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HomeMy WebLinkAboutPermit D03-129 - SEGMENT 3 - DHS - FOUNDATIOND03-129 DHS - FOUNDATION 12500 Tukwila International Boulevard Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - DHS — Foundation D03-129 Segment 2 - DHS — Foundation D03-129 Segment 3 - DHS — Foundation D03-129 Segment 4 Plans - DHS — Foundation D03-129 Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) # Centroid (feet) 184 (181.3,-80,-0.3542) 185 (181.3,-108.8,-0.3542) 186 (181.4,-131,-0.3542) 187 (181.4,-50,-0.3542) 188 (181.4,-27.88,-0.3542) 189 (194.8,-108.8,-0.3542) 190 (194.8,-128.8,-0.3542) 191 (194.8,-80,-0.3542) 192 (194.8,50,-0.3542) 193 (194.9,-27.88,-0.3542) 194 (201.6,-65.04,-0.3542) 195 (201.7,-78.91,-0.3542) 196 .197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 (208.5,-80,-0.3542) (208.5,50,-0.3542) (208.5,-27.88,-0.3542) (208.7,-110.3,-0.3911) (208.7,-128.6,-0.3542) (208.6,-27.88,-0.3542) (209.5,-21.17,-0.3542) (209.8,-48.65,-0.3542) (209.8,-34.99,-0.3542) (211.1,-27.47,-0.3542) (211.2,-128.8,-0.3542) (211.3,-108.8,-0.394) (211.9,-133.8,-0.3542) (211.9,-122.5,-0.3542) (213.1,-111.3,-0.4588) (215.2,-108.7,-0.4737) (211.9,-95.04,-0.3542) (214.3,-81.32,-0.3542) (222,-80,-0.3542) (222.1,50,-0.3542) (224.8,-27.47,-0.3542) (227.6,-78.88,-0.3542) (227.6,-51.31,-0.3542) (227.9,-64.58,-0.3542) (228.9,-128.8,-0.3542) (228.9,-108.8,-0.394) (233.8,-80,-0.3542) (233.8,-50,-0.3542) (238.6,-128.8,-0.3542) (238.8,-27.47,-0.3542) (239.5,-21.23,-0.3542) (241.2,-27.47,-0.3542) (241.4,-128.8,-0.3542) (241.4,-48.56,-0.3542) 230 (241.4,34.99,-0.3542) 231 (243.4,-122.5,-0.3542) 232 (243.4,-133.8,-0.3542) 233 (242.5,-111.2,-0.4649) 234 (242.5,-108.7,-0.4649) 235 (243.4,-95.04,-0.3542) 236 (245.1,-80,-0.3542) 237 (245.2,-108.8,-0.394) 238 (245.1,50,-0.3542) 239 (245.6,-81.3,-0.3542) 240 (245.6,-78.81,-0.3542) 241 (245.6,-51.31,-0.3542) 242 (245.9,-65.04,-0.3542) 243 (247.8,-108.8,-0.394) 244 (247.8,-80,-0,3542) Conc. Top Conc. Bot. (Psi) (psi) -351 91.2 -472 403 -437 63.2 -286 46.5 -559 195 188 -619 170 -713 220 -479 206 -424 259 -643 -164 -202 -201 -187 -492 225 -426 213 -725 372 -736 351 -678 183 -727 374 -389 -171 326 -327 -353 -238 -769 401 -660 144 -324 131 -272 -108 -111 -392 -439 85.4 -469 39.9 -112 -376 -373 -140 -292 -172 -199 -190 158 -598 -336 -52.5 -346 -76.7 -25.1 -385 13.7 -505 -91.7 -337 -123 -281 -136 -241 -560 81.8 -778 223 -403 -174 -846 118 -538 -9.93 -332 -174 -372 -272 -138 -414 -270 -128 -428 65.6 -386 29.4 -136 -369 -263 -89.7 -303 -65.9 -240 -106 -278 -124 -277 -125 -275 -190 -112 -393 -257 -24 -252 -115 Conc. Cent. (Psi) -130 -216 -187 -120 -182 -215 -272 -129 -109 -192 -183 -194 -133 -107 -176 -311 -247 -176 -280 -327 -296 -184 -258 -144 -190 -251 -198 -228 -244 -256 -232 -195 -220 -194 -211 -205 -245 -188 -202 -188 -239 -278 -289 -364 -274 -253 -322 -276 -199 -199 -193 -252 -176 -210 -173 -201 -201 -232 -252 -165 -184 Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (Psi) (ksi) (ksi) (k&) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100r) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100r) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100r) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,) (-2100,-) (-2100,-) (-2100,) (-2100,) (-2100,) (-2100,) (-2100r) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,) (-2100,-) (-2100,-) (-2100,-) "Centroid" Indicates the section centroid In X,Y,Z coordinates. "Conc. Umits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Umits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Grose Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross FL2- - Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 21 Engineers Northwest - 4th.floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (5) Centroid (feet) 245 (247.9;50,-0.3542) 248 (254.1,-27.47,-0.3542) 247 (257.6,-128.8,-0.3542) 248 (257.8,-108.8,-0.3542) 249 (258,-80,-0.3542) 250 (258,-50,-0.3542) 251 (261.9,-21.15,-0.3542) 252 (263.7,-133.7,-0.3542) 253 (263.6,-34.99,-0.3542) 254 (263.7,51.41,-0.3542) 255 (263.7,-48.49,-0.3542) 256 (264,-122.6,-0.3542) 257 (264,-111.2,-0.3542) 258 (264,-108.7,-0.3542) 259 (264,-95.05,-0.3542) 260 (264,-64.97,-0.3542) 261 (264,-81.31,-0.3542) 262 (264,-78.79,-0.3542) 263 (268.6,-50,-0.3542) 264 (268.7,-128.8,-0.3542) 265 (268.6,-80,-0.3542) 266 (268.7,-108.8,-0.3542) 267 (268.8,-27.47,-0.3542) Conc. Top Conc. Bot Conc. Cent. Conc Limits (Psi) (Psi) (Psi) (Psi) -229 -126 -178 (-2100,-) -77.4 -745 -411 (-2100,-) -166 -436 -301 (-2100,-) -56.2 -302 -179 (-2100,-) -87 -271 -179 (-2100,-) -69.4 -260 -165 (-2100,-) -281 -226 -254 (-2100,-) -312 -201 -257 (-2100,-) -190 -97.7 -144 (-2100,-) -298 -76.6 -188 (-2100,-) -258 -117 -187 (-2100,-) -18.7 -375 -197 (-2100,-) -459 -23 -241 (-2100,-) -404 -62.2 -233 (-2100,-) -27.2 -315 -171 (-2100,-) -0.597 -333 -167 (-2100,-) -367 -67.3 -217 (-2100,-) -364 -73.1 -219 (-2100,-) -176 -181 -178 (-2100,-) -292 -217 -255 (-2100,-) -184 -174 -179 (-2100,-) -199 -185 -192 (-2100,-) -507 -257 -382 (-2100,-) Rebar Top Rebar Bot. Rebar Limits (kW) (ksU (ki) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; ' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Calc. Gross Gross Gross Grose Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross FL -12- Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 22 Service LC: Design Section Summary Engineers Northwest - 4th.floor- Monday April 28, 2003 FL2 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 1 2.3 ACI 18.9.3.3 0 0 inf OK 2 2.3 ACI 18.9.3.3 0 0 inf OK 3 1.84 ACI 18.9.3.3 0 0 inf OK 4 2.3 ACI 18.9.3.3 0 0 inf OK 5 2.3 ACI 18.9.3.3 0 0 inf OK 6 0 0 0 inf OK 7 2.3 ACI 18.9.3.3 0 0 inf OK 8 2.3 ACI 18.9.3.3 0 0 inf OK 9 0 0 0 inf OK 10 1.84 ACI 18.9.3.3 0 0 int OK 11 0 1.86 ACI 18.9.3.2 0 inf OK 12 1.84 ACI 18.9.3.3 0 0 inf OK 13 0 0 0 Inf OK 14 1.84 ACI 18.9.3.3 0 0 inf OK 15 1.84 ACI 18.9.3.3 0 0 int OK 16 2.3 ACI 18.9.3.3 0 0 inf OK 17 2.3 ACI 18.9.3.3 0 0 inf OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 inf OK 21 0 0 0 inf OK 22 0 0 0 inf OK 23 3.24 ACI 18.9.3.3 0 0 inf OK 24 2.3 ACI 18.9.3.3 0 0 inf OK 25 2.3 ACI 18.9.3.3 0 0 inf OK 26 2.3 ACI 18.9.3.3 0 0 int OK 27 2.3 ACI 18.9.3.3 0 0 inf OK 28 3.24 ACI 18.9.3.3 0 0 inf OK 29 3.28 ACI 18.9.3.3 0 0 inf OK 30 3.28 ACI 18.9.3.3 0 0 Inf OK 31 0 0 0 inf OK 32 0 2.23 ACI 18.9.3.2 0 Inf OK 33 0 0 0 inf OK 34 2.3 ACI 18.9.3.3 0 0 int OK 35 1.84 ACI 18.9.3.3 0 0 inf OK 36 2.79 ACI 18.9.3.3 0 0 Inf OK 37 2.79 ACI 18.9.3.3 0 0 inf OK 38 0 0 0 inf OK 39 2.79 ACI 18.9.3.3 0 0 inf OK 40 2.79 ACI 18.9.3.3 0 0 inf OK 41 2.3 ACI 18.9.3.3 0 0 inf OK 42 2.32 ACI 18.9.3.3 0 0 inf OK 43 2.3 ACI 18.9.3.3 0 0 inf OK 44 1.84 ACI 18.9.3.3 0 0 Inf OK 45 0 0 0 In! OK 46 0 0 0 Inf OK 47 0 1.22 ACI 18.9.3.2 0 inf OK 48 0 0 0 inf OK 49 0 0 0 inf OK 50 2.3 ACI 18.9.3.3 0 0 Inf OK 51 2.3 ACI 18.9.3.3 0 0 inf OK 52 2.3 ACI 18.9.3.3 0 0 inf OK 53 2.3 ACI 18.9.3.3 0 0 inf OK 54 2.3 ACI 18.9.3.3 0 0 inf OK 55 3.65 ACI 18.9.3.3 0 0 int OK 56 0 0 0 inf OK 57 3.24 ACI 18.9.3.3 0 0 inf OK 58 2.3 ACI 18.9.3.3 0 0 inf OK 59 3.24 ACI 18.9.3.3 0 0 inf OK 60 1.84 ACI 18.9.3.3 0 0 in OK 61 2.3 ACI 18.9.3.3 0 0 inf OK 62 2.3 ACI 18.9.3.3 0 0 Inf OK 63 0 0 0 inf OK 64 2.3 ACI 18.9.3.3 0 0 inf OK 65 0 0 0 inf OK 66 1.84 ACI 18.9.3.3 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 23 Engineers Northwest - 4thiloor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) FL._ &›7 ►� # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (so (sq. in.) (sq. In.) (inches) 67 5.24 ACI 18.9.3.3 0 0 Inf OK 68 1.84 ,ACI 18.9.3.3 0 0 Inf OK 69 0 0 0 int OK 70 2.3 ACI 18.9.3.3 0 0 int OK 71 2.3 ACI 18.9.3.3 0 0 int OK 72 2.3 ACI 18.9.3.3 0 0 Int OK 73 0 0 0 Int OK 74 0 0 0 int OK 75 0 0 0 inf OK 76 2.9 ACI 18.9.3.3 0 0 Int OK 77 2.54 ACI 18.9.3.3 0 0 inf OK 78 0 0 0 int OK 79 0 2.4 ACI 18.9.3.2 0 inf OK 80 0 0 0 int OK 81 2.3 ACI 18.9.3.3 0 0 Int OK 82 2.3 ACI 18.9.3.3 0 0 inf OK 83 2.3 ACI 18.9.3.3 0 0 Int OK 84 1.84 ACI 18.9.3.3 0 0 Int OK 85 1.84 ACI 18.9.3.3 0 0 inf OK 86 0 2.5 ACI 18.9.3.2 0 int OK 87 2.33 ACI 18.9.3.3 0 0 inf OK 88 2.31 ACI 18.9.3.3 0 0 int OK 89 2.3 ACI 18.9.3.3 0 0 Int OK 90 2.3 ACI 18.9.3.3 0 0 int OK 91 0 0 0 Int OK 92 0 0 0 inf OK 93 1.84 ACI 18.9.3.3 0 0 inf OK 94 2.3 ACI 18.9.3.3 0 0 Int OK 95 1.84 ACI 18.9.3.3 0 0 inf OK 96 1.84 ACI 18.9.3.3 0 0 Int OK 97 2.3 ACI 18.9.3.3 0 0 inf OK 98 2.3 ACI 18.9.3.3 0 0 Int OK 99 0 0 0 inf OK 100 0 0 0 Int OK 101 0 0 0 inf OK 102 2.3 ACI 18.9.3.3 0 0 Int OK 103 0 0 0 inf OK 104 2.71 ACI 18.9.3.3 0 0 Int OK 105 2.74 ACI 18.9.3.3 0 0 Int OK 106 2.74 ACI 18.9.3.3 0 0 int OK 107 1.84 ACI 18.9.3.3 0 0 int OK 108 2.3 ACI 18.9.3.3 0 0 Int OK 109 1.84 ACI 18.9.3.3 0 0 int OK 110 2.3 ACI 18.9.3.3 0 0 int OK 111 2.24 ACI 18.9.3.3 0 0 inf OK 112 0 0 0 int OK 113 0 0 0 Int OK 114 2.31 ACI 18.9.3.3 0 0 int OK 115 2.3 ACI 18.9.3.3 0 0 inf OK 116 2.3 ACI 18.9.3.3 0 0 Int OK 117 2.3 ACI 18.9.3.3 0 0 inf OK 118 0 0 0 inf OK 119 2.3 ACI 18.9.3.3 0 0 int OK 120 1.84 ACI 18.9.3.3 0 0 Int OK 121 1.84 ACI 18.9.3.3 0 0 int OK 122 2.3 ACI 18.9.3.3 0 0 Inf OK 123 2.3 ACI 18.9.3.3 0 0 inf OK 124 2.3 ACI 18.9.3.3 0 0 Int OK 125 0 0 0 inf OK 126 0 0 0 int OK 127 0 0 0 int OK 128 2.3 ACI 18.9.3.3 0 0 int OK 129 0 0.5 ACI 18.9.3.2 0 int OK 130 0 0 0 Inf OK 131 0 0 0 inf OK 132 2.3 ACI 18.9.3.3 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. ...,:<'..Liiti.'uuii:+:,.::a+�:>:u �•.:. rm::J.aud.ea:ceir; Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 24 tit Engineers Northwest - 4th. floor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (3) As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. In.) (inches) 133 2.3 ACI 18.9.3.3 0 0 inf OK 134 2.3 ACI 18.9.3.3 0 0 Inf OK 135 0 1.58 ACI 18.9.3.2 0 inf OK 138 1.84 ACI 18.9.3.3 0 0 inf OK 137 2.3 ACI 18.9.3.3 0 0 inf OK 138 1.84 ACI 18.9.3.3 0 0 inf OK 139 0 0 0 inf OK 140 2.3 ACI 18.9.3.3 0 0 inf OK 141 2.3 ACI 18.9.3.3 0 0 inf OK 142 2.3 ACI 18.9.3.3 0 0 Int OK 143 2.12 ACI 18.9.3.3 0 0 inf OK 144 2.3 ACI 18.9.3.3 0 0 inf OK 145 2.3 ACI 18.9.3.3 0 0 inf OK 146 0 1.96 ACI 18.9.3.2 0 inf OK 147 2.37 ACI 18.9.3.3 0 0 inf OK 148 2.37 ACI 18.9.3.3 0 0 inf OK 149 1.84 ACI 18.9.3.3 0 0 inf OK 150 2.3 ACI 18.9.3.3 0 0 Inf OK 151 2.3 ACI 18.9.3.3 0 0 inf OK 152 1.84 ACI 18.9.3.3 0 0 Inf OK 153 2.3 ACI 18.9.3.3 0 0 inf OK 154 2.3 ACI 18.9.3.3 0 0 Inf OK 155 0 0 0 int OK 156 0 0 0 inf OK 157 0 0 0 inf OK 158 0 0 0 Inf OK 159 0 0 0 inf OK 160 0 0 0 inf OK 161 0 0 0 inf OK 162 0 0 0 Inf OK 163 0 0 0 inf OK 164 0 0 0 inf OK 165 0 0 0 inf OK 166 1.84 ACI 18.9.3.3 0 0 inf OK 167 1.84 ACI 18.9.3.3 0 0 inf OK 168 2.3 ACI 18.9.3.3 0 0 inf OK 169 2.3 ACI 18.9.3.3 0 0 inf OK 170 2.3 ACI 18,9.3.3 0 0 inf OK 171 1.84 ACI 18.9.3.3 0 0 inf OK 172 0 0 0 inf OK 173 2.11 ACI 18.9.3.3 0 0 inf OK 174 2.3 ACI 18.9.3.3 0 0 inf OK 175 2.3 ACI 18.9.3.3 0 0 Inf OK 176 0 0 0 inf OK 177 2.3 ACI 18.9.3.3 0 0 inf OK 178 2.3 ACI 18.9.3.3 0 0 inf OK 179 0 0 0 inf OK 180 2.3 ACI 18.9.3.3 0 0 inf OK 181 2.3 ACI 18.9.3.3 0 0 inf OK 182 2.3 ACI 18.9.3.3 0 0 Inf OK 183 0 3.96 ACI 18.9.3.2 0 inf OK 184 2.3 ACI 18.9.3.3 0 0 inf OK 185 2.3 ACI 18.9.3.3 0 0 inf OK 186 1.84 ACI 18.9.3.3 0 0 inf . OK 187 2.3 ACI 18.9.3.3 0 0 inf OK 188 1.84 ACI 18.9.3.3 0 0 int OK 189 0 0 0 inf OK 190 0 0 0 inf OK 191 0 0 0 inf OK 192 0 0 0 inf OK 193 0 0 0 inf OK 194 0 0 0 inf OK 195 2.3 ACI 18.9.3.3 0 0 inf OK 196 2.3 ACI 18.9.3.3 0 0 inf OK 197 2.3 ACI 18.9.3.3 0 0 inf OK 198 1.84 ACI 18.9.3.3 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Z Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 25 Engineers Northwest - 4th.floor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) FL -g- 21 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (Inches) 199 3.24 ACI 18.9.3.3 0 0 int OK 200 1.84 ACI 18.9.3.3 0 0 inf OK 201 1.84 ACI 18.9.3.3 0 0 inf OK 202 2.35 ACi 18.9.3.3 0 0 inf OK 203 2.3 ACI 18.9.3.3 0 0 inf OK 204 0 3.82 ACI 18.9.3.2 0 inf OK 205 1.84 ACI 18.9.3.3 0 0 inf OK 206 2.3 ACI 18.9.3.3 0 0 Int OK 207 3.24 ACI 18.9.3.3 0 0 inf OK 208 2.61 ACI 18.9.3.3 0 0 Inf OK 209 0 0 0 inf OK 210 3.68 ACI 18.9.3.3 0 0 Inf OK 211 3.24 ACI 18.9.3.3 0 0 inf OK 212 0 0 0 inf OK 213 2.97 ACI 18.9.3.3 0 0 inf OK 214 2.3 ACI 18.9.3.3 0 0 int OK 215 2.3 ACI 18.9.3.3 0 0 inf OK 216 0 0 0 Inf OK 217 2.3 ACI 18.9.3.3 0 0 inf OK 218 2.3 ACI 18.9.3.3 0 0 inf OK 219 0 0 0 int OK 220 0 0 0 Inf OK 221 0 1.86 ACI 18.9.3.2 0 Inf OK 222 0 0 0 inf OK 223 0 0 0 inf OK 224 2.3 ACI 18.9.3.3 0 0 inf OK 225 1.84 ACI 18.9.3.3 0 0 Inf OK 226 2.3 ACI 18.9.3.3 0 0 Inf OK 227 1.84 ACI 18.9.3.3 0 0 int OK 228 2.3 ACI 18.9.3.3 0 0 inf OK 229 2.54 ACI 18.9.3.3 0 0 inf OK 230 0 2.98 ACI 18.9.3.2 0 inf OK 231 0 0 0 Inf OK 232 2.3 ACI 18.9.3.3 0 0 inf OK 233 3.24 ACI 18.9.3.3 0 0 Int OK 234 3.24 ACI 18.9.3.3 0 0 Int OK 235 0 0 0 inf OK 236 2.3 ACI 18.9.3.3 0 0 Int OK 237 3.24 ACI 18.9.3.3 0 0 inf OK 238 2.3 ACI 18.9.3.3 0 0 Inf OK 239 2.3 ACI 18.9.3.3 0 0 inf OK 240 2.3 ACI 18.9.3.3 0 0 Inf OK 241 2.3 ACI 18.9.3.3 0 0 inf OK 242 0 0 0 inf OK 243 3.24 ACI 18.9.3.3 0 0 inf OK 244 2.3 ACI 18.9.3.3 0 0 inf OK 245 2.3 ACI 18.9.3.3 0 0 inf OK 246 0 0 0 inf OK 247 0 0 0 inf OK 248 0 0 0 inf OK 249 0 0 0 int OK 250 0 0 0 inf OK 251 2.3 ACI 18.9.3.3 0 0 inf OK 252 2.3 ACI 18.9.3.3 0 0 inf OK 253 0 2.87 ACI 18.9.3.2 0 int OK 254 2.3 ACI 18.9.3.3 0 0 Int OK 255 2.3 ACI 18.9.3.3 0 0 Int OK 256 0 0 0 int OK 257 1.84 ACI 18.9.3.3 0 0 int OK 258 1.84 ACI 18.9.3.3 0 0 inf OK 259 0 0 0 int OK 260 0 0 0 Int OK 261 1.84 ACI 18.9.3.3 0 0 Inf OK 262 1.84 ACI 18.9.3.3 0 0 int OK 263 2.3 ACI 18.9.3.3 0 0 inf OK 264 2.3 ACI 18.9.3.3 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 26 �' �t�o.., ..),s_i.,nu a4...,c,t6:a--��..'��ti '%:Yv'�,1. t•.�r `4'41414M%* vice s,r.1vn ae;zr�afasrxAar+a, Engineers Northwest - 4th.floor - Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) Ftgzoo # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. In.) (inches) 265 2.3 ACI 18.9.3.3 0 0 int OK 266 2.3 ACI 18.9.3.3 0 0 Int OK 267 1.84 ACI 18.9.3.3 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 27 1y Engineers Northwest - 4th.floor - Monday April 28, 2003 Service LC: Design Section Stresses # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (kW) 1 (1.21,-128.8,-0.3542) -148 -367 -257 (-2250,424) - Gross 2 (1.203,-80,-0.3542) -78.9 -256 -168 (-2250,424) Gross 3 (1.214,-27.47,-0.3542) -335 -383 -359 (-2250,424) Gross 4 (1.311,-108.8,-0.3542) -108 -254 -181 (-2250,424) Gross ' 5 (1.277,-50,-0.3542) -51.6 -283 -167 (-2250,424) Gross 6 (5.539,-65.12,-0.3542) -284 -75.7 -180 (-2250,424) Gross 7 (5.626,-51.26,-0.3542) 114 -565 -226 (-2250,424) Gross 8 (5.626,-48.67,-0.3542) 221 -682 -231 (-2250,424) Gross 9 (5.744,-122.6,-0.3542) -281 -180 -230 (-2250,424) Gross 10 (5.744,-111.2,-0.3542) -140 -392 -266 (-2250,424) Gross 11 (5.703,-35.01,-0.3542) -610 294 -158 (-2250,424) Gross 12 (5.744,-108.8,-0.3542) -63.6 -444 -254 (-2250,424) Gross 13 (5.744,-95.05,-0.3542) -310 -58.9 -184 (-2250,424) Gross 14 (5.744,-81.17,-0.3542) -1 -463 -232 (-2250,424) Gross 15 (5.744,-78.72,-0.3542) -35.9 -432 -234 (-2250,424) Gross 16 (7.47,-21.24,-0.3542) -189 -322 -256 (-2250,424) Gross 17 (7.737,-133.8,-0.3542) -236 -175 -206 (-2250,424) Gross 18 (11.21,-108.8,-0.3542) -371 15.9 -178 (-2250,424) Gross 19 (11.41,-80,-0.3542) -392 55.7 -168 (-2250,424) Gross 20 (11.41,-50,-0.3542) -424 104 -160 (-2250,424) Gross 21 (14.81,-27.47,-0.3542) -498 -254 -376 (-2250,424) Gross 22 (15.78,-128.6,-0.3542) -378 -134 -256 (-2250,424) - Gross 23 (22.08,-108.8,-0.394) 146 -641 -164 (-2250,424) Gross 24 (22.2,-80,-0.3542) 126 -479 -177 (-2250,424) Gross 25 (22.2,-50,-0.3542) 171 -515 -172 (-2250,424) - Gross 26 (24.89,-80,-0.3542) 162 -508 -173 (-2250,424) Gross 27 (24.89,-50,-0.3542) 214 -551 -169 (-2250,424) Gross 28 (25.01,-108.8,-0.394) 288 -965 -206 (-2250,424) Gross 29 (27.45,-111.3,-0.4632) -74.7 -319 -188 (-2250,424) Gross 30 (27.45,-108.8,-0.4632) -6.98 -387 -183 (-2250,424) Gross 31 (26.38,-95.04,-0.3542) -469 -16.9 -243 (-2250,424) Gross 32 (28.18,-35.01,-0.3542) -812 199 -307 (-2250,424) Gross 33 (28.48,-122.5,-0.3542) -407 -103 -255 (-2250,424) Gross 34 (28.78,-128.8,-0.3542) -23.1 -453 -238 (-2250,424) Gross 35 (28.72,-27.47,-0.3542) -298 -355 -326 (-2250,424) Gross 36 (29.67,-81.19,-0.3542) 277 -666 -194 (-2250,424) - Gross 37 (29.67,-78.74,-0.3542) 247 -629 -191 (-2250,424) Gross 38 (29.67,-65.04,-0.3542) -461 16.8 -222 (-2250,424) Gross 39 (29.67,51.29,-0.3542) 341 -756 -207 (-2250,424) Gross 40 (29.67,-48.7,-0.3542) 339 -844 -252 (-2250,424) Gross 41 (29.66,-21.24,-0.3542) -180 -365 -272 (-2250,424) Gross 42 (30.63,-133.8,-0.3542) -159 -219 -189 (-2250,424) Gross 43 (31.32,-128.8,-0.3542) -70.1 -352 -211 (-2250,424) Gross 44 (31.33,-27.47,-0.3542) -257 -239 -248 (-2250,424) Gross 45 (36.76,-80,-0.3542) -440 37.6 -201 (-2250,424) Gross 46 (36.76,-50,-0.3542) -437 64.1 -186 (-2250,424) Gross 47 (41.55,-108.8,-0.394) -484 245 -197 (-2250,424) Gross 48 (44.93,-27.47,-0.3542) -174 -206 -190 (-2250,424) Gross 49 (45.76,-128.8,-0.3542) -268 -91.5 -180 (-2250,424) Gross 50 (47.78,-80,-0.3542) -0.99 -459 -230 (-2250,424) Gross 51 (47.78,-50,-0.3542) 63.2 -450 -193 (-2250,424) Gross 52 (53.71,-78.74,-0.3542) -105 -437 -271 (-2250,424) Gross 53 (54.02,-73.96,-0.3542) -155 -238 -196 (-2250,424) Gross 54 (54.48,-81.27,-0.3542) 383 -956 -286 (-2250,424) Gross 55 (57.16,-111.2,-0.4578) 3.05 394 -179 (-2250,424) Gross 56 (58.57,-95.04,-0.3542) -489 31.9 -229 (-2250,424) Gross 57 (55.37,-108.8,-0.4716) -117 -338 -221 (-2250,424) Gross 58 (58.63,-128.8,-0.3542) -39.2 -332 -186 (-2250,424) Gross 59 (58.66,-108.8,-0.394) 322 -912 -164 (-2250,424) Gross 60 (58.68,-27.47,-0.3542) -206 -126 -166 (-2250,424) Gross 61 (59.63,-21.16,-0.3542) -255 -386 -320 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Fix_2_1( Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 28 ,roerp,71:t3 C31ri. .41MQ.'PNn'.VM:N1n..� Engineers Northwest - 4th.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) # Centroid Conc. Top Conc. Bot (feet) (Psi) (Psi) 62 (59.71,-48.78,-0.3542) 402 -1180 63 (59.82,-34.99,-0.3542) -792 129 64 (60.63,-133.7,-0.3542) -168 -226 65 (60.67,-122.5,-0.3542) -443 -27.3 66 (61.31,-128.3,-0.3542) 38.8 -390 67 (61.34,-110.3,-0.3911) 218 -886 68 (61.34,-27.47,-0.3542) -167 -150 69 (66.25,-68.88,-0.3542) -241 -97.9 70 (66.25,-60.85,-0.3542) -179 -108 71 (70.53,-50,-0.3542) 404 -587 72 (70.61,-80,-0.3542) 356 -540 73 (74.79,-27.47,-0.3542) -115 -213 74 (75.58,-128.6,-0.3542) -246 -166 75 (75.59,-108.8,-0.3542) -324 33.5 76 (80.12,-81.23,-0.3542) 186 -629 77 (82.7,-78.84,-0.3542) 237 -571 78 (85.25,-80,-0.3542) -289 98.7 79 (85.25,-50,-0.3542) -364 157 80 (85.4,-65.04,-0.3542) -439 6.14 81 (85.4,-51.17,-0.3542) 248 -680 82 (85.4,-48.64,-0.3542) 162 -669 83 (88.55,-108.8,-0.3542) 248 -539 84 (88.61,-131,-0.3542) -184 -87.4 85 (88.67,-27.47,-0.3542) -237 -60.8 86 (89.87,-34.99,-0.3542) -733 214 87 (89.86,-21.16,-0.3542) -117 -391 88 (90.58,-133.7,-0.3542) -826 313 89 (90.64,-111.2,-0.3542) 187 -761 90 (90.64,-108.7,-0.3542) 254 -691 91 (90.68,-125,-0.3542) -621 85.5 92 (90.68,-95.04,-0.3542) -438 -5.06 93 (91.37,-131,-0.3542) -184 -156 94 (91.37,-108.8,-0.3542) 333 -613 95 (91.42,-27.47,-0.3542) -154 -133 96 (97.3,-138.8,-0.3542) 156 -701 97 (100.6,-50,-0.3542) 376 -591 98 (100.6,-80,-0.3542) 298 -509 99 (105,-25.27,-0.3542) -168 -51.6 100 (105.8,-133.5,-0.3542) -376 84.8 101 (105.8,-108.8,-0.3542) -374 134 102 (109,-78.8,-0.3542) 125 -521 103 (109.1,-65.04,-0.3542) -312 -51.7 104 (117,-81.19,-0.3542) 348 -818 105 (117.2,51.25,-0.3542) 77.1 -545 106 (117.2,-48.64,-0.3542) 416 -948 107 (118.6,-133.5,-0.3542) 182 -497 108 (118.6,-108.8,-0.3542) 345 -545 109 (118.7,-25.27,-0.3542) 30.8 -247 110 (120,-18.95,-0.3542) -395 -154 111 (120.2,-141.1,-0.3542) -296 -222 112 (120.1,-34.99,-0.3542) -629 105 113 (120.2,-125,-0.3542) -642 120 114 (120.2,-21.22,-0.3542) -212 -319 115 (120.3,-138.8,-0.3542) -128 -417 116 (120.3,-111.2,-0.3542) 285 -793 117 (120.3,-108.7,-0.3542) 239 -716 118 (120.3,-94.96,-0.3542) -480 0.661 119 (121.4,-108.8,-0.3542) 151 -531 120 (121.4,-133.4,-0.3542) 130 -455 121 (121.4,-25.21,-0.3542) 11.4 -225 122 (124.4,-57.81,-0.3542) -201 -270 Conc. Cent Conc Umits (Psi) (Psi) -387 (-2250,424) -332 (-2250,424) -197 (-2250,424) -235 (-2250,424) -176 (-2250,424) -214 (-2250,424) -158 (-2250,424) -169 (-2250,424) -143 (-2250,424) -91.2 (-2250,424) -92 (-2250,424) -164 (-2250,424) -206 (-2250,424) -145 (-2250,424) -222 (-2250,424) -167 (-2250,424) -95.1 (-2250,424) -104 (-2250,424) -216 (-2250,424) -216 (-2250,424) -254 (-2250,424) -145 (-2250,424) -136 (-2250,424) -149 (-2250,424) -259 (-2250,424) -254 (-2250,424) -257 (-2250,424) -287 (-2250,424) -219 (-2250,424) -267 (-2250,424) -222 (-2250,424) -170 (-2250,424) -140 (-2250,424) -143 (-2250,424) -273 (-2250,424) -107 (-2250,424) -106 (-2250,424) -110 (-2250,424) -145 (-2250,424) -120 (-2250,424) -198 (-2250,424) -182 (-2250,424) -235 (-2250,424) -234 (-2250,424) -266 (-2250,424) -157 (-2250,424) -99.9 (-2250,424) -108 (-2250,424) -274 (-2250,424) -259 (-2250,424) -262 (-2250,424) -261 (-2250,424) -265 (-2250,424) -272 (-2250,424) -254 (-2250,424) -238 (-2250,424) -240 (-2250,424) -190 (-2250,424) -162 (-2250,424) -107 (-2250,424) -236 (-2250,424) Rebar Top Rebar Bot (ksi) (kW) • • • Rebar Limits Calc. (ksi) "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Umits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, inc. P.S. Service LC: Design Section Stresses 29 !�s "lrfp Engineers Northwest - 4th.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (3) Fur2-2-13 # Centroid Conc. Top Conc. Bot Conc. Cent Conc limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (psi) (pal) (psi) (Psi) (ksi) (ksi) (ksi) 123 (130,-50,-0.3542) -68.9 -141 -105 (-2250,424) Gross 124 (130.1,-80,-0.3542) -19.6 -151 -85.2 (-2250,424) - Gross 125 (134.6,-133.5,-0.3542) -343 2.63 -170 (-2250,424) Gross 126 (134.7,-108.8,-0.3542) -249 -115 -182 (-2250,424) Gross 127 (134.8,-80,-0.3542) -149 -23.6 -86.3 (-2250,424) Gross 128 (135,-78.86,-0.3542) 365 -731 -183 (-2250,424) Gross 129 (135,-65.04,-0.3542) -539 158 -191 (-2250,424) Gross 130 (134.9,-25.5,-0.3542) -191 -25.9 -108 (-2250,424) - Gross 131 (135,-50,-0.3542) -204 -2.54 -103 (-2250,424) Gross 132 (139.9,-80,-0.3542) -20.7 -160 -90.6 (-2250,424) Gross 133 (139.9,50,-0.3542) -41.7 -164 -103 (-2250,424) Gross 134 (148.4,-81.19,-0.3542) 294 -759 -233 (-2250,424) Gross 135 (148.5,-125,-0.3542) -657 166 -245 (-2250,424) Gross 136 (148.4,-25,21,-0.3542) 107 -320 -107 (-2250,424) Gross 137 (148.6,-138.8,-0.3542) -69.7 -430 -250 (-2250,424) Gross 138 (148.6,-133.5,-0.3542) 192 -533 -171 (-2250,424) Gross 139 (148.6,-94.96,-0.3542) -526 39.2 -243 (-2250,424) Gross 140 (148.6,-111.3,-0.3542) 405 -873 -234 (-2250,424) Gross 141 (148.6,-108.7,-0.3542) 379 -821 -221 (-2250,424) Gross 142 (148.6,-108.8,-0.3542) 243 -594 -176 (-2250,424) Gross 143 (148.7,-141.2,-0.3542) -283 -216 -249 (-2250,424) Gross 144 (148.7,51.32,-0.3542) 66.6 -551 -242 (-2250,424) Gross 145 (148.7,-48.71,-0.3542) 406 -899 -247 (-2250,424) Gross 146 (148.7,-35.04,-0.3542) -690 194 -248 (-2250,424) Gross 147 (150.7,-21.31,-0.3542) -29.9 -434 -232 (-2250,424) Gross 148 (150.7,-18.86,-0.3542) -200 -257 -234 (-2250,424) Gross 149 (151.2,-25.29,-0.3542) 388 -606 -109 (-2250,424) Gross 150 (151.3,56.42,-0.3542) -182 -314 -248 (-2250,424) Gross 151 (151.4,-108.8,-0.3542) 415 -774 -180 (-2250,424) Gross 152 (151.4,-133.5,-0.3542) 375 -720 -172 (-2250,424) Gross 153 (151.5,-80,-0.3542) 398 -672 -137 (-2250,424) Gross 154 (151.5,-50,-0.3542) 415 -714 -149 (-2250,424) Gross 155 (156.6,-65.19,-0.3542). -110 -210 -160 (-2250,424) Gross 156 (157.1,-25.29,-0.3542) -148 -66.4 -107 (-2250,424) Gross 157 (157.2,-80,-0.3542) -109 -163 -136 (-2250,424) Gross 158 (157.2,-108.8,-0.3542) -226 -146 -186 (-2250,424) Gross 159 (157.2,-60,-0.3542) -144 -154 -149 (-2250,424) Gross 160 (157.3,-133.5,-0.3542) -228 -108 -168 (-2250,424) Gross 161 (172.7,-108.8,-0.3542) -289 -109 -199 (-2250,424) Gross 162 (172.8,-131.2,-0.3542) -395 79.6 -158 (-2250,424) Gross 163 (172.9,-80,-0.3542) -187 -50 -119 (-2250,424) Gross 164 (173.1,50,-0.3542) -166 -63.9 -115 (-2250,424) Gross 165 (173.1,-27.88,-0.3542) -225 -71.6 -148 (-2250,424) Gross 166 (174.2,-138.8,-0.3542) 197 -731 -267 (-2250,424) Gross 167 (178.6,-131.1,-0.3542) 90.3 -420 -165 (-2250,424) Gross 168 (178.6,-108.8,-0.3542) 322 -718 -198 (-2250,424) - Gross 169 (178.7,-80,-0.3542) 290 -527 -119 (-2250,424) Gross 170 (178.7,50,-0.3542) 388 -612 -112 (-2250,424) - Gross 171 (178.8,-27.88,-0.3542) 94.6 -419 -162 (-2250,424) Gross 172 (180.9,-65.19,-0.3542) -408 -46.4 -227 (-2250,424) - Gross 173 (181,-133.8,-0.3542) -792 283 -255 (-2250,424) - Gross 174 (181,-111.2,-0.3542) 255 -804 -275 (-2250,424) Gross 175 (181,-108.7,-0.3542) 349 -747 -199 (-2250,424) - Gross 176 (181.1,-125,-0.3542) -620 50 -285 (-2250,424) - - Gross 177 (181,-81.25,-0.3542) 267 -677 -205 (-2250,424) Gross 178 (181,-78.84,-0.3542) 267 -681 -207 (-2250,424) Gross 179 (181.1,-94.89,-0.3542) -484 81.4 -201 (-2250,424) Gross 180 (181,-51.24,-0.3542) 373 -801 -214 (-2250,424) Gross 181 (181,-48.75,-0.3542) 404 -889 -242 (-2250,424) Gross 182 (181,-21.16,-0.3542) -91 -444 -268 (-2250,424) Gross 183 (181.1,-35.03,-0.3542) -804 307 -249 (-2250,424) - Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Ll nits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" Indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar 'Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 30 '•trtl";4'n/�j3"rkFC!""i53fi?7G�n,;in;Ti?Yr.,v1xfilss�4aerxbi�ws: Engineers Northwest - 4th.