 ": A572, GRADE 42 13. DESIGN SNOW LOADS: DRAWINGS FOR APPROVAL PRIOR TO WORK. I. BOLTS ASTM A325 -X TYPICAL U.O.N. SEE ALSO DETAILS OR SCHEDULES PITCH < 4 IN 12 100 PSF 16. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF CONCRETE PITCH >= 4 IN 12 80 PSF FROM FROZEN BEFORE CURED WHEN POURED IN COLD WEATHER. J. SHEAR CONNECTOR (WELDED STUD): ASTM A108 17. MAXIMUM LENGTH OF WALL POUR IN EACH DIRECTION SHALL BE 60 FEET. 15. THE CONCRETE FLAT SLAB HAVE BEEN DESIGNED IN ACCORDANCE WITH DEFLECTION LIMITATIONS UNLESS APPROVED BY THE STRUCTURAL ENGINEER. K. ANCHOR BOLTS AT FRAMES : ASTM A572 GRADE 50 PER ACI. PROVIDE LEVELING MATERIAL AS REQUIRED PRIOR TO INSTALLATION OF FLOORS, WALLS ANCHOR BOLTS AT NON -FRAME COLUMN : ASTM A36 AND FINISHES TO ACCOUNT FOR ALLOWABLE DEFLECTION. 18. DIMENSIONS SHOWN OR NOT SHOWN ON PLANS REGARDING CURBS, SLOPES AND DEPRESSED AREAS AT CONCRETE SLABS SHALL BE 16. GENERAL CONTRACTOR SHALL PROVIDE FOR CRACK CONTROL MEASURES AS REQUIRED. PROVIDE 2. ALL STRUCTURAL STEEL TO BE DETAILED, FABRICATED AND ERECTED IN VERIFIED WITH ARCHITECTURAL DRAWINGS BEFORE POURING CONCRETE. UNIT COST FOR 2000 FEET OF EPDXY INJECTION TO BE PLACED AT DIRECTION OF OWNER'S ACCORDANCE WITH A.I.S.C. SPECIFICATIONS, LATEST EDITION REPRESENTATIVE. PLACEMENT MAY OCCUR BETWEEN 90 AND 270 DAYS AFTER CONCRETE IS 19. ALL HORIZONTAL CONSTRUCTION JOINTS IN WALLS SHALL HAVE SURFACE OF POURED. CONCRETE THOROUGHLY ROUGHED TO PROVIDE EXPOSURE OF AGGREGATE TO 3. ALL WELDING TO CONFORM TO A.W.S. AND TO BE PERFORMED BY MINIMUM DEPTH OF 1/4" PRIOR TO POURING CONCRETE AGAINST SURFACE. CERTIFIED WELDERS. 4. ALL BUTT WELDS ARE TO BE COMPLETE PENETRATION U.O.N. ALL FILLET WELDS SHOWN ARE MINIMUM REQUIRED BY STRESS. INCREASE WELDS TO A.I.S.C. MINIMUM SIZES BASED ON THICKNESS OF MATERIAL JOINED IV. REINFORCING STEEL . FOUNDATION U.O.N. 1. ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH 5. WELDING ELECTRODE - E70XX U.O.N. 1. FOUNDATION DESIGN IS BASED ON SOIL REPORTS BY HP GEOTECH JUNE 22, 2005 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318 EXCEPT THAT E70XX -T4 SHOULD NOT BE USED LATEST APPROVED EDITION), AND THE "ACI DETAILING MANUAL" AS SEE ALSO FRAME CONNECTION DETAILS FOR REQUIREMENT OF WELD METAL. MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS. 6. STEEL FABRICATOR TO SUBMIT WELDING PROCEDURE TO OWNER'S 2. GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND /OR ADEQUACY OF ALL 2. REINFORCING STEEL TO BE ASTM A615, GRADE 60 DEFORMED BARS, TESTING AGENCY AND THE ARCHITECT FOR REVIEW BEFORE FABRICATION. SUBGRADES, FILLS AND BACKFILLS BEFORE PLACEMENT OF FOOTINGS, SLABS, GRADE 40 FOR #3 UNLESS NOTED. WELDED WIRE FABRIC TO BE ASTM FILLS AND BACKFILLS, ETC. A185. ASTM A706 AT SHEAR WALL BOUNDARY ELEMENT (TRIM BARS), 3. SIDES OF FOUNDATIONS SHOWN STRAIGHT ARE FORMED. FOUNDATIONS POURED LATERAL FRAME ELEMENT AND WHERE WELDING IS REQUIRED. 7. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS OR GRID LINES U.O.N. AGAINST THE EARTH AT CONTRACTOR'S OPTION REQUIRE THE FOLLOWING 3. NOT USED PRECAUTIONS: SLOPE SIDES OF EXCAVATIONS AS APPROVED BY SOILS ENGINEER AND BE RESPONSIBLE FOR CLEANUP OF SLOUGHING BEFORE, 8. ALL DETAILS ARE TYPICAL. FOR CONDITIONS NOT SPECIFICALLY SHOWN, DURING AND AFTER PLACING CONCRETE. INCREASE FOOTING DIMENSION BY 2 CONTRACTOR SHALL APPLY SIMILAR CONCEPT OR INTENT TO DETAIL THOSE CONDITIONS AND SUBMIT FOR REVIEW AND APPROVAL INCHES MINIMUM. 4. ALL LAP SPLICES SHALL BE CLASS B SPLICE AND 2' -0" MINIMUM UNLESS 4. CONTRACTOR TO PROVIDE FOR DE- WATERING OF EXCAVATION FOR EITHER OTHERWISE NOTED ON SCHEDULE. MAINTAIN 1 -1/2" CLEAR MINIMUM 9. THE CONTRACTOR SHALL SUPPLY SURVEY INFORMATION TO THE SURFACE WATER, GROUND WATER OR SEEPAGE, IF REQUIRED. BETWEEN PARALLEL BARS. ARCHITECT SHOWING BOTH VERTICAL AND HORIZONTAL CONTROL FOR EVERY TIER. NOTIFY THE ARCHITECT IMMEDIATELY IF THE DIFFERENCE DESIGN WATER TABLE= 8140.00 to 8135.00 5. ALL REINFORCING STEEL AND EMBEDMENTS TO BE HELD SECURELY IN BETWEEN THE ACTUAL ELEVATIONS AND THE THEORETICAL ELEVATIONS PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS EXCEEDS THE TOLERANCE PERMITTED BY AISC SPECIFICATIONS. 5. BACKFILL OVER- EXCAVATED FOOTINGS WITH LEAN CONCRETE SUBJECT TO ALLOW WALKING ON REINFORCEMENT. NO BRICK OR POROUS TO APPROVAL OF GEOTECHNICAL ENGINEER. MATERIAL SHALL BE USED TO SUPPORT REINFORCING. 10. TOP OF STEEL AT BEAMS FRAMING INTO SLOPING MEMBERS 6. NO CONCRETE SHALL BE POURED IN ANY FOUNDATION UNTIL EXCAVATION 6. WELDING OF REINFORCING IS ALLOWED ONLY WHERE SPECIFIED SHALL BE FRAMED FLUSH WITH TOP OF STEEL OF SLOPING MEMBER - TYPICAL U.O.N. HAS BEEN INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER. ON DRAWING. USE GRADE A706 AS REQ'D. 11. BOLT HOLES FOR MACHINE BOLTS SHALL BE NO MORE THAN 1/16" 7. SOIL BEARING CAPACITY: OVERSIZE, U.O.N. WHERE OVERSIZED HOLE REQUIRED, PROVIDE 7. REINFORCEMENT SHALL BE PLACED IN RELATIVE POSITION SHOWN ON 5 / 16 "X3 "X3" PLATE WASHER WELDED TO THE STRUCTURAL MEMBER. THE DRAWINGS. NO SPLICES IN REINFORCING WILL BE PERMITTED DL +LL: 4,000 PSF UNLESS SHOWN ON THE STRUCT. DRAWINGS OR APPROVED BY ENG'R. 12. ALL STEEL MEMBERS CONNECTING TO OR SUPPORTING WOOD FRAMING DL +LL +W /E: 5,300 PSF SHALL HAVE 1/2" DIAMETER THREADED STUDS AT 24" ON CENTER TYPICAL, 8. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF WALL U.O.N. OR COLUMN REINFORCEMENT. EXTEND DOWELS LAP SPLICE LENGTH INTO WALL OR COLUMN AND TERMINATE WITH STANDARD HOOK 3" ABOVE 13. CONTRACTORS SHALL SUBMIT DETAILED SHOP DRAWINGS PER 8. STEP CONTINUOUS FOOTINGS AT VARYING ELEVATIONS PER TYPICAL DETAIL. BOTTOM OF FOOTING, UNLESS NOTED OTHERWISE. PROVIDE CONTINUOUS SPECIFICATIONS FOR ALL STEEL TO THE ARCHITECT FOR REVIEW PRIOR SLOPING FOOTINGS IS PROHIBITED. REINFORCEMENT WHEREVER POSSIBLE. TO FABRICATION. 14. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP ZINC GALVANIZED U.O.N. 9. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL. BOTTOM OF FOOTINGS SHOWN ON THE DRAWINGS ARE MINIMUM AND SHALL BE LOWERED STEEL NOT RECEIVING FIRE PROOFING SHALL BE SHOP PRIMED. AS REQUIRED TO REMOVE SOFT AND LOOSE MATERIAL. ALL FOOTING TO EXTEND MIN. 48 INCHES BELOW EXTERIOR FINISH GRADE 15. COLUMNS AND BEAMS SHOWN ON FRAME ELEVATIONS FOR FROST PROTECTION WHICH ARE GROUP 3 (WITH FLANGES 1 -1/2 INCHES OR THICKER), 4 OR 5, SHAPES SHALL CONFORM TO REQUIREMENTS OF THE AISC LFRD SPECIFICATION, SECTION A3 -1C FOR MINIMUM CHARPY V -NOTCH TOUGHNESS 10. GEOTECHNICAL ENGINEER SHALL BE RETAINED TO PROVIDE OBSERVATION AND REQUIREMENTS, TEST LOCATION AND PROCEDURE. THE TESTING SHALL BE TESTING SERVICES DURING THE GRADING AND FOUNDATION PHASES OF IN CONFORMANCE WITH ASTM A673, FREQUENCY H. CONSTRUCTION PER SOIL REPORT RECOMMENDATIONS. SUBMIT INSPECTION AND TESTING REPORT TO BUILDING DEPARTMENT AS REQUIRED. 16. ALL FRAME MEMBERS BELOW FINISHED FLOOR SHOULD BE ENCASED IN MIN. 3" CONCRETE PROTECTION AGAINST SOIL, USE WIRE MESH AS REQUIRED. PROGRESS CD SET 04/25/06 ISSUED 05/12/06 FOR: 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 DRAWING LIST 3 10/23/07 BULLETIN #001 ISSUED BULLETIN #002 FOR: BULLETIN #003 01/29/08 BULLETIN #013 DRAWING LIST C-0 NO � z (_0 1= N J J o M N oCO O � z M N J J =D o M N �� O z N J J C � - C>, C14 �o� O z Lo o J J r M �o� O z r� N J J O = - m F-- LLj Cn r- z CD ° � � C0 Cr F I� z o ° m =:> r- Cn O - , N Y N ° IJ Ln Q = o z LLJ N �tD O o' 0- N LCD Q o n r� o00 O � z rn � N J J => o C>, r� 000 00 � z 0) CN J J � o C>, , 0� O � z N 1= J J C4 = - to CV �o� O � z Ln 1= 0 J J M �o� D � z I� F- C J J O = - m LLJ V) z CD ° � 00 r Of I� z o ° M �� Cn O - � N Y C-4 W LCD o z C11- w co �cfl O o' --- 0 Cv LCD o n X X X X X X X X S1.01 GENERAL NOTES X X S7.00 ROOF SECTIONS X X X S1.01A GENERAL NOTES X X X S1.02 TYPICAL CONC. DETAILS X X X S1.02A TYPICAL CONC. DETAILS X X X S1.03 TYPICAL PT CONC. DETAILS X X X X S7.01 ROOF SECTIONS AND DETAILS X X X S1.03A TYPICAL PT CONC. DETAILS X X X S7.01A ROOF SECTIONS AND DETAILS X X X S1.04 TYPICAL METAL DECK DETAILS X X X X S7.01 B ROOF SECTIONS AND DETAILS X X X S1.05 TYPICAL STEEL DETAILS X X X X S7.01 C ROOF SECTIONS AND DETAILS X X X X S1.05A TYPICAL STEEL DETAILS X X X X S7.01 D ROOF SECTIONS AND DETAILS X X X X S1.05B TYPICAL STEEL DETAILS X X X X S7.01 E ROOF SECTIONS AND DETAILS X X X X S7.01 F ROOF SECTIONS AND DETAILS X S2.00 OVERALL STRUCTURAL LANDSCAPE WALLS X X X X S7.01 G ROOF SECTIONS AND DETAILS X S2.00A STRUCTURAL LANDSCAPE WALLS PLAN X X X X X S7.01 H ROOF SECTIONS AND DETAILS X X S2.0013 STRUCTURAL LANDSCAPE WALLS SECTIONS & DETAILS X S7.01 J ROOF SECTIONS AND DETAILS X X S7.01 K ROOF SECTIONS AND DETAILS X X X X X S7.02 ROOF SECTIONS AND DETAILS X X X S2.01 OVERALL FLOOR PLAN (LEVEL -01) X X X X X X S7.02A ROOF SECTIONS AND DETAILS X X X S2.02 OVERALL FLOOR PLAN (LEVEL -02) X X X X S7.0213 ROOF SECTIONS AND DETAILS X X X S2.03 OVERALL FLOOR PLAN (LEVEL -03) X X X X S7.02C ROOF SECTIONS AND DETAILS X X X S2.04 OVERALL FLOOR PLAN (LEVEL -04) X X X X X S7.02D ROOF SECTIONS AND DETAILS X X X S2.05 OVERALL FLOOR PLAN (LEVEL -05) X X X X S7.02E ROOF SECTIONS AND DETAILS X X X S2.06 OVERALL FLOOR PLAN (LEVEL -06) X X X X X X S7.02F ROOF SECTIONS AND DETAILS X X X S2.07 OVERALL FLOOR PLAN (LEVEL -07) X X X S2.08 OVERALL FLOOR PLAN (LEVEL -08) X X X S2 .- -09) OVERALL FLOOR PLAN (LEVEL ( ) X X X X S7.03 ROOF DETAILS X X X S2.10 OVERALL FLOOR PLAN (LEVEL -10) X X X S7.03A ROOF DETAILS X X X S2.11 OVERALL ROOF PLAN X X S7.0313 ROOF DETAILS X X X X S2.01.1 FOUNDATION PLAN (LEVEL -01 AREA 1) X X S7.03C ROOF DETAILS X X X S2.01.2 FOUNDATION PLAN (LEVEL -01 AREA 2) X X X X S2.01.3 FOUNDATION PLAN (LEVEL -01 AREA 3A) X X X X X S2.02.1 FOUNDATION AND FRAMING PLAN (LEVEL -02 AREA 1) X X X S7.04 ROOF DETAILS X X X X X X S2.02.2 FOUNDATION AND FRAMING PLAN (LEVEL -02 AREA 2) X X X X X S2.02.3 FOUNDATION AND FRAMING PLAN (LEVEL -02 AREA 3A & 313) X X X X X S2.02.4 FOUNDATION AND FRAMING PLAN (LEVEL -02 AREA 4) X X X S8.01 MISC. DETAILS (BUILT -UP DORMERS) X X X X X S2.03.1 FRAMING PLAN (LEVEL -03 AREA 1) X X X X X S2.03.2 FRAMING PLAN (LEVEL -03 AREA 2) X X X X X S2.03.3 FOUNDATION AND FRAMING PLAN (LEVEL -03 AREA 3A & 313) X X X X S2.03.4 FRAMING PLAN (LEVEL -03 AREA 4) X X X X X S2.04.1 FRAMING PLAN (LEVEL -04 AREA 1) MILD STEEL X X X S2.04.1A FRAMING PLAN (LEVEL -04 AREA 1) PT X X X X X S2.04.2 FRAMING PLAN (LEVEL -04 AREA 2) MILD STEEL X X X S2.04.2A FRAMING PLAN (LEVEL -04 AREA 2) PT X X X X X S2.04.3 FRAMING PLAN (LEVEL -04 AREA 3A & 313) MILD STEEL X X X S2.04.3A FRAMING PLAN (LEVEL -04 AREA 3A & 3B) PT X X X X X S2.05.1 FRAMING PLAN (LEVEL -05 AREA 1) MILD STEEL X X X X S2.05.1 A FRAMING PLAN LEVEL -05 AREA 1 PT ( ) X X X X X S2.05.2 FRAMING PLAN (LEVEL -05 AREA 2) MILD STEEL X X X S2.05.2A FRAMING PLAN (LEVEL -05 AREA 2) PT X X X X X S2.05.3 FRAMING PLAN (LEVEL -05 AREA 3A & 313) MILD STEEL X X X X S2.05.3A FRAMING PLAN (LEVEL -05 AREA 3A & 3B) PT X X X X X X X S2.06.1 FRAMING PLAN (LEVEL -06 AREA 1) MILD STEEL X X X S2.06.1 A FRAMING PLAN (LEVEL -06 AREA 1) PT X X X X X X S2.06.2 FRAMING PLAN (LEVEL -06 AREA 2) MILD STEEL X X X S2.06.2A FRAMING PLAN (LEVEL -06 AREA 2) PT X X X X X X S2.06.3 FRAMING PLAN (LEVEL -06 AREA 3A & 313) MILD STEEL X X X S2.06.3A FRAMING PLAN (LEVEL -06 AREA 3A & 3B) PT X X X X X X X X S2.07.1 FRAMING PLAN (LEVEL -07 AREA 1) MILD STEEL X X X S2.07.1 A FRAMING PLAN (LEVEL -07 AREA 1) PT X X X X X S2.07.2 FRAMING PLAN (LEVEL -07 AREA 2) MILD STEEL X X X S2.07.2A FRAMING PLAN (LEVEL -07 AREA 2) PT X X X X X X X S2.07.3 FRAMING PLAN (LEVEL -07 AREA 3) MILD STEEL X X X S2.07.3A FRAMING PLAN (LEVEL -07 AREA 3) PT X X X X X S2.08.1 FRAMING PLAN (LEVEL -08 AREA 1) MILD STEEL X X X S2.08.1A FRAMING PLAN (LEVEL -08 AREA 1) PT X X X X X S2.08.2 FRAMING PLAN (LEVEL -08 AREA 2) MILD STEEL X X X S2.08.2A FRAMING PLAN (LEVEL -08 AREA 2) PT X X X X X X S2.08.3 FRAMING PLAN (LEVEL -08 AREA 3A & 3B) MILD STEEL X X X S2.08.3A FRAMING PLAN (LEVEL -08 AREA 3A & 3B) PT X X X X X X X S2.09.1 FRAMING PLAN LEVEL -09 AREA 1 MILD STEEL ( ) X X X S2.09.1 A FRAMING PLAN (LEVEL -09 AREA 1) PT X X X X X X S2.09.2 FRAMING PLAN (LEVEL -09 AREA 2) MILD STEEL X X X S2.09.2A FRAMING PLAN (LEVEL -09 AREA 2) PT X X X X X S2.09.3 FRAMING PLAN (LEVEL -09 AREA 3A & 3B) MILD STEEL X X X S2.09.3A FRAMING PLAN (LEVEL -09 AREA 3A & 3B) PT X X X X X X S2.10.1 FRAMING PLAN (LEVEL -10 AREA 1) MILD STEEL X X X S2.10.1A FRAMING PLAN (LEVEL -10 AREA 1) PT X X X X X X S2.10.2 FRAMING PLAN (LEVEL -10 AREA 2) MILD STEEL X X X S2.10.2A FRAMING PLAN (LEVEL -10 AREA 2) PT X X X X X S2.10.3 FRAMING PLAN (LEVEL -10 AREA 3A & 3B) ROOF X X X X AREA 1 S2.11.1 ROOF FRAMING PLAN ( ) X X X X S2.11.2 ROOF FRAMING PLAN (AREA 2) X X X S3.02 SHEARWALL ELEVATIONS X X X X S3.02A SHEARWALL ELEVATIONS X X X S3.0213 SHEARWALL ELEVATIONS X X X S3.02C SHEARWALL ELEVATIONS X X X S3.02D SHEARWALL ELEVATIONS X X X X S3.03 SHEARWALL DETAILS X X X S4.01 MAT FOOTING AND SPREAD FOOTING SCHEDULE AND DETAILS X X X S4.02 NON -FRAME CONCRETE