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) # Centroid (feet) 184 (181.3,-80,-0.3542) 185 (181.3,-108.8,-0.3542) 186 (181.4,-131,-0.3542) 187 (181.4,-50,-0.3542) 188 (181.4,-27.88,-0.3542) 189 (194.8,-108.8,-0.3542) 190 (194.8,-128.8,-0.3542) 191 (194.8,-80,-0.3542) 192 (194.8,-50,-0.3542) 193 (194.9,-27.88,-0.3542) 194 (201.6,-65.04,-0.3542) 195 (201.7,-78.91,-0.3542) 196 (208.5,-80,-0.3542) 197 (208.5,-50,-0.3542) 198 (208.5,-27.88,-0.3542) 199 (208.7,-110.3,-0.3911) 200 (208.7,-128.6,-0.3542) 201 (208.6,-27.88,-0.3542) 202 (209.5,-21.17,-0.3542) 203 (209.8,-48.65,-0.3542) 204 (209.8,-34.99,-0.3542) 205 (211.1,-27.47,-0.3542) 206 (211.2,-128.8,-0.3542) 207 (211.3,-108.8,-0.394) 208 (211.9,-133.8,-0.3542) 209 (211.9,-122.5,-0.3542) 210 (213.1,-111.3,-0.4588) 211 (215.2,-108.7,-0.4737) 212 (211.9,-95.04,-0.3542) 213 (214.3,-81.32,-0.3542) 214 (222,-80,-0.3542) 215 (222.1,-50,-0.3542) 216 (224.8,-27.47,-0.3542) 217 (227.6,-78.88,-0.3542) 218 (227.6,-51.31,-0.3542) 219 (227.9,-64.58,-0.3542) 220 (228.9,-128.8,-0.3542) 221 (228.9,-108.8,-0.394) 222 (233.8,-80,-0.3542) 223 (233.8,50,-0.3542) 224 (238.6,-128.8,-0.3542) 225 (238.8,-27.47,-0.3542) 226 (239.5,-21.23,-0.3542) 227 (241.2,-27.47,-0.3542) 228 (241.4,-128.8,-0.3542) 229 (241.4,-48.56,-0.3542) 230 (241.4,-34.99,-0.3542) 231 (243.4,-122.5,-0.3542) 232 (243.4,-133.8,-0.3542) 233 (242.5,-111.2,-0.4649) 234 (242.5,-108.7,-0.4649) 235 (243.4,-95.04,-0.3542) 236 (245.1,-80,-0.3542) 237 (245.2,-108.8,-0.394) 238 (245.1,-50,-0.3542) 239 (245.6,-81.3,-0.3542) 240 (245.6,-78.81,-0.3542) 241 (245.6,-51.31,-0.3542) 242 (245.9,-65.04,-0.3542) 243 (247.8,-108.8,-0.394) 244 (247.8,-80,-0.3542) Conc. Top Conc. Bot (psi) (psi) 187 -429 155 -556 -173 -177 282 -506 -52.9 -286 -207 -196 -193 -308 -174 -67.4 -213 9.23 -161 -197 -167 -170 26 -385 45.2 -293 138 -339 -273 -55 -72.7 -638 -75.6 -374 -267 -61.3 -176 -343 405 -1010 -838 291 -264 -77.2 -74.8 -397 312 -829 -153 -199 -391 -75.6 -92.1 -295 -92.1 -348 -480 23.7 180 -660 34.5 -465 85.1 -445 -152 -254 165 -530 174 -567 -351 -30.8 -327 -128 -479 293 -428 52.3 -426 77.6 -98. -340 -283 -230 -160 -375 -290 -384 -39.5 -461 334 -803 -836 239 -413 -100 -121 -248 -39.3 -356 17.6 -410 -485 16.2 150 -476 322 -994 197 -517 295 -668 317 -690 389 -820 -477 9.15 203 -707 163 -502 Fuz-214- Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calo. (Psi) (Psi) (.31) (ki) (ksl) -121 (-2250,424) -201 (-2250,424) -175 (-2250,424) -112 (-2250,424) -170 (-2250,424) -202 (-2250,424) -250 (-2250,424) -121 (-2250,424) -102 (-2250,424) -179 (-2250,424) -168 (-2250,424) -180 (-2250,424) -124 (-2250,424) -100 (-2250,424) -164 (-2250,424) -294 (-2250,424) -225 (-2250,424) -164 (-2250,424) -259 • (-2250,424) -302 (-2250,424) -27,1 (-2250,424) -171 (-2250,424) -236 (-2250,424) -138 (-2250,424) -176 (-2250,424) -233 (-2250,424) -185 (-2250,424) -213 (-2250,424) -228 (-2250,424) -240 (-2250,424) -215 (-2250,424) -180 (-2250,424) -203 (-2250,424) -182 (-2250,424) -196 (-2250,424) -191 (-2250,424) -227 (-2250,424) -175 (-2250,424) -188 (-2250,424) -174 (-2250,424) -219 (-2250,424) -257 (-2250,424) -268 (-2250,424) -337 (-2250,424) -250 (-2250,424) -235 (-2250,424) -299 (-2250,424) -257 (-2250,424) -184 (-2250,424) -187 (-2250,424) -181 (-2250,424) -234 (-2250,424) -163 (-2260,424) -197 (-2250,424) -160 (-2250,424) -187 (-2250,424) -187 (-2250,424) -216 (-2250,424) -234 (-2250,424) -166 (-2250,424) -170 (-2250,424) • "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. !110 Gross Gloss Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 31 .o� Y.}'iJ1"stiKi ;•SM.-'Y.'Ps+" .: fs)iKtb'tW'!'h:4Vi.Y�'.-J'.. itTiNtik�4�N•:L. ..?*,:..�-auln+t'.rcr:-»rJ.: ,�w nvw..*aa�wn"e�: _ Engineers Northwest - 4th.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) FLLZI'' # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cato. (feet) (Psi) (psi) (Psi) (Psi) (kW) (W+) (ksi) 245 (247.9,-50,-0.3542) 196 -524 -164 (-2250,424) Gross 248 (254.1,-27.47,-0.3542) -464 -297 -381 (-2250,424) Gross 247 (257.6,-128.8,-0.3542) -499 -55.6 -277 (-2250,424) Gross 248 (257.8,-108.8,-0.3542) -316 -18.2 -167 (-2250,424) Gross 249 (258,-80,-0.3542) -360 29.7 -165 (-2250,424) Gross Z 250 (258,-50,-0.3542) -394 89.5 -152 (-2250,424) - Gross 251 (261.9,-21.15,-0.3542) -147 -323 -235 (-2250,424) - Gross 1--- lZ 252 (263.7,-133.7,-0.3542) -230 -246 -238 (-2250,424) Gross W 253 (263.6,-34.99,-0.3542) -668 401 -133 (-2250,424) - Gross 254 (263.7,51.41,-0.3542) 242 -589 -173 (-2250,424) Gross JU 255 (263.7,-48.49,-0.3542) 319 -665 -173 (-2250,424) Gross 0 0 256 (264,-122.6,-0.3542) -307 -54.1 -181 (-2250,424) Gross U CI 257 (264,-111.2,-0.3542) 0.485 -436 -218 (-2250,424) - Gross LLJ W = 258 (264,-108.7,-0.3542) 81.4 -502 -210 (-2250,424) - Gross J)—. 259 (264,-95.05,-0.3542) -376 65 -156 (-2250,424) - Gross (.0 tL 260 (264,-64.97,-0.3542) -354 46.8 -154 (-2250,424) - Gross W 0 281 (264,-81.31,-0.3542) 121 -520 -200 (-2250,424) Gross 262 (264,-78.79,-0.3542) 123 -525 -201 (-2250,424) Gross 263 (268.6,-50,-0.3542) -57.8 -273 -165 (-2250,424) Gross LL < 264 (268.7,-128.8,-0.3542) -150 -322 -236 (-2250,424) Gross 92265 (268.6,-80,-0.3542) -83 -249 -166 (-2250,424) Gross H 0_ 266 (268.7,-108.8,-0.3542) -91.4 -264 -178 (-2250,424) Gross lil1 287 (268.8,-27.47,-0.3542) -332 -375 -354 (-2250,424) Gross Z I.— I— ^I— 0 Z I— W 0 0 0 ON 01 - WW 1- LLO -- til Z -o I OI- "Centroid" ~ "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;' -" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 32 Z Factored LC: Design Section Summary Engineers Northwest - 4th.floor - Monday April 28, 2003 FL e- 2(c # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (Inches) 1 0 0 0 inf OK 2 0 0 0 int OK 3 0.471 ACI 18.7 0 0 Int OK 4 0 0 0 Int OK 5 0 0 0 inf OK 6 0 0 0 int OK 7 0 0 0 Int OK 8 0.293 ACI 18.7 0 0 int OK 9 0 0 0 int OK 10 0 0 0 inf OK 11. 0 0.424 ACI 18.7 0 int OK 12 0 0 0 int OK 13 0 0 0 inf OK 14 0 0 0 inf OK 15 0 0 0 Inf OK 16 0 0 0 inf OK 17 0 0 0 inf OK 18 0 0 0 inf OK 19 0 0 0 int OK 20 0 1.28 ACI 18.7 0 int OK 21 0 7.65 ACI 18.7 0 inf OK 22 0 0 0 inf OK 23 0.546 ACI 18.7 0 0 int OK 24 0.492 ACI 18.7 0 0 Int OK 25 0.903 ACI 18.7 0 0 inf OK 26 0.941 ACI 18.7 0 0 int OK 27 1.79 ACI 18.7 0 0 inf OK 28 3.27 ACI 18.7 0 0.594 9 ACI 11.4 OK 29 0 0 0 inf OK 30 0 0 0 Inf OK 31 0 0 0 int OK 32 0 5 ACI 18.7 0 int OK 33 0 0 0 inf OK 34 0 0 0 inf OK 35 7.58 ACI 18.7 0 0 int OK 36 4.97 ACI 18.7 0 0 inf OK 37 4.15 ACI 18.7 0 0 inf OK 38 0 0 0 int OK 39 5.87 ACI 18.7 0 0 int OK 40 5.96 ACI 18.7 0 0 Int OK 41 0 0 0 inf OK 42 0 0 . 0 int OK 43 0 0 0 inf OK 44 6.29 ACI 18.7 0 0 inf OK 45 0 1.54 ACI 18.7 0 inf OK 46 0 0.791 ACI 18.7 0 Inf OK 47 0 0 0 inf OK 48 0 5.29 ACI 18.7 0 Int OK 49 0 0 0 inf OK 50 0 0 0 int OK 51 0 0 0 inf OK 52 0 0 0 int OK 53 0 0 0 int OK 54 4.12 ACI 18.7 0 0 Inf OK 55 0 0 0 int OK 56 0 0.153 ACI 18.7 0 Int OK 57 0 0 0 inf OK 58 0 0 0 Inf OK 59 4.15 ACI 18.7 0 0.696 9 ACI 11.4 OK 60 6.82 ACI 18.7 0 0 int OK 61 0 0 0 inf OK 62 7.97 ACI 18.7 0 0 inf OK 63 0 , 0 0 int OK 64 0 0 0 inf OK 65 0 0 0 inf OK 66 6.63 ACI 18.7 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 33 ,k•.Hwnrix„n[ty�dxe+utn e�, Engineers Northwest - 4th.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) Fa- 217 # M Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 67 0.41 ACI 18.7 0.358 ACI 18.7 0.674 9 ACI 11.4 OK 68 6.93 ACI 18.7 0 0 int OK 69 0 0 0 inf OK 70 0 0 0 int OK 71 1.02 ACI 18.7 0 0 inf OK 72 0 0 0 Inf OK 73 0 5.7 ACI 18.7 0 inf OK 74 0 0 0 Int OK 75 0 0 0 inf OK 76 0.289 ACI 18.7 0 0 int OK 77 1.37 ACI 18.7 0 0 inf OK 78 0 0 0 int OK 79 0 0 0 int OK 80 0 0 0 int OK 81 1.83 ACI 18.7 0 0 inf OK 82 0.643 ACI 18.7 0 0 Inf OK 83 0.819 ACI 18.7 .0 0 int OK 84 0 0 0 inf OK 85 4.81 ACI 18.7 0 0 inf OK 86 0 2.77 ACI 18.7 0 int OK 87 0 0 0 inf OK 88 0 0 0 Int OK 89 2.91 ACI 18.7 0 0 int OK 90 4.83 ACI 18.7 0 0 Inf OK 91 0 0 0 inf OK 92 0 0 0 int OK 93 0 0 0 inf OK 94 2.32 ACI 18.7 0 0 inf OK 95 5.43 ACI 18.7 0 0 inf OK 96 0 0 0 int OK 97 1.33 ACI 18.7 0 0 Inf OK 98 0 0 0 int OK 99 0 0 0 Inf OK 100 0 0 0 Int OK 101 0 0 0 int OK 102 0.111 ACI 18.7 0 0 int OK 103 0 0 0 inf OK 104 9.95 ACI 18.7 0 0 int OK 105 0 0 0 int OK 106 10.4 ACI 18.7 0 0 inf OK 107 2.3 ACI 18.7 0 0 inf OK 108 3.01 ACI 18.7 0 0 int OK 109 0 0 0 inf OK 110 0 0 0 inf OK 111 0 0 0 inf OK 112 0 1.08 ACI 18.7 0 int OK 113 0 1.66 ACI 18.7 0 inf OK 114 0 0 0 inf OK 115 0 0 0 int OK 116 4.41 ACI 18.7 0 0 inf OK 117 2.96 ACI 18.7 0 0 int OK 118 0 0 0 int OK 119 0 0 0 Inf OK 120 1.59 ACI 18.7 0 0 Int OK 121 0 0 0 Int OK 122 0 0 0 Int OK 123 0 0 0 inf OK 124 0 0 0 int OK 125 0 0 0 int OK 126 0 0 0 Int OK 127 0 0 0 Inf OK 128 0.902 ACI 18.7 0 0 Inf OK 129 0 1.1 ACI 18.7 0 inf OK 130 0 0 0 int OK 131 0 0 0 int OK 132 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 34 E•ziA'`' .�.•..s.. Engineers Northwest - 4th.floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (3) Fi----Z115 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 0 0 0 int OK 134 3.12 ACI 18.7 0 0 Int OK 135 0 0.908 ACI 18.7 0 int OK 138 0 0 0 int OK 137 0 0 0 int OK 138 1.98 ACI 18.7 0 0 Inf OK 139 0 0 0 inf OK 140 5.02 ACI 18.7 0 0 Int OK 141 4.33 ACI 18.7 0 0 Inf OK 142 0 0 0 int OK 143 0 0 0 inf OK 144 0 0 0 Int OK 145 4.15 ACI 18.7 0 0 Int OK 146 0 0.842 ACI 18.7 0 Int OK 147 0 0 0 Int OK 148 0 0 0 int OK 149 1.78 ACI 18.7 0 0 inf OK 150 0 0 0 int OK 151 2.61 ACI 18.7 0 0 int OK 152 4.35 ACI 18.7 0 0 int OK 153 0.121 ACI 18.7 0 0 int OK 154 1.86 ACI 18.7 0 0 int OK 155 1.52 ACI 18.7 0 0 Int OK 156 0 0 0 inf OK 157 0 0 0 inf OK 158 0 0 0 int OK 159 0 0 0 inf OK 160 0 0 0 int OK 161 0 0 0 inf OK 162 0 0 0 Int OK 163 0 0 0 int OK 164 0 0 0 int OK 165 0 1 ACI 18.7 0 inf OK 166 0 0 0 inf OK 167 0 0 0 inf OK 168 1.83 ACI 18.7 0 0 Inf OK 169 0.0599 ACI 18.7 0 0 inf OK 170 1.65 ACI 18.7 0 0 int OK 171 7.78 ACI 18.7 0 0 Int OK 172 0 0 0 inf OK 173 0 0 0 Int OK 174 3.01 ACI 18.7 0 0 inf OK 175 4.76 ACI 18.7 0 0 inf OK 178 0 0 0 inf OK 177 2.33 ACI 18.7 0 0 inf OK 178 2.49 ACI 18.7 0 0 int OK 179 0 0 0 Int OK 180 4.76 ACI 18.7 0 0 int OK 181 5.28 ACI 18.7 0 0 Int OK 182 0 0 0 inf OK 183 0 2.82 ACI 18.7 0 inf OK 184 0 0 0 Int OK 185 0 0 0 inf OK 186 0 0 0 inf OK 187 0 0 0 inf OK 188 6.82 ACI 18.7 0 0 Int OK 189 0 0 0 int OK 190 0 0 0 Int OK 191 0 0 0 Int OK 192 0 0 0 int OK 193 0 6.98 ACI 18.7 0 int OK 194 0 0 0 int OK 195 0 0 0 int OK 196 0 0 0 int OK 197 0 0 0 inf OK 198 5.28 ACI 18.7 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, inc. P.S. Factored LC: Design Section Summary 35 tnglneers Northwest - 4tn.noor- monaay April Z15, LuuJ Factored LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (Inches) 199 0 4.42 ACI 18.7 0.703 9 ACI 11.4 QK 200 0 0 0 int OK 201 5.41 ACI 18.7 0 0 inf OK 202 0 0 0 int OK 203 7.76 ACI 18.7 0 0 int OK 204 0 2.77 ACI 18.7 0 Int OK 205 6.81 ACI 18.7 0 0 inf OK 206 0 0 0 inf OK 207 3.23 ACI 18.7 0 0.605 9 ACI 11.4 OK 208 0 0 0 inf OK 209 0 0 0 inf OK 210 0 0 0 inf OK 211 0 0 0 Int OK 212 0 1.47 ACI 18.7 0 Int OK 213 0.823 ACI 18.7 0 0 int OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 5.07 ACI 18.7 0 Inf OK 217 0 0 0 int OK 218 0 0 0 inf OK 219 0 0 0 int OK 220 0 0 0 inf OK 221 0 0 0 int OK 222 0 1.63 ACI 18.7 0 In? OK 223 0 0.879 ACI 18.7 0 int OK 224 0 0 0 int OK 225 6.37 ACI 18.7 0 0 int OK 226 0 0 0 inf OK 227 7.84 ACI 18.7 0 0 inf OK 228 0 0 0 int OK 229 5.89 ACI 18.7 0 0 int OK 230 0 4.5 ACI 18.7 0 Int OK 231 0 0 0 int OK 232 0 0 0 inf OK 233 0 0 0 inf OK 234 0 0 0 Inf OK 235 0 0 0 int OK 236 0.68 ACI 18.7 0 0 Int OK 237 3.77 ACI 18.7 0 0.615 9 ACI 11.4 OK 238 1.44 ACI 18.7 0 0 inf OK 239 6.19 ACI 18.7 0 0 Int OK 240 6.63 ACI 18.7 0 0 Inf OK 241 8.01 ACI 18.7 0 0 inf OK 242 0 1.86 ACI 18.7 0 int OK 243 1.21 ACI 18.7 0 0.52 9 ACI 11.4 OK 244 0.861 ACI 18.7 0 0 Int OK 245 0.981 ACI 18.7 0 0 inf OK 246 0 7.14 ACI 18.7 0 Int OK 247 0 0 0 inf OK 248 0 0 0 inf OK - 249 0 0 0 inf OK 250 0 1.06 ACI 18.7 0 Inf OK 251 0 0 0 Int OK 252 0 0 0 Int OK 253 0 0.101 ACI 18.7 0 int OK 254 0 0 0 int OK 255 0 0 0 int OK 256 0 0 0 int OK 257 0 0 0 int OK 258 0 0 0 Inf OK 259 0 0 0 Int OK 260 0 0 , 0 Int OK 261 0 0 0 inf OK 262 0 0 0 Inf OK 263 0 0 0 int OK 264 0 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for thls section. F 2JcT Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 36 Engineers Northwest- 4th.floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 265 0 0 0 inf OK 266 0 0 0 inf OK 267 0.46 ACI 18.7 0 0 • int OK Ft,2 ZZct "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 37 . .;:;:iu..w.,.5ira'+.if+t'$wwri-yY.sdt {+Cx.°+;•Js+:�L;'. -§i"ftA.'We 11 ",'flril'!'u:iW' i Engineers Northwest - 4th.floor- Monday April 28, 2003 Factored LC: Design Section Stresses # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar B. Rebar Limits Cao. (feet) (Psi) (Psi) (Psi) (Psi) () () (ksi) 1 (1.21,-128.8,-0.3542) 236 -126 55.1 (-,-) 2 (1.203,-80,-0.3542) 164 -132 16 (-,-) 3 (1.214,-27.47,-0.3542) 147 -22.9 61.9 (-;) 4 (1.311,-108.8,-0.3542) 134 -96.1 18.9 (-,-) 5 (1.277,50,-0.3542) 200 -170 15 (-,-) 6 (5.539,-65.12,-0.3542) -1090 1160 35 (-,-) 7 (5.626,-51.26,-0.3542) 1420 -1380 20.5 (-,-) 8 (5.626,-48.67,-0.3542) 1560 -1550 5.34 (-,-) 9 (5.744,-122.6,-0.3542) -985 968 -8.53 (-,-) 10 (5.744,-111.2,-0.3542) 1140 -1120 11.5 (-,) 11 (5.703,-35.01,-0.3542) -1620 1570 -21.9 (-,-) 12 (5.744,-108.8,-0.3542) 1220 -1180 23.4 (-,-) 13 (5.744,-95.05,-0.3542) -1080 1130 26.2 (-,-) 14 (5.744,-81.17,-0.3542) 1300 -1210 45.7 (-,-) 15 (5.744,-78.72,-0.3542) 1210 -1120 45.8 (-,-) 16 (7.47,-21.24,-0.3542) 138 -142 -2.31 (-,-) 17 (7.737,-133.8,-0.3542) 1.28 8.77 5.02 (-,-) 18 (11.21,-108.8,-0.3542) -901 939 19.1 (-,) 19 (11.41,-80,0.3542) -919 943 11.8 (-;) 20 (11.41,50,-0.3542) -1060 1090 12.5 (-,-) 21 (14.81,-27.47,-0.3542) -1250 1390 73.4 (-,-) 22 (15.78,-128.6,-0.3542) -892 1020 61.8 (-,-) 23 (22.08,-108.8,-0.394) 1080 -1600 23 (-,-) 24 (22.2,-80,-0.3542) 952 -953 -0.441 (-,-) 25 (22.2,50,-0.3542) 1000 -973 13.5 (-,-) 26 (24.89,-80,-0.3542) 1000 -995 3.28 (--) 27 (24.89,-50,-0.3542) 1090 -1050 21.2 (-,-) 28 (25.01,-108.8,-0.394) 1550 -2290 36 (-,-) 29 (27.45,-111.3,-0.4632) 857 -982 4.77 (-,-) 30 (27.45,-108.8,-0.4632) 951 -1080 8.52 (-,-) 31 (26.38,-95.04,-0.3542) -1090 1130 22.1 (-,-) 32 (28.18,-35.01,-0.3542) -1580 1630 21.3 (-,-) 33 (28.48,-122.5,-0.3542) -958 979 10.4 (-,) 34 (28.78,-128.8,-0.3542) 1290 -1170 61.2 (-,-) 35 (28.72,-27.47,-0.3542) 1380 -1210 86.8 (-;) 36 (29.67,-81.19,-0.3542) 1620 -1450 37.6 (-,-) 37 (29.67,-78.74,-0.3542) 1450 -1370 40 (-,-) 38 (29.67,-65.04,-0.3542) -1040 1120 38.6 (-, ) 39 (29.67,51.29,-0.3542) 1570 -1490 42.7 (-•-) 40 (29.67,-48.7,-0.3542) 1760 -1690 34.8 (-,-) 41 (29.66,-21.24,-0.3542) 241 -224 8.6 (-,-) 42 (30.63,-133.8,-0.3542) 130 -116 7.32 (-,) 43 (31.32,-128.8,-0.3542) 1120 -952 81.6 (-,-) 44 (31.33,-27.47,-0.3542) 1190 -983 103 (-,) 45 (36.76,-80,-0.3542) -969 936 -16.8 (-,-) 46 (36.76,50,-0.3542) -872 908 17.9 (-,-) 47 (41.55,-108.8,-0.394) -1210 2010 59.1 (-,-) 48 (44.93,-27.47,-0.3542) -804 1050 125 (-,-) 49 (45.76,-128.8,-0.3542) -1090 1240 75.3 (-,-) 50 (47.78,-80,-0.3542) 726 -786 -29.9 (-,-) 51 (47.78,50,-0.3542) 729 -707 11.2 (-,-) 52 (53.71,-78.74,-0.3542) 704 -626 39.3 (-,-) 53 (54.02,-73.96,-0.3542) 73.5 -37.2 18.2 (-,-) 54 (54.48,-81.27,-0.3542) 1780 -1760 7.46 (-,-) 55 (57.16,-111.2,-0.4578) 763 -891 5.59 (-,-) 56 (58.57,-95.04,-0.3542) -1110 1150 17.6 (-,-) 57 (55.37,-108.8,-0.4716) 885 -969 10.7 (-,-) 58 (58.63,-128.8,-0.3542) 1440 -1260 89.6 (-,-) 59 (58.66,-108.8,-0.394) 1660 -2370 68 (-,-) 60 (58.68,-27.47,-0.3542) 1330 -1020 158 (-,-) 61 (59.63,-21.16,-0.3542) 194 -180 6.96 (-,-) "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 38 Engineers Northwest - 4th.foor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) # Centrold Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Pal) (Psi) (ksl) (kel) (ksi) 62 (59.71,-48.78,-0.3542) 2240 -2250 -3.59 (-,-) Gross 63 (59.82,-34.99,-0.3542) -1630 1640 6.3 (-,-) Gross 64 (60.63,-133.7,-0.3542) 107 -91.2 7.65 (-;) Gross 65 (60.67,-122.5,0.3542) -1040 1060 10.6 (-,-) - Gross 66 (61.31,-128.3,-0.3542) 1500 -1280 109 (-,-) Gross 67 (61.34,-110.3,-0.3911) 1840 -2580 108 (-,-) Gross 68 (61.34,-27.47,-0.3542) 1360 -1020 172 (-,-) Gross 69 (66.25,-68.88,-0.3542) -253 325 35.8 (-,-) Gross 70 (66.25,-60.85,-0.3542) -188 306 58.9 (-,-) Gross 71 (70.63,-50,-0.3542) 1790 -1350 223 (-,-) Gross 72 (70.61,-80,-0.3542) 1670 -1270 203 (-,-) Gross 73 (74.79,-27.47,-0.3542) -807 1190 191 (-,-) Gross 74 (75.58,-128.6,-0.3542) -873 1110 118 (•,) Gross 75 (75.59,-108.8,-0.3542) -890 1100 107 (-,-) Gross 76 (80.12 -81.23, 0.3542) 1320 -1270 21.4 (-,-) Gross 77 (82.7,-78.84,-0.3542) 1200 -1140 26.7 (-,-) Gross 78 (85.25,-80,-0.3542) -1090 1440 178 (-,-) Gross 79 (85.25,-50,-0.3542) -1160 1570 209 (-,) Gross 80 (85.4,-65.04,-0.3542) -814 908 46.7 (-,-) Gross 81 (85.4,-51.17,-0.3542) 1220 -1210 4.8 (-,-) Gross 82 (85.4,-48.64,-0.3542) 1220 -1220 -0.977 (-,-) Gross 83 (88.55,-108.8,-0.3542) 1450 -1210 125 (-,-) - Gross 84 (88.61,-131,-0.3542) 797 -608 94.1 (-,-) Gross 85 (88.67,-27.47,-0.3542) 1060 -619 221 (-,-) Gross 86 (89.87,-34.99,-0.3542) -1530 1560 14.7 (-,-) Gross 87 (89.86,-21.16,-0.3542) 333 -306 13.2 (-,-) Gross 88 (90.58,-133.7,-0.3542) -712 743 15.5 (-,-) Gross 89 (90.64,-111.2,-0.3542) 1710 -1660 22.8 (-,-) Gross 90 (90.64,-108.7,-0.3542) 1530 -1480 28.2 (-,-) Gross 91 (90.68,-125,-0.3542) -1350 1390 17.2 (-,) Gross 92 (90.68,-95.04,-0.3542) -1090 1120 18.6 (-,-) Gross 93 (91.37,-131,-0.3542) 998 -801 98.8 (-,-) Gross 94 (91.37,-108.8,-0.3542) 1600 -1330 132 (-,-) Gross 95 (91.42,-27.47,-0.3542) 1170 -715 230 (-;) Gross 96 (97.3,-138.8,-0.3542) 749 -704 22.6 (-,-) Gross 97 (100.6,-50,-0.3542) 1800 -1400 201 (-,-) Gross 98 (100.6,-80,-0.3542) 1820 -1320 149 (-,-) Gross 99 (105,-25.27,-0.3542) -599 988 195 (-,-) Gross 100 (105.8,-133.5,-0.3542) -911 1080 82.9 (-,-) Gross 101 (105.8,-108.8,-0.3542) -848 1150 151 (-,-) Gross 102 (109,-78.8,-0.3542) 1160 -1130 13.1 (-,-) Gross 103 (109.1,-65.04,-0.3542) -544 610 33.2 (-,-) Gross 104 (117,-81.19,-0.3542) 1670 -1710 -21.6 (-,-) Gross 105 (117.2,-51.25,-0.3542) 1150 -1140 6.95 (-,-) Gross 106 (117.2,-48.64,-0.3542) 1920 -1940 -8.52 (-;) Gross 107 (118.6,-133.5,-0.3542) 1400 -1220 87.9 (-,-) Gross 108 (118.6,-108.8,-0.3542) 1690 -1370 159 (-,-) Gross 109 (118.7,-25.27,-0.3542) 1340 -948 198 (-,-) Gross 110 (120,-18.95,-0.3542) 166 -172 -2.95 (-,-) Gross 111 (120.2,-141.1,-0.3542) 180 -182 -0.785 (-,-) Gross 112 (120.1,-3499,-0.3542) -1420 1410 -5.07 (-,-) Gross 113 (120.2,-125,-0.3542) -1430 1440 4.21 (-,-) Gross 114 (120.2,-21.22,-0.3542) 559 -560 -0.151 (-,-) Gross 115 (120.3,-138.8,-0.3542) 788 -770 9.2 (-,-) Gross 116 (120.3,-111.2,-0.3542) 1620 -1620 -0.957 (-,-) Gross 117 (120.3,-108.7,-0.3542) 1450 -1440 3.62 (-,-) Gross 118 (120.3,-94.96,-0.3542) -1110 1090 -9.73 (-,-) Gross 119 (121.4,-108.8,-0.3542) 1780 -1450 163 (-.-) Gross 120 (121.4,-133.4,-0.3542) 1320 -1150 89.3 (-,-) Gross 121 (121.4,-25.21,-0.3542) 1370 -965 202 (-,-) Gross 122 (124.4,-57.81,-0.3542) 96.3 -62.1 17.1 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the mardmum allowable reinforcement tensile stresses; "-' indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 39 Engineers Northwest - 4th.floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (psi) (PO (Psi) (psi) (ksi) (ksi) (ksi) 123 (130,-50,-0.3542) 351 169 260 (-,-) Gross 124 (130.1,-80,-0.3542) 324 47.2 186 (-,) Gross 125 (134.6,-133.5,-0.3542) -912 1090 89.7 (-,) Gross 128 (134.7,-108.8,-0.3542) -790 1120 164 (-,-) Gross 127 (134.8,-80,-0.3542) -23.4 393 185 (-,-) Gross 128 (135,-78.86,-0.3542) 1230 -1310 -42.1 (-,-) Gross 129 (135,-65.04,-0.3542) -796 750 -22.9 (-,-) Gross 130 (134.9,-25.5,-0.3542) -693 1110 206 (-,-) Gross 131 (135,-50,-0.3542) -44.4 563 259 (-,-) Gross 132 (139.9,-80,-0.3542) 381 -10.3 185 (-,-) Gross 133 (139.9,-50,-0.3542) 361 154 258 (-,-) Gross 134 (148.4,-81.19,-0.3542) 1360 -1410 -26.5 (-,-) Gross 135 (148.5,-125,-0.3542) -1430 1440 4.21 (-,-) Gross 136 (148.4,-25.21,-0.3542) 1460 -1050 208 (-,) Gross 137 (148.6,-138.8,-0.3542) 831 -813 9.06 (-,-) Gross 138 (148.6,-133.5,-0.3542) 1380 -1200 90 (-,-) Gross 139 (148.6,-94.96,-0.3542) -1190 1180 -5.18 (-,-) Gross 140 (148.6,-111.3,-0.3542) 1750 -1750 0.389 (-,-) Gross 141 (148.6,-108.7,-0.3542) 1630 -1620 5.48 (-,-) Gross 142 (148.6,-108.8,-0.3542) 1820 -1490 166 (-,-) Gross 143 (148.7,-141.Z-0.3542) 176 -178 -0.96 (-;) Gross 144 (148.7,-51.32,-0.3542) 1090 -1100 -5.22 (-,) Gross 145 (148.7,-48.71,-0.3542) 1730 -1750 -13.6 (-4 Gross 148 (148.7,-35.04,-0.3542) -1510 1490 -6.45 (-,-) Gross 147 (150.7,-21.31,-0.3542) 609 -607 1.19 (-,-) Gross 148 (150.7,-18.86,-0.3542) 182 -182 -0.378 (-,-) Gross 149 (151.2,-25.29,-0.3542) 1740 -1330 205 (-,-) Gross 150 (151.3,-56.42,-0.3542) 52.5 -85.9 -16.7 (-,-) Gross 151 (151.4,-108.8,-0.3542) 1950 -1630 164 (-,) Gross 152 (151.4,-133.5,-0.3542) 1560 -1380 86.2 (-,-) Gross 153 (151.5,-80,-0.3542) 1640 -1360 140 (-,-) Gross 154 (151.5,-50,-0.3542) 1840 -1420 208 (-,) Gross 155 (156.6,-65.19,-0.3542) 52.6 0.79 26.7 (-,) Gross 156 (157.1,-25.29,-0.3542) 83.6 326 205 (-,) Gross 157 (157.2,-80,-0.3542) 36.2 257 146 (-,-) Gross 158 (157.2,-108.8,-0.3542) 6.43 318 162 (-,-) Gross 159 (157.2,-50,-0.3542) 117 293 205 (-,-) Gross 160 (157.3,-133.5,-0.3542) 9.98 160 85 (-,-) Gross 161 (172.7,-108.8,-0.3542) -49.6 349 150 (-,-) - Gross 162 (172.8,-131.2,-0.3542) -255 458 102 (-,-) Gross 163 (172.9,-80,-0.3542) -1.97 339 168 (-,-) Gross 164 (173.1,-50,-0.3542) 68.5 334 201 (-,-) - Gross 165 (173.1,-27.88,-0.3542) 72.8 440 257 (-;) Gross 166 (174.2,-138.8,-0.3542) 817 -770 23.8 (-,) Gross 167 (178.6,-131.1,-0.3542) 1110 -909 101 (-,-) Gross 168 (178.6,-108.8,-0.3542) 1870 -1580 144 (-,) Gross 169 (178.7,-80,-0.3542) 1640 -1290 175 (-,-) Gross 170 (178.7,-50,-0.3542) 1810 -1400 204 (-,-) Gross 171 (178.8,-27.88,-0.3542) 1600 -1100 250 (-,-) Gross 172 (180.9,-65.19,-0.3542) -782 854 36.3 (-,) Gross 173 (181,-133.8,-0.3542) -717 749 15.7 (-,-) Gross 174 (181,-111.2,-0.3542) 1850 -1800 20.7 (-,-) Gross • 175 (181,-108.7,-0.3542) 1630 -1580 26.6 (-,-) Gross 176 (181.1,-125,-0.3542) -1360 1400 16.8 (-,-) Gross 177 (181,-81.25,-0.3542) 1440 -1420 11.3 (-,-) Gross 178 (181,-78.84,-0.3542) 1450 -1420 17.2 (-,-) Gross 179 (181.1,-94.89,-0.3542) -1210 1240 11.4 (-,-) Gross 180 (181,-51.24,-0.3542) 1650 -1620 12.9 (-,-) Gross 181 (181,-48.75,-0.3542) 1800 -1790 5.47 (-,-) Gross 182 (181,-21.16,-0.3542) 380 -361 9.77 (-,-) Gross 183 (181.1,-35.03,-0.3542) -1640 1660 7.53 (-,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; '-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 40 Engineers Northwest - 4th.