COLUMN SCHEDULE X X X S4.02A NON -FRAME CONCRETE COLUMN DETAILS X X X X X S4.03 CONCRETE WALL SCHEDULE AND DETAILS X X X X S4.04 FOUNDATION SECTIONS AND DETAILS X X X X S5.01 CONCRETE TWO -WAY SLAB SCHEDULE AND DETAILS X X X X S5.02 PT SLAB ADDED REINFORCING SCHEDULE AND DETAILS X X X X S5.03 NON -PT CONCRETE BEAM SCHEDULE AND DETAILS X X X S5.04 PT CONCRETE BEAM DETAILS X X X S5.04A PT CONCRETE BEAM DETAILS X X X S5.0413 PT CONCRETE BEAM DETAILS X X X S5.04C PT CONCRETE BEAM DETAILS X X X X X S6.01 SECTIONS AND DETAILS X X X X S6.01A SECTIONS AND DETAILS X X X X S6.01 B SECTIONS AND DETAILS X X X S6.01 C SECTIONS AND DETAILS X X X X S6.01D SECTIONS AND DETAILS X X X X S6.01 E SECTIONS AND DETAILS X X X X S6.01F SECTIONS AND DETAILS X X X X S6.01 G SECTIONS AND DETAILS X X X X S6.01 H SECTIONS AND DETAILS TOTAL NUMBER OF DRAWINGS 25 16 12 47 46 123 115 113 TOTAL NUMBER OF DRAWINGS © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 0 `I� 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541 -9477 Fax: (415) 543 -5071 N.M. JOB NO. 7083 V 0 O U� V c� 0 p ISSUED FOR 04/07/06 PROGRESS CD SET 04/25/06 ADDENDUM #2 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 3 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 12/12/07 BULLETIN #003 01/29/08 BULLETIN #013 7 7\01/26/10 BULLETIN #126 SHEET TITLE GENERAL NOTES PROJECT 02026 DATE S C A L E AS NOTES SHEET 0 1 H 0 H 1 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" N.M. JOB NO. 7083 FOUNDATION & FRAMING PLAN LEVEL -02, AREA -1 SCALE: 1/8" = 1' -0" EL. +68' -0" (CVL. ELEV. EL. +140' -0 ") TYPICAL TOP OF SPREAD FOOTING IS 12" BELOW FF U.O.N. ( +62' -0") T.O. FOOTING ELEVATION F1 SPREAD FOOTING MK S4.01 Ix I -DENOTE STUDRAIL -MARK -SEE S5.02 Fl - .031 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 0 � O O U� V c� O� > PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 2 H'�l ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 05/08/09 BULLETIN #101 01/26/10 BULLETIN #126 SHEET TITLE LEVEL-02, AREA -1 FOUNDATION AND FRAMING PLAN PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 2 H'�l 16,9 11.8 16,6 11 18 17' -1 10' - I 2 11' -1" ' -8" 2 -6 I I I I I I I I I I I I I I I I I I I I I w w I I I I I I I I I I I I I I I I I I I I I I I I I I I I \ 10" NON -PT RAMP �I ADD #5x16' \ SLAB w/ #5 @12" EW. \ I I I I I �B T &B (TYPICAL) 4.0 TYP. �' �\ W1 \ / - Al I I I I Al 12 Q I I I I I I 6 01 8 CONC. WALL \ 17 5" BUILT -UP RAMP w/ #5 @9 EW. 2 0 I I I II 1 \ / 1 6.01 i I I \ W/ #4 @12 EW. 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JOB NO. 7083 �• �, NISy,�� F 778 0 � 4 O ICI O U� V 0 PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2 u 0 3 u IIII © NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 07/18/07 PLAN CHECK RESUBMITTAL CONSTRUCTION SET 10/23/07 BULLETIN #001 05/08/09 BULLETIN #101 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®03a FRAMING AREA -1 PLAN PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2 u 0 3 u IIII © NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005 10,5 11 11,4 13' -10" I I I I I I I I I I I I I I I I I I I I Al 12 12,5 13 13,1 14 16' -6" 14' -0" 14' -0" 21' -11" 10' -7" I I I I I I I I I I I I I I I I I I I I I I A 32' -6" \ ADD #5x16' @24"B---\ 16,9 15 16 16,6 11 32' -6" 17' -12" 11' -1 „ ", 8 "� I I I I I I I I I I I I I I I� 4S. \ 16 A W5 W1 \ / - - - - - ---- ----- - - - - -- - - - -- -� - , I I I IN 16 I 16 I \ RAMP (BEE W) UP I I I I I I I I I I I MT1 ".0 1.02 I (FROM EVES -02 TO LEVEE -05) Ll — — ° 8 �ONC. 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ELEV. EL. +152' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F 778 V 1 o O � 4� o ;o W p mew V O I� ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®03a AREA® FRAMING PLAN PROJECT 02028 DATE S C A L E N KEY PLAN © NGHKIAN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 SHEET 0 0-- 2 u 0 3 u 2 N.M. JOB NO. 7083 �• �, NISy,�� F 778 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN O U� V c� PROJECT 02026 DATE S C A L E SHEET 0 0-- 2 u 0 3 u 3 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 05/15/09 BULLETIN #102 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®03a AREA-3A & 3B FOUNDATION AND FRAMING PLAN PROJECT 02026 DATE S C A L E SHEET 0 0-- 2 u 0 3 u 3 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 O G U� V c� ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 05/08/09 BULLETIN #101 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®04o AREA® FRAMING PLAN (MILD STEEL) PROJECT 02026 DATE S C A L E SHEET 0 0-- 2 u 0 4 u I © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 Al 2 —IN N i� N A2 - - �IN Cn I A4 - - SIN O I i� A5 - - Do A6 - - 00 N A8 C', A8,2 N 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' - 1" - 8> 10' - 32„ 11 11,3 11.4 1 13 13.1 14 15 16 16.6 11 18 10.5 10.6 12 12.1 12.5 12.6 16.9 11.8 11.2 A82 N A9.9 ------------- A10 SIN O I i� 0 -------------- All n FRAMING PLAN (MILD STEEL) LEVEL -04, AREA -2 SCALE: 1/8" = 1' -0" EL. +90' -0" (CVL. ELEV. EL. +162' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 V � »s �i��.� o O o ;o W p U� V O I� ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 03/10/08 BULLETIN #20 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®04o AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN 16,9 11.8 10,5 11 11,4 12 12,5 13 13,1 14 15 16 16,6 11 18 l 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' -1" F ' -8 10' -32„ ' -6'1 —IN N I ih N SIN I I —IN O I i� 00 I SIN I Q0 N SHEET 0 2u04u2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 O G U� V c� PROJECT 02026 DATE S C A L E SHEET 0 2u04u3 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 /2\ 05/15/09 BULLETIN #102 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®04o AREA-3A & 3B FRAMING PLAN (MILD STEEL) PROJECT 02026 DATE S C A L E SHEET 0 2u04u3 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" N.M. JOB NO. 7083 �• �, NISy,�� F 778 FRAMING PLAN (MILD STEEL) LEVEL -05, AREA -1 SCALE: 1/8" = 1' -0" EL. +100' -0" (CVL. ELEV. EL. +172' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 O 0 G U� V c� PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 5 u III, ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 07/11/08 BULLETIN #052 01/26/10 BULLETIN #126 SHEET TITLE L Vd L ®O5e AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 5 u III, Al 2 —IN N I i� N A2 - - �IN Cn I 11 � 6.01E I 1� 1 1 1 1 � 1 A D #5x16' @24"B- 4 I I I I 1 A5 - - -- � co FD co Ab - - - -- - - - -1� I 1 SW26 1 1 1 00 I N c �l �fl N EEE OR EEE 'n m I 1 A8 1 I 1 I A8,2 16,9 11.8 13,1 14 15 16 16,6 11 18 1 1 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' -1" 1 ' -8 10' -32" _6 I I I I I I I 1 1 I I I I I I I 1 16" THICK # @ T &B EW 16" THICK � #7 @12 T &BIEW I / Lo cn cD CID � A C14 I N� X �� 6.01 N UAl CIN N I ih N — 1 1 -�- - - - - - - - - - - A2 _Icl4 I � 1 1 ;v, -' - FF- - - - - - - - - - - A4 i 11 �o 1 1 1 00 I SIN I Q0 N A82 131@30" I I — � -- 1 /2 8 POST– TENSIONED SLAB Ef Al i 1 W/ #4 @30 "B E.W. TYP. U.O.N. T3 @18" c� 5B 4 7 1 1— 1 1 1 1 1 1 _i EL. S.A.D. ° N N T2 @18" N 1 28 Q0 N 1 C4 N 6.01 1 Al 0 0 1 A9,9 8T6 8T6 ❑ Al Al E C° _ _ - — - - = I = _ _ _ _ - - - 6T5 - Al �1 -0T6 = _ _ _ _ _ _ - = � 0� = _ _ _ - a0�6 _ _ _ _ _ - T3 B1 A10 ❑ 1 A 1 � 1 1 1 A10 11 ❑ 1 _B3 @12" 11 CD 14 1 1 1 1 2A TYP. AT — — C4 I S6.01 8 SLAB -- - - - m�- - - - - - - -�' - - - - - - - - - - - -- - - -- - - - - - - - - - --- - - - - - - - - - - - - - - - -- - - - 1 1 1 1 1 1 1 1 1 1 -- - - - - - - - - 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CN N1 3 12T4 1(�T4 1 1 r 1 10T3 8T1 1 - - -�- �- - - - - - - - - - - - - LEGEND: 1 1 1 1 1 1 1 1 1 1 1 1 1 =Ls� N i LHI INDICATES HANG POINTS FOR BALLROOM AND JUNIOR BALLROOM SKY HOOK ANCHORS (TOTAL 28) SEE DETAIL 26/S1.05B) S.A.D. FOR LOCATIONS FRAMING PLAN (MILD STEEL) LEVEL -05, AREA -2 SCALE: 1/8" = 1' -0" EL. +100' -0" (CVL. ELEV. EL. +172' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F »7 ! 0 4 O Q U� V c� 0 PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 nR 2. u IV .2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 1 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/24/08 BULLETIN #074 7 01/26/10 BULLETIN #126 SHEET TITLE L Vd L ®05e AREA ®2 FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 nR 2. u IV .2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 O 0 G U� V c� E0 TYPICAL STEEL POST: HSS 5x5xl /2 OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 4x4x FOR LENGTH >16' -0" DENOTES DEMAND /CAPACITY RATIO AT COLUMN PROJECT 02026 DATE S C A L E N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 SHEET rf 0 0-- 2u05u3 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET R )\05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®05a AREA-3A & 313 FRAMING PLAN (MILD STEEL) PROJECT 02026 DATE S C A L E N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 SHEET rf 0 0-- 2u05u3 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" _N \ �N N o ^� \� 27 SEE EEET N 7.03 = II Ti = #5 @ CO NIC _ HSS 12x8x (LLH) L_J o SW - f 1 -1 �-� — 1 3 3 0 6B -4 6B -4 6B -5 LB 5 HSS 12x8x / (LLH) HSS 12x8x / (LLH) / - - - - - - - - -I - - - -�- - - -I- - - - - - - - - - - 6C _IcN Lo - - - - - -�- -�- - - - - - - -� -�- - - - - -�- - - - - - - - - - -- - \ \�- -�- -� ` - - Imo- - - - - - - - - - - �, Y 1 LEVATo SW28 co - - - - - - - - - -- - - - - - - -�- - - - -T- - T C/) A\ F 4 - - - - - -- -- -- — - - - - -- // \\ POST BELOW POST BELOW _IN OPEN TO / \ C D I BELOW BEAM c /' \\ OUTLINE OF SIN ABOVE ml T2 @12" ROOF (SEE ° — — _ — Z � � SHEET S2.07�1 1 I cfl ' ` \ C - - _ „ IC I 17 2 #7x231 0 PoAG BARS \ i ~ HOOK 31' -0” INFO WALL 1 5 v v 7.03 - --- Al A2 A3 A4 A5 `° �I ISSUED FOR — -- — = -� 04/07/06 PROGRESS CD sw16 05/12/06 SUMMARY PERMIT SET - - - - - 1OT3 - CONSTRUCTION SET - 2s - -I - - - #001 11/05/07 BULLETIN #002 12/12/07 BULLETIN #003 6 07/11/08 BULLETIN #052 7 01/26/10 BULLETIN #126 - _ - - - - - - - - - - - - - -�- - - - - - - - ��- 7.03 �. T _ J SHEET TITLE LEVEL -06a AREA® FRAMING PLAN (MILD STEEL) B1 @18" 0 BELOW �_� I - — - — - — - — -- r - — - — - — - — - — r E E VAT _ i HSS 12x (LLH) _ HSS 12x8x (LLH) 3 HSS 12x8x / (LLH) 3 HSS 12x8x / (LLH) 3 HSS 1 / (LLH) 1 '° - -�- - - -�- - - - -� , i FF 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5 ) (10.6 11 ll3 112 A8 A A10 All Al2,2 FRAMING PLAN MILD STEEL) LEVEL -06, AREA -1 SCALE: 1/8" = 1' -0" EL. +110' -0" (CVL. ELEV. E . +182' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F �,2»8 F es_ . �i��.� o O � o ;o W p U� V c� PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o n , '�l t , - w 6 ii © MSHMN MENNMER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 12/12/07 BULLETIN #003 6 07/11/08 BULLETIN #052 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -06a AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o n , '�l t , - w 6 ii © MSHMN MENNMER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 FRAMING PLAN MILD STEEL) LEVEL -06, AREA -2 SCALE: 1/8" = 1' -0" EL. +110' -0" (CVL. ELEV. E . +182' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN O G Q U� V c� O� > PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 6 u 2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 ;T 3\1 1/05/07 BULLETIN #002 /4\ 06/04/08 BULLETIN #044 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -06a AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E SHEET 0 0-- 2 u 0 6 u 2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 TYPICAL STEEL POST: HSS 5x5xl /2 OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -0" E01 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 O 0 G Q U� V c� O� > PROJECT 02026 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET R )\05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 12/12/07 BULLETIN #003 01/26/10 BULLETIN #126 SHEET TITLE LEVEL ®06a AREA-3A & 313 FRAMING PLAN (MILD STEEL) PROJECT 02026 DATE S C A L E SHEET 0 0-- 2 u 0 6 u 3 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" -L- - - - - - - - -�- -�- - - - - - - -� -�- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -�- - - - - - - - - - - /4 70 OUTLINE CIF RO F r 0 2 , -0 „ 2 , -0 „ m POST UP rYP. SEE SHEET S2.98.1 SEE NOTES BELOW M c x Mca 16 SIN cc N - - - - - -- - � u T RID �EETYPR = co 57.03 N - -- - - C10x15.3 (BB) 1 II POST BELOW n x O i O Oi II OST BELOW POS #BELOW 11 ° ° ° o 7 02 W21 x68 B = C10x15. A CIA TYP. — — — — — 7C1 A (BB FRAME I I I N I I � �� ( A2 - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - -- --- - - - - -- — ----- 1 - - - -- - - - 1 — - HSS6x6x HSS6x6x - - - - I 8T4 6T2 �' 6T3 1 I i 6T2 N Al 6T2 Al 6T2 ---- - - - - -- - -- - -- ---- - - - - -- - - - -- — - - - -- -- — —J r r -� W821 W821 i ZV Al A2 � I I A3 - ------ - - - 7 P T 5 - - - - - - - � - - - - - - - - - oo ❑ - - - - ❑ - - - - - - - - - - ` - - - - - - - - I - I - - - - - - - - - - - - - _ - - - - - r T �1�T5.3 I o +� ¢ mo o+ I C1�T53 I I T -1 @18 C° fT w8x10 w8x10 I I II I I c� °° m W8x15 ` W8x15 m l ML