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Umits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 184 (181.3,-80,-0.3542) 1570 -1220 175 (-,-) Gross 185 (181.3,-108.8,-0.3542) 1720 -1440 137 (-,-) Gross 186 (181.4,-13t-0.3542) 813 -617 97.6 (-,-) Gross 187 (181.4,-50,-0.3542) 1700 -1290 204 (-,-) Gross 188 (181.4,-27.88,-0.3542) 1430 -948 242 (-;) - Gross 189 (194.8,-108.8,-0.3542) -993 1240 122 (-,-) - - Gross 190 (194.8,-128.8,-0.3542) -923 1170 125 (-,-) - Gross 191 (194.8,-80,-0.3542) -960 1350 193 (-,-) Gross 192 (194.8,-50,-0.3542) -1020 1450 213 (-,-) - Gross 193 (194.9,-27.88,-0.3542) -1010 1450 221 (-,-) Gross 194 (201.6,-65.04,-0.3542) -29 146 58.5 (-,-) Gross 195 (201.7,-78.91,-0.3542) 472 -469 1.4 (-;) Gross 196 (208.5,-80,-0.3542) 1410 -963 224 (-,-) Gross 197 (208.5,-50,-0.3542) 1500 -1050 223 (-,-) Gross 198 (208.5,-27.88,-0.3542) 1120 -739 192 (-;) Gross 199 (208.7,-110.3,-0.3911) 1800 -2480 126 (-,-) Gross 200 (208.7,-128.6,-0.3542) 1400 -1170 116 (-,-) Gross 201 (208.6,-27.88,-0.3542) 1150 -761 192 (-,-) Gross 202 (209.5,-21.17,-0.3542) 222 -211 5.58 (-,-) Gross 203 (209.8,-48.65,-0.3542) 1750 -1790 -18.9 (-,-) Gross 204 (209.8,-34.99,-0.3542) -1630 1650 8.45 (-,-) Gross 205 (211.1,-27.47,-0.3542) 1350 -993 179 (-,-) Gross 206 (211.2,-128.8,-0.3542) 1400 -1220 93.3 (-,-) Gross 207 (211.3,-108.8,-0.394) 1600 -2260 76.7 (-,-) Gross 208 (211.9,-133.8,-0.3542) 101 -87 6.86 (-,-) Gross 209 (211.9,-122.5,-0.3542) -983 1000 11.2 (-,-) Gross 210 (213.1,-111.3,-0.4588) 759 -878 8.34 (-,-) Gross 211 (215.2,-108.7,-0.4737) 908 -977 14.8 (-,-) Gross 212 (211.9,-95.04,-0.3542) -1130 1170 20.6 (-.-) Gross 213 (214.3,-81.32,-0.3542) 1380 -1330 21 (-,-) Gross 214 (222,-80,-0.3542) 806 -850 -22 (-,-) Gross 215 (222.1,-50,-0.3542) 760 -764 -1.78 (-,-) Gross 216 (224.8,-27.47,-0.3542) -730 1050 162 (-,-) Gross 217 (227.6,-78.88,-0.3542) 1380 -1270 53 (-,-) Gross 218 (227.6,-51.31,-0.3542) 1400 -1300 53.5 (-,-) Gross 219 (227.9,-64.58,-0.3542) -918 1010 43.7 (-,-) Gross 220 (228.9,-128.8,-0.3542) -1060 1220 80.1 (-,-) Gross 221 (228.9,-108.8,-0.394) -1210 2030 68 (-,-) Gross 222 (233.8,-80,-0.3542) -973 953 -10.2 (-,-) Gross 223 (233.8,-50,-0.3542) -893 909 7.76 (-,) Gross 224 (238.6,-128.8,-0.3542) 1090 -908 90 (-,-) Gross 225 (238.8,-27.47,-0.3542) 1230 -973 126 (-,-) - Gross 226 (239.5,-21.23,-0.3542) 263 -247 8.15 (-,-) Gross 227 (241.2,-27.47,-0.3542) 1440 -1240 105 (-,-) - Gross 228 (241.4,-128.8,-0.3542) 1240 -1110 64.3 (-,-) Gross 229 (241.4,-48.56,-0.3542) 1670 -1590 38.6 (-,-) Gross 230 (241.4,-34.99,-0.3542) -1570 1600 17.3 (-,-) Gross 231 (243.4,-122.5,-0.3542) -965 987 11.3 (-,-) Gross 232 (243.4,-133.8,-0.3542) 175 -159 8 (-,-) Gross 233 (242.5,-111.2,-0.4649) 895 -1030 2.46 (-;) Gross 234 (242.5,-108.7,-0.4649) 958 -1090 6.21 (-,-) Gross 235 (243.4,-95.04,-0.3542) -1090 1130 20.5 (-,-) Gross 236 (245.1,-80,-0.3542) 984 -969 7.76 (-,) Gross 237 (245.2,-108.8,-0.394) 1600 -2360 42.5 (-,-) Gross 238 (245.1,-50,-0.3542) 1060 -1020 17.2 (-,-) Gross 239 (245.6,-81.3,-0.3542) 1520 -1450 33.8 (-,-) Gross 240 (245.6,-78.81,-0.3542) 1550 -1480 36 (-,-) Gross 241 (245.6,51.31,-0.3542) 1690 -1610 39.6 (-,-) Gross 242 (245.9,-65.04,-0.3542) -1080 1150 37.3 (-,-) Gross 243 (247.8,-108.8,-0.394) 1150 -1690 26.7 (-,-) Gross 244 (247.8,-80,-0.3542) 986 -982 1.89 (-,-) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Umits" indicates the maximum allavrabie reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 41 Engineers Northwest - 4th.floor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) FLiz �- # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 245 (247.9,-50,-0.3542) 995 -977 9.12 (-,-) Gross 246 (254.1,-27.47,-0.3542) -1150 1330 88 (-,-) Gross 247 (257.6,-128.8,-0.3542) -1050 1180 68.5 (-,-) Gross 248 (257.8,-108.8,-0.3542) -842 887 22.3 (-,-) - Gross 249 (258,-80,-0.3542) -892 914 11.2 (-,-) Gross 250 (258,-50,-0.3542) -1040 1070 11 (-,-) Gross 251 (261.9,-21.15,-0.3542) 163 -176 -6.7 (-,-) Gross 252 (263.7,-133.7,-0.3542) 52.6 -49.1 1.78 (-,-) Gross 253 (263.6,-34.99,-0.3542) -1580 1520 -26 (-,-) Gross 254 (263.7,-51.41,-0.3542) 1300 -1270 17.4 (-,-) - Gross 255 (263.7,-48.49,-0.3542) 1400 -1390 5.75 (-,-) - Gross 256 (264,-122.6,-0.3542) -959 926 -16.3 (-,-) Gross 257 (264,-111.2,-0.3542) 1080 -1070 3.1 (-,-) Gross 258 (264,-108.7,-0.3542) 1170 -1140 12.9 (-,-) Gross 259 (264,-95.05,-0.3542) -1070 1110 15.8 (-,-) Gross 260 (264,-64.97,-0.3542) -1070 1130 30 (-,-) Gross 261 (264,-81.31,-0.3542) 1220 -1150 38.4 (-,-) Gross 262 (264,-78.79,-0.3542) 1210 -1130 39.7 (-,-) - Gross 263 (268.6,-50,-0.3542) 169 -136 16.5 (-,-) Gross 264 (268.7,-128.8,-0.3542) 215 -91.7 61.6 (-,-) Gross 265 (268.6,-80,-0.3542) 138 -103 17.6 (-,-) Gross 266 (268.7,-108.8,-0.3542) 152 -110 21 (-,-) Gross 267 (268.8,-27.47,-0.3542) 151 -14.3 .68.5 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "" Indicates that no stress limit was calculated; it two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 42 4.4:4�r„ca21, �444'a,*w°.;Fyi��sl� FI Engineers Northwest Floor Analysis and Design of Concrete Slabs Dept. of Homeland Security Roof Level Engineers Northwest, Inc. P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 206-525-7560 Fax 206-522-6698 Rooffloor Project Number Monday April 28, 2003 Floor m 1993-2001 Bommer Coleman, Inc. vi .04C 6 >:�t w.awXihsit+�issirt^.`•rz�;rte Report Contents Report Cover Report Contents Loadings and Load Cases Element Mesh Plan Banded Tendon Plan Distributed Tendon Plan Other Dead Ldg Plan Live Ldg Plan Transfer Max Top Stress Plan Transfer LC: Design Section Summary Transfer LC: Design Section Stresses Service LC: Design Section Summary Service LC: Design Section Stresses Factored LC: Design Section Summary Factored LC: Design Section Stresses Engineers Northwest - Rooffloor - Monday April 28, 2003 Engineers Northwest, Inc. P.S. Report Contents 2 Loadings and Load Cases Engineers Northwest - Rooffloor- Monday April 28, 2003 �3 t - Transfer LC 1.08 x Balance Loading 1 x Self -Dead Loading O x Live Ldg O x Secondary Loading O x Other Dead Ldg — Service LC 1 x Balance Loading 1 x Self -Dead Loading 1 x Live Ldg O x Secondary Loading 1 x Other Dead Ldg - Factored LC O x Balance Loading 1.4 x Self -Dead Loading 1.7 x Live Ldg 1 x Secondary Loading 1.4 x Other Dead Ldg Engineers Northwest, Inc. P.S. Loadings and Load Cases 3 a;r::ns!.L1:i'.•.b'.w.;1c�Ui3:.n:1k+;nvid;sfLr6�.v ' Engineers Northwest - Roof. Boor- Monday April 28, 2003 Element Mesh Plan 3o st 16 i 6*ipx� WP B 3Plwdb Below SI Co ,mv Slab,Walls SlaW W Above s4b;Cohm Above SlabSIIbs$►sb Bias J J ig t u 13 0 3 tU� -13 .E:i.;v.'4S:t:.`.%iii,:::t�ayl:t;.::itiltii.i[;u�;? Engineers Northwest, Inc. P.S. Element Mesh Plan 4 Engineers Northwest - Roottloor- Monday April 28,2003 Banded Tendon Plan Belled TadoocTarklec StiodorPoirl SpingsiSupporlr,Une Spriess/Supportr-Area SprimcWa11s Below SlakCokome Below Slib,Wells Above Slike..okuone Above SlikSleb E Seek 1309 5 4.25 1 7.5 1 1.5 1 73 I 7.5: 1 7.5 4.25 4.24.25 4.25 7.5 1 7.5. 1 73 1 4.25 L4-1-157-*--15T-t-W-1-15T--15T-t-th-4-15T--L.--151-15T 15T-0-'at-0-151*--•--151.-0.15T•15Tt .25 1 7.5 2 7.5 7.5 1 13 6 73 4.5 73 4.25 4./4.25 4.25 7.5 1 7.5 6 7.5 2 73 1 4.25 Tti-P-25.1,--.--‘25T-I-ttyrzfi2.512.5T-•-257'.-37425T•25T.-4257.1.5ri-•-2.5T-.-251`4,15T15r-•-25T-25T-1-*4-25T--2.57.4.; r , i , , 11 •1 ; ; . ,. .-- 1 7.54.: i 1 7.5 6.+.15T . 73_ 4.5 _73 4.25 4.24.25 4.25 7.5 1 73 6 7.5 2 7.5 1 .25._ T*2-25T--•-•25T-s-t-1251 .,..1..rrE-2.51.----2.5725T-25T 25T-25Tto-257-5T-1-12.5T15V+2.51.--2S'I'-•-//+25T-257•-t. i 15 1 7.5 2 73 _ 4.25 1 , 1.25- 11 51-25T*4-5T 25T- 7.5 1 7.5 1 7.5 4.25 4.24.25 4.25 7.5 1 HI" "-LIS *11-, 1 4.25 25T S. • 257s-----251`.&/÷/.5T----25T-4-',257,25T*--,25T-25Th-1-2.57--25T1 '23T I 1 4.25 4.25 7.5 1 73 1 7.5 .4./151,15T25 4.25 7.5 1 7.5 1 73 4.2.5 4.25 si--1-1515T-4•--151*V15T-,.1571.* L iT 157----•--.-„ 7.5 • 1 7.5 4.25 4.25 . drj-rc-i-15T---15T15T-15T1- , 1 J lt t 1' • • . • • , " , • , . • .• • , . • , • , Engineers Northwest, Inc. P.S. Banded Tendon Plan 5 1*. z • 2LLI 6 O 0 U) u.1 uj 0 2 g • < a w i-0 Z 11.1 C.) O 22 0 I- tIJ LI 0 z • u) 0 z Banded Tendon Plan - Continued (2) Engineers Northwest- Rooffloor- Monday April 28, 2003 (gFc Engineers Northwest, Inc. P.S. Banded Tendon Plan 6 .....,..:: 'fi.1i,.+.Y:.i ..S.s..44.�+.�:•rk'�1 ,d3rvLb'7�, ,�m�: .... t .n.��..F ^,ir7',e.�iav/.+'i:i�1ALo:, Ja z z w JU 00 coo J= F- LL W O: gcoa J. LL Q = W. • Z F. 1- O Z F- 2p 0 ON 0 H. WW Z ~. u -O W ..z U =• O, ~ z Distributed Tendon Plan D1eMbelcd Tadaa:Tadm4 Seucb t:Wdh Below Sl Colones Below SIhb;Welh Above S1 na Above Sbb,4hb &ke Beaded TadonsTadnr, Scale 1:504 Engineers Northwest - Rooftloor- Monday April 28, 2003 7 lYt P--fr- V7..{il E eri, "'1ELI•—r'1L•v b ;o•o r 3b S'e j. q ...I i i i . ..I ..i" i i ...i...1 4.-- _1:-. ..1 ..-i. 1,.....1 i L ... en ,-, ...1 In .... a. Ili .._. vl ♦7I..h ..h _._VI '--tn- L.,[,.•4 '•moi}1y.:: vi ••-•� :� 'h h�+,]:]vj .�T. .11 ....l�..v,J}yLr• __.h el 1 hl 1� h h h h }•_h•_. HLhh a...., �«CC"..'bpp��NOpp , 4. ,r1...i. .4 'h •hl•� hF• h PI ...1 i i. 1 v. 1.!I JJFF FF_. I ul_., .... ,.., en rn en ei en ,._. .... ..., ... til "n -• ni1 n • h/T-12 n -:"..17.:.1.:'f,;•,11 p. h . j�•�'n n ..: by h h hh h h1 h -Q' hh � .n M .._ �... 44 h h rx- ..' :'. I- .1- 1- ... ._. .... ...1 ?f.4 -.....: -,'� .} �.e ado, ^jt fs may]] ;od.- .'%.i----11 ie. a 47 Lq.^..a_wv} 141"— Z- — q; 1.4 .l , e Z �S c v v o a v .n .n M Ir. I n h h •ee3 l I en en '��}ir—in ..nn JJHH .� h h en 1ivd'.Iii;b.aa..� M 1- I- 1.- I- i- -im Engineers Northwest, Inc. P.S. Distributed Tendon Plan 7 Distributed Tendon Plan - Continued (2) • Engineers Northwest- Rooffloor- Monday April 28, 2003 F_F Engineers Northwest, Inc. P.S. Distributed Tendon Plan 8 l'r Engineers Northwest - Rooffloor- Monday April 28, 2003 Other Dead Ldg Plan Stect re:PaH sp: lsuppwwloe SprineWSupportKArea ScrivmWalls 1klow Shb;Cokmre Bela. SJ.b;wdN Above SWrColvae Above StakSlab Edger Sok 1:542 F -F9 Fz-0.03 Fz- 0.03 Jj3 S`. 1S S`. .ti sr1- i; Jir .y S`. wl Sr 5y S`. Sr yr r.. J Fz- 0.03 Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 9 Z ~w ret 00 coo J =L r • LL w 0 LL Q =a �w Z= 1- 0 ZF'" w • w U 0 O — 0' - w � O .• Z co O~ z Other Dead Ldg Plan - Continued (2) Engineers Northwest - Roottloor - Monday April 28, 2003 Engineers Northwest, Inc. P.S. Other Dead Ldg Plan 10 z x ,t- z 211i 6 -J 00 (OW. WI (.0 u„, tu 0 < w z o Z1- I— LL! u 0 0 0—: 11J ui I 0 1-- Z El 0 o Engineers Northwest - Rooffloor - Monday April 28, 2003 Live Ldg Plan Live Won LoodeLieeLoottaree Look SiivesomPoint SprielsauppmWi a Sprissl9uppa Mn Sprirmwero Below SIshColrrte Below Slab;Wepf Above Slth Cohme Above 3Ia1>;Shrb Edger Scale Fz - 0.025 'S Fz - 0.025 ,' th , la ti LF.- - Fz = 0.025 Engineers Northwest, Inc. P.S. Live Ldg Plan 11 Z Z rectac C .J U O 0 N O W= ..-i LL w0} J < cn I F. W Z I-- 0 Z I— W • W 0 • _ 0 W W 0. 1 O W Z 5H - Z Live Ldg Plan - Continued (2) Engineers Northwest - Rooffloor - Monday April 28, 2003 rz- Engineers Northwest, Inc. P.S. Live Ldg Plan 12 ' ' ' ' ' • .64,, 1— o- re W2 _i0 C.)0 u) • w W -J 1.- U) u_ u j 0 g 2 27 5 < to I • w z ▪ o z w w 2 C) O m O I— W LL Z U); 0 O - z Engineers Northwest - Roof. floor - Monday April 28, 2003 Transfer Max Top Stress Plan }> >C.Dc SMatur.Poiol 9prilege/Supooch c SpeigeISu *Arta SprigxWalla Below 3hb6Cokme Below S1ab;Wallo Above SIab;Collme Above Slab Slab Edit Style 1314 1 r r7=Fri=fri=p 113 #21 4M4 #48 #8168 #73 118095 13 N121ti—Hl 0 Me x >r+ $11r 110� N tf149#156 MOPI 0193 020' —1 itios 0216 HYf227 OFi. --C--K •-' wxsea i--,-.4 l`. #12#1301 3 #1541159 i — _ O #16.I/i187ab #192 #197 #215 H2 h II 3C #2 H19 #7026 3.._ _.:e SQA N12012Yl132 N1591157 072 N78 Z n N1630W1841° #191 1.1 #196 11214 1 Ni6 #267 . 020245 #250 V263 #222 O a I,Ia IT #1$24t1 #249 1#265 at #75 H101 #1N119e NI26 NI01514158 016111141851e 0189 111907" "'-11221 n 0190 07!206 3 r iG-0tGs,"0''t186 M�•�i 'r H1. 01#120C_# 1#1520160 i� w IY R t.__- Tin a � Nl 022 1/3/43 s 4 '% $ 9 0g+66 074 4_011193I • i 024243 0248 01266 rn lilt 02 #20228 oE 0—'1 Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 13 Engineers Northwest - Roof. fioor - Monday April 28, 2003 Transfer Max Top Stress Plan - Continued (2) gF I4- Engineers Northwest, Inc. P.S. Transfer Max Top Stress Plan 14 �`.•k7itr] d '' t. >.:i•x4i;Siwi�ti{tihiu.t,.3 �.s.ata... Gs,:.ii,:.ie�e.z.}:A.,r...�,... a l':(.w3: Transfer LC: Design Section Summary Engineers Northwest - Roof floor- Monday April 28, 2003 4p6 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 1 0 0 0 int OK 2 0 0 0 Int OK 3 0 0 0 inf OK 4 0 0 0 int OK 5 0 0 0 int OK 6 0 0 0 Int OK 7 0 0 0 inf OK 8 0 0 0 inf OK 9 0 0 0 inf OK 10 0 0 0 inf OK 11 0 0 0 inf OK 12 0 0 0 Int OK 13 0 0 0 Int OK 14 0 0 0 inf OK 15 0 0 0 Int OK 16 0 0 0 int OK 17 0 0 0 int OK 18 0 0 0 inf OK 19 0 0 0 inf OK 20 0 0 0 int OK 21 0 0 0 inf OK 22 0 0 0 inf OK 23 0 0 0 Int OK 24 0 0 0 int OK 25 0 0 0 int OK 26 0 0 0 int OK 27 0 0 0 inf OK 28 0 0 0 Int OK 29 0 0 0 int OK 30 0 0 0 int OK 31 0 0 0 int OK 32 0 0 0 Int OK 33 0 0 0 inf OK 34 0 0 0 Int OK 35 0 0 0 inf OK 36 0 0 0 int OK 37 0 0 0 int OK 38 0 0 0 int OK 39 0 0 0 inf OK 40 0 0 0 Int OK 41 0 0 0 inf OK 42 0 0 0 inf OK 43 0 0 0 inf OK 44 0 0 o Int OK 45 0 0 0 inf OK 46 0 0 0 int OK 47 0 0 0 Int OK 48 0 0 0 int OK 49 0 0 0 int OK 50 0 0 0 int OK 51 0 0 0 inf OK 52 0 0 0 int OK 53 0 0 0 inf OK 54 0 0 0 int OK 55 0 0 0 int OK 56 0 0 0 inf OK 57 0 0 0 inf OK 58 0 0 0 Inf OK 59 0 0 0 inf OK 60 0 0 0 Int OK 61 0 0 0 inf OK 62 0 0 0 inf OK 63 0 0 0 int OK 64 0 0 0 Int OK 65 0 0 0 inf OK 66 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 15 A6.?.'tz1' �3f ; int `tY^t; Vii; ','r A'', rrrY. ift:, °: p»0i 4". " 46, � atd«w:;Y ,'VeZt ill ? Engineers Northwest - Rooffloor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (2) eF-- leo # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (inches) 67 0 0 0 int • OK 68 0 0 0 int OK 69 0 0 0 inf OK 70 0 0 0 inf OK 71 0 0 0 Int OK 72 0 0 0 int OK 73 0 0 0 int OK 74 0 0 0 inf OK 75 0 0 0 inf OK 76 0 0 0 Int OK 77 0 0 0 inf OK 78 0 0 0 inf OK 79 0 0 0 inf OK 80 0 0 0 inf OK 81 0 0 0 inf OK 82 0 0 0 inf OK 83 0 0 0 Int OK 84 0 0 0 int OK 85 0 0 0 int OK 88 0 0 0 inf OK 87 0 0 0 inf OK 88 0 0 0 inf OK 89 0 0 0 int OK 90 0 0 0 int OK 91 0 0 0 inf OK 92 0 0 0 int OK 93 0 0 0 inf OK 94 0 0 0 int OK 95 0 0 0 inf OK 96 0 0 0 int OK 97 0 0 0 int OK 98 0 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 inf OK 101 0 0 0 inf OK 102 0 0 0 Int OK 103 0 0 0 Int OK 104 0 0 0 inf OK 105 0 0 0 Int OK 106 0 0 0 Inf OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 inf OK 110 0 0 0 Int OK 111 0 0 0 inf OK 112 0 0 0 int OK 113 0 0 0 inf OK 114 0 0 0 Int OK 115 0 0 0 inf OK 116 0 0 0 inf OK 117 0 0 0 inf OK 118 0 0 0 Int OK 119 0 0 0 inf OK 120 0 0 0 Int OK 121 0 0 0 inf OK 122 0 0 0 int OK 123 0 0 0 int OK 124 0 0 0 Int OK 125 0 0 0 inf OK 126 0 0 0 inf OK 127 0 0 0 int OK 128 0 0 0 Inf OK 129 0 0 0 inf OK 130 0 0 0 Inf OK 131 0 0 0 inf OK 132 0 0 0 int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 16 Engineers Northwest - Rooffloor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (3) ffl7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (Inches) 133 0 0 0 Int OK 134 0 0 0 int OK 135 0 0 0 inf OK 136 0 0 0 inf OK 137 0 0 0 inf OK 138 0 0 0 Int OK 139 0 0 0 inf OK 140 0 0 o Int OK 141 0 0 0 inf OK 142 0 0 0 Int OK 143 0 0 0 inf OK 144 0 0 0 inf OK 145 0 0 0 int OK 146 0 0 0 inf OK 147 0 0 0 inf OK 148 0 0 0 int OK 149 0 0 0 inf OK 150 0 0 0 int OK 151 0 0 0 inf OK 152 0 0 0 inf OK 153 0 0 0 int OK 154 0 0 0 Int OK 155 0 0 0 inf OK 156 0 0 0 inf OK 157 0 0 0 inf OK 158 0 0 0 inf OK 159 0 0 0 inf OK 160 0 0 0 Int OK 161 0 0 0 inf OK 162 0 0 0 inf OK 163 0 0 0 inf OK 164 0 0 0 inf OK 165 0 0 0 int OK 166 0 0 0 int OK 167 0 0 0 inf OK 168 0 0 0 Int OK 169 0 0 0 inf OK 170 0 0 0 inf OK 171 0 0 0 inf OK 172 0 0 0 inf OK 173 0 0 0 inf OK 174 0 0 0 Int OK 175 0 0 0 inf OK 176 0 0 0 Int OK 177 0 0 0 inf OK 178 0 0 0 int OK 179 0 0 0 int OK 180 0 0 0 Int OK 181 0 0 0 inf OK 182 0 0 0 int OK 183 0 0 0 inf OK 184 0 0 0 Int OK 185 0 0 0 int OK 186 0 0 0 Int OK 187 0 0 0 Int OK 188 0 0 0 inf OK 189 0 0 0 int OK 190 0 0 0 int OK 191 0 0 0 inf OK 192 0 0 0 Int OK 193 0 0 0 inf OK 194 0 0 0 int OK 195 0 0 0 int OK 196 0 0 0 Int OK 197 0 0 0 inf OK 198 0 0 0 int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 17 �SL�.i;ab �;i�bL"• Engineers Northwest - Roof floor- Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 199 0 0 0 inf OK 200 0 0 0 int OK 201 0 0 0 Inf OK 202 0 0 0 Inf OK 203 0 0 0 inf OK 204 0 0 0 Inf OK 205 0 0 0 inf OK 206 0 0 0 Inf OK 207 0 0 0 inf OK 208 0 0 0 Int OK 209 0 0 0 inf OK 210 0 0 0 inf OK 211 0 0 0 inf OK 212 0 0 0 int OK 213 0 0 0 inf OK 214 0 0 0 inf OK 215 0 0 0 inf OK 216 0 0 0 inf OK 217 0 0 0 inf OK 218 0 0 0 inf OK 219 0 0 0 inf OK 220 0 0 0 inf OK 221 0 0 0 int OK 222 0 0 0 inf OK 223 0 0 0 inf OK 224 0 0 0 int OK 225 0 0 0 inf OK 226 0 0 0 Int OK 227 0 0 0 inf OK 228 0 0 0 int OK 229 0 0 b inf OK 230 0 0 0 Inf OK 231 0 0 0 Inf OK 232 0 0 0 int OK 233 0 0 0 inf OK 234 0 0 0 inf OK 235 0 0 0 inf OK 236 0 0 0 inf OK 237 0 0 0 inf OK 238 0 0 0 inf OK 239 0 0 0 inf OK 240 0 0 0 inf OK 241 0 0 0 inf OK 242 0 0 0 int OK 243 0 0 0 inf OK 244 0 0 0 Inf OK 245 0 0 0 int OK 246 0 0 0 inf OK 247 0 0 0 inf OK 248 0 0 0 inf OK 249 0 0 0 inf OK 250 0 0 0 inf OK 251 0 0 0 inf OK 252 0 0 0 Int OK 253 0 .0 0 Int OK 254 0 0 0 inf OK 255 0 0 0 inf OK 256 0 0 0 Inf OK 257 0 0 0 inf OK 258 0 0 0 inf OK 259 0 0 0 int OK 260 0 0 0 Int OK 261 0 0 0 inf OK 262 0 0 0 inf OK 263 0 0 0 int OK 264 0 0 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 18 Engineers Northwest - Rooffloor - Monday April 28, 2003 Transfer LC: Design Section Summary - Continued (5) eF Ici # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. in.) (sq. in.) (Inches) 265 0 0 0 int OK 266 0 0 0 int OK 267 0 0 0 inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for thls section. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Summary 19 ry5< hjj; sJf 141'4 45414,444 aF i Engineers Northwest - Rooffloor- Monday April 28, 2003 Transfer LC: Design Section Stresses II Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Umits Calc. (feet) (Psi) (Psi) (Psi) (Psi) Vol) (ksl) (ksi) 1 (1.21,-124.6,-0.3542) -24.2 -4.15 -14.2 (-2100,-) Gross 2 (1.203,-80,-0.3542) -316 -150 -233 (-2100,-) Gross 3 (1.214,-27.47,-0.3542) -335 -218 -277 (-2100,-) Gross 4 (1.311,-108.8,-0.3542) -339 -164 -252 (-2100,-) Gross 5 (1.277,-50,-0.3542) -304 -162 -233 (-2100,-) Gross 6 (5.539,-65.12,-0.3542) 62 -465 -202 (-2100,-) Gross 7 (5.626,-51.26,-0.3542) -522 -57 -289 (-2100,-) Gross 8 (5.626,-48.67,-0.3542) -426 -158 -292 (-2100,-) Gross 9 (5.744,-122.6,-0.3542) -240 -347 -294 (-2100,-) Gross 10 (5.744,-111.2,-0.3542) -240 -421 -330 (-2100,-) - Gross 11 (5.703,-35.01,-0.3542) -154 -266 -210 (-2100,-) Gross 12 (5.744,-108.8,-0.3542) -450 -177 -313 (-2100,-) Gross 13 (6.744,-95.05,-0.3542) 75.9 -476 -200 (-2100,-) Gross 14 (5.744,-81.17,-0.3542) -580 45.6 -267 (-2100,-) - Gross 15 (5.744,-78.72,-0.3542) -557 .18.6 -269 (-2100,-) Gross 16 (7.47,-21.24,-0.3542) -328 -220 -274 (-2100,-) - Gross 17 (13.74,-133.8,-0.3542) -77.9 12.5 -32.7 (-2100,-) Gross 18 (11.21,-108.8,-0.3542) -139 -411 -275 (-2100,) - Gross 19 (11.41,-80,-0.3542) -104 -374 -239 (-2100,-) - Gross 20 (11.41,50,-0.3542) -122 -332 -227 (-2100,-) - Gross 21 (14.81,-27.47,-0.3542) -218 -355 -286 (-2100,-) - - Gross 22 (15.78,-128.6,-0.3542) -304 -300 -302 (-2100,-) Gross 23 (22.08,-108.8,-0.394) -315 -77.1 -221 (-2100,-) Gross 24 (22.2,-80,-0.3542) -396 -108 -252 (-2100,) Gross 25 (22.2,-50,-0.3542) -338 -121 -229 (-2100,-) - Gross 26 (24.89,-80,-0.3542) -438 -71.4 -255 (-2100,-) Gross 27 (24.89,-50,-0.3542) -371 -87.6 -229 (-2100,-) Gross 28 (25.01,-108.8,-0.394) -341 -32.9 -219 (-2100,-) Gross 29 (27.45,-111.3,-0.4632) -288 -17 -162 (-2100,-) - - Gross 30 (27.45,-108,8,-0.4632) -311 8.97 -163 (-2100,-) Gross 31 (26.38,-95.04,-0.3542) -134 -342 -238 (-2100,-) - Gross 32 (28.18,-35.01,-0.3542) -355 -157 -256 (-2100,-) - Gross 33 (28.48,-122.5,-0.3542) -138 -326 -232 (-2100,-) Gross 34 (28.78,-128.8,-0.3542) -275 -390 -332 (-2100,) Gross 35 (28.72,-27.47,-0.3542) -416 -95.3 -256 (-2100,-) - Gross 36 (29.67,-81.19,-0.3542) -209 -151 -180 (-2100,) - Gross 37 (29.67,-78.74,-0.3542) -221 -135 -178 (-2100,-) - Gross 38 (29.67,-65.04,-0.3542) -130 -321 -225 (-2100,-) Gross 39 (29.67,51.29,-0.3542) -172 -220 -196 (-2100,-) - Gross 40 (29.67,-48.7,-0.3542) -107 -284 -195 (-2100,-) - Gross 41 (29.66,-21.24,-0.3542) -299 -181 -240 (-2100,-) Gross 42 (30.63,-133.8,-0.3542) -287 -120 -203 (-2100,-) - Gross 43 (31.32,-128.8,-0.3542) -538 -89.6 -314 (-2100,-) - Gross 44 (31.33,-27.47,-0.3542) -454 -33.3 -244 (-2100,-) Gross 45 (36.76,-80,-0.3542) -155 -410 -283 (-2100,-) Gross 46 (36.76,50,-0.3542) -121 -349 -235 (-2100,-) Gross 47 (41.55,-108.8,-0.394) -139 -368 -229 (-2100,-) Gross 48 (44.93,-27.47,-0.3542) -11.8 -363 -188 (-2100,-) Gross 49 (45.76,-128.8,-0.3542) 61.8 -552 -245 (-2100,-) Gross 60 (47.78,-80,-0.3542) -415 -210 -313 (-2100,) Gross 51 (47.78,50,-0.3542) -294 -190 -242 (-2100,-) Gross 52 (53.71,-78.74,-0.3542) -288 -212 -250 (-2100,-) Gross 53 (54.02,-73.96,-0.3542) -145 -189 -167 (-2100,-) Gross 54 (54.48,-81.27,-0.3542) -189 -362 -276 (-2100,) Gross 55 (57.16,-111.2,-0.4578) -258 -91 -182 (-2100,-) Gross 56 (58.57,-95.04,-0.3542) -190 -274 -232 (-2100,-) Gross 57 (55.37,-108.8,-0.4716) -413 -18.9 -227 (-2100,-) Gross 58 (58.63,-128.8,-0.3542) -656 167 -245 (-2100,-) Gross 59 (58.66,-108.8,-0.394) -262 -110 -202 (-2100,-) - Gross 60 (58.68,-27.47,-0.3542) -426 106 -160 (-2100,-) Gross 61 (59.63,-21.16,-0.3542) -254 -151 -203 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;' -" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. ak*Sr, sc44:lb-.1:4` -4:1/0,}u,' s'.}4: Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 20 Engineers Northwest - Rooffloor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (2) # Centroid (feet) 62 (59.71,-48.78,-0.3542) 63 (59.82,34.99,-0.3542) 64 (60.63,-133.7,-0.3542) 65 (60.67,-122.5,-0.3542) 66 (61.31,-128.3,-0.3542) 67 (61.34,-110.3,-0.3911) 68 (61.34,-27.47,-0.3542) 69 (66.25,-68.88,-0.3542) 70 (66.25,-60.85,-0.3542) 71 (70.53,-50,-0.3542) 72 (70.61,-80,-0.3542) 73 (74.79,-27.47,-0.3542) 74 (75.58,-128.6,-0.3542) 75 (75.59,-108.8,-0.3542) 76 (80.12,-81.23,-0.3542) 77 (82.7,-78.84,-0.3542) 78 (85.25,-80,-0.3542) 79 (85.25,-50,-0.3542) 80 (85.4,-65.04,-0.3542) 81 (85.4,-51.17,-0.3542) 82 (85.4,-48.64,-0.3542) 83 (88.55,-108.8,-0.3542) 84 (88.61,-131,-0.3542) 85 (88.67,-27.47,-0.3542) 86 (89.87,-34.99,-0.3542) 87 (89.86,-21.16,-0.3542) 88 (90.58,-133.7,-0.3542) 89 (90.64,-111.2,-0.3542) 90 (90.64,-108.7,-0.3542) 91 (90.68,-125,-0.3542) 92 (90.68,-95.04,-0.3542) 93 (91.37,-131,-0.3542) 94 (91.37,-108.8,-0.3542) 95 (91.42,-27.47,-0.3542) 96 (97.3,-138.8,-0.3542) 97 (100.6,-50,-0.3542) 98 (100.6,-80,-0.3542) 99 (105,-25.27,-0.3542) 100 (105.8,-133.5,-0.3542) 101 (105.8,-108.8,-0.3542) 102 (109,-78.8,-0.3542) 103 (109.1,-65.04,-0.3542) 104 (117,-81.19,-0.3542) 105 (117.2,-51.25,-0.3542) 106 (117.2,-48.64,-0.3542) 107 (118.6,-133.5,-0.3542) 108 (118.6,-108.8,-0.3542) 109 (118.7,-25.27,-0.3542) 110 (120,-18.95,-0.3542) 111 (120.2,-141.1,-0.3542) 112 (120.1,34.99;0.3542) 113 (120.2,-125,-0.3542) 114 (120.2,-21.22,-0.3542) 115 (120.3,-138.8,-0.3542) 116 (120.3,-111.2,-0.3542) 117 (120.3,-108.7,-0.3542) 118 (120.3,-94.96,-0.3542) 119 (121.4,-108.8,-0.3542) 120 (121.4,-133.4,-0.3542) 121 (121.4,-25.21,-0.3542) 122 (124.4,-57.81,-0.3542) Conc. Top Conc. Bot. Conc. Cent (Psi) (psi) (Psi) -81.5 -477 -279 -372 -90 -231 -279 -74.4 -177 -188 -279 -233 -648 154 -247 -425 -28.8 -270 -411 93.1 -159 -200 -213 -207 -132 -209 -171 -5.76 -144 -75.1 -21.1 -168 -94.3 40.8 -364 -162 31.6 -604 -286 -35.1 -330 -183 -328 -159 -243 -217 -154 -185 -6.69 -183 -94.7 -34.6 -137 -85.7 -150 -320 -235 -232 -236 -234 -221 -244 -232 -277 -92.1 -185 -468 81.4 -193 -395 93.5 -151 -314 -161 -238 -290 -194 -242 -419 -29.3 -224 -378 -118 -248 -384 -103 -244 -178 -286 -232 -113 -377 -245 -355 -11.2 -183 -257 -110 -183 -347 50.2 -148 -209 -178 -193 -25.7 -159 -92.5 -91.8 -121 -107 -17 -201 -109 -88 -220 -154 -74.6 -247 -161 -282 -147 -215 -126 -269 -197 -283 -232 -257 -231 -261 -246 -203 -300 -252 -251 -67.5 -159 -173 -115 -144 -225 22.7 -101 -443 -99.8 -272 -348 -162 -255 -236 -262 -249 -213 -308 -260 -436 -68.1 -252 -491 -62.3 -277 -264 -242 -253 -306 -197 -251 -175 -346 -260 -173 -113 -143 -247 -75.6 -161 -224 26.1 -98.9 -261 -278 -269 Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (psi) (ksi) (ksi) (ks1) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) (-2100,-) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 21 `5''..!SrFi:!;}5:sS9�.xd.;'!4��fi�i�;h>t'x�ta�YC;hJ�xv!w*::;;::r�.;:�r.:.a,,,.