m I 7 i 0 �_ i CID CN I O� F1 W8x15 BB RIDG W8x15 BB RIDGE N I N - - - - - - - - - - - - - - - - - - - - - - - - TYP. AT N B1 @18" _ 7 I I �T3 8T3 1— m ml Q Q Im m N N 8 / SLAB 1.'48 m �, I I �, m �, o I w8x10 W8x10 W8x15 I o � c_0 oo �� 2A m W8x15 I Al 29 24 0 I I 0 14 9 6.0 N T2 7.02 7.02 I �, I 7.02 7.02 W8x15 I y ��� + � 5 — W8 421 W8 c21 I I zt — — 7 C 2 - — — — ° 1 x15.3 C1 0x15.3 N 7 N — — — — 2 OK 3' 0" W�T WA�t4 r 7.02 1 11 —�— Al A2 A3 A4 CO 7P 1 -4 W12 19 W12 19 12x19 (BB w 2x1 (BB) W12 19 w12 19 6T� 1 OT3 - - T5 8 5 8T5 -- A5 - sw1 s - - - - - - � - Al - - - - - - - - � -�, - - o - - - - - - - - - - - - - - - - - - - - - - - - - - - - '- W21 x6 (BB FR E) '� - - - - - - - - - - -�- - - -�- - - - - - - - X o 7 o f� o c2 o o 0 0 o X A A A A �r 27 N O N o o �o o Al � �❑ 1 ❑ � � ❑ � � ❑ A6.3 I I B5 @12 A 39t a: � 7 ❑ 2 #�Ix23' 0 DRAG BARS I — — — — — — 1.30 7.02 � W8x10 W12x19 (BB) W8x10 � 1.19 I N. - - - - - - - I E E VAT 7x5x� (T) LLV) 2 r A6 -�- - H�QKT� -WAS - I - - - - -�- - 6T3 6T3 / 6T3 �6T3 - � - - - -� - - - - - - - - - 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5 ) (10.6 11 ll3 112 A8 A A10 All Al2,2 FRAMING PLAN MILD STEEL) LEVEL -07, AREA -1 SCALE: 1/8" = 1' -0" EL. +120' -0" (CVL. ELEV. L. +192' -0 ") TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -O" 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F v 9 Z � »s �i��.� o O o ;o W U� V c� PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o n 1, H U 7 H�l © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 04/25/06 ADDENDUM #2 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 12/12/07 BULLETIN #003 01/29/08 BULLETIN #013 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -07a AR EM FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o n 1, H U 7 H�l © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 16,9 11.8 10,5 11 11,4 12 12,5 13 13,1 14 15 16 16,6 11 18 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' -1" F ' -8 " 10' -32" 1 1 - I I w w I I I I I I I I I I I F CONTINUOUS OF ROOF _ EE SHEET S2.1 I I I -- - - � .2 - - - - - - - - - - \- - - - - - - - - - - - -� - - - - - - - - - - - I ,\ I -I - I ? - Al I I I I I I I I \ I \ I I I I �N 16 \ _N 014 S7.03 \ � \ `/ / N � I = I C10x15. A CIA TYP. 3/ HSS 6x6x8 ii' � x II 1 \ I I II i HSS 7 x /2 ° ° l ° ° l ° l 1 II \ A2 - - - - - - -- - - - - - -- — --- - - - - - - - - - - - - - - - - N — - - - - - - - - - - - - - - - - - - - - - _ - 6T2 - - - - A A L - - - \ \ 3T2 6T 6T2 ---- - - - - -- — -- - -- ----- - - - - -- — --------- - - - - -- 6T2 Al 6�3 — — \B -1 — �� /`� Hs XSX� \ \\ / I� 1 � I N I � J \\ I I I I � - - - - (0 - - - - - N - - - - - - r - - - - - - - - - � \ - - \ - - - - - r - - - - BT@30" - - - - - - - \ co I 0 1 BUILT -UP (0 co — B2 @30" >� \� \ ROOF I \2 \ HSS 7x5xl/2 o 1 714 J m I m \ A - - - - - �T3 - - - - 4 A4 8T3 I N N I I HSS 6x6X POST UP TYP CO CO SEE NOTES BELOW I C14 10 MLAB , �\ m l W/ #4 @24B EW II I v (p _ I ` HSS 6x6x3 co W N I— C4 I 1 N 00 N 7 O I I G c r 12T5 8T5 5 14T2 --------- - - - - -- 7C3 - - -� - - -- — 7C1 -- - - - - -- - - - - -� --- - - - - -- I1 — 5) 5) - — - — - — - T ❑A -�- ❑ �- ❑ �- A -------- - - - - -- -------------- - - - - -- -- - - - - -- — — 7B -36 \ �I �_� I A6 - I ' - - -- - I -' - ' I - - ' - - - I ' - - - I -' - - - I - - - - - - I - - - - WALL BELOW - - - - I - - I - - - - r -r I r - � cfl I I I r - � t-7 7-1 I r - I I ' 1 I � 1 SW2 E -J r - -- r — _- 8T L__I - -_j L_____ - - - -_-J I I 1 r II I IF Q0 N 6T1 I ®1 N.M. JOB NO. 7083 �• �, NISy,�� F v 9 Z 778 0 O O U� V c� O� > FRAMING PLAN (MILD STEEL) LEVEL -07, AREA -2 SCALE: 1/8" = 1' -0" EL. +120' -0" (CVL. ELEV. EL. +192' -0 ") TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -0" E01 DENOTES DEMAND /CAPACITY RATIO AT COLUMN PROJECT 02028 DATE S C A L E N KEY PLAN SHEET c., o n 0l,Hu7m2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 1 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -07a AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET c., o n 0l,Hu7m2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 4,2 9.6 9.1 10.5 10.6 11.2 11.3 12 12.1 12.5 12.6 1 2 2,1 3 3,3 4 5 5,4 6 9 81, 10 „ 11 11.4 11,6 10 1„ 13 13,1 14 1» 1» 1» 1» 7 9 2 1 1: 19' - 13' -10" 8' -8" 4' -0" 26' -6" 3' -0'$ 19' - 8' - 14' -0" 17' - 9' -6" 14' -2" 13' -3" —4' 3' -11" 5' -3" 6' -5" 10' -1" 13' -3" 13 - 12" 21' -11" 10' -7" 1 7PT- 2— 8T4 I L �i--- ��i —� - -� 7.0 DO. - -J I co °O rEL. —_J ❑ I_ 0 t �I I _ C10AU (B) —DO. — N I I � � Lc) � L N Al A9,9 A9,9 N Al ❑A ❑A A9,9 HSS6x6x% (B) — — — — — — — — — J L — — — CI ❑ m o "o ❑ 8T3 8� 8T2 8T CONN. T COL. 1 7C2 - - - -� - - - ® 4 - - - - A - - 8T4 - - - T� - - - - - - - - - - - - - - -5- - - - - T - - - - - A10 1 x6-x�� rT)- - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - A10 A10 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A10 o CON N. TO WALL — 7PT -1 ' ' � Er ' A ❑ ❑ � A co 00 o 0 0 ❑' A A o III m — — J fj W8x10 (T) m (BB) V11205 `° 26 cUao I I ` O _ i �, — — —� HSS6x x/ (T) 7.0 I (UT 0 RIGGER) ° r 10xBB) co co — — — — — N o T) (BB) ° o� ------------ - - - - -- -- - - - -- 16 GA. BENT R — — — — — — TYP. r AT RIDGE TYP. m W1 2x30 m I All HSS6x 6x 3 _ A (TYP.) - -- -- - 1 -_o„ - -�- - - -- - - -� - - - - - - -�' - - - (UT OUTRIGGER) C10x15.3 #4012"T ADDED 1011 I Lo AT BALCONIES � Al ' TYP. 16 17 co o 7.0 7.0 8T4 12T3 '�' 1 OT4 8T4 CD ° 0 c - - - - - - - ❑- - - - - - 8T2 - - - - - 10T4 - - - 10T3 - - - - - 0O 8T2 8T1 - - - - - - - - - - - - ------ - - - - 0 Al2,2 � Al2,2 2A TYP. AT Al 8 SLAB 4' 0 ' o Lu o AREA 1 o N cli Son mm moommosomm SON ME ME SON ME ME offilmommoommumm MR SOS mmmmmmom ME MR mmmmmm ME ONE mm m Son Son ommmummossms ME SON mmmmmmmm mm MOO 11 ME NOR moommoommummmm SON ME 11mmmmmoomm N AREA EE m cn #4@12"T ADDED m � Al AT BALCONIES, 11 CID N ❑ -- _ - :c TYP. - - - - - - - - - - - 8T4 - - - - - - - - °O 8T4 - - - 6T3 - - - - - - - N I N A13 - - - - - A13 I CD I gP ® 0 6T5 ® 8 POST-TENSIONED SLAB 1 TYP. AT 2A m A m W/2 #4 @30 B, EW. _ 8/ " SLAB I / ❑ Q TYP. U.O.N. 0 2 6.0 DO U) i VA Q i _ _ _ __ _ - � / co �N EL. S.A.D. 0 7 "' 7 s �� F'R U oo A \ � I ❑ Al ` 1 co ❑ F_ T1 8T 8T 8T6 _ _�\ - A14 - - - - - - - - - - - - - - - - - - - - - - SW5 Al c� m HSS5x5xl/4 STRUTS 5 1.09 Al 1.32 A r ` ¢ 1 &DIAGONALS tl - -- - - -- - - - - -- I `T I I t) I POST TO SLAB �\ \_ /�\ A �X6x /8' 1 HSS6x6x /8 1' 11 2 3 LOCATIONS \ Q P L o �, 0 8 / POST-TENSIONED SLAB c `l „ S\. ,' II 1 1 1 ; 5 @24" OST- TENSIONED SLAB ; 2 » \ � CD i HS 5x5x /s dU N 00 7 1 o W/ #4 @30 B, EW. 3 W I 1 TYP. U.O.N. B, EW. :� \ 6 p BR CES 1 1.15 #4 @24" T, EW \ \ �' �� ~ o0 HISS 5x5x3/8 1 J \ 1 - -- -� 8T 1 EL. S.A.D. / III - BRACES TYP. U.O.N. r 11 -- HSS6x6x3 /8 � �I ELI S.A.D. A v ` HSS 5x5x3/8 ADD C I �� C°� 6T1 , �� c� �- \\ / BR T4 1 - \ `b \ y \ (: # ) -- - - - -I -�- , - - - - 8 - -,� @12 _ - - - - - - -\�- - - - -�- - - - - - - - A15 / 0 ti 3 #7 T& 1 J I I j� 11 18 o 1 1 \ » 1 ` ❑A 1 I 1 1 1 1 N 7 \ \ �F� VA �' vw STIRR 16 0. i W� 1 II I I Ill A \ \ \ 71 \ v `� v v A 11 I 6T2 �p 1.21 �� v G Li ��- - - -�- - - - - - - - - - - -�- - - - - A15,3 - - HISS 5x5x - - - - - - - 3 A2 I�— - - - - - -- -�� BRACE - - - - -- - - -� - -- - - - - -- - - - - -- HSS 5x5X ❑ IL �1 0 _ _ _ _ BRACES b I I I I W10# 33 � — — — � W1003 / / POST BELOW / C II o0 ° i L 2 1 1 II �T ----------- - - - - - - -- ,/ 1 $� 1-- - -/�— T1 Q ADD i C4 ��� \ \ \ \ \ � \ N ii �� ❑A ❑A �`� 3 #7 T &B / P� J , i 11 C° 6T1 `� 6T2 `� ��� #4 STIRR 16 O.C. A h \ \ / �, _ _ A \ Alb - - - - =�I= - - -� -_ �- - - - -T- �_ - _ _ _ _ _ __ �\ _ - - - - Alb _ �_�� � �2 AD �I HSS 5x5x � \ �7i / •' \ A16 ,1 1 - -- ---- - - - - -� 1 N BRACES \ ��`� 4 \ ,/ L� \ V \ / 5 #7 T &B - - - - - - - - - - - - - - - - - - - \ �` -' �} #4 STIRR 16" 0. C A3 Z%e 8 T\3_ � � � y % - - -- - C - _� -�1- - - - - - - - - - - -� -�- - - TI "1 � 6 �6�eo� O F ` T / \ S AP 3 v / HSS 5x5x /a A� RACE i Q 16� Ik V Cj A PA I/ O C J I V ��, °' ` / 8 � ��' HIss 3 4 x/e r 6� v \ Q- OUTLINE 0 ROOF v A v SEE SHEET S2.08.1 v \ P� / 07 6T A BRACES 0 v v A \'A 4 CB \ / ----- - - - - -- 3 , \ HSS 5x5x /8 \ \ V A A A BRACE \ �SS 4x4x �tACE-S 7 1v` 11' -8�" [ 3' -11 26 —1 19 —6 2 19 1 213 3.2 3.5 3J 4,4� ' 29 7.02 C2 \ \ 1 FRAMING PLAN MILD STEEL) LEVEL -07, AREA -3A SCALE: 1/8" = 1' -0" FRAMING PLAN MILD STEEL) LEVEL -07, AREA -313 SCALE: 1/8" = 1' -0" EL. +120' -0" (CVL. ELEV. L. +192' -0" EL. +120' -0" (CVL. ELEV. L. +192' -0 ") TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -0" DENOTES BRACES UP 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN 7 N KEY PLAN © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F O O O A \Z . ICI O U� V c� PROJECT 02028 DATE S C A L E SHEET 0 n 7 2. u, .3 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 01/29/08 BULLETIN #013 7 01/26/10 BULLETIN #126 SHEET TITLE E Vd E ®07e AREA-3A & FRAMING PLAN (MILD STEEL) 3B PROJECT 02028 DATE S C A L E SHEET 0 n 7 2. u, .3 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" 0 2 -0 -0 o T0. A RI GE _ � 16 GA. BENT R RIDGE TYP. `i C10AU (BB) �"� i C'4 N 29 i i i i i i A KL x _ I — — I — W14x22 BB) ONN. T SLAB — I — — I x 7 19 I to + o I I I HS6x6x TYP. �� I co I I HSS6x6x ITYP. _ 1.17 7.0 ___ _ _ 8 �___L_I_� �_8� C10x15.3 6T1 POST BELOW Posr'uP 8T4 POST BELOW 8T4 8T4 6T2 6T2 C1 6T2 Al 6 6T2 L - - - - - - - - - - - - - - Al A2 � Al ❑ ❑ (fl 00 OD B2 @30 "� - - - - - - - - - - - - - - - -�- - - - - - - - - - - TYP. AT 7 6T4 8T3 B2 @18" o A2 8 SLAB 1.37 I Al - ❑ �iN ! 00 2A � Al 77 O — 6.0 7 1 ROOF BELOW m I B1 @18" n � - - -� ❑ SEE SHT. S2.07.1 I - - 2 #7x23 0 D AG B 7 ao co ao 00 #4 @12 "T 4' -0" 1 13 HOOK 3' 0" INTO /t3 Al A2 A3 A4 813 _ ADD E D A T � � � - - - - � - 8T3� - - - ' � - - � � - - - - - - - E" A5 - - - - -�- - - _, - BALCONIES, Al - - n��G SW16 B1 @3 7 a 00 - -- - Y . 1 16 � 1.10 2 C1 2 #?Ix23 � ARS E E VAT ss7x5 /s (LLVI o A6 - - ��- - HOQKT� -WAS- � �� � � 6T5 - - - - - 6T3 / 6T3 - - - - 6 2 -�- - - � - - - - I - -� -�- - - - - - �I , - - - I� ------ - - - - - - - - - - - - - A6 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5 ) (10.6 11 ll3 112 A8 A A10 All k - Al2,2 FRAMING PLAN (MILD STEEL) LEVEL -08, AREA -1 SCALE: 1/8" = 1' -0" EL. +130' -0" (CVL. ELEV. EL. +202' -0 ") TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -0" 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F �»s o O - o� o ;o W :;* p U� V c� C) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2 u 0 8 u iiii © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 04/25/06 ADDENDUM #2 05/12/06 05/22/07 SUMMARY PERMIT SET PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL-08, AREA ®1 FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2 u 0 8 u iiii © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 FRAMING PLAN (MILD STEEL) LEVEL -08, AREA -2 SCALE: 1/8" = 1' -0" EL. +130' -0" (CVL. ELEV. EL. +202' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N KEY PLAN O G Q U� V c� O� > ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -08a AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E SHEET 0 0-- 2u08u2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 Al _IN N I ro N A2 SIN m I A3 2 I A4 _IN I A5 A5,3 SIN A6 I 4.2 1 2 2,1 3 3,3 4 5 5,4 6 1 8 9 9,1 10 10,5 11 11,4 12 12,5 13 19' -62" 13' -10" 8' -8" 4' -0" 26' -6" 3' -0 19' -62' 8' -52" 14' -0" 28' -0" 14' -0" 28' -0" 18' -6" 9' -6" 14' -2" 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" -L- - - - - - - - -�- -�- - - - - - - - - L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -�- - - - - - - - - - - - Al A S7. 02F /2\ S7.02F �N #4 @12 "T ADDED AT BALCONIES, N TYP. — — PI T BE LOW A2 A I A2 A2 T5 T2 8T N I Al $ Al BRACEx5x3 /e 8 1 Al 6T2 M 6T3 6T3 T2@18 L N A2 — — — — — — — — — — — — — — — SIN I � ❑ 00 ❑ N �, - - - - - - - +11 - - - - - - - �- - - - - - - - - - - - - - - - - - - - -- -- - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - ------ C 0 „ I I 1 - JDE x HIGH I I ( _5" CONC. 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BMS BY OT ER — — — — — — — — I 0 W26 I � � I I I 8T4 8T4 1/ » I �l 0 T2 @18” T2 @18" I I 1 I T2 @18 EEE OR 1 00 A2 I 8T5 2 #7X 1 T2 @7 8» i T16 @1 » 6T1 $T5 T - - - - SWWS T W12 T YP�T WA LL l A - - - - - - - - - - T4 �I - I - 1 0 :' ❑A T16 @18" » � N I T 21@ ❑ cn cn cn � 2 #7X16' SW23 I � EL rn EL VA OR r- ? VLA 00 0o 0o 8 2 SLAB 1 S �!��3#7T&B 8 POST- TEIN,SIONED SLAB EEE OR I y I _ TYP. U.O.N. I I 16" THICK EL. S.A.D. S 1 I� SUMMARY PERMIT SET N 8 2 SLAB 1 S �!