-rNaa.�5/,��;�irorq+s>.-trrgc..irseSi�r.'kawxmvn Engineers Northwest - Rooffloor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (3) # Centroid (feet) 123 (130,-50,-0.3542) 124 (130.1,-80,-0.3542) 125 (134.6,-133.5,-0.3542) 126 (134.7,-108.8,-0.3542) 127 (134.8,-80,-0.3542) 128 (135,-78.86,-0.3542) 129 (135,-65.04,-0.3542) 130 (134.9,-25.5,-0.3542) 131 (135,-50,-0.3542) 132 (139.9,-80,-0.3542) 133 (139.9,-50,-0.3542) 134 (148.4,-81.19,-0.3542) 135 (148.5,-125,-0.3542) 136 (148.4,-25.21,-0.3542) 137 (148.6,-138.8,-0.3542) 138 (148.6,-133.5,-0.3542) 139 (148.6,-94.96,-0.3542) 140 (148.6,-111.3,-0.3542) 141 (148.6,-108.7,-0.3542) 142 (148.6,-108.8,-0.3542) 143 (148.7,-141.2,-0.3542) 144 (148.7,51.32,-0.3542) 145 (148.7,-48.71,-0.3542) 146 (148.7,-35.04,-0.3542) 147 (150.7,-21.31,-0.3542) 148 (150.7,-18.86,-0.3542) 149 (151.2,-25.29,-0.3542) 150 (151.3,56.42,-0.3542) 151 (151.4,-108.8,-0.3542) 152 (151.4,-133.5,-0.3542) 153 (151.5,-80,-0.3542) 154 (151.5,50,-0.3542) 155 (156.6,-65.19,-0.3542) 156 (157.1,-25.29,-0.3542) 157 (157.2,-80,-0.3542) 158 (157.2,-108.8,-0.3542) 159 (157.2,-50,-0.3542) 160 (157.3,-133.5,-0.3542) 161 (172.7,-108.8,-0.3542) 162 (172.8,-131.2,-0.3542) 163 (172.9,-80,-0.3542) 164 (173.1,-50,-0.3542) 165 (173.1,-27.88,-0.3542) 166 (174.2,-138.8,-0.3542) 167 (178.6,-131.1,-0.3542) 168 (178.6,-108.8,-0.3542) 169 (178.7,-80,-0.3542) 170 (178.7,-50,-0.3542) 171 (178.8,-27.88,-0.3542) 172 (180.9,-65.19,-0.3542) 173 (181,-133.8,-0.3542) 174 (181,-111.2,-0.3542) 175 (181,-108.7,-0.3542) 176 (181.1,-125,-0.3542) 177 (181,-81.25,-0.3542) 178 (181,-78.84,-0.3542) 179 (181.1,-94.89,-0.3542) 180 (181,51.24,-0.3542) 181 (181,-48.75,-0.3542) 182 (181,-21.16,-0.3542) 183 (181.1,-35.03,-0.3542) Conc. Top Conc. Bot. (Psi) (Psi) -106 -72.4 -71.6 -84.8 -81.3 -232 -56.6 -241 -105 -50.9 29 -370 -320 -25.5 2.71 -184 -138 -40.1 -62.1 -98.8 -75.6 -101 -204 -306 -244 -233 -164 -20 -417 -74.2 -187 -117 -221 -294 -158 -311 -201 -269 -95.6 -208 -313 -156 -182 -298 -129 -347 -279 -184 -265 -168 -210 -215 28.5 -217 -215 -266 16.7 -332 -52 -252 67.1 -309 75.2 -327 -103 -215 -78.3 -110 -72.6 -165 -155 -180 -89.4 -156 -161 -131 -229 -164 -205 -137 -130 -91.3 -112 -89.7 -154 -124 -171 -171 -145 -215 -128 -269 -34.6 -179 23.6 -213 -213 -97 -150 -340 -313 -70.4 -320 -150 -324 -150 -192 -264 -258 -197 -263 -196 -154 -307 -205 -254 -145 -310 -265 -224 -334 -128 lea- Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (Psi) (Psi) (ksi) (lost) (teal) -89.1 (-2100,-) -78.2 (-2100,-) -156 (-2100,-) -149 (-2100,-) -78.2 (-2100,-) -170 (-2100,-) -173 (-2100,-) -90.9 (-2100,-) -89.3 (-2100,-) -80.4 (-2100,-) -88.5 (-2100,-) -255 (-2100,) -239 (-2100,-) -91.9 (-2100,-) -245 (-2100,-) -152 (-2100,-) -257 (-2100,-) -234 (-2100,-) -235 (-2100,-) -152 (-2100,-) -235 (-2100,-) -240 (-2100,-) -238 (-2100,-) -232 (-2100,-) -216 (-2100,-) -213 (-2100,-) -94.2 (-2100,-) -241 (-2100,-) -157 (-2100,-) -152 (-2100,-) -121 (-2100,) -126 (-2100,-) -159 (-2100,-) -94 (-2100,-) -119 (-2100,-) -168 (-2100,-) -123 (-2100,-) -146 (-2100,-) -196 (-2100,-) -171 (-2100,) -110 (-2100,-) -101 (-2100,-) -139 (-2100,-) -171 (-2100,-) -180 (-2100,-) -199 (-2100,-) -107 (-2100,-) -94.5 (-2100,) -155 (-2100,) -245 (-2100,-) -192 (-2100,-) -235 (-2100,-) -237 (-2100,) -228 (-2100,-) -227 (-2100,-) -229 (-2100,-) -230 (-2100,-) -229 (-2100,-) -228 (-2100,-) -245 (-2100,-) -231 (-2100,-) • "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value Is for the top bar and the second is for the bottom bar "Calc." Indicates the type of calculation used to deterrnlne the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Grose Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 22 Pfe • Engineers Northwest - Roof floor - Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (4) X3 0 Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cato. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 184 (181.3,-80,-0.3542) -76.5 -133 -105 (-2100,-) Gross 185 (181.3,-108.8,-0.3542) -197 -197 -197 (-2100,-) Gross 186 (181.4,-131,-0.3542) -385 12.7 -186 (-2100,-) Gross 187 (181.4,-50,-0.3542) -19.2 -162 -90.7 (-2100,-) - Gross 188 (181.4,-27.88,-0.3542) -295 -26.6 -161 (-2100,-) Gross 189 (194.8,-108.8,-0,3542) -18.3 -369 -193 (-2100,-) Gross 190 (194.8,-128.8,-0.3542) 73.4 -644 -285 (-2100,-) Gross 191 (194.8,-80,-0.3542) 26.6 -227 -100 (-2100,-) Gross 192 (1948,-50,-0.3542) 23.9 -175 -75.6 (-2100,-) Gross 193 (194.9,-27.88,-0.3542) 41.3 -403 -181 (-2100,-) Gross 194 (201.6,-65.04,-0.3542) -93 -260 -177 (-2100,-) Gross 195 (201.7,-78.91,-0.3542) -301 -114 -207 (-2100,-) Gross 196 (208.5,-80,-0.3542) -215 9.84 -102 (-2100,-) Gross 197 (208.5,-50,-0.3542) -143 -1.01 -71.8 (-2100,-) Gross 198 (208.5,-27.88,-0.3542) -475 127 -174 (-2100,-) Gross 199 (208.7,-110.3,-0.3911) -448 19.8 -265 (-2100,-) - Gross 200 (208.7,-128.6,-0.3542) -737 168 -284 (-2100,-) Gross 201 (208.6,-27.88,-0.3542) -474 126 -174 (-2100,-) Gross 202 (209.5,-21.17,-0.3542) -251 -162 -207 (-2100,-) Gross 203 (209.8,-48.65,-0.3542) -126 -387 -257 (-2100,-) Gross 204 (209.8,-34.99,-0.3542) -374 -86.4 -230 (-2100,-) Gross 205 (211.1,-27.47,-0.3542) -476 129 -173 (-2100,-) Gross 206 (211.2,-128.8,-0.3542) -659 91.5 -284 (-2100,-) Gross 207 (211.3,-108.8,-0.394) -245 -126 -198 (-2100,-) Gross 208 (211.9,-133.8,-0.3542) -277 -88.3 -183 (-2100,-) Gross 209 (211.9,-122.5,-0.3542) -132 -361 -247 (-2100,-) Gross 210 (213.1,-111.3,-0.4588) -395 40.5 -195 (-2100,-) Gross 211 (215.2,-108.7,-0.4737) -507 51.3 -243 (-2100,-) Gross 212 (211.9,-95.04,-0.3542) -133 -366 -250 (-2100,-) Gross ' 213 (214.3,-81.32,-0.3542) -359 -151 -255 (-2100,-) Gross 214 (222,-80,-0.3542) -392 -187 -290 (-2100,-) Gross 215 (222.1,-50,-0.3542) -293 -179 -236 (-2100,-) Gross 216 (224.8,-27.47,-0.3542) -10.1 -400 -205 (-2100,-) Gross 217 (227.6,-78.88,-0.3542) -274 -63.2 -168 (-2100,-) Gross 218 (227.6,-51.31,-0.3542) -252 -130 -191 (-2100,-) Gross 219 (227.9,-64.58,-0.3542) -14.6 -343 -179 (-2100,-) Gross 220 (228.9,-128.8,-0.3542) -16.7 -594 -306 (-2100,-) Gross 221 (228.9,-108.8,-0.394) -141 -345 -221 (-2100,-) Gross 222 (233.8,-80,-0.3542) -134 -394 -264 (-2100,-) Gross 223 (233.8,-50,-0.3542) -114 -345 -230 (-2100,-) Gross 224 (238.6,-128.8,-0.3542) -574 -65.2 -319 (-2100,-) Gross 225 (238.8,-27.47,-0.3542) -501 -11.6 -256 (-2100,-) Gross 226 (239.5,-21.23,-0.3542) -291 -201 -246 (-2100,-) Gross 227 (241.2,-27.47,-0.3542) -417 -119 -268 (-2100,-) Gross 228 (241.4,-128.8,-0.3542) -271 -406 -338 (-2100,-) Gross 229 (241.4,-48.56,-0.3542) -108 -269 -188 (-2100,-) Gross 230 (241.4,-34.99,-0.3542) -370 -147 -259 (-2100,-) Gross 231 (243.4,-122.5,-0.3542) -141 -311 -226 (-2100,-) Gross 232 (243.4,-133.8,-0.3542) -242 -118 -180 (-2100,-) Gross 233 (242.5,-111.2,-0.4649) -261 -50.9 -163 (-2100,) - Gross 234 (242.5,-108.7,-0.4649) -296 -9.44 -163 (-2100,-) Gross 235 (243.4,-95.04,-0.3542) -148 -319 -234 (-2100,-) Gross 236 (245.1,-80,-0.3542) -450 -36.2 -243 (-2100,-) Gross 237 (245.2,-108.8,-0.394) -352 -19.2 -221 (-2100,-) - Gross 238 (245.1,-50,-0.3542) -392 -56.7 -224 (-2100,-) Gross 239 (245.6,-81.3,-0.3542) -199 -155 -177 (-2100,-) Gross 240 (245.6,-78.81,-0.3542) -197 -159 -178 (-2100,-) Gross 241 (245.6,51.31,-0.3542) -159 -236 -197 (-2100,-) Gross 242 (245.9,-65.04,-0.3542) -143 -338 -241 (-2100,-) - Gross 243 (247.8,-108.8,-0.394) -283 -125 -221 (-2100,-) Gross 244 (247.8,-80,-0.3542) -356 -129 -243 (-2100,-) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar 'Calc." indicates the type of calculation used to determine the stresses. 'i�ti•.4 i.�.i Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 23 1 vu Engineers Northwest- Roof.floor- Monday April 28, 2003 Transfer LC: Design Section Stresses - Continued (5) 24 # Centroid Conc. Top Conc. Bot Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (fes) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 245 (247.9,-50,-0.3542) -302 -145 -224 (-2100,-) Gross 246 (254.1,-27.47,-0.3542) -215 -389 -302 (-2100,-) Gross 247 (257.6,-128.8,-0.3542) -332 -264 -298 (-2100,-) Gross 248 (257.8,-108.8,-0.3542) -87 -437 -262 (-2100,-) Gross 249 (258,-80,-0.3542) -70.6 -404 -237 (-2100,-) Gross 250 (258,50,-0.3542) -86.9 -349 -218 (-2100,-) Gross 251 (261.9,-21.15,-0.3542) -256 -238 -247 (-2100,-) Gross 252 (258,-133.7,-0.3542) 102 172 137 (-2100,-) Gross 253 (263.6,34.99,-0.3542) -195 -138 -167 (-2100,-) - Gross 254 (263.7,-51.41,-0.3542) -310 -123 -216 (-2100,-) Gross 255 (263.7,-48.49,-0.3542) -251 -181 -216 (-2100,-) Gross 256 (264,-122.6,-0.3542) -232 -260 -246 (-2100,-) Gross 257 (264,-111.2,-0.3542) -61.2 -455 -258 (-2100,-) Gross 258 (264,-108.7,-0.3542) -248 -244 -246 (-2100,-) Gross 259 (264,-95.05,-0.3542) 17.2 -332 -157 (-2100,-) - Gross 260 (264,-64.97,-0.3542) -12 -330 -171 (-2100,-) - Gross 261 (264,-81.31,-0.3542) -410 -39.4 -225 (-2100,-) Gross 262 (264,-78.79,-0.3542) -383 -71.6 -227 (-2100,-) Gross 263 (268.6,-50,-0.3542) -297 -167 -232 (-2100,-) Gross 264 (268.7,-124.6,-0.3542) -27.7 8.77 -9.45 (-2100,-) Gross 265 (268.6,-80,-0.3542) -307 -159 -233 (-2100,-) Gross 266 (268.7,-108.8,-0.3542) -335 -170 -252 (-2100,-) Gross 267 (268.8,-27.47,-0.3542) -347 -208 -277 (-2100,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; ' -" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses;'-" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Transfer LC: Design Section Stresses 24 a.i>'�*.rr1h5Y4:+&iL!iia?+�, "Ryrn av Engineers Northwest - Roof floor- Monday April 28, 2003 Service LC: Design Section Summary # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 1 2.3 ACI 18.9.3.3 0 0 inf OK 2 2.3 ACI 18.9.3.3 0 0 inf OK 3 1.84 ACI 18.9.3.3 0 0 inf OK 4 2.3 ACI 18.9.3.3 0 0 int OK 5 2.3 ACI 18.9.3.3 0 0 inf OK 6 0 0 0 Int OK 7 2.3 ACI 18.9.3.3 0 0 Inf OK 8 2.3 ACI 18.9.3.3 0 0 int OK 9 0 0 0 in! OK 10 1.84 ACI 18.9.3.3 0 0 Int OK 11 0 0 0 Int OK 12 1.84 ACI 18.9.3.3 0 0 Int OK 13 0 0 0 Int OK 14 1.84 ACI 18.9.3.3 0 0 Inf OK 15 1.84 ACI 18.9.3.3 0 0 inf OK 18 2.3 ACI 18.9.3.3 0 0 Inf OK 17 2.3 ACI 18.9.3.3 0 0 inf OK 18 0 0 0 Int OK 19 0 0 0 Inf OK 20 0 0 0 int OK 21 0 0 0 inf OK 22 0 0 0 Int OK 23 3.24 ACI 18.9.3.3 0 0 Int OK 24 2.3 ACI 18.9.3.3 0 0 Inf OK 25 2.3 ACI 18.9.3.3 0 0 inf OK 26 2.3 ACI 18.9.3.3 0 0 Inf OK 27 2.3 ACI 18.9.3.3 0 0 inf OK 28 3.24 ACI 18.9.3.3 0 0 int OK 29 3.28 ACI 18.9.3.3 0 0 int OK 30 3.28 ACI 18.9.3.3 0 0 Int OK 31 0 0 0 inf OK 32 0 0 0 int OK 33 0 0 0 Inf OK 34 2.3 ACI 18.9.3.3 0 0 Int OK 35 1.84 ACI 18.9.3.3 0 0 inf OK 36 2.79 ACI 18.9.3.3 0 0 Int OK 37 2.79 ACI 18.9.3.3 0 0 inf OK 38 0 0 0 inf OK 39 2.79. ACI 18.9.3.3 0 0 Inf OK 40 2.79 ACI 18.9.3.3 0 0 Inf OK 41 2.3 ACI 18.9.3.3 0 0 Inf OK 42 2.32 ACI 18.9.3.3 0 0 inf OK 43 2.3 ACI 18.9.3.3 0 0 Int OK 44 1.84 ACI 18.9.3.3 0 ' 0 int OK 45 0 0 0 int OK 46 0 0 0 inf OK 47 0 0 0 int OK 48 0 0 0 inf OK 49 0 0 0 Int OK 50 2.3 ACI 18.9.3.3 0 0 inf OK 51 2.3 ACI 18.9.3.3 0 0 Int OK 52 2.3 ACI 18.9.3.3 0 0 Int OK 53 2.3 ACI 18.9.3.3 0 0 int OK 54 2.3 ACI 18.9.3.3 0 0 Inf OK 55 3.65 ACI 18.9.3.3 0 0 Inf OK 56 0 0 0 Int OK 57 3.24 ACI 18.9.3.3 0 0 int OK 58 2.3 ACI 18.9.3.3 0 0 int OK 59 3.24 ACI 18.9.3.3 0 0 inf OK 60 1.84 ACI 18.9.3.3 0 0 Inf OK 61 2.3 ACI 18.9.3.3 0 0 inf OK 62 2.3 ACI 18.9.3.3 0 0 int OK 63 0 2.04 ACI 18.9.3.2 0 inf OK 64 2.3 ACI 18.9.3.3 0 0 Int OK 65 0 0 0 inf OK 66 1.84 ACI 18.9.3.3 0 0 Int OK "Status" indicates whether Floor has found a feasible solutlon to satisfy the criteria selected for thls section. V-Fz5 Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 25 ° .i t ,:'c:::.i'di ri B S': »e..;'t. tii.`cv3i".. ,•kMd�r', 5�+3.44Cal ;•,40!'l i.�L�.e4?a'1;41 Engineers Northwest - Rooffloor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (2) # As Top Controlling As Bot Controlling As Shr Strp Spog Controlling Status (sq. In.) (sq. In.) (sq. In.) (inches) 67 3.24 ACI 18.9.3.3 0 0 inf OK 68 1.84 ACI 18.9.3.3 0 0 int OK 69 0 0 0 int OK 70 2.3 ACI 18.9.3.3 0 0 Int OK 71 2.3 ACI 18.9.3.3 0 0 inf OK 72 2.3 ACI 18.9.3.3 0 0 int OK 73 0 0 0 inf OK 74 0 0 0 Inf OK 75 0 0 0 inf OK 76 2.9 ACI 18.9.3.3 0 0 inf OK 77 2.54 ACI 18.9.3.3 0 0 inf OK 78 0 0 o int OK 79 0 0 0 inf OK 80 0 0 0 int OK 81 2.3 ACi 18.9.3.3 0 0 int OK 82 2.3 ACI 18.9.3,3 0 0 int OK 83 2.3 ACI 18.9.3.3 0 0 Inf OK 84 1.84 ACI 18.9.3.3 0 0 inf OK 85 1.84 ACI 18.9.3.3 0 0 inf OK 86 0 0 0 inf OK 87 2.33 ACi 18.9.3,3 0 0 inf OK 88 2.31 ACI 18.9.3.3 0 0 int OK 89 2.3 ACI 18.9.3.3 0 0 inf OK 90 2.3 ACI 18.9.3,3 0 0 inf OK 91 0 0 0 int OK 92 0 0 0 inf OK 93 1.84 ACI 18.9.3.3 0 0 inf OK 94 2.3 ACI 18.9.3.3 0 0 Int OK 95 1.84 ACI 18.9.3.3 0 0 inf OK 96 1.84 ACI 18.9.3.3 0 0 int OK 97 2.3 ACI 18.9.3.3 0 0 int OK 98 2.3 ACI 18.9.3.3 0 0 inf OK 99 0 0 0 inf OK 100 0 0 0 int OK 101 0 0 0 int OK 102 2.3 ACI 18.9.3.3 0 0 int OK 103 0 0 0 inf OK 104 2.71 ACI 18.9.3.3 0 0 Int OK 105 2.74 ACI 18.9.3.3 0 0 int OK 106 2.74 ACI 18.9.3.3 0 0 int OK 107 1.84 ACI 18.9.3.3 0 0 int OK 108 2.3 ACI 18.9.3.3 0 0 int OK 109 1.84 ACI 18.9.3.3 0 0 int OK 110 2.3 ACI 18.9.3.3 0 0 Int OK 111 2.24 ACI 18.9.3.3 0 0 Int OK 112 0 0 0 Int OK 113 0 0 0 int OK 114 2.31 ACI 18.9.3.3 0 0 inf OK 115 2.3 ACI 18.9.3.3 0 0 inf OK 116 2.3 ACI 18.9.3.3 0 0 int OK 117 2.3 ACI 18.9.3.3 0 0 inf OK 118 0 0 0 inf OK 119 2.3 ACI 18.9.3.3 0 0 inf OK 120 1.84 ACI 18.9.3.3 0 0 int OK 121 1.84 ACI 18.9.3.3 0 0 inf OK 122 2.3 ACI 18.9.3.3 0 0 inf OK 123 2.3 ACI 18.9.3.3 0 0 inf OK 124 2.3 ACI 18.9.3.3 0 0 Int OK 125 0 0 0 inf OK 126 0 0 0 int OK 127 0 0 0 inf OK 128 2.3 ACI 18.9.3.3 0 0 int OK 129 0 0 0 inf OK 130 0 0 0 inf OK 131 0 0 0 inf OK 132 2.3 ACI 18.9.3.3 0 0 Inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 26 % �•. ,. " y4 •; `i `uft S t :k'ai Engineers Northwest - Rooffloor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (3) g -F2-7 # As Top Controlling As Bot Controlling As Shr Shp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 133 2.3 ACI 18.9.3.3 0 0 inf OK 134 2.3 ACI 18.9.3.3 0 0 Inf OK 135 0 0 0 inf OK 136 1.84 ACI 18.9.3.3 0 0 Inf OK 137 2.3 ACI 18.9.3.3 0 0 inf OK 138 1.84 ACI 18.9.3.3 0 0 int OK 139 0 0 0 inf OK 140 2.3 ACI 18.9.3.3 0 0 int OK 141 2.3 ACI 18.9.3.3 0 0 inf OK 142 2.3 ACI 18.9.3.3 0 0 inf OK 143 2.12 ACI 18.9.3.3 0 0 int OK 144 2.3 ACI 18.9.3.3 0 0 Int OK 145 2.3 ACI 18.9.3.3 0 0 inf OK 146 0 0 0 inf OK 147 2.37 ACI 18.9.3.3 0 0 inf OK 148 2.37 ACI 18.9.3.3 0 0 Int OK 149 1.84 ACI 18.9.3.3 0 0 int OK 150 2.3 ACI 18.9.3.3 0 0 inf OK 151 2.3 ACI 18.9.3.3 0 0 inf OK 152 1.84 ACI 18.9.3.3 0 0 Inf OK 153 2.3 ACI 18.9.3.3 0 0 Inf OK 154 2.3 ACI 18.9.3.3 0 0 Inf OK 155 0 0 0 inf OK 156 0 0 0 Inf OK 157 0 0 0 inf OK 158 0 0 0 inf OK 159 0 0 0 inf OK 160 0 0 0 Inf OK 161 0 0 0 int OK 162 0 0 0 inf OK 163 0 0 0 int OK 164 0 0 0 Int OK 165 0 0 0 inf OK 166 1.84 ACI 18.9.3.3 0 0 int OK 167 1.84 ACI 18.9.3.3 0 0 Inf OK 168 2.3 ACI 18.9.3.3 0 0 int OK 169 2.3 ACI 18.9.3.3 0 0 int OK 170 2.3 ACI 18.9.3.3 0 0 inf OK 171 1.84 ACI 18.9.3.3 0 0 Inf OK 172 0 0 0 Inf OK 173 2.11 ACI 18.9.3.3 0 0 inf OK 174 2.3 ACI 18.9.3.3 0 0 int OK 175 2.3 ACI 18.9.3.3 0 0 Inf OK 176 0 0 0 inf OK 177 2.3 ACI 18.9.3.3 0 0 int OK 178 2.3 ACI 18.9.3.3 0 0 int OK 179 0 0 0 int OK 180 2.3 ACI 18.9.3.3 0 0 Inf OK 181 2.3 ACI 18.9.3.3 0 0 inf OK 182 2.3 ACI 18.9.3.3 0 0 Inf OK 183 0 1.67 ACI 18.9.3.2 0 Inf OK 184 2.3 ACI 18.9.3.3 0 0 Int OK 185 2.3 ACI 18.9.3.3 0 0 'inf OK 186 1.84 ACI 18.9.3.3 0 0 Inf OK 187 2.3 ACI 18.9.3.3 0 0 Int OK 188 1.84 ACI 18.9.3.3 0 0 inf OK 189 0 0 0 inf OK 190 0 0 0 int OK 191 0 0 0 int OK 192 0 0 0 Int OK 193 0 0 0 Int OK 194 0 0 0 int OK 195 2.3 ACI 18.9.3.3 0 0 int OK 196 2.3 ACI 18.9.3.3 0 0 inf OK 197 2.3 ACI 18.9.3.3 0 0 inf OK 198 1.84 ACI 18.9.3.3 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 27 1-4t?l��e� 4. 444 r�"�9JV�tisxml. t`4i „ '.‹A -04:2g Engineers Northwest - Rooffloor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (4) g_F 't # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. in.) (inches) 199 3.24 ACI 18.9.3.3 0 0 inf OK 200 1.84 ACI 18.9.3.3 0 0 Inf OK 201 1.84 ACI 18.9.3.3 0 0 Inf OK 202 2.35 ACI 18.9.3.3 0 0 int OK 203 2.3 ACI 18.9.3.3 0 0 int OK 204 0 2.32 ACI 18.9.3.2 0 Inf OK 205 1.84 ACI 18.9.3.3 0 0 Inf OK 206 2.3 ACI 18.9.3.3 0 0 Int OK 207 3.24 ACI 18.9.3.3 0 0 inf OK 208 2.81 ACI 18.9.3.3 0 0 Int OK 209 0 0 0 int OK 210 3.68 ACI 18.9.3.3 0 0 int OK 211 3.24 ACI 18.9.3.3 0 0 Inf OK 212 0 0 0 Inf OK 213 2.97 ACI 18.9.3.3 0 0 inf OK 214 2.3 ACI 18.9.3.3 0 0 in? OK 215 2.3 ACI 18.9.3.3 0 0 Int OK 216 0 0 0 inf OK 217 2.3 ACI 18.9.3.3 0 0 inf OK 218 2.3 ACI 18.9.3.3 0 0 Int OK 219 0 0 0 inf OK 220 0 0 0 Int OK 221 0 0 0 Inf OK 222 0 0 0 int OK 223 0 0 0 inf OK 224 2.3 ACI 18.9.3.3 0 0 Int OK 225 1.84 ACI 18.9.3.3 0 0 int OK 226 2.3 ACI 18.9.3.3 0 0 Int OK 227 1.84 ACI 18.9.3.3 0 0 inf OK 228 2.3 ACI 18.9.3.3 0 0 int OK 229 2.54 ACI 18.9.3.3 0 0 inf OK 230 0 0 0 Int OK 231 0 0 0 inf OK 232 2.3 ACI 18.9.3.3 0 0 int OK 233 3.24 ACI 18.9.3.3 0 0 int OK 234 3.24 ACI 18.9.3.3 0 0 Int OK 235 0 0 0 inf OK 236 2.3 ACI 18.9.3.3 0 0 inf OK 237 3.24 ACI 18.9.3.3 0 0 inf OK 238 2.3 ACI 18.9.3.3 0 0 inf OK 239 2.3 ACI 18.9.3.3 0 0 inf OK 240 2.3 ACI 18.9.3.3 0 0 inf OK 241 2.3 ACI 18.9.3.3 0 0 inf OK 242 0 0 0 Inf OK 243 3.24 ACI 18.9.3.3 0 -0 Int OK 244 2.3 ACI 18.9.3.3 0 0 Int OK 245 2.3 ACI 18.9.3.3 0 0 inf OK 246 0 0 0 Int OK 247 0 0 0 inf OK 248 0 0 0 Int OK 249 0 0 0 int OK 250 0 0 0 Int OK 251 2.3 ACI 18.9.3.3 0 0 inf OK 252 2.3 ACI 18.9.3.3 0 0 Inf OK 253 0 0 0 int OK 254 2.3 ACI 18.9.3.3 0 0 inf OK 255 2.3 ACI 18.9.3.3 0 0 inf OK 256 0 6 0 int OK 257 1.84 ACI 18.9.3.3 0 0 inf OK 258 1.84 ACI 18.9.3.3 0 0 Inf OK 259 0 0 0 inf OK 260 0 0 0 inf OK 261 1.84 ACI 18.9.3.3 0 0 inf OK 262 1.84 ACI 18.9.3.3 0 0 In! OK 263 2.3 ACI 18.9.3.3 0 0 inf OK 264 2.3 ACI 18.9.3.3 0 0 Inf OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 28 Engineers Northwest - Rooffloor- Monday April 28, 2003 Service LC: Design Section Summary - Continued (5) i2Fz51 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. in.) (sq. In.) (Inches) 265 2.3 ACI 18.9.3.3 0 0 inf OK 266 2.3 ACI 18.9.3.3 0 0 Int OK 267 1.84 ACI 18.9.3.3 0 0 Inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Service LC: Design Section Summary 29 Service LC: Design Section Stresses Centroid (feet) (1.21,-124.6,-0.3542) (1.203,-80,-0.3542) (1.214,-27.47,-0.3542) (1.311,-108.8,-0.3542) (1.277,50,-0.3542) (5.539,-65.12,-0.3542) (5.628,-51.26,-0.3542) (5.626,-48.67,-0.3542) (5.744,-122.6,-0.3542) (5.744,-111.2,-0.3542) (5.703,-35.01,-0.3542) (5.744,-108.8,-0.3542) (5.744,-95.05,-0.3542) (5.744,-81.17,-0.3542) (5.744,-78.72,-0.3542) (7.47,-21.24,-0.3542) (13.74,-133.8,-0.3542) (11.21,-108.8,-0.3542) (11.41,-80,-0.3542) (11.41,-50,-0.3542) (14.81,-27.47,-0.3542) (15.78,-128.6,-0.3542) (22.08,-108.8,-0.394) (22.2,-80,-0.3542) (22.2,-50,-0.3542) (24.89,-80,-0.3542) (24.89,-50,-0.3542) (25.01,-108.8,-0.394) (27.45,-111.3,-0.4632) (27.45,-108.8,-0.4632) (26.38,-95.04,-0.3542) (28.18,-35.01,-0.3542) (28.48,-122.5,-0.3542) (28.78,-128.8,-0.3542) (28.72,-27.47,-0.3542) (29.67,-81.19,-0.3542) (29.67,-78.74,-0.3542) (29.67,-65.04,-0.3542) (29.67,-51.29,-0.3542) (29.67,-48.7,-0.3542) (29.66,-21.24,-0.3542) (30.63,-133.8,-0.3542) (31.32,-128.8,-0.3542) (31.33,-27.47,-0.3542) (36.76,-80,-0.3542) (36.76,-50,-0.3542) (41.55,-108.8,-0.394) (44.93,-27.47,-0.3542) (45.76,-128.8,-0.3542) (47.78,-80,-0.3542) (47.78,-50,-0.3542) (53.71,-78.74,-0.3542) (54.02,-73.96,-0.3542) (54.48,-81.27,-0.3542) (57.16,-111.2,-0.4578) (58.57,-95.04,-0.3542) (55.37,-108.8,-0.4716) (58.63,-128.8,-0.3542) (58.66,-108.8,-0.394) (58.68,-27.47,-0.3542) (59.63,-21.16,-0.3542) Engineers Northwest - Rooffloor - Monday April 28, 2003 Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (Psi) (Psi) (Psi) (Psi) (ksi) (icsi) (iii) -47.5 21.3 -13.1 (-2250,424) -246 -189 -217 (-2250,424) -241 -274 -258 (-2250,424) -264 -205 -235 (-2250,424) -223 -211 -217 (-2250,424) -134 -240 -187 (-2250,424) -184 -355 -269 (-2250,424) -69.6 -476 -273 (-2250,424) -250 -294 -272 (-2250,424) 194 -803 -305 (-2250,424) -411 19.4 -196 (-2250,424) -96.2 -479 -287 (-2250,424) -103 -265 -184 (-2260,424) -294 -200 -247 (-2250,424) -279 -220 -250 (-2250,424) -241 -269 -255 (-2250,424) -105 44.9 -30.3 (-2250,424) -273 -240 -257 (-2250,424) -247 -198 -222 (-2250,424) -293 -131 -212 (-2250,424) -427 -106 -267 (-2250,424) -323 -235 -279 (-2250,424) -42.6 -459 -207 (-2250,424) -159 -311 -235 (-2250,424) -89 -338 -214 (-2250,424) -200 -275 -237 (-2250,424) -120 -306 -213 (-2250,424) -3.85 -518 -206 (-2250,424) -65.2 -253 -152 (-2250,424) -85.1 -231 -153 (-2250,424) -312 -132 -222 (-2250,424) -594 115 -240 (-2250,424) -264 -170 -217 (-2250,424) 114 -729 -308 (-2250,424) -134 -343 -239 (-2250,424) 99.2 -436 -168 (-2250,424) 76.1 -409 -166 (-2250,424) -313 -108 -210 (-2250,424) 161 -527 -183 (-2250,424) 266 -633 -183 (-2250,424) -176 -273 -225 (-2250,424) -202 -178 -190 (-2250,424) -221 -360 -291 (-2250,424) -198 -256 -227 (-2250,424) -312 -216 -264 (-2250,424) -273 -164 -219 (-2250,424) -345 -13.1 -214 (-2250,424) -181 -168 -175 (-2250,424) -139 -317 -228 (-2250,424) -229 354 -292 (-2250,424) -132 -318 -225 (-2250,424) -145 -320 -233 (-2250,424) -127 -184 -155 (-2250,424) 191 -707 -258 (-2250,424) -79.5 -278 -170 (-2250,424) -375 -58.3 -217 (-2250,424) -210 -215 -213 (-2250,424) -361 -91.2 -226 (-2250,424) 61.6 -580 -191 (-2250,424) -170 -129 -149 (-2250,424) -146 -234 -190 (-2250,424) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; -" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 30 Engineers Northwest - Roof floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (2) (F --F �( # Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot. Rebar Limits Cab. (feet) (Psi) (PO) (Psi) (Psi) OW) (ksi) (ie3) 62 (59.71,-48.78,-0.3542) 410 -932 -261 (-2250,424) Gross 63 (59.82,-34.99,-0.3542) -611 178 -216 (-2250,424) Gross 64 (60.63,-133.7,43542) -206 -124 -165 (-2250,424) Gross 65 (60.67,-122.5,-0.3542) -332 -104 -218 (-2250,424) Gross 66 (61.31,-128.3,-0.3542) -366 -89.6 -228 (-2250,424) Gross 67 (61.34,-110.3,-0.3911) -79.4 -523 -253 (-2250,424) - Gross 68 (61.34,-27.47,-0.35.42) -153 -144 -149 (-2250,424) - Gross 69 (68.25,-68.88,-0.3542) -238 -146 -192 (-2250,424) - Gross 70 (66.25,-60.85,-0.3542) -168 -150 -159 (-2250,424) Gross 71 (70.53,-50,-0.3542) 301 -442 -70.2 (-2250,424) - Gross 72 (70.61,-80,-0.3542) 262 -438 -87.9 (-2250,424) Gross 73 (74.79,-27.47,-0.3542) -143 -158 -151 (-2250,424) Gross 74 (76.58,-128.6,-0.3542) -151 -380 -265 (-2250,424) Gross 75 (75.59,-108.8,-0.3542) -216 -126 -171 (-2250,424) Gross 76 (80.12,-81.23,-0.3542) -33 -419 -226 (-2250,424) - Gross 77 (82.7,-78.84,-0.3542) 33.3 -377 -172 (-2250,424) Gross 78 (85.25,-80,-0.3542) -242 66.4 -87.8 (-2250,424) - Gross 79 (85.25,-50,-0.3542) -281 122 -79.9 (-2250,424) Gross 80 (85.4,-65.04,-0.3542) -302 -135 -218 (-2250,424) - Gross 81 (85.4,-51.17,-0.3542) 29.5 -466 -218 (-2250,424) - Gross 82 (85.4,-48.64,-0.3542) 54.2 -487 -217 (-2250,424) Gross 83 (88.55,-108.8,-0.3542) 3.44 448 -172 (-2250,424) Gross 84 (88.61,-131,-0.3542) -226 -134 -180 (-2250,424) - Gross 85 (88.67,-27.47,-0.3542) -175 -106 -141 (-2250,424) Gross 86 (89.87,-34.99,-0.3542) -548 104 -222 (-2250,424) - Gross 87 (89.86,-21.16,-0.3542) -151 -302 -226 (-2250,424) Gross 88 (90.58,-133.7,-0.3542) -298 -121 -209 (-2250,424) Gross 89 (90.64,-111.2,-0.3542) -83 -377 -230 (-2250,424) Gross 90 (90.64,-108.7,-0.3542) -66 -387 -227 (-2250,424) Gross 91 (90.68,-125,-0.3542) -336 -97.1 -216 (-2250,424) Gross 92 (90.68,-95.04,-0.3542) -303 -154 -228 (-2250,424) Gross 93 (91.37,-131,-0.3542) -37 -309 -173 (-2250,424) Gross 94 (91.37,-108.8,-0.3542) 37.9 -380 -171 (-2250,424) Gross 95 (91.42,-27.47,-0.3542) -126 -151 -139 (-2250,424) Gross 96 (97.3,-138.8,-0.3542) -190 -168 -179 (-2250,424) Gross 97 (100.6,-50,-0.3542) 294 -466 -86.2 (-2250,424) Gross 98 (100.6,-80,-0.3542) 216 -414 -99 (-2250,424) Gross 99 (105,-25.27,-0.3542) -154 -47.9 -101 (-2250,424) Gross 100 (105.8,-133.5,-0.3542) -265 -25.1 -145 (-2250,424) Gross 101 (105.8,-108.8,-0.3542) -246 -54.5 -150 (-2250,424) Gross 102 (109,-78.8,-0.3542) -40.2 -358 -199 (-2250,424) Gross 103 (109.1,-65.04,-0.3542) -226 -139 -182 (-2250,424) Gross 104 (117,-81.19,-0.3542) 104 -584 -240 (-2250,424) Gross 105 (117.2,51.25,-0.3542) -29.7 -424 -227 (-2250,424) Gross 106 (117.2,-48.64,-0.3542) 224 -696 -236 (-2250,424) Gross 107 (118.6,-133.5,-0.3542) -4.33 -295 -150 (-2250,424) Gross 108 (118.6,-108.8,-0.3542) 131 -400 -135 (-2250,424) Gross 109 (118.7,-25.27,-0.3542) 29.5 -217 -93.6 (-2250,424) Gross 110 (120,-16.95,-0.3542) -377 -126 -251 (-2250,424) Gross 111 (120.2,-141.1,-0.3542) -285 -188 -236 (-2250,424) Gross 112 (120.1,34.99,-0.3542) -461 -4.37 -233 (-2250,424) Gross 113 (120.2,-125,-0.3542) -438 -48.6 -243 (-2250,424) Gross 114 (120.2,-21.22,-0.3542) -277 -194 -236 (-2250,424) - Gross 115 (120.3,-138.8,-0.3542) -293 -224 -259 (-2250,424) - Gross 116 (120.3,-111.2,-0.3542) 72.9 -546 -236 (-2250,424) - Gross 117 (120.3,-108.7,-0.3542) -2.45 -467 -235 (-2250,424) - Gross 118 (120.3,-94.96,-0.3542) -354 -131 -243 (-2250,424) Gross 119 (121.4,-108.8,-0.3542) 133 -400 -134 (-2250,424) - Gross 120 (121.4,-133.4,-0.3542) 3.33 -308 -152 (-2250,424) - Gross 121 (121.4,-25.21,-0.3542) 22.3 -205 -91.5 (-2250,424) Gross 122 (124.4,-57.81,-0.3542) -223 -274 -249 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses;'-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; it two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 31 r,..71{rKiat"�°s";,�.?r"ra�t"Ai, Engineers Northwest - Roof.