��3#7T&B 8 POST- TEIN,SIONED SLAB W/ #4 @30" BOTTO E.W. TYP. U.O.N. PROGRESS CD SET EL. S.A.D. ADDENDUM #2 w o A8 V814 I ' 8T4 '� _ - - - - - - - - - - I 1 - - 00 %J; I c) �, cn I I 8T4 8T5 DA8- - - - - - - -�- - - - -�- - - -�- - - - - - - - - - - - -�- - - - - - - - - - - - - - - - - - - - - - -- 8 A I -� I - T4 SIN m I O 8T4 SW6 = SW10 ❑A ❑A ❑q SW19 00 0o W24 ❑ q ® A8,2 3 #7X1 p C� I ❑ C4 00 I00 (.0 p \4 Im I I A9 - _ 6T1 - - - 8T5 - - - - I I I I I I I I I I I 0 I in A9,9 A10 _IN 0 All I Al ❑A �I ® 4 #8X24' 11 AT N 2 #� T &B, IiXTEND B1 @30" B1@30" 4' 0" BEYOND -- -- -- -- N OP G TYP. AT co f N Co ® L0 CD Ira L0 I- OP G A2 Al 8T5 1 6T5 C0 Al Al Al co Al � Al Al � X� Al ` 6T3 `° 81 _ -� - 6 - - - - _ _ - - - - - - - - - - - - - - Tom- - - - - - - - - - - - - - �T4 - - - T-4-- �— —8— - - -I— - - - - -- Im - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ I I I I I I I I — A10 I T I I I I I I I I I cn o B1 @30 o I I I E E . \U ­#4@12 "T ADDED — — — 0 N Q 6 Q AT BALCONIES, L— CARRIED OIL. I TYP, AT 2A POUR TYP. I m I I I T III 81/2 SLAB 6.0 STRIP ABOVE / I 9C1 9C1 I I I 2 - - - - - - - - ❑ _J LJ - - - - - - - - -�- - - - -- - - - - - - - - - - - - -�- - - - - - -�- - - - - -� - - - - - - - 1 I � � I� I I - I I I I I I I I I I I All o p I I �T @24" T4 @24 BEA M �OL. ABOVE ' I CARRIED I I F L III ABOVE I 9C1 _ 9C1 0 � I I, L_ — — — — — — — � I L_ HS 0 POST -TEN IONED SLAB � Al2 - - - - - - - - - S6x6x3/ - - - — - — T _ —— — — = - — - - - - - - � - - �/ #4 @24" BOT OM E. w. 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5) (10.6 11 ll3 112 FRAMING PLAN (MILD STEEL) LEVEL -09, AREA -1 SCALE: 1/8" = 1' -0" EL. +140' -0" (CVL. ELEV. EL. +212' -0 ") � 1 TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION HSS4x4x /16 FOR LENGTH >1.6' -0" 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F »7 ! ' O V 1 O ' ;° ETA •-�-� U� V .t O tt O 00 I 04/07/06 PROGRESS CD SET 04/25/06 ADDENDUM #2 1 I� SUMMARY PERMIT SET N PLAN CHECK RESUBMITTAL I(D CONSTRUCTION SET 10/23/07 w o A8 V814 I ' 8T4 '� _ - - - - - - - - - - I 1 - - 00 %J; I c) �, cn I I 8T4 8T5 DA8- - - - - - - -�- - - - -�- - - -�- - - - - - - - - - - - -�- - - - - - - - - - - - - - - - - - - - - - -- 8 A I -� I - T4 SIN m I O 8T4 SW6 = SW10 ❑A ❑A ❑q SW19 00 0o W24 ❑ q ® A8,2 3 #7X1 p C� I ❑ C4 00 I00 (.0 p \4 Im I I A9 - _ 6T1 - - - 8T5 - - - - I I I I I I I I I I I 0 I in A9,9 A10 _IN 0 All I Al ❑A �I ® 4 #8X24' 11 AT N 2 #� T &B, IiXTEND B1 @30" B1@30" 4' 0" BEYOND -- -- -- -- N OP G TYP. AT co f N Co ® L0 CD Ira L0 I- OP G A2 Al 8T5 1 6T5 C0 Al Al Al co Al � Al Al � X� Al ` 6T3 `° 81 _ -� - 6 - - - - _ _ - - - - - - - - - - - - - - Tom- - - - - - - - - - - - - - �T4 - - - T-4-- �— —8— - - -I— - - - - -- Im - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ I I I I I I I I — A10 I T I I I I I I I I I cn o B1 @30 o I I I E E . \U ­#4@12 "T ADDED — — — 0 N Q 6 Q AT BALCONIES, L— CARRIED OIL. I TYP, AT 2A POUR TYP. I m I I I T III 81/2 SLAB 6.0 STRIP ABOVE / I 9C1 9C1 I I I 2 - - - - - - - - ❑ _J LJ - - - - - - - - -�- - - - -- - - - - - - - - - - - - -�- - - - - - -�- - - - - -� - - - - - - - 1 I � � I� I I - I I I I I I I I I I I All o p I I �T @24" T4 @24 BEA M �OL. ABOVE ' I CARRIED I I F L III ABOVE I 9C1 _ 9C1 0 � I I, L_ — — — — — — — � I L_ HS 0 POST -TEN IONED SLAB � Al2 - - - - - - - - - S6x6x3/ - - - — - — T _ —— — — = - — - - - - - - � - - �/ #4 @24" BOT OM E. w. 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5) (10.6 11 ll3 112 FRAMING PLAN (MILD STEEL) LEVEL -09, AREA -1 SCALE: 1/8" = 1' -0" EL. +140' -0" (CVL. ELEV. EL. +212' -0 ") � 1 TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION HSS4x4x /16 FOR LENGTH >1.6' -0" 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F »7 ! ' O V 1 O ' ;° ETA •-�-� U� V .t O tt O SHEET TITLE LEVEL-09, AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET no 0 0-- 2. u f H'�l © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 04/25/06 ADDENDUM #2 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 01/29/08 BULLETIN #013 07/11/08 BULLETIN #052 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL-09, AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET no 0 0-- 2. u f H'�l © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 16,9 11.8 10,5 11 11,4 12 12,5 13 13,1 14 15 16 16,6 11 18 I 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' -1" F ' -8 " 10' -32" 1 - I I w w I I I I I I I I I I I I I I I Lo \ / - - - - - - - - A _N ro N \ / / - - - - _ A2 / SIN I I I I I I I I I I I I I I I I I I I I A2 A2 I L tiss _ 6T3 I 6T3 - o / Co o I I I I B2 @18" I o — — 5 @12 T &B E.W. I I I I I I I I I I I I I I I I 7 I, 4ml �I 0 II ,, I I I I °° ❑A — — — — — ° 10TJ I o 9B -3 sS 5x� 1/25 BR ACE 1 - - - - - - - - - - - - - - - - 8T5 8T5 - - - - - - 8T6 ❑A E D1 - -- - - - -- ----- = - - = 1 T3 22 2 I co Ln cc co CID - - - - - - - - I I I I I� I� I C I � I I I ° � � � ® I 10 W26 Eo ° L I I I > i 8 1/2" SLAB I 1 � SLAB — — — _ I I IF I !I I I HSS 5x5x /8 I 8 POST -TENSIONED SLAB W/ #4 @30" 130 �1 OM E.W. TYP. U.O.N. PROGRESS CD SET S.A.D. SUMMARY PERMIT SET I BRACES ° SIN I 10" POST- TENSIONED LAB I I I I N W/ #4 @24" BOTTOM E.WI. TYP. U.O.N. o 7 CI c A n co II n co/�.� N.M. JOB NO. 7083 �• �, NISy,�� F � »s �i��.� 0 O O U� V c� O� > FRAMING PLAN (MILD STEEL) LEVEL -09, AREA -2 SCALE: 1/8" = 1' -0" EL. +140' -0" (CVL. ELEV. EL. +212' -0 ") � 1 TYPICAL STEEL POST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 44 FOR LENGTH >16' -0" E01 DENOTES DEMAND /CAPACITY RATIO AT COLUMN PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2. u 9. 2 ©NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -09a AREA® FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET 0 0-- 2. u 9. 2 ©NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005 N.M. JOB NO. 7083 �• �, NISy,�� F 778 O G U� V c� 2] 3 X 3.3 3.5 4 5 ) ( 5.4 4.2 7 E me 9.1 10 10.5 ) (10.6 11 ll3 112 FRAMING PLAN MILD STEEL) LEVEL -10, AREA -1 SCALE: 1/8" = 1' -0" EL. +150' -0" (CVL. ELEV. L. +220' -0 ") 1.03 HSS BRACE FROM SLAB 21 /S1.0.5B 7 DENOTES DEMAND /CAPACITY RATIO AT COLUMN T AL EEL OST: HSS 5x5x OVER 12' -0" HSS 5x5x 12' -0" OR LESS UNBRACED LENGTH PROVIDE DIAG. BRACE EA. DIRECTION 4x4x FOR LENGTH >16' -0" PROJECT 02028 DATE S C A L E N KEY PLAN SHEET Q 0 lill 0 H I 0 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 01/29/08 BULLETIN #013 07/30/08 BULLETIN #056 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -10a AREA -1 FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET Q 0 lill 0 H I 0 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 Al 2 —IN N I i� N 16,9 11.8 10,5 11 11,4 12 12,5 13 13,1 14 15 16 16,6 11 18 I 13' -10" 11' -6" 16' -6" 14' -0" 14' -0" 21' -11" 10' -7" 32' -6" 32' -6" 17' -12" 11' -1" F ' -8 " 10' -32" 1- I I w w I I I I I I I I I I I I X 1 1 I Lo \ / _N N F — I _ � �I - - - - L_ -- �— 6T1 r � I \ I ,� / I A2 SIN I - -- - --- - - - - - - - - -_- - -� - - - - - - - - - - - - - - - - - F� I A4 - - -�- -�- r - - - - - - - - - - -�- - - - - - - - - - - - -T - - - \� � -I - - - - - - - - - - A4 1% I s p S B xs� T B2 @1 8" ° s xS xi / I PIJ4 � o osl 7 I, � � � 00 - -� A2 I I o 1 — II _ I I S �"S -� I I S� pS� I - - - - -I� - . - - -_ - — � � _� _ � I I A5 - - - - - - - - - - - 8T3sT - - - - L1 - - - - - —o - - -� -- -- - - o - -� -- �- - - -�I- - A5 // -- -- - � �- , �, 1, 2 I I I 00 vvy \ \ \. .I , / Ab - - - - - - - - - - - - - - - - -f - - f-- - - - 1— - - -�- - - - 1 , C co I I 1 1 1 1 1 1 Im L m o a -o n I- I I I I I I I I I I I I I I I� � I I I B 3@18" I I I I � I � ®, 1 I I 01 SIN _ " ! !! II 10" POST- TENSIO ED SLAB W/ #4 @ 24" BOTTOM E.W. TYP. PROGRESS CD SET 0. N. SUMMARY PERMIT SET E. L. S.A.D. PLAN CHECK RESUBMITTAL " 0 0 l I I I I I I I I I I I I I I T3 7 I �- - - I�- - - - - - -_ - - - - - - - - - - - - mmmmmm 141 A8,2 - A co _ � _ F j A9,9 CD 2@1 CD _ � 1015 - - - - - 8T - - - - - - - - - - - - - - - - — - - - - -- - - - - - - - - - - - - Tom- - - - - - - - - - -- - A10 T r wi 4on o / I / W8x10 - I o III 6 HSS6x / i 0 0 W8xY � X I X ^ �I I N CD Co Do o I N S7.01 E x I x X I� m co co W12x19 I. .I � I X, 1 I I - - - - - - - - - - - - - - - - - - I I All W16 31 (BB) / °v 11, I 3 HSS6x6 / � W1 9x19 WRx1 o ! I 8 _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 17' -1 ' -3 ' 10'- 7 32'-6" 32'-6 2 11 -1 -8 2 -6 I I I I I I I I 14 15 16 16.6 11 18 16.9 11.8 FRAMING PLAN MILD STEEL) LEVEL -10, AREA -2 SCALE: 1/8" = 1' -0" EL. +150' -0" (CVL. ELEV. L. +220' -0 ") 1.03 DENOTES DEMAND /CAPACITY RATIO AT COLUMN N.M. JOB NO. 7083 �• �, NISy,�� F �,2»s F es_ . �i��.� 0 4� O O U� V c� O PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o i n U 2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 10/23/07 BULLETIN #001 11/05/07 BULLETIN #002 7 01/26/10 BULLETIN #126 SHEET TITLE LEVEL -10, AREA -2 FRAMING PLAN (MILD STEEL) PROJECT 02028 DATE S C A L E N KEY PLAN SHEET o i n U 2 © MSHMN MEWNGER CONSULTING AND STRUCTURAL ENGINEERS 2005 T1 0 I�61 T3 lbi T4 It: T7 T8 T9 I�[I; T11 T12 T13 T14 labs. 1a0 REMARKS STUDRAIL SCHEDULE MARK REF. DETAIL STUDRAIL HEIGHT » RAIL PLATE 2. STUDS SIZE N0. OF R'S PER COLUMN STUD SIZE 0 N0. OF STUDS PER RAIL "T" " W " ❑A B * 1 /4" 1 12 1 /2 1) 6 Al D 9 6 A2 C 6 6 © B 12 8 B1 D 9 8 B2 C 6 8 © B 5 /16 " 13/4 12 5 /8" 10 C1 D 9 10 C2 C 6 10 a B 12 14 D1 D 9 14 D2 C 6 14 D3 D 9 16 #5x12' -0" CENTERED OVER COLUMN, WALL OR BEAM POST- TENSION SLAB ADDED REINFORCING SCHEDULE ADDED TOP REINFORCING #5x6' -0" #5x8' -0" #5x10' -0" #5x14' -0" #5x16' -0" #5x20' -0" #6x10' -0" #6x12' -0" #6x14' -0" #5x24' -0" #5x16' -0" HOOK END 90° #5x18' -0" #5x28' -0" HOOK END 90° #5x5' -6" HOOK END 90° #5 HOOK END 90° FACE OF COLUMN OR WALL N.M. JOB NO. 7083 �• �, NISy,�� F 31 / 2 " 778 ►�I:1:1'/ B1 B2 B3 B4 '10 * TOTAL SLAB THICKNESS MINUS 1.5" (.75" COVER) NOTE: AT THINNER SLAB OR STEP TRANSITION, PROVIDE SHORTER STUD REMARKS AS REQUIRED FOR MIN. 3 /4" CONCRETE COVER ADDED BOTTOM REINFORCING #4x10' -0" 1. #4x12' -0" #4x14' -0" 2. #4x16' -0" #5x20' -0" 3. 5T1 AS SHOWN ON PLAN DENOTE 5 BARS RAIL LENGTH POST- TENSIONING NOTES: 1. SEE GENERAL NOTES, SPECIFICATION AND TYPICAL POST- TENSIONED CONCRETE DETAILS 2. TENDON SPACING SHALL NOT EXCEED 42" AT UNIFORM DIRECTION. ADD EXTRA TENDON AS REQUIRED. 3. TYPICAL C.G. TO SOFFIT IS 7" FOR 8.5" THICK SLAB, 8.5" FOR 10" THICK SLAB OR 10.5" FOR 12" THICK SLAB AT SUPPORT, 1.0" AT MID SPAN IN BANDED DIRECTION (NORTH - SOUTH) U.O.N. BANDED TENDON PROFILE TAKES PREFRENCE OVER RE -BAR OR UNIFORM TENDONS, TYPICAL. 4. TYPICAL C.G. TO SOFFIT IS 7.5" FOR 8.5" THICK SLAB, 9.0" FOR 10" THICK SLAB, OR 11" FOR 12" AT SUPPORT, 1.0" AT MID -SPAN IN UNIFORM DIRECTION (WEST -EAST) U.O.N. 5. PROVIDE SMOOTH PARABOLIC TRANSITION BETWEEN CONTROL POINTS WHERE C.G. IS NOT NOTED. 6. DEAD ENDS AND STRESS ENDS MAY BE REVERSED AT CONTRACTOR'S OPTION. PROVIDE STRESSING POCKET AS REQUIRED WHEN STRESSING AT EDGE OF SLAB IS NOT AVAILABLE. 7. PROVIDE SLIP JOINT AT BEARING CONC. WALL TYP. LEGEND: 400K INDICATES STRESS END WITH REQUIRED FINAL EFFECTIVE POST- TENSIONING FORCE (KIPS). C.G. (CENTER OF GRAVITY) OF TENDONS SHALL BE LOCATED AT CENTER OF SLAB EDGE, TYPICAL. INDICATES DEAD END- C.G. OF TENDONS SHALL BE LOCATED AT CENTER OF SLAB EDGE, TYPICAL. ��� INDICATES DISTANCE FROM SOFFIT OF SLAB TO � OF TENDONS (IN INCHES). *9.5 INDICATES DISTANCE FROM LOWER SOFFIT WHERE THICKEN SLAB OCCURS INDICATES ON PLAN P.T. OR STEEL REINF. TO EXTEND TO EDGE OF CONCRETE SLAB. STEP 16.5 ** PROFILE MEASURED FROM BEAM SOFFIT 270K* FORCE GOING THRU BEAM. SEE PT BEAM SCHEDULE FOR CGS AT LOW POINT AND ADDITIONAL FORCE THRU BEAM. STUDS (SEE 3 NO. OF STUD /SPACING SCHED. FOR SIZE) SEE SCHEDULE J � U I m � __ W W I (n c U U RAIL PLATE (FOR THICKNESS "T ", WIDTH "W" AND LENGTH NOTE: SEE SCHEDULE) 1. "STUDRAILS" MANUFACTURED BY DECON OR ENGINEER APPROVED EQUAL. 2. STUDS AND RAIL PLATE: 50 KSI STEEL A TYPICAL STUDRAIL D T YPICAL L 1 " =1 ' -0" RAILS EQUALLY SPACED (SEE SCHEDULE) (3)RAILS SPACED EQUALLY, TYPICAL POST TENSION DECK REINFORCING NOTE: 1. SEE FRAMING PLANS FOR TYPICAL BOTTOM REINF. ALL REINF. SHOWN ARE ADDITIONAL TO TYPICAL. 2. SEE DETAIL 17/S1.3 FOR TOP MILD STEEL PLACEMENT. 3. BAR LENGTHS SHOWN DO NOT INCLUDE LENGTH OF HOOK. 4. HOOK BAR WHERE SHOWN ON PLAN. 5. SEE SECTIONS AND DETAILS FOR ANY ADDITIONAL REINF. 6. SEE S1.3 FOR TYP SLAB REINF. 7. REFER TO DETAIL 2 /S1.3A FOR RESTRICTION OF P.T. SLAB PENETRATION AT COLUMN. COLUMN SEE PLAN PLACE q OF RAIL PLATES 2" FROM EDGE OF SLAB TYPICAL PLAN PLACE END OF RAIL PLATE AT FACE OF COL. TYPICAL RAILS SP EQUALLY TYPICAL STUD SPACING 31/2 " 4 " REMARK PLAN - STUDRAIL LAYOUT AT INTERIOR COLUMN NTS ALIGN EDGE OF RAIL PLATES WITH SIDES OF COLUMN SLAB EDGE STUDRAIL LAYOUT AT EXTERIOR COLUMN NTS RAI LS EQUAL TYPIC/ VL/LV IVIIV SEE PLAN PLAN - STUDRAIL LAYOUT AT SHEARWALL 7 NTS 3E OF RAIL 'ITH SIDES JN DE OF RAIL 'ITH SIDES JN SLAB EDGE (3)RAILS SP EQUALLY, T) COLT SEE PLAN OF RAIL I SIDES SLAB EDGE I �,-,., OF RAIL PLATES 2" FROM EDGE OF SLAB TYPICAL PLAN - STUDRAIL LAYOUT AT OUTSIDE CORNER COLUMN NTS RAILS C EQUALL TYPICAL PLAN - STUDRAIL LAYOUT AT SHEARWALL 7 NTS 3 0E OF RAIL 'ITH SIDES �N O1� 0 � ' ICI Q U� V c� 0 PTO G� O ISSUED FOR 04/07/06 PROGRESS CD SET 05/12/06 SUMMARY PERMIT SET 05/22/07 PLAN CHECK RESUBMITTAL 07/18/07 CONSTRUCTION SET 01/26/10 BULLETIN #126 SHEET TITLE POST - TENSION SLAB ADDED REINF, SCHEDULE & DETADLS PROJECT 02028 DATE S C A L E AS NOTES SHEET SHEAR REINFORCING DETAIL STUDRAIL SCHEDULE 0 0-- 5 0 2 ©NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 2005