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (3) £F3z # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Cale. (feet) (Psi) (P89 (Pal) (Psi) (moi) (ksi) (ksi) 123 (130,-50,-0.3542) -74.8 -90.2 -82.5 (-2250,424) Gross 124 (130.1,-80,-0.3542) -40 -105 -72.3 (-2250,424) Gross 125 (134.6,-133.5,-0.3542) -279 -16.7 -148 (-2250,424) Gross 126 (134.7,-108.8,-0.3542) -244 -34 -139 (-2250,424) Gross 127 (134.8,-80,-0.3542) -140 -4.22 -72.3 (-2250,424) Gross 128 (135,-78.86,-0.3542) 280 -596 -158 (-2250,424) Gross 129 (135,-85.04,-0.3542) -448 128 -160 (-2250,424) Gross 130 (134.9,-25.5,-0.3542) -163 -4.4 -83.9 (-2250,424) Gross 131 (135,-50,-0.3542) -179 13.4 -82.7 (-2250,424) Gross 132 (139.9,-80,-0.3542) -23.8 -125 -74.4 (-2250,424) Gross 133 (139.9,-50,-0.3542) -39.2 -125 -81.9 (-2250,424) Gross 134 (148.4,-81.19,-0.3542) 119 -594 -238 (-2250,424) Gross 135 (148.5,-125,-0.3542) -468 21.5 -223 (-2250,424) Gross 136 (148.4,-25.21,-0.3542) 88.7 -259 -85.2 (-2250,424) Gross 137 (148.6,-138.8,-0.3542) -216 -244 -230 (-2250,424) Gross 138 (148.6,-133.5,-0.3542) 61.4 -349 -144 (-2250,424) Gross 139 (148.6,-94.96,-0.3542) -413 -67.2 -240 (-2250,424) Gross 140 (148.6,-111.3,-0.3542) 192 -630 -219 (-2250,424) Gross 141 (148.6,-108.7,-0.3542) 133 -572 -219 (-2250,424) Gross 142 (148.6,-108.8,-0.3542) 220 -504 -142 (-2250,424) Gross 143 (148.7,-141.2,-0.3542) -253 -182 -217 (-2250,424) Gross 144 (148.7,-51.32,-0.3542) -14.6 -429 -222 (-2250,424) Gross 145 (148.7,-48.71,-0.3542) 230 -677 -224 (-2250,424) Gross 146 (148.7,35.04,-0.3542) -522 87.1 -217 (-2250,424) Gross 147 (150.7,-21.31,-0.3542) -104 -301 -203 (-2250,424) Gross 148 (150.7,-18.86,-0.3542) -160 -234 -197 (-2250,424) Gross 149 (151.2,-25.29,-0.3542) 298 -473 -87.6 (-2250,424) Gross 150 (151.3,56.42,-0.3542) -165 -280 -222 (-2250,424) Gross 151 (151.4,-108.8,-0.3542) 323 -618 -147 (-2250,424) Gross 152 (151,4,-133.5,-0.3542) 179 -466 -143 (-2250,424) Gross 153 (151.5,-80,-0.3542) 328 -555 -113 (-2250,424) Gross 154 (151.5,-50,-0.3542) 340 -575 -118 (-2250,424) Gross 155 (156.6,-65.19,-0.3542) -89.3 -206 -148 (-2250,424) Gross 156 (157.1,-25.29,-0.3542) -120 -54.8 -87.6 (-2250,424) Gross 157 (157.2,-80,-0.3542) -111 -112 -111 (-2250,424) Gross 158 (157.2,-108.8,-0.3542) -198 -116 -157 (-2250,424) Gross 159 (157.2,50,-0.3542) -133 -96.4 -115 (-2250,424) Gross 160 (157.3,-133.5,-0.3542) -202 -73.5 -138 (-2250,424) Gross 161 (172.7,-108.8,-0.3542) -255 -111 -183 (-2250,424) Gross 162 (172.8,-131.2,-0.3542) -237 -86.7 -162 (-2250,424) Gross 163 (172.9,-80,-0.3542) -168 -38.6 -103 (-2250,424) Gross 164 (173.1,-50,-0.3542) -143 -45.8 -94.5 (-2250,424) Gross 165 (173.1,-27.88,-0.3542) -195 -65.3 -130 (-2250,424) Gross 166 (174.2,-138.8,-0.3542) -151 -165 -158 (-2250,424) Gross 167 (178.6,-131.1,-0.3542) 153 -492 -170 (-2250,424) Gross 168 (178.6,-108.8,-0.3542) 189 -559 -185 (-2250,424) Gross 169 (178.7,-80,-0.3542) 240 -440 -99.8 (-2250,424) Gross 170 (178.7,-50,-0.3542) 321 -498 -88.7 (-2250,424) , Gross 171 (178.8,-27.88,-0.3542) 56.8 -347 -145 (-2250,424) Gross 172 (180.9,-65.19,-0.3542) -287 -168 -227 (-2250,424) - Gross 173 (181,-133.8,-0.3542) -181 -178 -180 (-2250,424) Gross 174 (181,-111.2,-0.3542) -9.73 -426 -218 (-2250,424) - - Gross 175 (181,-108.7,-0.3542) 2.12 -442 -220 (-2250,424) Gross 176 (181.1,-125,-0.3542) -347 -79.4 -213 (-2250,424) Gross 177 (181,-81.25,-0.3542) 61.1 -484 -211 (-2250,424) Gross 178 (181,-78.84,-0.3542) 46.2 -472 -213 (-2250,424) Gross 179 (181.1,-94.89,-0.3542) -365 -63.2 -214 (-2250,424) Gross 180 (181,-51.24,-0.3542) 129 -557 -214 (-2250,424) Gross 181 (181,-48.75,-0.3542) 223 -648 -213 (-2250,424) Gross 182 (181,-21.16,-0.3542) -121 -337 -229 (-2250,424) - - Gross 183 (181.1,35.03,-0.3542) -598 165 -216 (-2250,424) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maAmum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" Indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, inc. P.S. Service LC: Design Section Stresses 32 t�S Engineers Northwest - Roof.floor - Monday April 28, 2003 Service LC: Design Section Stresses - Continued (4) 1ZF33 # Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (W) (ksi) 184 (181.3,-80,-0.3542) 203 -399 -98 (-2250,424) 185 (181.3,-108.8,-0.3542) 118 -486 -184 (-2250,424) 186 (181.4,-131,-0.3542) -151 -196 -174 (-2250,424) 187 (181.4,-50,-0.3542) 274 -445 -85.2 (-2250,424) 188 (181.4,-27.88,-0.3542) -27.7 -273 -150 (-2250,424) 189 (194.8,-108.8,-0.3542) -216 -146 -181 (-2250,424) 190 (194.8,-128.8,-0.3542) -116 -413 -264 (-2250,424) 191 (194.8,-80,-0.3542) -179 -8.62 -93.7 (-2250,424) 192 (194.8,-50,-0.3542) -195 51.6 -71.5 (-2250,424) 193 (194.9,-27.88,-0.3542) -177 -161 -169 (-2250,424) 194 (201.6,-65.04,-0.3542) -94.9 -234 -165 (-2250,424) 195 (201.7,-78.91,-0.3542) -165 -221 -193 (-2250,424) 196 (208.5,-80,-0.3542) 68.8 -260 -95.8 (-2250,424) 197 (208.5,-50,-0.3542) 152 -287 -67.7 (-2250,424) 198 (208.5,-27.88,-0.3542) -230 -94.9 -163 (-2250,424) 199 (208.7,-110.3,-0.3911) -95.1 -488 -249 (-2250,424) 200 (208.7,-128.6,-0.3542) -445 -79.9 -262 (-2250,424) 201 (208.6,-27.88,-0.3542) -225 -99.7 -163 (-2250,424) 202 (209.5,-21.17,-0.3542) -143 -245 -194 (-2250,424) 203 (209.8,-48.65,-0.3542) 261 -742 -240 (-2250,424) 204 (209.8,-34.99,-0.3542) -624 192 -216 (-2250,424) 205 (211.1,-27.47,-0.3542) -204 -119 -162 (-2250,424) 206 (211.2,-128.8,-0.3542) -357 -168 -282 (-2250,424) 207 (211.3,-108.8,-0.394) 84.7 -606 -187 (-2250,424) 208 (211.9,-133.8,-0.3542) -212 -129 -170 (-2250,424) 209 (211.9,-122.5,-0.3542) -273 -188 -230 (-2250,424) 210 (213.1,-111.3,-0.4588) -206 -155 -183 (-2250,424) 211 (215.2,-108.7,-0.4737) -291 -156 -227 (-2250,424) 212 (211.9,-95.04,-0.3542) -327 -139 -233 (-2250,424) 213 (214.3,-81.32,-0.3542) -50.7 -426 -238 (-2250,424) 214 (222,-80,-0.3542) -202 -338 -270 (-2250,424) 215 (222.1,50,-0.3542) -128 -311 -220 (-2250,424) 216 (224.8,-27.47,-0.3542) -169 -212 -191 (-2250,424) 217 (227.6,-78.88,-0.3542) -0.899 -317 -159 (-2250,424) 218 (227.6,-51.31,-0.3542) 29.2 -387 -179 (-2250,424) 219 (227.9,-64.58,-0.3542) -190 -146 -168 (-2250,424) 220 (228.9,-128.8,-0.3542) -187 -381 -284 (-2250,424) 221 (228.9,-108.8,-0.394) -341 -0.185 -207 (-2250,424) 222 (233.8,-80,-0.3542) -294 -199 -247 (-2250,424) 223 (233.8,-50,-0.3542) -267 -161 -214 (-2250,424) 224 (238.6,-128.8,-0.3542) -261 -330 -296 (-2250,424) 225 (238.8,-27.47,-0.3542) -234 -243 -239 (-2250,424) 226 (239.5,-21.23,-0.3542) -166 -295 -230 (-2250,424) 227 (241.2,-27.47,-0.3542) -128 -373 -250 (-2250,424) - 228 (241.4,-128.8,-0.3542) 107 -734 -313 (-2250,424) 229 (241.4,-48.56,-0.3542) 242 -595 -177 (-2250,424) 230 (241.4,-34.99,-0.3542) -609 126 -242 (-2250,424) 231 (243.4,-122.5,-0.3542) -271 -151 -211 (-2250,424) 232 (243.4,-133.8,-0.3542) -159 -178 -169 (-2250,424) 233 (242.5,-111.2,-0.4649) -34.8 -290 -153 (-2250,424) 234 (242.5,-108.7,-0.4649) -71.9 -246 -153 (-2250,424) 235 (243.4,-95.04,-0.3542) -325 -111 -218 (-2250,424) 236 (245.1,-80,-0.3542) -210 -243 -226 (-2250,424) 237 (245.2,-108.8,-0.394) -5.17 -519 -208 (-2250,424) 238 (245.1,50,-0.3542) -139 -279 -209 (-2250,424) 239 (245.6,-81.3,-0.3542) 104 -434 -165 (-2250,424) 240 (245.6,-78.81,-0.3542) 119 -452 -166 (-2250,424) 241 (245.6,-51.31,-0.3542) 200 -568 -184 (-2250,424) 242 (245.9,-65.04,-0.3542) -334 -115 -224 (-2250,424) 243 (247.8,-108.8,-0.394) -7.96 -513 -207 (-2250,424) 244 (247.8,-80,-0.3542) -121 -331 -226 (-2250,424) "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" Indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second Is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Gross Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 33 Engineers Northwest - Roof.floor- Monday April 28, 2003 Service LC: Design Section Stresses - Continued (5) F34- 0 Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 245 (247.9,-50,-0.3542) -61.3 -356 -209 (-2250,424) Gross 246 (254.1,-27.47,-0.3542) -411 -151 -281 (-2250,424) Gross 247 (257.6,-128.8,-0.3542) -367 -184 -275 (-2250,424) Gross 248 (257.8,-108.8,-0.3542) -217 -273 -245 (-2250,424) - Gross 249 (258,-80,-0.3542) -214 -228 -221 (-2250,424) Gross 250 (258,-50,-0.3542) -260 -147 -203 (-2250,424) Gross 251 (261.9,-21.15,-0.3542) -180 -280 -230 (-2250,424) - Gross 252 (258,-133.7,-0.3542) 58.7 195 127 (-2250,424) Gross 253 (263.6,-34.99,-0.3542) -446 134 -156 (-2250,424) Gross 254 (263.7,-51.41,-0.3542) -11.3 -392 -202 (-2250,424) Gross 255 (263.7,-48.49,-0.3542) 63.1 -466 -201 (-2250,424) Gross 256 (264,-122.6,-0.3542) -242 -213 -227 (-2250,424) - Gross 257 (264,-111.2,-0.3542) 347 -822 -238 (-2250,424) Gross 258 (264,-108.7,-0.3542) 81.8 -532 -225 (-2250,424) Gross 259 (264,-95.05,-0.3542) -157 -132 -144 (-2250,424) Gross 260 (264,-64.97,-0.3542) -201 -116 -159 (-2250,424) Gross 261 (264,-81.31,-0.3542) -150 -265 -208 (-2250,424) Gross 262 (264,-78.79,-0.3542) -118 -303 -210 (-2250,424) Gross 263 (268.6,50,-0.3542) -226 -208 -217 (-2250,424) Gross 264 (268.7,-124.6,-0.3542) -56.8 39.3 -8.73 (-2250,424) Gross 265 (268.6,-80,-0.3542) -245 -190 -217 (-2250,424) Gross 266 (268.7,-108.8,-0.3542) -259 -211 -235 (-2250,424) Gross 267 (268.8,-27.47,-0.3542) -252 -265 -258 (-2250,424) Gross "Centroid" Indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Service LC: Design Section Stresses 34 Engineers Northwest - Roof t%or - Monday April 28, 2003 Factored LC: Design Section Summary �F3� # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (Inches) 1 0 0.176 ACI 18.7 0 inf OK 2 0 0 0 inf OK 3 0.263 ACI 18.7 0 0 inf OK 4 0 0 0 Int OK 5 0 0 0 inf OK 6 0 0 0 Int OK 7 0 0 0 inf OK 8 0 0 0 Int OK 9 0 0 0 inf OK 10 0.237 ACI 18.7 0 0 Int OK 11 0 0 0 inf OK 12 0 0 0 inf OK 13 0 0 0 int 04( 14 0 0 0 Int OK 15 0 0 0 Int OK 16 0 0 0 int OK 17 0 0.189 ACI 18.7 0 int OK 18 0 0 0 int OK 19 0 0 0 Int OK 20 0 0 0 inf OK 21 0 5.5 ACI 18.7 0 inf OK 22 0 0 0 int OK 23 0 0 0 inf OK 24 0 0 0 inf OK 25 0 0 0 int OK 26 0 0 0 inf OK 27 0 0 0 int OK 28 0 0 0 Inf OK 29 0 0 0 int OK 30 0 0 0 int OK 31 0 0 0 inf OK 32 0 1.28 ACI 18.7 0 Int OK 33 0 0 0 inf OK 34 0 0 0 Inf OK 35 5.15 ACI 18.7 0 0 inf OK 36 0 0 0 int OK 37 0 0 0 inf OK 38 0 0 0 Inf OK 39 0.741 ACI 18.7 0 0 Int OK 40 3.16 ACI 18.7 0 0 inf OK 41 0 0 0 int OK 42 0 0 0 inf OK 43 0 0 0 inf OK 44 4.38 ACI 18.7 0 0 int OK 45 0 0 0 int OK 46 0 0 0 Int OK 47 0 0 0 inf OK 48 0 3.64 ACI 18.7 0 inf OK 49 0 0 0 inf OK 50 0 0 0 int OK 51 0 0 0 Int OK 52 0 0 0 inf OK 53 0 0 0 Int OK 54 2.73 ACI 18.7 0 0 int OK 55 0 0 0 inf OK 56 0 0 0 Int OK 57 0 0 0 inf OK 58 0 0 0 int OK 59 0 0 0 inf OK 60 4.78 ACI 18.7 0 0 inf OK 61 0 0 0 Int OK 62 6.8 ACI 18.7 0 0 Int OK 63 0 1.35 ACI 18.7 0 Int OK 64 0 0 0 inf OK 65 0 0 0 int OK 66 3.67 ACI 18.7 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 35 Engineers Northwest - Rooffloor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (2) la FP # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In) (sq. in.) (sq. in.) (inches) 67 0 0 0.34 9 ACI 11.4 OK 68 4.8 ACI 18.7 0 0 int OK 69 0 0 0 Int OK 70 0 0 0 int OK 71 0 0 0 int OK 72 0 0 0 Int OK 73 0 4.05 ACI 18.7 0 int OK 74 0 0 0 inf OK 75 0 0 0 inf OK 76 0 0 0 inf OK 77 0 0 0 int OK 78 0 0 0 inf OK 79 0 0 0 inf OK 80 0 0 0 Int OK 81 0 0 0 int OK 82 0 0 0 int OK 83 0 0 0 int OK 84 0 0 0 int OK 85 3.38 ACI 18.7 0 0 int OK 86 0 0 0 int OK 87 0 0 0 Int OK 88 0 0 0 int OK 89 0 0 0 int OK 90 0 0 0 inf OK 91 0 0 0 inf OK 92 0 0 0 int OK 93 0 0 0 inf OK 94 0 0 0 inf OK 95 3.76 ACI 18.7 0 0 int OK 96 0 0 0 int OK 97 0.282 ACI 18.7 0 0 Int OK 98 0 0 0 inf OK 99 0 0 0 int OK 100 0 0 0 int OK 101 0 0 0 int OK 102 0 0 0 int OK 103 0 0 0 inf OK 104 2.93 ACI 18.7 0 0 inf OK 105 0 0 0 int OK 106 4.35 ACI 18.7 0 0 inf OK 107 0 0 0 inf OK 108 0 0 0 inf OK 109 0 0 0 inf OK 110 0 0 0 int OK 111 0 0 0 int OK 112 0 0 0 Int OK 113 0 0 0 int OK 114 0 0 0 inf OK 115 0 0 0 inf OK 116 0 0 0 inf OK 117 0 0 0 inf OK 118 0 0 0 int OK 119 0 0 0 inf OK 120 0 0 0 Int OK 121 0 0 0 int OK 122 0 0 0 int OK 123 0 0 0 inf OK 124 0 0 0 int OK 125 0 0 0 inf OK 126 0 0 o int OK 127 0 0 0 inf OK 128 1.13 ACI 18.7 0 0 Int OK 129 0 1.01 ACI 18.7 0 inf OK 130 0 0 0 int OK 131 0 0 0 inf OK 132 0 0 0 Int OK "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 36 Engineers Northwest - Roof. floor - Monday April 28, 2003 Factored LC: Design Section Summary - Continued (3) R.Fv 7 # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. in.) (sq. In.) (sq. In.) (inches) 133 0 0 0 Int OK 134 0.0658 ACI 18.7 0 0 Inf OK 135 0 0 0 inf OK 136 0 0 0 Int OK 137 0 0 0 int OK 138 0 0 0 inf OK 139 0 0 0 int OK 140 0.945 ACI 18.7 0 0 int OK 141 0.0456 ACI 18.7 0 0 int OK 142 0.00673 ACI 18.7 0 0 inf OK 143 0 0 0 int OK 144 0 0 0 inf OK 145 0.954 ACI 18.7 0 0 inf OK 146 0 0 0 inf OK 147 0 0 0 int OK 148 0 0 0 inf OK 149 0.845 ACI 18.7 0 0 inf OK 150 0 0 0 int OK 151 1.71 ACI 18.7 0 0 inf OK 152 1.02 ACI 18.7 0 0 int OK 153 0.833 ACI 18.7 0 0 int OK 154 2.01 ACI 18.7 0 0 Int OK 155 0.851 ACI 18.7 0 0 inf OK 156 0 0 0 inf OK 157 0 0 0 Inf OK 158 0 0 0 int OK 159 0 0 0 int OK 160 0 0 0 int OK 161 0 0 0 int OK 162 0 0 0 int OK 163 0 0 0 int OK 164 0 0 0 inf OK 165 0 0.796 ACI 18.7 0 inf OK 166 0 0 0 inf OK 167 0.226 ACI 18.7 0 0 inf OK 168 0.642 ACI 18.7 0 0 inf OK 169 0.235 ACI 18.7 0 0 inf OK 170 1.3 ACI 18.7 0 0 int OK 171 5.34 ACI 18.7 0 0 inf OK 172 0 0 0 int OK 173 0 0 0 inf OK 174 0 0 0 inf OK 175 0 0 0 int OK 176 0 0 0 int OK 177 0 0 0 int OK 178 0 0 0 int OK 179 0 0 0 inf OK 180 0.311 ACI 18.7 0 0 int OK 181 1.67 ACI 18.7 0 0 inf OK 182 0 0 0 Int OK 183 0 0.236 ACI 18.7 0 inf OK 184 0 0 0 Int OK 185 0 0 0 Int OK 186 0 0 0 int OK 187 0 0 0 inf OK 188 4.81 ACI 18.7 0 0 int OK 189 0 0 0 int OK 190 0 0 0 inf OK 191 0 0 0 int OK 192 0 0 0 inf OK 193 0 4.91 ACI 18.7 0 inf OK 194 0 0 0 inf OK 195 0 0 0 Int OK 196 0 0 0 inf OK 197 0 0 0 inf OK 198 3.67 ACI 18.7 0 0 Int OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 37 :0s>'{iri::ia`.J�itna:' Engineers Northwest - Roof. floor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (4) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. in.) (inches) 199 0 0 0.34 9 ACI 11.4 OK 200 0 0 0 int OK 201 3.77 ACI 18.7 0 0 Int OK 202 0 0 0 inf OK 203 4.84 ACI 18.7 0 0 int OK 204 0 1.68 ACI 18.7 0 inf OK 205 4.84 ACI 18.7 0 0 inf OK 206 0 0 0 Inf OK 207 0 0 0 inf OK 208 0 0 0 Inf OK 209 0 0 0 inf OK 210 0 0 0 int OK 211 0 0 0 int OK 212 0 0 0 Inf OK 213 0 0 0 inf OK 214 0 0 0 int OK 215 0 0 0 inf OK 216 0 3.47 ACI 18.7 0 Inf OK 217 0 0 0 inf OK 218 0 0 0 Inf OK 219 0 0 0 int OK 220 0 0 0 irif OK 221 0 0 0 int OK 222 0 0 0 Int OK 223 0 0 0 int OK 224 0 0 0 inf OK 225 4.41 ACI 18.7 0 0 inf OK 226 0 0 0 inf OK 227 5.39 ACI 18.7 0 0 inf OK 228 0 0 0 int OK 229 2.09 ACI 18.7 0 0 inf OK 230 0 0.973 ACI 18.7 0 inf OK 231 0 0 0 int OK 232 0 0 0 inf OK 233 0 0 0 inf OK 234 0 0 0 int OK 235 0 0 0 inf OK 236 0 0 0 inf OK 237 0 0 0 inf OK 238 0 0 0 int OK 239 2.86 ACI 18.7 0 0 inf OK 240 3.18 ACI 18.7 0 0 int OK 241 4.44 ACI 18.7 0 0 inf OK 242 0 0.523 ACI 18.7 0 inf OK 243 0 0 0 int OK 244 0 0 0 In! OK 245 0 0 0 int OK 246 0 5.14 ACI 18.7 0 inf OK 247 0 0 0 inf OK 248 0 0 0 Int OK 249 0 0 0 inf OK 250 0 0 0 Inf OK 251 0 0 0 int OK 252 0 0.00123 ACI 18.7 0 inf OK 253 0 0 0 int OK 254 0 0 0 int OK 255 0 0 0 inf OK 256 0 0 0 inf OK 257 0.289 ACI 18.7 0 0 inf OK 258 0 0 0 inf OK 259 0 0 0 Int OK 260 0 0 0 inf OK 261 0 0 0 int OK 262 0 0 0 int OK 263 0 0 0 Int OK 264 0 0.209 ACI 18.7 0 inf OK "Status" Indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 38 ;';r 7'rrsft-';�I.fiytS�l�rrrf'�!`igts�/sa kYKu ti .L.04; Engineers Northwest - Rooffloor- Monday April 28, 2003 Factored LC: Design Section Summary - Continued (5) # As Top Controlling As Bot Controlling As Shr Strp Spcg Controlling Status (sq. In.) (sq. In.) (sq. In.) (Inches) 265 0 0 0 Inf OK 266 0 0 0 Int OK 267 0.213 ACI 18.7 0 0 Int OK r-F3c1 "Status" indicates whether Floor has found a feasible solution to satisfy the criteria selected for this section. Engineers Northwest, Inc. P.S. Factored LC: Design Section Summary 39 ukto aft' dG,s n1is:J:J'�:t Engineers Northwest - Rooffloor- Monday April 28, 2003 Factored LC: Design Section Stresses # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksi) (ksi) 1 (1.21,-124.6,-0.3542) -114 114 -0.027 (-,-) Gross 2 (1.203,-80,-0.3542) -13.8 13.9 0.0186 (-;) Gross 3 (1.214,-27.47,-0.3542) 49.5 -45.2 2.18 (-;) Gross 4 (1.311,-108.8,-0.3542) -12.7 13.2 0.223 (-,-) Gross 5 (1.277,-50,-0.3542) 15.5 -17.6 -1.06 (-,-) Gross 6 (5.539,-65.12,-0.3542) -791 876 42.8 (-,-) Gross 7 (5.626,-51.26,-0.3542) 983 -928 27.2 (-,-) Gross 8 (5.626,-48.67,-0.3542) 1120 -1080 18.8 (-,-) Gross 9 (5.744,-122.6,-0.3542) -137 142 2.35 (-,) Gross .10 (5.744,-111.2,-0.3542) 1520 -1490 14.4 (-,) - Gross 11 (5.703,-35.01,-0.3542) -1160 1160 4.12 (-4 Gross 12 (5.744,-108.8,-0.3542) 1070 -1030 24.2 (-,-) - Gross 13 (5.744,-95.05,-0.3542) -730 798 33.8 (-,-) Gross 14 (5.744,-81.17,-0.3542) 826 -733 46.2 (-,-) Gross 15 (5.744,-78.72,-0.3542) 804 -711 46.4 (-,-) Gross 16 (7.47,-21.24,-0.3542) 43.1 -48.8 -2.85 (-,) - Gross 17 (13.74,-133.8,-0.3542) -147 147 -0.0508 (-,-) - Gross 18 (11.21,-108.8,-0.3542) -652 655 1.57 (-,-) Gross 19 (11.41,-80,-0.3542) -704 697 -3.59 (-;) Gross 20 (11.41,-50,-0.3542) -819 815 -1.68 (-,-) - Gross 21 (14.81,-27.47,-0.3542) -958 974 8.85 (-,-) Gross 22 (15.78,-128.6,-0.3542) -197 210 6.52 (-,-) Gross 23 (22.08,-108.8,-0.394) 900 -1370 4.85 (-,-) - Gross 24 (22.2,-80,-0.3542) 667 -697 -14.9 (-,-) - Gross 25 (22.2,-50,-0.3542) 718 -724 -3 (-,-) Gross 28 (24.89,-80,-0.3542) 645 -681 -17.8 (-,) Gross 27 (24.89,-50,-0.3542) 723 -727 -2.32 (-,) Gross 28 (25.01,-108.8,-0.394) 1040 -1580 5.57 (-,-) - - Gross 29 (27.45,-111.3,-0.4632) 683 -796 -2.01 (-;) Gross 30 (27.45,-108.8,-0.4632) 666 -772 -0.222 (-,-) Gross 31 (26.38,-95.04,-0.3542) -792 809 8.58 (-,) Gross 32 (28.18,-35.01,-0.3542) -1150 1160 1.76 (-,) Gross 33 (28.48,-122.5,-0.3542) -653 647 -2.71 (-,) Gross 34 (28.78,-128.8,-0.3542) 1350 -1330 10.2 (-,) Gross 35 (28.72,-27.47,-0.3542) 925 -870 27.3 (-,-) Gross 36 (29.67,-81.19,-0.3542) 1070 -1010 26.2 (-,-) Gross 37 (29.67,-78.74,-0.3542) 1020 -960 27.8 (-,-) - Gross 38 (29.67,-65.04,-0.3542) -767 808 20.5 (-,) - Gross 39 (29.67,-51.29,-0.3542) 1120 -1070 25.1 (-,-) Gross 40 (29.67,-48.7,-0.3542) 1280 -1240 18.5 (-,-) Gross 41 (29.66,-21.24,-0.3542) 121 -130 -4.57 (-,) Gross 42 (30.63,-133.8,-0.3542) 42.3 -48.1 -2.88 (-;) Gross 43 (31.32,-128.8,-0.3542) 823 -783 19.6 (-;) Gross 44 (31.33,-27.47,-0.3542) 804 -732 36 (-,-) - Gross 45 (36.76,-80,-0.3542) -727 649 -38.9 (-,) - Gross 48 (36.76,-50,-0.3542) -640 625 -7.41 (-,-) Gross 47 (41.55,-108.8,-0.394) -915 1470 23.7 (-,-) - Gross 48 (44.93,-27.47,-0.3542) -583 709 63.2 (-,-) Gross 49 (45.76,-128.8,-0.3542) -845 896 25.5 (-,) Gross 50 (47.78,-80,-0.3542) 534 -642 -53.9 (-,) Gross 51 (47.78,50,-0.3542) 552 -580 -13.7 (-,-) Gross 52 (53.71,-78.74,-0.3542) 489 -457 15.8 (-,-) Gross 53 (54.02,-73.96,-0.3542) 49.2 -30.6 9.27 (-,) Gross 54 (54.48,-81.27,-0.3542) 1240 -1280 -19 (-,-) Gross 55 (57.16,-111.2,-0.4578) 507 -607 -2.98 (-,-) Gross 56 (58.57,-95.04,-0.3542) -837 838 0.51 (-,-) Gross 57 (55.37,-108.8,-0.4716) 600 -678 -2.9 (-,-) Gross 58 (58.63,-128.8,-0.3542) 892 -816 38.2 (-,) - Gross 59 (58.66,-108.8,-0.394) 1140 -1660 33 (-,-) Gross 60 (58.68,-27.47,-0.3542) 929 -742 93.3 (-,-) Gross 61 (59.63,-21.16,-0.3542) 109 -118 -4.35 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; ' -" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 40 Mer Engineers Northwest - Rooffloor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (2) VFkt # Centroid Conc. Top Conc. Bot Conc. Cent Corm Limits Rebar Top Rebar Bot. Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (Icsi) (ksi) 62 (59.71,-48.78,-0.3542) 1600 -1650 -27.3 (-,-) Gross 63 (59.82,-34.99,-0.3542) -1180 1160 -6.89 (-,-) Gross 64 (60.63,-133.7,-0.3542) -12.5 8.69 -1.88 (-,-) Gross 65 (60.67,-122.5,-0.3542) -761 760 -0.425 (-,-) Gross 66 (61.31,-128.3,-0.3542) 838 -746 46.2 (-,-) - Gross 67 (81.34,-110.3,-0.3911) 1270 -1830 58.9 (-,-) Gross 68 (61.34,-27.47,-0.3542) 938 -738 99.6 (-,-) - Gross 69 (66.25,-68.88,-0.3542) -185 232 23.1 (-,-) Gross 70 (66.25,-60.85,-0.3542) • -138 217 39.8 (-,-) Gross 71 (70.53,-50,-0.3542) 1250 -968 142 (-,-) Gross 72 (70.61,-80,-0.3542) 1190 -904 141 (-,) - -. Gross 73 (74.79,-27.47,-0.3542) -600 835 117 (-,-) Gross 74 (75.58,-128.6,-0.3542) -650 768 59.1 (-,-) Gross 75 (75.59,-108.8,-0.3542) -647 771 61.9 (-,-) Gross 76 (80.12,-81.23,-0.3542) 908 -912 -2.06 (-,-) - Gross 77 (82.7,-78.84,-0.3542) 828 -825 1.35 (-;) Gross 78 (85.25,-80,-0.3542) -801 1040 121 (-;) Gross 79 (85.25,-50,-0.3542) -849 1120 134 (-,-) - Gross 80 (85.4,-65.04,-0.3542) -599 629 15.3 (-,-) - Gross 81 (85.4,-51.17,-0.3542) 865 -882 -8.3 (-;)' Gross 82 (85.4,-48.64,-0.3542) 867 -891 -11.8 (-,-) - Gross 83 (88.55,-108.8,-0.3542) 968 -817 75.8 (-,-) - Gross 84 (88.61,-131,-0.3542) 791 -693 48.9 (-,-) Gross 85 (88.67,-27.47,-0.3542) 731 -461 135 (-,-) - Gross 86 (89.87,34.99,-0.3542) -1120 1120 -1.64 (-,-) Gross 87 (89.86,-21.16,-0.3542) 182 -183 -0.79 (-,) Gross 88 (90.58,-133.7,-0.3542) 106 -106 -0.00339 (-,-) Gross 89 (90.64,-111.2,-0.3542) 928 -921 3.39 (-,-) Gross 90 (90.64,-108.7,-0.3542) 945 -937 3.74 (-,-) Gross 91 (90.68,-125,-0.3542) -789 790 0.442 (-,-) Gross 92 (90.68,95.04,-0.3542) -846 837 -4.4 (-,-) Gross 93 (91.37,-131,-0.3542) 1040 -946 45.4 (-,-) - Gross 94 (91.37,-108.8,-0.3542) 1040 -887 78.6 (-,-) Gross 95 (91.42,-27.47,-0.3542) 799 -522 138 (-,-) Gross 96 (97.3,-138.8,-0.3542) 10.9 -6.78 2.05 (-,-) - Gross 97 (100.6,-50,-0.3542) 1280 -1020 130 (-,-) Gross 98 (100.6,-80,-0.3542) 1140 -946 99.3 (-,-) Gross 99 (105,-25.27,-0.3542) -453 687 117 (-,-) Gross 100 (105.8,-133.5,-0.3542) -666 750 41.9 (-;) Gross 101 (105.8,-108.8,-0.3542) -606 787 90.6 (-,-) Gross 102 (109,-78.8,-0.3542) 793 -814 -10.3 (-,-) Gross 103 (109.1,-65.04,-0.3542) -405 427 10.6 (-;) Gross 104 (117,-81.19,-0.3542) 1120 -1190 -36.9 (-,-) Gross 105 (117.2,-51.25,-0.3542) 867 -876 -4.54 (-,-) Gross 106 (117.2,-48.64,-0.3542) 1370 -1400 -15.4 (-,-) Gross 107 (118.6,-133.5,-0.3542) 872 -781 45.3 (-,-) Gross 108 (118.6,-108.8,-0.3542) 1190 -1000 96.5 (-,-) Gross 109 (118.7,-25.27,-0.3542) 917 -683 117 (-,-) Gross 110 (120,-18.95,-0.3542) 120 -124 -1.86 (-,-) Gross 111 (120.2,-141.1,-0.3542) 139 -140 -0.478 (-,-) Gross 112 (120.1,34.99,-0.3542) -1050 1030 -12.1 (-,-) Gross 113 (120.2,-125,-0.3542) -1010 992 -9.55 (-,-) Gross 114 (120.2,-21.22,-0.3542) 321 -339 -9.27 (-,-) Gross 115 (120.3,-138.8,-0.3542) 437 -450 -6.72 (-,-) Gross 116 (120.3,-111.2,-0.3542) 1120 -1150 -14.4 (-,-) Gross 117 (120.3,-108.7,-0.3542) 997 -1020 -13.3 (-,-) Gross 118 (120.3,-94.96,-0.3542) -860 810 -25.1 (-,-) Gross 119 (121.4,-108.8,-0.3542) 1210 -1020 96.4 (-,-) Gross 120 (121.4,-133.4,-0.3542) 880 -788 45.8 (-,-) Gross 121 (121.4,-25.21,-0.3542) 935 -698 118 (-,-) Gross 122 (124.4,57.81,-0.3542) 60.6 -43.1 8.77 (-,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 41 Engineers Northwest - Rooffloor- Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (3) # Centroid Conc. Top Conc. Bot. Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (psi) (psi) (Psi) (ksi) (ksi) (ksi) 123 (130,50,0.3542) 196 116 156 (-,-) Gross 124 (130.1,-80,-0.3542) 184 45.2 115 (-,-) Gross 125 (134.6,-133.5,-0.3542) -707 801 46.9 (-,-) Gross 126 (134.7,-108.8,-0.3542) -621 811 94.8 (-,-) Gross 127 (134.8,-80,-0.3542) -55.1 284 115 (-,-) Gross 128 (135,-78.86,-0.3542) 835 -921 -43.1 (-,-) Gross 129 (135,-65.04,-0.3542) -584 522 -31.4 (-,-) Gross 130 (134.9,-25.5,-0.3542) -535 775 120 (-,-) Gross 131 (135,-50,-0.3542) -75.7 387 156 (-,-) Gross 132 (139.9,-80,-0.3542) 241 -9.41 116 (-,-) Gross 133 (139.9,-50,-0.3542) 226 83.9 155 (-,-) Gross 134 (148.4,-81.19,-0.3542) 902 -981 -39.3 (-,-) Gross 135 (148.5,-125,-0.3542) -1010 995 -9.97 (-,-) Gross 136 (148.4,-25.21,-0.3542) 989 -752 119 (-,-) Gross 137 (148.6,-138.8,-0.3542) 472 -486 -7.19 (-,-) Gross 138 (148.6,-133.5,-0.3542) 915 -824 45.9 (-,-) Gross 139 (148.6,-94.96,-0.3542) -918 869 -24.4 (-,-) Gross 140 (148.6,-111.3,-0.3542) 1210 -1240 -14.6 (-,-) - - Gross 141 (148.6,-108.7,-0.3542) 1120 -1150 -13.7 (-,) Gross 142 (148.6,-108.8,-0.3542) 1270 -1080 95.3 (-,-) Gross 143 (148.7,-141.2,-0.3542) 142 -143 -0.614 (-,-) Gross 144 (148.7,-51.32,-0.3542) 800 -818 -9.05 (-,-) Gross 145 (148.7,-48.71,-0.3542) 1230 -1260 -15.4 (-,-) Gross 146 (148.7,-35.04,-0.3542) -1110 1090 -12.7 (-,-) Gross 147 (150.7,-21.31,-0.3542) 354 -371 -8.47 (-,-) Gross 148 (150.7,-18.86,-0.3542) 130 -130 -0.211 (-,-) - Gross 149 (151.2,-25.29,-0.3542) 1190 -961 116 (-,-) Gross 150 (151.3,-56.42,-0.3542) 19.9 -46 -13 (-,-) Gross 151 (151.4,-108.8,-0.3542) 1340 -1160 93.3 (-,-) Gross 152 (151.4,-133.5,-0.3542) 1000 -913 43.9 (-,-) Gross 153 (151.5,-80,-0.3542) 1140 -989 75 (-,-) Gross 154 (151.5,-50,-0.3542) 1270 -1040 116 (-,-) Gross 155 (156.6,-65.19,-0.3542) 30.6 -7.18 11.7 (-,-) Gross 156 (157.1,-25.29,-0.3542) 16.7 214 116 (-,-) Gross 157 (157.2,-80,-0.3542) -9.75 167 78.8 (-,-) Gross 158 (157.2,-108.8,-0.3542) -29.9 212 91.2 (-,-) Gross 159 (157.2,-50,-0.3542) 40.5 190 115 (-,-) Gross 160 (157.3,-133.5,-0.3542) -54.2 140 42.8 (-,-) Gross 161 (172.7,-108.8,-0.3542) -49.5 209 79.5 (-,-) Gross 162 (172.8,-131.2,-0.3542) -69.7 161 45.8 (-,) Gross 163 (172.9,-80,-0.3542) -37.7 231 96.6 (-,-) - Gross 164 (173.1,-50,-0.3542) 10.4 221 116 (-,-) Gross 165 (173.1,-27.88,-0.3542) -2.82 290 143 (-,-) Gross 166 (174.2,-138.8,-0.3542) 28.2 -25.9 1.12 (-,-) Gross 167 (178.6,-131.1,-0.3542) 1130 -1040 43.5 (-,-) - Gross 168 (178.6,-108.8,-0.3542) 1230 -1080 75.4 (-,-) Gross 169 (178.7,-80,-0.3542) 1140 -941 102 (-,-) - Gross 170 (178.7,50,-0.3542) 1260 -1020 118 (-,-) Gross 171 (178.8,-27.88,-0.3542) 1080 -803 140 (-,-) Gross 172 (180.9,-65.19,-0.3542) -579 601 10.7 (-,-) - Gross 173 (181,-133.8,-0.3542) 181 -181 -0.4 (-,-) Gross 174 (181,-111.2,-0.3542) 997 -990 3.42 (-,-) - Gross 175 (181,-108.7,-0.3542) 1000 -993 3.81 (-,-) Gross 176 (181.1,-125,-0.3542) -781 782 0.343 (-,-) Gross 177 (181,-81.25,-0.3542) 1030 -1040 -4.66 (-,-) - - Gross 178 (181,-78.84,-0.3542) 1020 -1020 -0.9 (-,-) Gross 179 (181.1,-94.89,-0.3542) -935 924 -5.13 (-,-) Gross 180 (181,51.24,-0.3542) 1160 -1170 -0.991 (-,) Gross 181 (181,-48.75,-0.3542) 1280 -1290 -6.64 (-,-) Gross 182 (181,-21.16,-0.3542) 214 -222 -3.94 (-,-) Gross 183 (181.1,-35.03,-0.3542) -1210 1200 -5.48 (-,-) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" Indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation "Rebar limits" Indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 42 Engineers Northwest - Roof. floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (4) 4 Centroid Conc. Top Conc. Bot Conc. Cent Conc Limits Rebar Top Rebar Bot Rebar Limits Calc. (feet) (Psi) (Psi) (Psi) (Psi) (ksi) (ksl) (ksi) 184 (181.3,-80,-0.3542) 1130 -916 105 (-,-) Gross 185 (181.3,-108.8,-0.3542) 1170 -1030 73.4 (-,-) Gross 186 (181.4,-131,-0.3542) 810 -714 48 (-,-) Gross 187 (181.4,-50,-0.3542) 1200 -966 119 (-,-) Gross 188 (181.4,-27.88,-0.3542) 990 -714 138 (-,-) Gross 189 (194.8,-108.8,-0.3542) -726 849 61.5 (-,-) - Gross 190 (194.8,-128.8,-0.3542) -694 810 58 (-,-) Gross 191 (194.8,-80,-0.3542) -709 948 120 (-,-) Gross 192 (194.8,50,-0.3542) -762 1010 125 (-,-) Gross 193 (194.9,-27.88,-0.3542) -751 1000 126 (-,-) - Gross 194 (201.6,-65.04,-0.3542) -31 103 36.2 (-,-) - Gross 195 (201.7;78.91,-0.3542) 325 -332 -3.35 (-,-) Gross 196 (208.5,-80,-0.3542) 978 -690 144 (-,-) Gross 197 (208.5,50,-0.3542) 1020 -753 133 (-,-) Gross 198 (208.5,-27.88,-0.3542) 760 -551 104 (-,-) - Gross 199 (208.7,-110.3,-0.3911) 1200 -1720 58.4 (-,-) Gross 200 (208.7,-128.6,-0.3542) 755 -669 42.8 (-,-) - Gross 201 (208.6,-27.88,-0.3542) 776 -567 104 (-,-) Gross 202 (209.5;21.17,-0.3542) 120 -129 -4.5 (-,-) - Gross 203 (209.8,-48.65,-0.3542) 1230 -1290 -31.9 (-,-) Gross 204 (209.8;34.99,-0.3542) -1190 1180 -5.64 (-,-) Gross 205 (211.1,-27.47,-0.3542) 943 -748 98.3 (-,-) Gross 206 (211.2,-128.8,-0.3542) 872 -804 34.1 (-,-) Gross 207 (211.3,-108.8,-0.394) 1130 -1660 32.3 (-,-) Gross 208 (211.9,-133.8,-0.3542) -7.07 3.98 -1.54 (-,-) Gross 209 (211.9,-122.5,4).3542) -715 715 0.0662 (-,-) Gross 210 (213.1,-111.3,-0.4588) 514 -609 -1.12 (-,-) Gross 211 (215.2,-108.7,-0.4737) 606 -674 -0.249 (-,-) Gross 212 (211.9,-95.04,-0.3542) -854 860 3.16 (-,-) Gross 213 (214.3,-81.32,-0.3542) 962 -958 2.17 (-,) Gross 214 (222,-80,-0.3542) 601 -691 -45.1 (-,-) Gross 215 (222.1,-50,-0.3542) 583 -628 -22.1 (-,-) Gross 216 (224.8,-27.47,-0.3542) -538 697 79.9 (-,-) Gross 217 (227.6;78.88,-0.3542) 994 -935 29.4 (-,-) Gross 218 (227.6,-51.31,-0.3542) 1020 -961 30 (-,-) Gross 219 (227.9,-64.58,-0.3542) -681 719 18.9 (-,-) Gross 220 (228.9,-128.8,-0.3542) -807 842 17.2 (-,-) Gross 221 (228.9,-108.8,-0.394) -910 1460 25 (-,-) Gross 222 (233.8,-80,-0.3542) -730 666 -32.2 (-,-) Gross 223 (233.8,-50,-0.3542) -655 627 -14.1 (-,) Gross 224 (238.6,-128.8,-0.3542) 779 -745 16.6 (-,-) Gross 225 (238.8,-27.47,0.3542) 816 -729 43.3 (-,-) - Gross 226 (239.5,-21.23,-0.3542) 141 -151 -5.06 (-,-) Gross 227 (241.2,-27.47,-0.3542) 969 -904 32.8 (-,-) Gross 228 (241.4,-128.8,-0.3542) 1310 -1300 6.89 (-,-) Gross 229 (241.4,-48.56,-0.3542) 1200 -1160 20.9 (-,-) Gross 230 (241.4,-34.99,-0.3542) -1150 1140 -1.81 (-,-) Gross 231 (243.4,122.5,-0.3542) -657 650 -3.55 (-,-) Gross 232 (243.4,-133.8,-0.3542) 73.1 -80 -3.43 (-,-) Gross 233 (242.5,-111.2,-0.4649) 711 -826 -3.54 (-,-) Gross 234 (242.5,-108.7;0.4649) 661 -764 -1.52 (-,) Gross 235 (243.4,-95.04,-0.3542) -799 815 7.95 (-,-) Gross 236 (245.1,-80,-0.3542) 626 -655 -14.1 (-,-) Gross 237 (245.2,-108.8,-0.394) 1060 -1610 7.12 (-,-) Gross 238 (245.1,-50,-0.3542) 696 -706 -5.27 (-,-) Gross 239 (245.6,-81.3,-0.3542) 1040 -990 24.9 (-,-) Gross 240 (245.6,-78.81,-0.3542) 1070 -1010 26 (-,-) Gross 241 (245.6,-51.31,-0.3542) 1190 -1140 22.8 (-,-) Gross 242 (245.9,-65.04,-0.3542) -798 842 22 (-,-) Gross 243 (247.8,-108.8,-0.394) 951 -1450 5.31 (-,-) Gross 244 (247.8,-80,-0.3542) 698 -724 -12.6 (-,) Gross "Centroid" indicates the section centroid In X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; "-" indicates that no stress limit was calculated. Rebar stresses are not calculated in the Gross Section stress calculation 'Rebar Limits" indicates the maximum allowable reinforcement tensile stresses; "-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to determine the stresses. 2Fk3 Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 43 Engineers Northwest - Roof. floor - Monday April 28, 2003 Factored LC: Design Section Stresses - Continued (5) 4 Centroid Conc. Top Conc. Bot. Conc. Cent. Conc Limits Rebar Top Rebar Bot Rebar limits Calc. (fit) (Psi) (Psi) (Psi) (Psi) (ksi) (ksl) (icsl) 245 (247.9,-50,-0.3542) 726 -738 -6.18 (-,-) Gross 246 (254.1,-27.47)-0.3542) -888 917 14.8 (-;) Gross 247 (257.6,-128.8,-0.3542) -254 260 3.04 (-,-) Gross 248 (257.8,-108.8,-0.3542) -593 598 2.3 (-,-) Gross 249 (258,-80,-0.3542) -678 669 -4.86 (-,-) Gross 250 (258,50,-0.3542) -799 792 -3.38 (-,-) Gross 251 (261.9,-21.15,-0.3542) 85.7 -93.7 -4.02 (-,-) Gross 252 (258,-133.7,-0.3542) -156 156 -0.127 (-,-) Gross 253 (263.6,34.99,-0.3542) -1120 1120 0.409 (-,-) Gross 254 (263.7,51.41,-0.3542) 898 -845 26.4 (-,) Gross 255 (263.7,-48.49,-0.3542) 983 -944 19.8 (-,) Gross 256 (264,-122.6,-0.3542) -139 142 1.76 (-,-) Gross 257 (264,-111.2,-0.3542) 1460 -1430 12.4 (-,-) Gross 258 (264,-108.7,-0.3542) 1050 -1000 20.9 (-,-) Gross 259 (264,-95.05,-0.3542) -730 787 28.6 (-,-) Gross 260 (264,-64.97,-0.3542) -783 859 37.9 (-,-) Gross 261 (264,-81.31,-0.3542) 766 -685 40.9 (-,-) Gross 262 (264,-78.79,-0.3542) 796 -713 41.6 (-;) Gross 263 (268.6,50,-0.3542) -7.43 5.31 -1.06 (-,-) Gross 264 (268.7,-124.6,-0.3542) -135 135 -0.0639 (-,-) Gross 265 (268.6,-80,-0.3542) -31.2 31.2 0.0338 (-,-) Gross 266 (268.7,-108.8,-0.3542) -4.26 4.93 0.336 (-,-) Gross 267 (268.8,-27.47,-0.3542) 41.6 -35.1 3.28 (,-) Gross "Centroid" indicates the section centroid in X,Y,Z coordinates. "Conc. Limits" indicates the minimum and maximum allowable concrete stresses; ' -" indicates that no stress limit was calculated. Rebar stresses are not calculated In the Gross Section stress calculation "Rebar Limits" indicates the maximum allowable reinforcement tensile stresses;'-" indicates that no stress limit was calculated; if two values are reported the first value is for the top bar and the second is for the bottom bar "Calc." indicates the type of calculation used to detennine the stresses. g.F Engineers Northwest, Inc. P.S. Factored LC: Design Section Stresses 44 to 1:; ` Yd ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 April 18, 2003 16:13 Engineers Northwest C O N CRE T E COLUMN DESIGN O U T PUT (ACI 318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO STORY4 C5 COLUMN 0.000 5.760 DCON30 0.057 DCON28 0.057 DCON28 STORY4 C5 COLUMN 78.000 5.760 DCON30 0.056 DCON28 0.056 DCON28 STORY4 C5 COLUMN 156.000 5.760 DCON30 0.056 DCON28 0.056 DCON28 STORY3 C5 COLUMN 0.000 5.760 DCON30 0.058 DCON30 0.058 DCON30 STORY3 C5 COLUMN 78.000 5.760 DCON30 0.058 DCON30 0.058 DCON30 STORY3 C5 COLUMN 156.000 5.760 DCON30 0.058 DCON30 0.058 DCON30 STORY2 C5 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C5 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C5 COLUMN 180.000 5.760 DCON30 0.053 DCON23 0.053 DCON23 STORY1 C5 COLUMN 0.000 5.760 DCON30 0.076 DCON28 0.076 DCON28 STORY1 C5 COLUMN 60.000 5.760 DCON30 0.076 DCON28 0.076 DCON28 STORY1 C5 COLUMN 120.000 5.760 DCON30 0.075 DCON28 0.075 DCON28 P1 C5 COLUMN 0.000 5.760 DCON30 0.077 DCON28 0.077 DCON28 P1 C5 COLUMN 60.000 5.760 DCON30 0.077 DCON28 0.077 DCON28 P1 C5 COLUMN 120.000 5.760 DCON30 0.077 DCON28 0.077 DCON28 P2 C5 COLUMN 0.000 5.760 DCON30 0.077• DCON6 0.077 DCON6 P2 C5 COLUMN 60.000 5.760 DCON30 0.079 DCON24 0.079 DCON24 P2 C5 COLUMN 120.000 5.760 DCON30 0.079 DCON22 0.079 DCON22 STORY4 C10 COLUMN 0.000 5.760 DCON30 0.057 DCON12 0.057 DCON12 STORY4 C10 COLUMN 78.000 5.760 DCON30 0.056 DCON12 0.056 DCON12 STORY4 C10 COLUMN 156.000 5.760 DCON30 0.056 DCON12 0.056 DCON12 STORY3 C10 COLUMN 0.000 5.760 DCON30 0.058 DCON24 0.058 DCON24 STORY3 C10 COLUMN 78.000 5.760 DCON30 0.058 DCON24 0.058 DCON24 STORY3 C10 COLUMN 156.000 5.760 DCON30 0.058 DCON24 0.058 DCON24 STORY2 C10 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C10 COLUMN 90.000 5.760 DCON30 0.053 DCON23 0.053 DCON23 STORY2 C10 COLUMN 180.000 5.760 DCON30 0.053 DCON20 0.053 DCON20 STORY1 C10 COLUMN 0.000 5.760 DCON30 0.079 DCON11 0.079 DCON11 STORY1 C10 COLUMN 60.000 5.760 DCON30 0.078 DCON11 0.078 DCON11 STORY1 C10 COLUMN 120.000 5.760 DCON30 0.078 DCON11 0.078 DCON11 P1 C10 COLUMN 0.000 5.760 DCON30 0.076 DCON7 0.076 DCON7 P1 ' C10 COLUMN 60.000 5.760 DCON30 0.075 DCON7 0.075 DCON7 P1 C10 COLUMN 120.000 5.760 DCON30 0.075 DCON7 0.075 DCON7 P2 C10 COLUMN 0.000 5.760 DCON30 0.077 DCON5 0.077 DCON5 P2 C10 COLUMN 60.000 5.760 DCON30 0.077 DCON5 0.077 DCON5 P2 C10 COLUMN 120.000 5.760 DCON30 0.077 DCON5 0.077 DCON5 ROOF C12 COLUMN 0.000 5.760 DCON30 0.061 DCON6 0.061 DCON6 ROOF C12 COLUMN 78.000 5.760 DCON30 0.060 DCON6 0.060 DCON6 ROOF C12 COLUMN 156.000 5.760 DCON30 0.060 DCON6 0.060 DCON6 Y�x`st�i�,7af„a ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 April 18, 2003 16:13 Engineers Northwest (2- CONCRETE Z CONCRETE COLUMN DESIGN OUTPUT (ACI 318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO STORY4 C12 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C12 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C12 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C12 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C12 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C12 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C12 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C12 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C12 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C12 COLUMN 0.000 5.760 DCON30 0.041 DCON28 0.041 DCON28 STORY1 C12 COLUMN 60.000 5.760 DCON30 0.042 DCON28 0.042 DCON28 STORY1 C12 COLUMN 120.000 5.760 DCON30 0.042 DCON28 0.042 DCON28 P1 C12 COLUMN 0.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 P1 C12 COLUMN 60.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 P1 C12 COLUMN 120.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 P2 C12 COLUMN 0.000 6.196 DCON2 0.045 DCON29 0.045 DCON29 P2 C12 COLUMN 60.000 6.115 DCON2 0.045 DCON29 0.045 DCON29 P2 C12 COLUMN 120.000 5.905 DCON2 0.045 DCON29 0.045 DCON29 ROOF C13 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C13 ' COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C13 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C13 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C13 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C13 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C13 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C13 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C13 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C13 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C13 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C13 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C13 COLUMN 0.000 5.760 DCON30 0.055 DCON30 0.055 DCON30 STORY1 C13 COLUMN 60.000 5.760 DCON30 0.055 DCON30 0.055 DCON30 STORY1 C13 COLUMN 120.000 8.935 DCON2 0.055 DCON30 0.055 DCON30 P1 C13 COLUMN 0.000 10.793 DCON2 0.075 DCON30 0.075 DCON30 P1 C13 COLUMN 60.000 8.389 DCON2 0.076 DCON30 0.076 DCON30 P1 C13 COLUMN 120.000 9.332 DCON2 0.076 DCON30 0.076 DCON30 P2 C13 COLUMN 0.000 14.065 DCON2 0.098 DCON30 0.098 DCON30 P2 C13 COLUMN 60.000 13.983 DCON2 0.098 DCON30 0.098 DCON30 P2 C13 COLUMN 120.000 13.796 DCON2 0.099 DCON30 0.099 DCON30 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 April 18, 2003 16:13 Engineers Northwest CONCRETE COLUMN DESIGN OUTPUT (ACI318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS G3 STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO ROOF C14 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C14 COLUMN 78.000 5.760 DCON30 0.061 DCON30 0.061 DCON30 ROOF C14 COLUMN 156.000 5.760 DCON30 0.061 DCON30 0.061 DCON30 STORY4 C14 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C14 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C14 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C14 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C14 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C14 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C14 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C14 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C14 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C14 COLUMN 0.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 STORY1 C14 COLUMN 60.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 STORY1 C14 COLUMN 120.000 5.760 DCON30 0.042 DCON29 0.042 DCON29 P1 C14 COLUMN 0.000 5.760 DCON30 0.043 DCON29 0.043 DCON29 P1 C14 COLUMN 60.000 5.760 DCON30 0.043 DCON29 0.043 DCON29 P1 C14 COLUMN 120.000 5.760 DCON30 0.043 DCON29 0.043 DCON29 P2 C14 COLUMN 0.000 10.809 DCON2 0.077 DCON29 0.077 DCON29 P2 C14 COLUMN 60.000 10.656 DCON2 .0.077 DCON29 0.077 DCON29 P2 C14 COLUMN 120.000 10.516 DCON2 0.077 DCON29 0.077 DCON29 ROOF C17 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C17 COLUMN 78.000 5.760 DCON30 0.061 DCON29 0.061 DCON29 ROOF C17 COLUMN 156.000 5.760 DCON30 0.061 DCON24 0.061 DCON24 STORY4 C17 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C17 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C17 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C17 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C17 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C17 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C17 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C17 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C17 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C17 COLUMN 0.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C17 COLUMN 60.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C17 COLUMN 120.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 P1 C17 COLUMN 0.000 6.189 DCON2 0.045 DCON24 0.045 DCON24 P1 C17 COLUMN 60.000 6.044 DCON2 0.045 DCON24 0.045 DCON24 P1 C17 COLUMN 120.000 5.897 DCON2 0.045 DCON24 0.045 DCON24 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 April 18, 2003 16:13 Engineers Northwest CONCRETECOLUMN DESIGN O UT PUT (ACI 318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO P2 C17 COLUMN 0.000 12.393 DCON2 0.087 DCON23 0.067 DCON23 P2 C17 COLUMN 60.000 12.249 DCON2 0.087 DCON23 0.087 DCON23 P2 C17 COLUMN 120.000 12.105 DCON2 0.088 DCON23 0.088 DCON23 ROOF C18 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C].8 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C18 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C18 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C18 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C18 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C18 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C18 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C18 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C18 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C18 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C18 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C18 COLUMN 0.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C18 COLUMN 60.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C18 COLUMN 120.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 P1 C18 COLUMN 0.000 7.674 DCON2 0.057 DCON29 0.057 DCON29 P1 C18 COLUMN 60.000 7.538 DCON2 0.057 DCON22 0.057 DCON22 P1 C18 COLUMN 120.000 7.401 DCON2 0.057 DCON24 0.057 DCON24 P2 C18 COLUMN 0.000 13.220 DCON2 0.093 DCON23 0.093 DCON23 P2 C18 COLUMN 60.000 13.081 DCON2 0.093 DCON23 0.093 DCON23 P2 C18 COLUMN 120.000 12.941 DCON2 0.093 DCON23 0.093 DCON23 ROOF C23 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C23 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C23 COLUMN 156.000 5.760 DCON30 0.061 DCON30 0.061 DCON30 STORY4 C23 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C23 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C23 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C23 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C23 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C23 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C23 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C23 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C23 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C23 COLUMN 0.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C23 COLUMN 60.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 STORY1 C23 COLUMN 120.000 5.760 DCON30 0.042 DCON24 0.042 DCON24 axi&li��.:b�?'�i��;:�iv`�zt�. +[Nxa;'�Nkat�s•t.swa.usS�'i�istr.:l :0.EuGS4.41swkiA..siz,�.' ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 April 18, 2003 16:13 Engineers Northwest CONCRETE COLUMN DESIGN OUT P U T (ACI 318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS G5 STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO 21 C23 COLUMN 0.000 6.304 DCON2 0.046 DCON24 0.046 DCON24 P1 C23 COLUMN 60.000 6.159 DCON2 0.046 DCON24 0.046 DCON24 P1 C23 COLUMN 120.000 6.013 DCON2 0.046 DCON24 0.046 DCON24 P2 C23 COLUMN 0.000 12.087 DCON2 0.086 DCON23 0.086 DCON23 P2 C23 COLUMN 60.000 11.941 DCON2 0.086 DCON23 0.086 DCON23 P2 C23 COLUMN 120.000 11.795 DCON2 0.086 DCON23 0.086 DCON23 ROOF C28 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 ROOF C28 COLUMN 78.000 5.760 DCON30 0.061 DCON29 0.061 DCON29 ROOF C28 COLUMN 156.000 5.760 DCON30 0.061 DCON25 0.061 DCON25 STORY4 C28 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C28 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C28 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C28 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C28 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C28 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C28 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C28 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C28 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C28 COLUMN 0.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 STORY1 C28 COLUMN 60.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 STORY1 C28 COLUMN 120.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 21 C28 COLUMN 0.000 5.899 DCON2 0.043 DCON23 0.043 DCON23 21 C28 COLUMN 60.000 5.760 DCON30 0.043 DCON23 0.043 DCON23 21 C28 COLUMN 120.000 5.760 DCON30 0.043 DCON23 0.043 DCON23 P2 C28 COLUMN 0.000 11.638 DCON2 0.083 DCON24 0.083 DCON24 22 C28 COLUMN 60.000 11.490 DCON2 0.083 DCON24 0.083 DCON24 P2 C28 COLUMN 120.000 11.341 DCON2 0.083 DCON24 0.083 DCON24 ROOF C39 COLUMN 0.000 5.760 DCON30 0.057 DCON11 0.057 DCON11 ROOF C39 COLUMN 78.000 5.760 DCON30 0.057 DCON11 0.057 DCON11 ROOF C39 COLUMN 156.000 5.760 DCON30 0.057 DCON11 0.057 DCON11 STORY4 C39 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C39 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY4 C39 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C39 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C39 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C39 COLUMN 156.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C39 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C39 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C39 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 .t.wwrt �Y'.vvYrA 1W+V; /.Y'..uwV.�a. n.�thlY.Hafr?" ..wn,, ETABS v7.22 File: IN5_TUKWILA_2_3 Kip -in Units PAGE 6 April 18, 2003 16:13 Engineers Northwest CONCRETE COLUMN DESIGN O U T PUT (ACI 318-99) BIAXIAL P -M INTERACTION AND SHEAR DESIGN OF COLUMN -TYPE ELEMENTS STORY COLUMN SECTION STATION < REQUIRED REINFORCING > ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SIIEAR33 COMBO STORY1 C39 COLUMN 0.000 5.760 DCON30 0.043 DCON11 0.043 DCON11 STORY1 C39 COLUMN 60.000 5.760 DCON30 0.043 DCON11 0.043 DCON11 STORY1 C39 COLUMN 120.000 5.760 DCON30 0.043 DCON11 0.043 DCON11 P1 C39 COLUMN 0.000 5.760 DCON30 0.042 DCON12 0.042 DCON12 P1 C39 COLUMN 60.000 5.760 DCON30 0.042 DCON12 0.042 DCON12 P1 C39 COLUMN 120.000 5.760 DCON30 0.042 DCON12 0.042 DCON12 P2 C39 COLUMN 0.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 P2 C39 COLUMN 60.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 P2 C39 COLUMN 120.000 5.760 DCON30 0.042 DCON23 0.042 DCON23 ROOF C40 COLUMN 0.000 5.760 DCON30 0.055 DCON27 0.055 DCON27 ROOF C40 COLUMN 78.000 5.760 DCON30 0.055 DCON27 0.055 DCON27 ROOF C40• COLUMN 156.000 5.760 DCON30 0.054 DCON27 0.054 DCON27 STORY4 C40 COLUMN 0.000 5.760 DCON30 0.061 DCON4 0.061 DCON4 STORY4 C40 COLUMN 78.000 5.760 DCON30 0.061 DCON14 0.061 DCON14 STORY4 C40 COLUMN 156.000 5.760 DCON30 0.061 DCON14 0.061 DCON14 STORY3 C40 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C40 COLUMN 78.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY3 C40 COLUMN 156.000 5.760 DCON30 0.061 DCON29 0.061 DCON29 STORY2 C40 COLUMN 0.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C40 COLUMN 90.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY2 C40 COLUMN 180.000 5.760 DCON30 0.020 DCON30 0.020 DCON30 STORY1 C40 COLUMN 0.000 5.760 DCON30 0.078 DCON23 0.078 DCON23 STORY1 C40 COLUMN 60.000 5.760 DCON30 0.077 DCON23 0.077 DCON23 STORY1 C40 COLUMN 120.000 5.760 DCON30 0.077 DCON23 0.077 DCON23 P1 C40 COLUMN 0.000 5.760 DCON30 0.079 DCON28 0.079 DCON28 P1 C40 COLUMN 60.000 5.760 DCON30 0.079 DCON6 0.079 DCON6 P1 C40 COLUMN 120.000 5.760 DCON30 0.079 DCON6 0.079 DCON6 P2 C40 COLUMN 0.000 5.760 DCON30 0.079 DCON12 0.079 DCON12 P2 C40 COLUMN 60.000 5.760 DCON30 0.079 DCON12 0.079 DCON12 P2 C40 COLUMN 120.000 5.760 DCON30 0.078 DCON12 0.078 DCON12 STORY1 C43 COLUMN 0.000 5.760 DCON30 0.097 DCON28 0.097 DCON28 STORY1 C43 COLUMN 60.000 5.760 DCON30 0.096 DCON28 0.096 DCON28 STORY1 C43 COLUMN 120.000 10.000 DCON2 0.096 DCON28 0.096 DCON28 P1 C43 COLUMN 0.000 5.760 DCON30 0.074 DCON28 0.074 DCON28 P1 C43 COLUMN 60.000 5.760 DCON30 0.074 DCON28 0.074 DCON28 P1 C43 COLUMN 120.000 5.760 DCON30 0.073 DCON28 0.073 DCON28 P2 C43 COLUMN 0.000 5.760 DCON30 0.077 DCON14 0.077 DCON14 P2 C43 COLUMN 60.000 5.760 DCON30 0.077 DCON14 0.077 DCON14 P2 C43 COLUMN 120.000 5.760 DCON30 0.076 DCON14 0.076 DCON14 t.. ENSENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # d 2-(V PROJECT SUBJECT C _C�LVh�j 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 DATE 4 //e. /0.3 SHEET '? OF BY 71D/1 rcp .(/«)-lam" (L.Su) - 0 4-" . 3� y , C2 L), -1e— ( ,t btu F Av s _ C M(s) _ Q E_ "cYc- (a- c `� Z «4- C SS .k.'. c...,,......na. YS.,: u:t�.�s...;..,. tH.u:;..rV V:�i.ai.., ..iiF4a 6,"tiki c 3 LU toe -4,,{ • I4 ENSENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ4 (0 PROJECT Lt C' 1 C.. DATE 41«(o SUBJECT LA -S SHEET 6) ( OF BY c-1:>-‘ . 1. LohOS 4'J\--t-c-s ,6 : P3 eP� FP -7 U' -. - .. )t = .c 37Sk�/.R.. Fes - _.113P 174:.P( (z3 ± eAer 151-- Lc_ ( 0-' eo c��3t.-& o f ir2 -t z • S' L) Gem; =:(I6o')C123t.c3Z) = 2.tc-F 91- b'Xi 4- 2. 251 XC t (3)k-�->�- L c._ = 1c, - '3 (-0.S . = I .C.o k -4 -F -- 2 .4-F=2 • Z -V ?f k.2..F t ritc; X k3) — 8 . ( L—F" c� I: t (tc"'X ( c'>. _ . l , 2" &ALL (tom t)(_ ` 2 . c 7 k.c_,E_ 2c) - Z . 7 C � - = ()()C, _c -)(.1- -t 2 � ? + (LtX.1 t 3") L� = Z. 75 t (i1''c,c))(.0S.) 3- 4-251 -4-.251 + (it`\C c13) - Lc_ = 3 •ct ( /if (. cc) k Z1 PAF 6rLymo C4-164) 4 I�7"- riVPNWO,TIMMIrM .4t ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # OZ_( CCD PROJECT _ DATE 4--J±4Cc 3 SHEET &YZ. -OF SUBJECT G.-)AL._L'j BY `TT")i`-t .. �?�`' �kt..t_S �T Cs P -CQ :? V 14-3> 1— _ ((5 .S'y _ c)2) > 1. d -e›. 'pL.. ►-S kr ± Z.C,S (l�s.s� . I/3) 6.Zd-k = I. (16.s��C 6,. z4 ± (6.st i l'S) _ 83 As't ;im k"., i"e 1a;., 1a' teJ F..k.'4. 1N.a w'4114. 7•�-FiSq� . ni'„�e`w? ui:+3id�lifi:a;i.�r:: Ysi:. ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 522-6698 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations (,-)3 L....:51000, Tilt -Up Wall Panel Design Page 1 Description Basement wall - grid 2 & 11 General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 9.330 ft 0.000 ft 18.000 in 7 10.000 in 15.500 in 150.0 150.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: ACI Eq. 9-7 for teff & Iterating Deflections Parapet Weight Counteracts Middle 3 0.0025 0.0025 0% 0.1800 0.3000 Loads Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type psf lbs ft Seismic 850.00 #/ft 9.330 ft ft Seismic Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 8,160.00 #/ft 1,920.00 #/ft 1.000 in #/ft #/ft 1.000 1.000 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment For Factored Seismic 0.011 168,497.7 0.0 0.011 168,625.7 Maximum AIIow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Load Stresses Wind 0.000 in 5,508.0 ink# 0.0 ink# 0.000 in 11,016.0 ink# 13.333 in 13.333 in For Service Load Seismic 0.000 10,328.2 0.0 0.008 121,412.0 Deflections Wind 0.000 in 5,040.0 in-# 0.0 1n4 0.000 in 10,080.0 in4 Parapet Bar Spacing Req'd : SEISMIC 13.333 in Parapet Bar Spacing Req'd : WIND 13.333 in Wall Design OK 9.33ft clear height, 0.00ft parapet, 18.00in thick with #7 bars at 10.00in on center, d= 15.50in, fc = 4,000.0p: Using: ACI Eq. 9-7 for teff & Iterating Deflections Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu Moment Capacity 402,765.06 in-# 518,577.73 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage 'Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Maximum Iterated Deflection Deflection Limit Seismic 690,740.40 in-# 168,625.70 in-# 14,111.99 in-# 0.01 in 14,735 : 1 0.0039 0.0171 51.53 psi 160.00 psi 0.250 in 1.520 in Wind 667,045.61 in-# 11,016.00 in-# 11,016.00 in-# 0.00 in 290308 : 1 0.0039 0.0171 51.53 psi 160.00 psi ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 5224698 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations R+vi 510001 Tilt -Up Wall Panel Design Page 2 Description Basement wall - grid 2 & 11 Analysis Data L E n = Es / Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 6.22 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross Icracked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.980 in 1.441 in 1.695 in 5,832.000 in4 1,521.43 in4 5;832.00 in4 0.900 767,489.34 in# Sgross Mcr = S * Fr Fr = Rho: Bar Reinf Pct 648.000 in3 204,915.6 in-# 316.23 psi 0.0285 Wind 0.922 in 1.356 in 1.595 in 5,832.00 in4 1,450.22 in4 5,832.00 in4 0.900 741,161.78 in4 Additional Values Loads used for analysis Wall Weight 225.000 psf Wall Wt *Wall Seismic Factor 40.500 psf Wall Wt * Parapet Seismic Factor 67.500 psf Service Applied Axial Load 10,080.00 #/ft Service Wt © Max Mom 1,049.62 #/ft Total Service Axial Loads 11,129.62 #/ft Factored Loads Seismic Applied Axial Load 14,111.99 Lateral Wali Weight 1,469.47 Total Lateral Loads 15,581.47 Wind 11,016.00 #/ft 1,102.11 #/ft 12,118.10#/ft ACI Factors (per ACI, applied internally to entered Toads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 UBC 1921.2.7 "1.4" Factor 1.400 1 ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 522-6698 LRous 514001 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations Tilt -Up Wall Panel Design Page 1 Description Basement wall - grid E & F General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 9.330 ft 0.000 ft 12.000 in 7 12.000 in 9.500 in 150.0 150.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: ACI Eq. 9-7 for leff & Iterating Deflections Parapet Weight Counteracts Middle 3 0.0025 0.0025 0 % 0.1800 0.3000 Loads Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to. top ...distance to bot ...load type psf lbs ft Seismic 850.00 #/ft 9.330 ft ft Seismic Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "1" Magnifier Wind "I" Magnifier 9,830.00 #/ft 2,220.00 #/ft 1.000 in #/ft #/ft 1.000 1.000 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment For Factored Seismic 0.091 167,217.6 77,004.8 0.091 168,078.4 Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Load Stresses Wind 0.000 in 6,576.0 in-# 0.0 ink# 0.002 in 13,152.0 in-# 18.000 in 18.000 in For Service Load Seismic 0.001 9,550.5 29,703.1 0.026 120,776.7 Deflections Wind 0.000 in 6,025.0 in-# 0.0 in-# 0.002 in 12,050.0 in- # Parapet Bar Spacing Req'd : SEISMIC 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 9.33ft clear height, O.00ft parapet, 12.00in thick with #7 bars at 12.00in on center, d= 9.50in, fc = 4,000.0psi Using: ACI Eq. 9-7 for teff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 402,765.06 1n4 Moment Capacity 518,577.73 1n4 Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wali Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.250 in Deflection Limit 1.520 in Seismic 372,205.16 in-# 168,078.40 in-# 16,869.99 in-# 0.03 in 4,382 : 1 0.0053 0.0171 88.54 psi 160.00 psi Wind 355,339.61 in-# 13,152.00 in-# 13,151.99 in-# 0.00 in 71,886 : 1 0.0053 0.0171 88.54 psi 160.00 psi a'�i`.NnF 'P7iA3°A.`n pryi.y.c7s?!'!'R`ss.,y; y?�'7 rlr=S:::. Srj`Ijk'1 1 ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 522-6698 [R..: 1OO1 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations %x - Tilt -Up Wall Panel Design Description Basement wall - grid E & F Page 2 1 Analysis Data E n = Es / Ec Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 9.33 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross 'cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.897 in 1.320 in 1.553 in 1,728.000 in4 470.97 in4 1,728.00 in4 0.900 413,561.29 in-# Sgross Mcr = S * Fr Fr = Rho: Bar Reinf Pct 288.000 in3 91,073.6 in-# 316.23 psi 0.0285 Wind 0.831 in 1.223 in 1.438 in 1,728.00 in4 446.58 in4 1,728.00 in4 0.900 394,821.79 in -it Additional Values Loads used for analysis Wall Weight 150.000 psf Wall Wt * Wall Seismic Factor 27.000 psf Wall Wt * Parapet Seismic Factor 45.000 psf Service Applied Axial Load 12,050.00 #/ft Service Wt @ Max Mom 699.75 #/ft Total Service Axial Loads 12,749.75 #/ft Factored Loads Seismic Wind Applied Axial Load Lateral Wall Weight Total Lateral Loads 16, 869.99 13,151.99 #/ft 979.65 734.74 #/ft 17,849.64 13,886.73 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 IEN\ST ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # DZIIc� PROJECT 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522--6698 DATE 4./ Ci SUBJECT 4_,A, SHEET iJ 7 OF BY TP.1-k VA. -Le GJ$L-c-. I1 I 11.. 1 I Cr..** O. P* x= . cc,, t2-- St 5t-4 + 5 N' L-fc4 c— :(63 ► F-: Lam. I CX.) 1-.A7 = CZs/L (731"5F) _ 2, IC/ (C.'4F , (lr / )(-IcK)te-SFI. CJhrw at— y, t pL L� GIS IL= cry, 1 =- C34 -N C7. z4, = 2-c7� +iulau,:..�3,�<i�i'wrcx Page 1 11 1 ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 522-6698 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations Lkrw 510001 Tilt -Up Wall Panel Design Description Basement wall - at ramp General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 19.000 ft 0.000 ft 12.000 in. 7 12.000 in 15.500 in 150.0 150.00 pcf fc Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor 3 0.0025 0.0025 0 % 0.1800 Parapet Seismic Factor 0.3000 LL & ST Together Using: ACI Eq. 9-7 for Teff & Iterating Deflections Parapet Weight Counteracts Middle 1 Loads Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type psf lbs ft Seismic 500.00 #/ft 19.000 ft ft Seismic Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 2,160.00 #/ft 1,250.00 #/ft 1.000 in #/ft #/ft 1.000 1.000 Wall Analysis Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment For Factored Seismic 0.510 401,030.5 311,691.5 0.512 402,765.1 Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Load Stresses Wind 0.000 in 1,930.9 in-# 0.0 in4 0.002 in 3,861.7 in-# 18.000 in 18.000 in For Service Load Seismic 0.013 16,325.5 196,606.9 0.250 287,680.5 Deflections Wind 0.000 in 1,705.0 in-# 0.0 in-# 0.002 in 3,410.0 in4 Parapet Bar Spacing Req'd : SEISMIC 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in Wall Design OK 19.00ft clear height, 0.00ft parapet, 12.00in thick with #7 bars at 12.00in on center, d= 15.50in, fc = 4,000.0 Using: ACI Eq. 9-7 for Teff & iterating Deflections Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment : Mu Moment Capacity Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall 402,765.06 in-# 518,577.73 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.4 * fm Maximum Iterated Deflection 0.250 in Deflection Limit 1.520 in Seismic 518,577.73 in -4 402,765.06 in4 4,774.00 in4 0.25 in 911 : 1 0.0032 0.0171 33.58 psi 160.00 psi Wind 512,267.56 in4 3,861.75 in4 3,861.75 in-# 0.00 in 124649 : 1 0.0032 0.0171 33.58 psi 160.00 psi r;p 41.' r*r 1 14' 1 ENGINEERS NORTHWEST, INC. P.S. Seattle, Washington Voice: (206) 525-7569 Fax: (206) 522-6698 Title : INS Tukwila Job # 02110.000 Dsgnr: TDM Date: 11:47PM, 28 APR 03 Description : Multi -story concrete office bldg w/ shear walls Scope : Foundations 61 )9 R►v, 510001 Tilt -Up Wall Panel Design Page 2 Description Basement wall - at ramp Analysis Data E n = Es / Ec Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 19.00 Values for Mn Calculation... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c=a/.85 (gross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Seismic 0.713 in. 1.048 in 1.233 in 1,728.000 in4 1,174.64 in4 1,728.00 in4 0.900 576,197.48 in-# Sgross Mcr = S * Fr Fr — Rho: Bar Reinf Pct 288.000 in3 91,073.6 in-# 316.23 psi 0.0285 Wind 0.689 in 1.014 in 1.193 in 1,728.00 in4 1,141.86 in4 1,728.00 in4 0.900 569,186.18 in-# Additional Values Loads used for analysis Wall Weight 150.000 psf Wall Wt *Wall Seismic Factor 27.000 psf Wall Wt * Parapet Seismic Factor 45.000 psf Service Applied Axial Load 3,410.00 #/ft Service Wt @ Max Mom 1,425.00 #/ft Total Service Axial Loads 4,835.00 #/ft Factored Loads Seismic Applied Axial Load Lateral Wall Weight Total Lateral Loads 4,774.00 1,995.00 6,769.00 Wind 3,861.75 #/ft 1,496.25 #/ft 5,358.00 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ENVENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # SUBJECT Ovab PROJECT 6869 WOODLAWN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 DATE ¢-. -03 SHEET iti4jLOF• FLoo/ / RObF C,o4Ps PARr►nous L CP,SI`) 25 . (sgen9) bo -932 - Bo -q32 0932.Bo-g32 3t -*32 60-93 DL (t' r). RpoF /0.64-10 zI1G 1060-0'420 13(4, 3.. /06t10�20,;)3( /0C, f-10+zao_I3�. �. /.06 tto +7-0 = 13.(0 Pi LOG t. S PZ O( -.s:.. P 3 /06'4--S- . 0G'f-S 5b->2 0 57)->20 R6t7Uoie. LE REDuc,IQcc= 8b-1- 193 ti e- ( (R 8) ittoz 582, f- ►. 0 ,3 . z / o? -S > D .yr -4- 3382 + 233 -----4//s" CoLuP7v. - C2)(ds)(84') = 50.4" 250.0 / 00 KIP f SIL I m>r . GOzumq/S 6.'9/ed. S4A6 lima 11 1)1, PL ) DL (Ps F)Ttt°- IIS.+ 3 6310 ) 5Z LL 23--f 30'1) 2 .12 t PReV1o) 5 1 L. Cf3 F) ZS So -x-•32 9o-o3z 80-o 32 80--P 32 /00 -+ 40 <00-64o LL /?6VuCYrl01 r-vR FNDA/, DoAror m/ci.vLE; -3 s LA Qtaps '-' L,)/ Ilam 20rej ) &&2.O4) i /» 6.4) = /6? -s (,) _ 1. 4(0 •z 0,9 .6 1,33 s2 f a-12.1 4 4C - es P e- 5 th ultpuEJ2 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT DATE SUBJECT /4000-, SHEET Fr -422-0F • q". Ei7t7e,4ekt w ► PL: 1 - -, P3': fidx.v2 / RUi1F (_OVA Pie,--SirekU GAL-. 441) 15 X)t"-'1 i3 �'2" = 3►� � s)1; 4.4s -4F, 1(A) DLL ©. ►► -= 31,(,►.)►s)L; 1Scc.C. `. ..d.12...' G 0;-.7e. u° C.:► S) $. -30 • • G e... Aid/Ls" 07706) FLoJA) 7z wi�11s.R1vE t� 2� 6'cco/L 1J, P►, PZ) BY P= cut. -Cog rr1 o (FG o0e,$) tux* or Stu. .60.7. 8 C•.13 ,4 I 4 wS 3 :. .$)0 �Sr .330 Z 1.8 0 {c .,F p3gxi.b: Jw..:�s1:Y•s.'�itSbwBkX��� � 1ttiJ.i..�',h��: ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 DATE 4.-8-O3 SHEET Fr -030F t✓p L LoY1,05 By L - GRID /D 12,1 (302. .) (2 2) 00) 2 (2o) ��v4S (363) G R I.G ci•a),® PWL 363-ftz w4nS. . 4- /p00,001,171 -e,! -it, 28, KIP Cc oR,s 62,I�(I�,Uf, ZV(eS 1 (4(20)(30) %lGI,�O -[64.5,(266,5)4 2,If-141)(1804 IOL» .... a !8(,,, I<IP 604C7' Z� , i1.1 GRID 0•0) 11 301-2-0 ---� '` (1-31-1- 2 30 ,t'/t.,., ewA1a R,4:1 L GRIL% rgeo Z � )) .426.1-fr lPcdL =L24.4645)4-25 000)1; o�. =32I 16 • Qr03 A rxi3 2_(3 ) .. 7,3-o it' PC4 L L J 1O7, ('7Y ) G2e0 GOO) t (z 3) (3% 376 -tt Pc.61- z L.gf> it )+ 30,11 BW) /o A 12. 8 o1-. k I P' 6/trip (Do, ne,i0 00) 3:z.3 ) PO 2 1.015 Chis) 4 • GRIO ©-®'2.?-, -'10,3 11-/,( : (q)(30) PCL 2 ),075(70) 2 8a7- 1` G 0©,0@90, i•� A 7xd (30)ti 2 Soo ft L ( PcL 1,0) yuu) 750 k' GRIO 0' O) ATIZIO Z �(o�j kif = 9 2.1, 3 Vit~ 2 99 4 ►' , �� t(11,1 2 (W) L(3u) WAIIs S R 431 LRG45)(z49.�'') +4,6+1?,1)(�,6)�.to = 2 I6. KIP ,S 1626 = 4.37-,1 it l (14) ff+!O 4,411,41,3"i 1. [43 ( .)) r 3u(11800)]/ = 35 -KrP 6210 0-0,0 ATR/A, r 3 L 0) P cot- -=.165)z) (64S) + 30 (,906)) . 3$SKfe ow =[Y-.sl3(60+lm? (32)]2 2 473 ft' il)1P4 C R,}���,� ¢�.b(64s)4- = 3403 KIP Pcd z (.__ (3o) ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-•7560 FAX (206) 522-6698 r PROJECT # PROJECT /A/5 SUBJECT 614A1111, C OL , L,o1401 (4- CO L. 4- h e- ) h')/A!11111 Got: (kJ's. t,t) A-6 :N. I • • rJ -Q G O 113) I•I(i •9. -J cs -- m a3?.,V t iSk ilk �i 1�i +4:' °Y. , ..2•"fl� •kii4;.t '% '.. DATE SHEET f !O 4OF BY j/Yt'G , ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT PROJECT /N5 SUBJECT tr,O j .. 0 GRAv" y COL 10,41 _t C-0 Pt VL Alec - u�at, LC . .3. dfl19 b 0 ti oq 1 :e..14".1 6944!;;;: 44.1" .1 DATE SHEET FPEXJOF BY U kj At I J -2 4' a- r O Q a. 021 Engineers Northwest Inc. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 Immigration and Naturalization Service Foundation Load Summary (Note: Loads we in ASD) Grids Grid Dead Toad Floor Live Roof Live Lateral Total EV I REV (IdPs) Load (kips) Load Odin) mai (NPs) (bPs) Load Total 2 A 35.9 28.1 0.1 53.9 118 2 B 59.4 24.1 0.6 5.9 90 2 C 114.8 43.4 2.5 6.6 167.3 2 D 62.1 23.1 0.8 12 98 2 E 71.6 29.3 1 9.5 111.4 2 E.9 43.8 4.6 0 45.9 94.3 2.6 C 683.5 366.4 17.9 10 1077.8 2.6 D 721.7 390.9 18.5 6.3 1137.4 2.6 E 745.3 401.6 19 1 1166.9 3 A 50.2 27.9 0.1 10.1 88.3 3 B 609.5 356.2. 10.3 6.8 982.8 3 E.9 88.9 43.4 1.4 13.1 146.8 4 A 51 27.8 0.1 12.3 91.2 4 B 690.8 402.7 12.7 8.3 1114.5 4 E 888.7 468.5 23.6 4.4 1385.2 4 E.9 249.4 138.8 3.2 20.2 411.6 5 A 46.7 23.2 0.1 27.4 97.4 5 B 659.9 379.1 11.6 3.9 1054.5 5 E 832.4 450.1 20.3 2.7 1305.5 5 F 97.3 47.4 1.5 12.3 158.5 6 A 41.9 21.1 0.1 8.9 72 6 B 670.3 382.7 13.4 5.1 1071.5 6 E 804.8 426.5 21.9 3.9 1257.1 6 F 97.6 47.8 1.8 12.1 159.3 7 A 46.2 24.2 0.1 8.2 78.7 7 B 668.8 381.7 13.2 9.4 1073.1 7 E 809.7 429.1 22.1 6.5 1267.4 7 F 97.6 47.8 1.8 12.6 159.8 8 A 53.1 27.8 0.1 29.4 110.4 8 B 673.3 390.9 11.8 3.2 1079.2 8 C 845.2 453.6 21.1 8.1 1328 8 D 853.4 457.3 21.4 5.2 1337.3 8 E 858.6 465.3 21 2.6 1347.5 8 F 97.3 47.6 1.5 13.1 159.5 9 A 47 23.1 0.1 13.2 83.4 9 B 688.3 398.8 12.8 9.5 1109.4 9 E 873.3 461.9 23 5.3 1363.5 9 E.9 138.7 73.4 1.9 25.2 239.2 10 A 48.4 25.5 0.1 11.3 85.3 10 B 595.3 346.8 10.2 6.1 958.4 10 E.9 83.5 40.1 1.3 15.1 140 10.3 C 706.4 385 17.7 7.6 1116.7 10.3 D 713 384.2 18.5 5.4 1121.1 10.3 E 746.5 402.7 19 1.1 1169.3 11 A 36.9 27.8 0.1 55.2 11 B 71 29.2 0.7 9.2 11 C 76.8 37.6 1.2 19.9 11 D 65.1 25.8 0.7 11.3 �' 11 E 74.2 30.1 1.1 26.4 11 E.9 39.1 4.2 0.1 31.9 120 110.1 135.5 102.9 131.8 75.3 48.6 138. 41.7 101. 75.1 192 40.0 1 s 9 50.7 12 .3 8.0 5 .8 0.0 ' .0 633.9 76.3 14 .8 0.0 48.3 16.2 5.1 0.0 1 1 •.3 5 1..4.1 0.0 6 .0 65.4 0.0 99.2 400.2 722.8 492.7 0.0 86.9 1327.3 1631.4 180.8 0.0 78.5 1345.8 1564.5 182.1 0.0 88.2 1342.3 1574.1 182.1 0.0 101.3 1361.4 1651.0 1665.9 1684.6 181.1 0.0 87.1 391.0 95.4 67.6 0.0 92.6 .5 .2 0.0 .2 • �.7 811.5 24.1 .0 1 655 8 778 82. 0. 36. 662. 737.8 82.7 0.0 41.9 660.3 742. 82. 0. 48. 676 784 791 1 3 0 0 9.9 .1 7.0 0.0 44.1 .0 1 69.4 1 0.0 666.1 13. 664.7 13 • • .2 696.7 1 ;'.2 0.0 1.0 48.1 50.5 65.0 1•'0 44.6 110 52.1 127. 7.3 46. Page T►40Cy Vs MVO GQL.c - /2.6G J �. Sxis .l241- * 3.3y�u, ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT GRID 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 /,cTJ WK. I f/ — Pq2 l ft,ElvZ t.n4N LOVS G kAvn, L47 /- W C44r(1t _ ZGt)).. LL - (,13 c) (;13c) (12.!) 1644 3 . 2.t') — 3843 1 Ol► ) .(:L• r) = 13144 200z.0 2.4 2 Pt:. Cm (rt. ? 1,3 if,/ Zo GL. = z 4 2- P3 _ 4,3SA- S 7-2 3,S7o Prh DATE SHEET �/w/ 7OF By pi 1x): G21) , .9(2? -0 , r� �. n) (I1.0 _ ! 9 B4 P► 611) CPI -Z) _ ! 6, 2. I Pt. (11 i) (1.4.a = /6, ts 193 12, 3 ALF 31(10 46 E3 2v (j+.'.) 2y2 LO : 2y 1- 10 S2. 10S2. 59►7 ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS ` 6869 WOODLAWN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # 0 21 VO PROJECT Jikr S DATE SUBJECT PfircK 146 eittiihertn e4 cones SHEET F/49 etDF G7441/1‘ Z-4 / Vat BY 6R10 ©.10-0 P ��. 1.1 per, L L tory 4- G b xtv.( ) 02)2.- L J4 (1;-,10 = 2.32G 32 (14'4 - 5-4.. 24 61.0 (3 L 2,0 (R1) 3 4 L C 11 Co /.23 1 4). 3. 4 k LF F ni r XC{'' wierci GgiO CD • DO p01.01 J th' a 0-0 ✓F ' 13.x' 21:J.5" ,D L L- wA� 1 )3 (13:6 1bit9 P on) (J).`) IS -70 Pt (1,1) (14.1) = �s/O /°5 20 ( 13,0 2-0 ( } 4 3c. 2-7 LL 48(0y (A) Z 14.2, k Lf 380 8, 300 A f,3tiiaY.3.�YA.`ist,.+,�'S` %z ' mo so 1.4 ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT JA/5 DATE SUBJECT pb?,,mG1 44// L491,3 4 -GD 6441499 Lvs v • 0 0 Q o 0.. • • —r • SHEET Ftp OF BY 1�'`.ua,`7i?6i�..«Iasi«S�J.Kirilli(`uai.Ssi '.+••.L�t�ii,�:+�kr Yvia3f1 c�0H?43.A1ANActi`raai4,W&�'�� r�7,k'� 4,44' E1NMENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.,11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 l PROJECT # PROJECT /A/5 DATE SUBJECT SHEET Pr%PDF BY JI 0 1p— c • N nip.'��.� '+rt1eexhi^-ru"p0:+'041'H*h;f :1.'i45 41432, hy: l:At Nii4:_:;;4:4t t ami ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 I'm (206) 522-6698 PROJECT # PROJECT /4] 3 DATE SUBJECT f449 (Au- - GJ/I///°E/eMJCCTrl2 Cot.. Gm/7 LQ�J SHEET FODi( OF (f BY 4041 -c- 6 -J414 2'' -c_. cAIA- - Col-. — I - ( 304 -toy zs) + if, 2(70+-3o) 2C I f 3r)- C.6 wAtt -it (1) )cC) — COL lAJ COL-. I2 .4"113- - (JAI/ •#. 99,5' cJ A-Gl — COL - 3(364> wAll 104W1 - 1l.2( �L z + ) COI_ - 34!)'f .•-.,`..:1ai:.i:-r„,':.;:f.::«�%7.'ti�.'lwir4 �KHfih1.)1iW�3h47.A'1d;Y! ili*fV%1'L 0 20 2,'5 253-) 4- &r3f-29=3,933 z 21 V9 (4.I I-81,1 I Oi€-+ 9 /01.91-4P,y_= zx) 4, 15 6 !s, 3 9 7-Sxi/° U z4b?..bLSt30 23)),.i. 1). 'hi Ns a t 9Lc ►-16,60. t 5144 ? G 3 0 .1 4-234 f 11 1,"L/ 2 �, 3 . c 51).- z14+ I2,rf 41I z 3 83 1,5,ii I3. al( 9)3+ 24 4 i,. _ II � L 18.1( 414) 66N- 1)7 4' 6I)74 t 2p 51 z 8 6,3+ 9 ra-► sz = 3 4. 118 40 3 a.-)1 /Ills- -o92._ Ills-o9 2.,203- Kir 3 4 1- - r 364 7 ()I& KIP 1111 4� 704 -164, jito 70,0 =2296 ri-How .39,f 63.1 = Cod 1 0 \ 45Th k 12. ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WooDLAwN AVE. N. E.. 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT /'i) S DATE SUBJECT 44740 CALL - 6%) A- / Ptie eT,t C L. CPAt/iy L* SHEET �1`(D�F v By an t - &JAG(. - 11,2 9 COL :. co At/ 94- 36* 3,33 / 1 rn t/ 41-- Ise '?-"2- 36 L{ - 11' (3.3-12 + .332 Z 2 ...... too Gv1- G � k' ' .)/1-14 ��r � C 3 � -1- Z.i - 4-4L ` 'I Q -OL wAelif WA 14 COL -II,2(!Z 4- Bit. c+ 9� C 3 6.4) 13Lf6b 4-022/z 70.5 2&3 39.1.2.gt 63 (03 10;'" 3t-7..)- t'v r 10 311- 741..t -14/.65 - arm rib k1% 1215 2.9 0 1508 ENSENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT 1 /U S DATE SUBJECT Cdi ?r>b Pji, n,t C417 L * f mtiv ALVS• E7118.5 SFIEET P I3OF BY • • 21, 4”. z �U, (0 15 0 �'�rd�';iiTri;,�4.5,..�a�;M7 +? t r •�rivati ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT /NTS DATE SUBJECT SHEET 4Q M -OF By ap7a-L, .4cAl.4z. rsl 20 LDtLrfZ''fz:)-�-..Co 6� 2 I .t 3 56 i- : 3 .(3.:0 '2-`0,3 :. <s).. 13'5- 7. 3'5 1357 4 -L) 2 0 1: 2P6 9: / 6 1 K /1 8.: si3 416 I r )3, 3 p/Lt S ,duo. G 3 7- 300 (1.33) 579-118 ..�d0/e. 6.33) F. 2 0 -G o L s 2 1,174-0 U‘ E.- 1: lv.7Wtie.r P/c -c OS r P-4 c G/hr6 Us -e P-3 @G/7I Ute® ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT //113 PMOL 119 24 "' (13s -T) &ir/pike • 10.3.16 • u MoD DATE SHEET OF BY /90/-4.- (ix 2)1. / .. ... • file- A - Z d cAs �S , 1t/rip 3g9rk ,i.3 L 3I.'1 -KBE : 3 0b itz,z3:$ i•, tir ,.,a, 1 ,oi/e_ p- 2 e. OoL 5 ENSENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT ## PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 /N DATE SUBJECT SHEET Ft40KoOF BY U' fib, (5'09. i FAW 2201 30-4 F19- 2, € col:5 , 1, / /?i?.ncte 6--1400) -'L C COLS kixs'3t, f a 7 }+7 x > i}}::?Y Shit{ s18Lft,ti aha ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 /J5 G2j W411 kATA93 L- . -=... .. .. ,, s.r/S z, g.8) -±p,,,110,1.04.‘ /5 6S-, t 12 .41" [y 16,7)+6-1Y-11��23�ti. ,4.40:.. 400 Serer ...... C o" L (-2 `R`' y , • LJ 1 ._. z :12,(1k). 4('3)(.!S) `✓41'. St1 J z /f lk/pull CA1 1. .z 413L1) 7-0 6 y g�z it3t 6 . 93(;) 4-sv(2.$) a- /t 1-(s .tion). _q 9 z 2. z�/f'e.) I) . z' DATE SHEET F17 OF By Q/YLc. 0y,43: p 4 ok 3006,33)_; Z.9 Q,.!e 3 : P 4 ok Ok . S 300 piLb-1. /pl 43b(1 co b y _ 4.)e (6.0+13(0+ 3-0(2.c) -143-15 43if+53+101f -/6} z �.bS`: Fr cam COLUMN LOADS GRID AREA DL SDL LL LINE LOAD LENGTH ADDL L SF KSF KSF KSF KLF FT K TOT DL TOT LL TOT LOAD ---CORE1 ROOF 2685 0.116 0 0.025 3.9 74 2 602.06 67.125 669.185 CORE1 4TH 2685 0.136 0 0.08 3.9 74 2 655.76 214.8 870.56 CORE1 3RD 2685 0.136 0 0.08 3.9 74 2 655.76 214.8 870.56 CORE1 2ND 2685 0.136 0 0.08 3.9 74 2 655.76 214.8 870.56 CORE1 1ST 2685 0.136 0 0.08 3.9 74 2 655.76 214.8 870.56 CORE1 PKG 2685 0.111 0 0.02 3.9 74 2 588.635 53.7 642.335 CORE1 PKG 2685 0.111 0 0.02 3.9 74 2 588.635 53.7 642.335 E 4402.37 1033.725 5436.095 CORE2 ROOF 1980 0.116 0 0.025 3.9 CORE2 4TH 1980 0.136 0 0.08 3.9 CORE2 3RD 1980 0.136 0 0.08 3.9 CORE2 2ND 1980 0.136 0 0.08 3.9 CORE2 1ST 1980 0.136 0 0.08 3.9 CORE2 PKG 1980 0.111 0 0.02 3.9 CORE2 PKG 1980 0.111 0 0.02 3.9 w@El@ @w 2 438.38 49.5 487.88 2 477.98 158.4 636.38 2 477.98 158.4 636.38 2 477.98 158.4 636.38 2 477.98 158.4 636.38 2 428.48 39.6 468.08 2 428.48 39.6 468.08 E 3207.26 762.3 3969.56 CORE3 ROOF 3030 0.116 0 0.025 3.9 81 2 669.38 75.75 745.13 CORE3 4TH 3030 0.136 0 0.08 3.9 81 2 729.98 242.4 972.38 CORE3 3RD 3030 0.136 0 0.08 3.9 81 2 729.98 242.4 972.38 CORE3 2ND 3030 0.136 0 0.08 3.9 81 2 729.98 242.4 972.38 CORE3 1ST 3030 0.136 0 0.08 3.9 81 2 729.98 242.4 972.38 CORE3 PKG 3030 0.111 0 0.02 3.9 81 2 654.23" 60.6 714.83 CORE3 PKG 3030 0.111 0 0.02 3.9 81 2 654.23 60.6 714.83 E 4897.76 1166.55 6064.31 `• CORE4 ROOF 1832 0.116 0 0.025 3.9 45 2 390.012 45.8 435.812 CORE4 4TH 1832 0.136 0 0.08 3.9 45 2 426.652 146.56 573.212 CORE4 3RD 1832 0.136 0 0.08 3.9 45 2 426.652 146.56 573.212 CORE4 2ND 1832 0.136 0 0.08 3.9 45 2 426.652 146.56 573.212 CORE4 1ST 1832 0.136 0 0.08 3.9 45 2 426.652 146.56 573.212 CORE4 PKG 1832 0.111 0 0.02 3.9 45 2 380.852 36.64 417.492 CORE4 PKG 1832 0.111 0 0.02 3.9 45 2 380.852 36.64 417.492 E 2858.324 705.32 3563.644 cote cixt e ac 4 conk a Page 1 �°ice: ku 1 ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 16869WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT / S DATE 4- /6 SUBJECT g/6- 1 SHEET -i- n, OF BY /9/i?ti Cr, VOA". Le)4p7 Owl L. 2 } .+'31!'. ` 7 S"1 k * 5. X36. ,3 a - U7yh ? 21. 5 au 4 OL) u J �, u Ce ft Le , /0 ct-rtvb Vis_ 0 L t2sy sz4? /S -4i: T 1 2yS 3.4'1) z1401f+- GS . "y�L.`itsi�thi�.�x #;ri',)•'a..dr &R'h!Yf».v, 553" r1 2. 18.sr. • ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E..11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT fi PROJECT /4 / - SUBJECT $ SUBJECT Cort& 2 • 3 C) . � Sir L" SOZ. +357 2, 12.x- 3� 13 3 90 r( �v 90C 4. 3?2".' Z " (S w41l) 1.30" 130 0,214 p€.L DATE SHEETZOF By cpetir 2 133 use P: 8.. xbos D; L cot/0. .. . 7'0 , 11. . 73 . l c:o 1..3._ 3,i�f; �1o9L .s 24,41.4 14/ �1(D ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. 4205, SEATTLE, WA 98115 (206) 525-7560 PAX (206) 522-6698 PROJECT # PROJECT Of 5 SUBJECT DATE 4 a - SHEET F40 Of BY Coni .3 — D187-- 2 /87- 2 /430 o65- Co c>"" bop ZOO radill 3 3gz.+ 6,06 8 rs 4 --GD (vLr 76 2.6 =v' .. /,90ipJ no GO 4.57 4 - g• Pi 2 3 (s, r' 3067. k, -(t b � ve Z � �. k.o 14-5 c` /Up .Z2. 3 A • 1 8.0:vl . D. 3 7- 3 , #Y0 2.#-4 6/2"C, if C4xg 3 �7334-/S4of- 7s- (3(- -.4 1' " Sautlunsnr4M',ir av,cM.-u xr :awwVALIWO KUMV 0tioriV R4 oofit osr~wi.ew z Z aa2 JU U 0 U U J= F— M U_ NW W o gn �< =W H= z�. HO w~ • w U0 O N • 1— w u. O W z U= O 1-- z •h ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT I NIS SUBJECT DATE L e C yw #- ¥ SHEETZZ�OF BY 042 L coitt:7- 1 nm -z- <41e v7ht - 94'53 $d�L z31 to 441 (83 q 300. P 11 60 ,393:-� Z 3c . z 3D3 . (tL-T� /1 = Fav boy = O.599/ ptcE. 98,14 ur) PLE a! 31 y q X53 (v � . _ by 27 i2r ` G� TG z3; J KJ-% � 'J Q /�f: s itsP;c6j rt "A. ti 1 ENSENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522--6698 PROJECT # 02.1i° PROJECT IN S SUBJECT C/ 'Z.4 2.`c.Jt O CdL4 rzfrt a,l 030 Pu. 1-44.0 • .i:.+Jrsdti.tautn a.oieb'•rllN:: DATE 4-/6-03 SHEET iMOZOF By at Tt 3J0UO c ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT I/1 S 1 "1b2to1. WJ¢K GA 0 SUBJECT DATE SHEET rr1714OF 24N0 /Sine tt tg 2,4Y Ale -25 fenrotv 3 X%V< By aft 5po (Fys dun° ) C 14, wotsr 6,1 40 D /zs() 560 /y Tae, (✓Lr)t. 1 21= 3 i'' 'o, 860 V° . K,{'l leo 2:4 63 2�, 713¢ 3 47 2* 2c�j 2-1,0 2S' Zn /02 ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT 1 N S DATE (NEM SUBJECT F41K — 3/Z 3/ o 3 (Rt,f.-2,5'x-5-44 t'� •' iL� 0 I-IEET I9 0F• FSS - 3 , 0 c an s3 , N Ot7�/ J fr ,, I t.Ty Swirl, BY acs 1b•O ORG d77! bid} ;N,) 04 8& ('.) L EV -677/ () air I:� I 3 0 244 %5 3S 12- O Alsvr, EV VV, s, 9t�4R / C c i Ty 6'ds) 71117-4 /0 /0s 0-1 P7'n-i (tsto tr*2 o' 211 .. 20 4.0 2 S' 5' 135" /SOCuq )*Lo 4s Q .inJb 5 71474 z:/ K6-1�2 at)-s�" S/OE y Rill / . L ij %T /60 Tans '44,44 E i;;i i:::uia .t7.4a tii.t Oilethr021.:VatAiroijjci niSjLr.,i+Pito, 44.111 EN\V ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E..11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT DATE SFHEE1F4024'O17 SUBJECT LATd t 3 91 (SPA c,, - ci . Art s el'J( Rc,01X4X C J dL Tr 44t -c Jlf�b7- 24- f P«''E ; F N-0 c l°,4-cdi b:' /5 JEA aew in) By 091 -Se- SAS &m 4 S • 35'-SScf-y-44,7, c4 -s /A, if t cAvf-Ai'J 6V-19-420 /-d,ft0 LOA/ re -7a d eis 200 (in.) (Ti ) 0.5 /8 I,0 36, F/RsT: PoiNl",. Q Z tea Litt 'Lt.GTl4✓ 2,4416f?L`b'- FaWAV - << ofL1pT IL Cs'4�S �4�J3 — s ► 1. 1ft Dtxts rc r. ,gity 24� b.5 1. 0 D,. 64 c.,6-e(io 4 8 . 3 5th 0 S2. 75 7 14 24 3 / 72»). L A r (*F.ca /k)k'„ s) UPw«T(rzw.J) p,5" 1.o' 40 5-0 3.0 G 0 6 0 .. 43 8 6 ‘CilE1 ,fir �,iclioe PA-ssiv8- = 3s-0 per csrlurcmt 41/) JF1/cLi 0,3r (J s) H - G•H s F (sclj) 14 = J4�11UL z 3C PGS }PI?J4fr);r} I B "AJAb M" A"sT = 50 Pc,F So c. — s,{ SL,¢7> 4' c4't P Vin I>G(" Ns/OW GEz"kg- S---(7111. -Z9'2r 4 64+.91.4m+Lc ^h !,,Ate frac ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT DATE SUBJECT g7)173S r BY /not dos E 5j #i 50f'Pd2T SHEET fi4Q270F ;I 37 / I/o ,!() +E (2 64;)( 1°) ;.. =r;-/j.03G 1<Ie vii r.283: ). ;3St2:21�- (21.)(v..)(.. _ 2...'V, �...1) .43.L 3r .3C Z.214 s.0 _ 4,' (.'5)' cv 3 /,2t)(sb'2(z) - sc 211117/0)0,155) - ¢61-)1 /05 4- .S xc, 9-r SCHED.OUT vc, k Pile C?44', PROJECT NAME: INS RUN. DESCRIPTION: 300 PILE CAP DESIGN Version 1.0 FROM CAP No :2 TO: 4 :24 *** I N P U T *** ULT. FACTOR:1.6 PILE DIAMETER (in) PILE CAPACITY (tons):150 PILE SPACING (in):72 STEEL Fy (ksi):60 DIST. FROM CAP EDGE TO PILE CENTER (in):24 CONCRETE F'c (ksi ):3 CONST. TOLERANCE (in):6 MIN. COL. DIM (in):24 PILE EMBEDMENT (i n) :4 DIST. FROM TOP OF PILE TO REBAR CG (in) :3.5 eii-Dei *** OUTPUT *** CAP MK. MAX LOAD WIDTH LENGTH DEPTH STEEL -Y- STEEL -X- < > < > < > < > < > < > < > P2 574 4.00' 10.00' 50.5" 10.91 6.88 P3 853 11.20' 12.93' 51.5" 9.85 6.63 P4 1139 10.00' 10.00' 48.5" 16.40 16.40 Page 1. FLEX.OUT < FLEXURE U MK Mun Kun Ron Asn Mue Kue Roe Ase (K -F) (KSI) (%) (IN^2) (K -F) (KSI) (%) (IN^2) P2 - - 0.0018 10.91 1200.0 0.162 0.0033 6.88 P3 1422.8 0.122 0.0031 9.85 1182.8. 0.010 0.0018 6.63 P4 2400.0 0.143 0.0033 16.40 2400.0 0.143 0.0033 16.40 Page 1 SHEAR. SINGLE PILE SHEAR DESIGN: OVERLAPPING PILES DESIGN: CORNER PILE SHEAR DESIGN: CORNER PILE AT 45 DEGREES: B(in) D(in) 138.23 20 258.23 20 80.77 33 100.91 26 < ONE WAY SHEAR > < TWO WAY SHEAR > { Vc= 2* f'c }{ DEEP BEAM SHEAR—) {-D E E P B E A M-} MK Vun Bn Wn Dn Vue B e We De Vun Bn Dn Kn Vue Be De Ke Vu Bo W D Vu Bo D K (K) (FT) (IN) (IN) (K) (FT) (IN) (IN) (K) (FT) (IN) (K) (FT) (IN) (K) (IN) (IN) (IN) (K) (IN) (IN) P2 - - - - 480 4.00 30.0 30 - - - - 480 4.00 43 5.1 P3 480 6.04 35.6 36 960 5.96 14.8 44 480 6.04 43 9.7 960 5.96 30 0.0 1440 232 35.6 34 1440 0 0 0.0 P4 960 10.00 30.0 30 960 10.00 30.0 30 960 10.00 40 4.4 960 10.00 40 4.4 1920 260 30.0 41 1920 0 0 0.0 Page 1 z W et J U. O 0 N O • ILLJ J= H N LL w0 =• a E- _. z� I— O z ►- w Lu • p O • 52 cl wW OC ~ F— 0 z w = O~ z SCHED. PILE CAP DESIGN Version 1.0 PROJECT NAME: INS RUN DESCRIPTION: 400 K P4 *** I N P U T*** S'119 FROM CAP No :2 TO: 4 ULT. FACTOR:1.4 ,PILE DIAMETER (in):24 PILE CAPACITY (tons):200 PILE SPACING (in):72 STEEL Fy (ksi):60 DIST. FROM CAP EDGE TO PILE CENTER (in):24 CONCRETE F'c (ksi):3 CONST. TOLERANCE (in):6 MIN. COL. DIM (in):24 PILE EMBEDMENT (in):4 DIST. FROM TOP OF PILE TO REBAR CG (in):3.5 I2QM14(. 1 *** O U T P U T*** CAP MK. MAX LOAD WIDTH LENGTH DEPTH STEEL -Y- STEEL -X- < > < > < > < > < > <_611.1›..._>. <4&.!../_> P2 773 4.00' 10.00' 52.5" 11.34. 7.20 P3 1151 11.20' 12.93' 53.5" 11.01,)00 6.89 P4 1534 10.00' 10.00' / 52.5" 18.001 18.00 to 5e: VSs Page 1. 1.0 1. 24 .54. 2,2ar z z �W JU 00 SHEAR. t'( /We • I` /We CAe U) CI U) u_ u.Q a B(in) D(in) �'=W SINGLE PILE SHEAR DESIGN: 144.51 22 �'_ OVERLAPPING PILES DESIGN: 267.66 23 Z H CORNER PILE SHEAR DESIGN: 83.91 37 z i- CORNER PILE AT 45 DEGREES: 100.91 30 W U p O - O 1- W W" U_ < ONE WAY SHEAR > t~i.l- < TWO WAY SHEAR > . Z { Vc= 2* f'c }{--- D E E P BEAM S H E A R---} V N. {-D E E P B E A M-} i-~, MK Vun Bn Wn Dn Vue B e We De Vun Bn Dn Kn Vue Be De Ke z Vu Bo W D Vu Bo D K (K) (FT) (IN) (IN) (K) (FT) (IN) (IN) (K) (FT) (IN) (K) (FT) (IN) (K) (IN) (IN) (IN) (K) (IN) (IN) P2 - - - - 560 4.00 30.0 30 - - - - 560 4.00 45 5.6 P3 560 6.04 35.6 36 1120 5.96 14.8 46 560 6.04 45 10.0 1120 5.96 34 0.0 1680 244 35.6 37 1680 0 0 0.0 P4 1120 10.00 30.0 30 1120 10.00 30.0 30 1120 10.00 42 4.9 1120 10.00 42 4.9 2240 276 30.0 45 2240 0 0 0.0 Page 1 MK Mun Kun Ase (K -F) (IN^2) P2 7.20 6.89 18.00 (KSI) (%) (IN^2) 0.0018 11.34 P3 1659.9 0.130 0.0033 11.01 P4 2800.0 0.138 0.0033 18.00 .e, ...v:x Page 1 Lx:1r.:,u«s.i,+liu!{..�.t.r�,'n'�ti�c`51K!arX;r$. •. �.c. 1001LAlecle G4-0"/vie , Mue Kue Roe (K -F) (KSI) (%) 1400.0 0.173 0.0033 1379.9 0.011 0.0018 2800.0 0.138 0.0033 �.3 01,re : i isAtolt9'.!rrJt SCHED% . PILE CAP DESIGN Version 1.0 PROJECT NAME: INS RUN DESCRIPTION: 400 K P4 *** I N P U T*** FROM CAP No :4 TO: 4 ULT. FACTOR:1.4 PILE DIAMETER (in):24 PILE CAPACITY (tons):200 PILE SPACING (in):120 STEEL Fy (ksi):60 DIST. FROM CAP EDGE TO PILE CENTER (in):24 CONCRETE F'c (ksi):3 CONST. TOLERANCE (in):6 MIN. COL. DIM (in):24 PILE EMBEDMENT (in):4 DIST. FROM TOP OF PILE TO REBAR CG (in):3.5 *** O U T P U T*** CAP MK. MAX LOAD WIDTH LENGTH DEPTH STEEL -Y- SEL -X- < > < > < > < > < > < 1"4"'4> <-1:1---> P4 1439 14.00' 14.00' 65.5" 26.38 26.38 • o 11 74A G.' Page _,_ :y! ,40,14640 see, r- oolii. 1'"4W4 4W 4.04,1 ei ,4v4..14, ,hug. 3.at` :k. Z W re 2 J0 O 0 coo J= F- M u. w 0 LLQ wa "±", z �. )- 0 Z f - w • w O • N O t-- w w I- n u. O w z. U= 0'- z FNf\T ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # 0 2//O PROJECT DATE `r " 6,3 SUBJECT FETA /IV /A./G Li/4 LL,s SHEET ( OF By E - z;5 y - * 60y t� 50206442z C rni4p,`ic ) - 70 PO' riot -7l l'r t•04 6Sd SYS : -L-47t)2:44.•Ted 60-+.)psr ge-c7AAJ6044 >'/ 1_ ,I,i, o . ooz. (4 ).. ? 3s tack- 4-7-46r c 4-7-46T = g /lc •(,� O.3 S / .S&WE. .z 5aPCP 6l'L6 s, O.0 PCF 50 65)3 sa (is)• 6 (1z) cU li '-'4 1,150 /0 r -Xe.. 0/4411,:e 4k I- 1.83) K4F 2,344-1( V07 6.yti(c;1-)-(9'63)0,1S)04") z /0114' 0 Vc, z 040000)r((4 \--r)(1-) /h.1/34 /I,?/34 j /0,14 ., U, kk. Lots c,/e c0,490e& j frI3Swt Set- Allooil 1 ‘‘‘'L /0.5'3 K LF 4/ ENSENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 �AI s DATE SUBJECT c ' 4i b ,`. 4/,J J/ ( i 1, J SHEET C -14 -)Z. -OF By Z, PCP 737) • 3 so Cis) t 2,34.4Kc,r left/(( Vivi I;i4.g4 K`F . _. I►JS ar. R2P: rile ivs3P•.A10 -1,44 K RAO - 1< t 3.15 .v.. 1 '6 1-3z4 P.' _. —7 011- 1. .?•;- 1-9b$ witd:tt ? 41,"N'dik{u£ i4, Itkt in mot 3,113 1`4r y 2 Z,aSL` 3.� z Z w 10 UO co a CO al J coIL ., w 0 2 LL? `' Ci w z1- / 2,3� / 111 W mp F U P- o1- Ill w d. m (..)i_ u_o ..z w U O 1- 44-tc , L5/(Ce 1 )0 - AVAIL Lfi hoop tYk, /.J1. (3 ) - z , if 0.810 A 0,10 4 A, fy- z ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT / AT S DATE SUBJECT GArlfigQ1 % (%�Z�IIIM ct/414.< SHEETGc)3 OF ✓ BY 0111.-e.— kfaide2 LCA .S 50 .. r ). 1:'.. /v :.153: . 21; 53, 43 ., V 6 'Nil. Z3,'44 4 V 6 iLIL ('/ p Ci.7 O. ©,q-4 0;04 ` P3 Z8,2 . 112.5 . 253.6 �5. g• /63,0 43,5 M,) 446,3 • ►6 21 • 5=.8 4 =21 Pc=3 "'"Asivan 1 ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E..11205, SEATTLE, WA 98115 (206) 525-7560 PAX (206) 522-6698 /N S 6A14 ?J /,d11 -}4/I 1 DATE SHEET 66.3 4 -OF By /9/N C. - t. £AJ ? Gam: 131e,g s ()ad CR irs /0 .6G I 13. 3 ;3.5.65..: 'POE" 06,x(360 19-;6 Yz i 19.: -y. ,3! o z 32.01 SO.34 39::8 7- 64. ?-9. r�- r_t• 241 1it3 r - Z} IL 2 JOB # BEAM MARK: ENGINEERS NORTHWEST, INC. P.S. SHEET lt.C--70F 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev.5/13/97 SEATTLE, WA. 98115 Property of Engineers Northwest Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING INS. tie beam P1 INPUT Fy = Pc = Mu = Vu = b= d= No. of tension bars = OUTPUT Ku = (I) = p (design) = vu = vc = Av = Maxtie spcg.= Av = 0.85 0.171 0.9 0.0033 0.061 0.110 ksi ksi k -ft. k in. in. Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi- Sec 1911.1.1.1 in.2ift. in. o/c - Sec 1911.5.4.1 &3 in.2 � Max. tie spacing #3 vert. tie legs (or) #4 vert. tie legs (or) #5 vert. tie legs 1 1 b (in.)= 18 d (in.)= 21 As(in2) 97 UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 114 1.26 =.2/Fy ©p(min.) @ p (min.) 1910.5.1 P (max.) = Mu (k -ft) = As(in2) = 0.0160 465 6.06 @.75 p bal 1910.3.3 p (max.) @p(max.) p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) �v c 0.5c(a)E(v8)t1).4_11) *511F4 Page 1 4/28/03 CONCBM1.XLS z < • I 1- 11- Z • ILJ 6 -J O 0 UJI • LLI E- U) u_ u j 0 g Lt.. - a I - w z 1._ 1- 0 Z 1- • uj n •0-. O 1- LLI uj I 0 1- 17- LI 0 Z C.") P O 1- z JOB # BEAM MARK: ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET&A,C, OF Rev.5/13/97 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING 021:10000:: INPUT Fy = F'c = Mu= Vu = b= d= No. of tension bars = OUTPUT R 1= Ku = p (design) = vu = vc Av = Maxtie spcg.= Av = IN$=::ie:tieam=P 32:0:;::. ksi ksi k -ft. k in. in. 0.85 Sec 1910.2.7.3 0.277 ksi 0.9 Sec 1909.3.2.1 0.0055 0.100 ksi 0.110 ksi - Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 &3 in.2 a Max tie spacing #3 vert. tie Iegs (or) #4 vert. tie Iegs (or) #5 vert tie Iegs :NO.TIES:: 7.17 WTI :NOTIES Page 1 1 f b (in.)= 18 • ti d (in.)= 21 - As(in2) 97 UBC Sec. p (min.) = 0.0033 =.2/Fy 1910.5.1 Mu (k -ft) = 114 @ p (min.) As(in2) = 1.26 @ p (min.) p (max) = 0.0160 @.75 p bal 1910.3.3 Mu (k -ft) = 465 @ p (max.) As(in2) = 6.06 @ p (max.) p may be Tess than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) 4/28/03 CONCBMI.XLS JOB # BEAM MARK: INPUT Fy = Pc = Mu = Vu = b= d= No. of tension bars = OUTPUT P1= Ku = p (design) = vu = vc = Av = Maxtie spcg.= Av = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET -)7 OF _ Rev.5/13/97 Property of Engineers Northwest, Ina, Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING ;02110000.:w I INS:=.tie,beain 0.85 0.301 0.9 0.0060 0.109 0.110 0=TIES: ksi ksi k -ft. k in. in. NO.TIES NO;.:TIES; Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi - Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 &3 in.2 (d! Max tie spacing #3 vert. tie legs (or) #4 vert. tie legs (or) #5 vert. tie legs Page 1 1 I b (in.)= 18 d (in.)= 21 As(in2) 97 UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 114 1.26 =.2/Fy 1910.5.1 @ p (min.) @ p (min.) P (max) _ Mu (k -ft) = As(in2) = 0.0160 465 6.06 @.75 p bal 1910.3.3 @ P (max) @ P (max) p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) 4/28/03 CONCBMI.XLS '•»g' {:�Sjk4kl0+y ENGINEERS NORTHWEST, INC. P.S. SHEET46150F 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev.5/13/97 SEATTLE, WA. 98115 AM -lie &RA" cin. Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # -4)2ti0000.:1 BEAM MARK: INS-611iiii, INPUT Fy = Pc = Mu = Vu= b= d= No. of tension bars = OUTPUT R 1= Ku = p (design) = VU = VC = Av = Maxtie spcg.= Av = • ksi ksi k -ft. k in. /42-r. c• viA4 in. 0.85 Sec 1910.2.7.3 0.224 ksi 0.9 Sec 1909.3.2.1 0.0044 0.105 ksi 0.110 ksi-Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 & 3 in.2 0 Max. tie spacing vert. tie Iegs (or) #4 vert. tie Iegs (or) 115 vert tie legs NOTIES Page 1 b (in.)= 12 1 d (in.)= 12 As(in2) 97 UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 =.2/Fy 1910.5.1 25 @ p (min.) 0.48 @ p (min.) P (max-) = Mu (k -ft) = As(in2) = 0.0160 @.75 p bal 1910.3.3 101 @ p (max.) 2.31 @ p (max.) p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) 4/28/03 CONCBM1.XLS '4441.IW • • z z w. ce 6 -J 00 to 0 CO MI Ill SQLL uj 0 2 g 5 D a i_. ma, z I-0 z w uj 2 0 :) C) O (so O — O f— ill uj I 0 I— IL. 0 Z LU o • 1- z • ENSENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS } 6869 WOODLAWN AVE. N. E.. # 205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 1 PROJECT # PROJECT 1 KIS - AIWA/ ttA4-/j DATE , . SUBJECT LQ .16-i ' WA -if //viol. Ux,FRe frD.iuvrC J/ SHEETC/. Jc( OF By Dm — W4' f 2.5-(64-S ',.j.S S ACE' _ •. 8(2 z 1 z 3,z-4 21- i. yNLr 7 CONCRETE WALL DESIGN frirrinyi GRA,,► S 1997 UBC 1:) Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 ph 206 525 7560 fax 206 522 6698 Date 4/25/03 Time 3:03:28 PM Sheet INS - garden walls Solid Panels wal198 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with 1 #4 @ 15 in. each face Wall thickness is 7.25 in. Tributary width is 1.25 ft. d pos (inward) bending = 6.25 d neg (outward) bending = 5.5 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry roof elevation = footing elevation = Height (ft.) Width (ft.) Sill height (ft.) elevatiop (ft.) 10 ft. -5 ft. f,,Gl Left opening 0 0 0 # of design segments 20 5 Right opening Design strip 0 0 1.25 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Live Wind eccen (in.) 0 0 12 0 0 0 Dead Ledger loads (kg) 3.69 Concentrated Ioads (k) 5.565 Concentric loads (kif) 0 Canopy Ioads (kg) 0 0 0 0 0 LL type roof load floor load snow load snow load Canopy Toad CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Loads - horizontal Wind Ioads based on user input User Ioads were input for wind forces. The following are applied uniformily above the slab. inward pressure psf = 5 outward pressure psf = 5 The seismic factor is based on a user supplied factor. The wall weight + opening weight is multiplied by this factor. Seismic factor = 0.0005 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5 Loads - intermediate level Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live eccen(in.) elev (ft.) LL type Ledger Ioads (klf) 0 0 0 0 snow load Horizontal wind line load is applied in both directions Wind (kif) elev (ft) 0 5 Horizontal Earthquake line load is Multiplied by the seismic factor and is applied in both directions Earthquake (klf) elev (ft) vt.r. 5.702 V 5 P Z 11.7- i (4�"s " ea 1.4 U;T 5.'4-02 k 104 CONCRETE WALL DESIGN 1997 UBC Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 ph 206 525 7560 fax 206 522 6698 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of Results 1) 1 2) .75(1 3) .75(1 4) .75(1 5) .75(1 6) .75(1 7) .75(1 8) 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Design is okay INS - garden walls Solid Panels wal198 ver 1.11 66) ir Date 4/25/03 Time 3:03:28 PM Sheet Page 2 .4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H .4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) .4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H -1.7W) .4D+1.7Lf+0.0Lr+1.7Ls/2+1.7H+1.7W)_ .4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) .4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) .4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) .9D + 1.6H + 1.3W UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service load stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 62 % oad case 2 62 % oad case 3 62 % oad case 4 62 % oad case 5 62 % oad case 6 62 % oad case 7 62 % oad case 8 62 % oad case 9 62 % oad case 10 62% oad case 11 62% oad case 16 62 % oad case 17 62 % Mu / phi*Mn 97% 84% 84% 84% 84 % 84% 84 % 76 % 77 % 90% 90% 77 % 77 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 _ UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Service deflection / L/150 10% 10 % 10% 10% 10% 10% 10% 10% 10% 10 % 10% 10% 10% A level of 100% is the maximum allowed Maximum wall reactions at service level - Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction © slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction Q footing level (plf) 1,504 356 9,501 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. — SUITE 205 — SEATTLE, WA 98115 — (206)525-7560 — FAX # (206)522-6698 JOB NO. JOB NAME P DATE 1710 244'°3 SUBJECT rf 71- SHEET(At_c OF // BY C f 4QC0/44. ,r-s4y/4/-4 � /2 '0"Re3 ?JI. s. 5 `P ,28.7; ', • ca/im asst, ri; :ter JOB # BEAM MARK: INPUT Fy = Pc = Mu = Vu = b= d = No. of tension bars = OUTPUT P 1= Ku = = p (design) = vu= vc = Av= Max.tie spcg.= Av = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET Z—OF Rev.5/13/97 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING 0.85 0.190 0.9 0.0036 0.064 0.126 0.11E • Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi-Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 &3 in.2 Max. tie spacing #3 vert. tie Iegs (or) #4 vert. tie Iegs (or) #5 vert. tie Iegs Page 1 . . ;.=2 `411.444,4ia.r ' 1< 1>j b (in.)= 24 d (in.)= 27 As(in2) * 97 UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 255 2.16 =.2/Fy p (min.) p (min.) 1910.5.1 p (max.) = Mu (k -ft) = As(in2) = 0.0214 1366 13.85 @.75 p bal 1910.3.3 p (max.) p (max.) p may be less p (design) is than p (min.) providing 1910.5.3 >= 4/3 p (per analysis) 4/24/2003 CONCBM1.XLS ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206)522-6698 1 JOB NO. JOB NAME 121+5 SUBJECT 30 g, 73 x 2 471/ 5' DATE SHEET 64('3 OF /9 .; %7 u:tr2.,ryY�4e':U, +j i�..i .' .it,J.9 d'��t '!i. Gr }'t wi:t2:}:i;,Cb�!°' .'i�, ititili aii�r, 'ter ., y �,-..4,,.E? w sv a A4i zxB.J:w i, JOB # BEAM MARK: INPUT Fy = Pc = Mu = Vu = b= d= No. of tension bars = OUTPUT i= Ku = p (design) = vu vc = Av = Max.tie spcg.= Av = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 6ttai-OF Rev.5/13/97 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING 0.85 0.382 0.9 0.0076 0.145 0.126 .2 1 ksi ksi k -ft. k in. In. Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi - Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 &3 in.2 a Max. tie spacing #3 vert. tie Iegs (or) #4 vert. tie Iegs (or) #5 vert. tie Iegs Page 1 I< >I b (in.)= 24 d (in.)= 26 As(in2) USE 4 #10: bars 97 UBC Sec. p (min.) _ Mu (k -ft) = As(in2) = 0.0033 236 2.08 =.2/Fy c© p (min.) cG0 p (min.) 1910.5.1 p (max.) = Mu (k -ft) = As(in2) = 0.0214 1266 13.34 @.75 p bal 1910.3.3 • P (max.) • p (max.) p may be less than p (min.) providing 1910.5.3 p (design) is >= 4/3 p (per analysis) -t1447`. St4IA 4/24/2003 CONCBM1.XLS ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206)522-6698 JOB NO. JOB NAME DATE SUBJECT SHEET [/' �.4j OF �^ 90 pcOCAP k3 L'o.c c/oo i 24- /0 S %0 q p; 1e- • /0 /0 /S � isy:i.;�Pr:`:t....:�5::.<w�t�,?» ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206)522-6698 JOB NO. JOB NAME /2 fT� DATE SUBJECT .e wi Yy a/0-.6 SHEET (6 :3F 1 !7p f /9.' 3. .3 3G y A -4.f 1-61' /P, / 410 ()< /2•5')5 ). -2 s. 5-63 - :';,c.��{�i�vadL,i;'�:r:+•;:h�.t5::.ii:r`ibti� r` /0 ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET Z41-( 7OF Rev.5/13/97 ***** Property of Engineers Northwest, Inc., Seattle - Use by others unlawful CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING JOB # BEAM MARK: INPUT Fy = F'c = Mu = Vu= b= d= No. of tension bars = OUTPUT Pi= Ku = = p (design) = vu vc Av = Max.tie spcg.= Av = ...................................................... 0.85 0.269 0.9 0.0052 0.043 0.126 *. NOTIES. ksi ksi k -ft. k in. in. Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi- Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 St 3 in.2 Cal Max. tie spacing #3 vert. tie Iegs (or) #4 vert. tie Iegs (or) #5 vert. tie Iegs Page 1 1‹ b (in.)= 12 d (in.)= 8 As(in2) 97 UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 =.2/Fy 1910.5.1 11 p (min.) 0.32 © p (min.) p (max.) = Mu (k -ft) = As(in2) = 0.0214 ©.75 p bal 1910.3.3 60 © p (max.) 2.05 p (max.) p may be less p (design) is than p (min.) providing 1910.5.3 >= 4/3 p (per analysis) 4/24/2003 CONCBM1.XLS z • ai2 O - 0 (.0 • 11.1 LLJX - J u j 0 2 ?- g 5 LL. < c0 iLLJ I— z 0 z u j 0- 01- wuj I 0 p: LI 0 ▪ Z • U) o • 1- z JOB # BEAM MARK: INPUT Fy = F'c = Mu = Vu= b= d= No. of tension bars = OUTPUT P 1= Ku = (6= p (design) = VU VC = Av = Max.tie spcg.= Av = ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET OcitEDF Rev.5/13/97 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * * * * * CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING 0.85 0.296 0.9 0.0058 0.090 0.126 NO TIES: ksi ksi k -ft. k in. in. Sec 1910.2.7.3 ksi Sec 1909.3.2.1 ksi ksi - Sec 1911.1.1.1 in.2/ft. in. o/c - Sec 1911.5.4.1 &3 in.2 a Max. tie spacin“ #3 vert. tie Iegs (or) #4 vert. tie Iegs (or) #5 vert. tie legs Page 1 >1 b (in.)= 36 d (in.)= 21 As(in2) =U:::::... . 7:: 97 UBC UBC Sec. p (min.) = Mu (k -ft) = As(in2) = 0.0033 =.2/Fy 1910.5.1 231 p (min.) 2.52 c p (min.) p (max.) = Mu (k -ft) = As(in2) = 0.0214 ©.75 p bal 1910.3.3 1239 @ p (max.) 16.16 @ p (max.) p may be less p (design) is than p (min.) providing 1910.5.3 >= 4/3 p (per analysis) 4/24/2003 CONCBM1.XLS re 6u 6 00 U) 0 0 111 LU ...i CO u. uj 0 ci) Z 0 Z UJ uj 0 0 C) -- C) F- ua uj 0 F- r- U- r- -- C) Ijjz 0 1— z ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206)522-6698 JOB NO. JOB NAME DATE SUBJECT SHEET CA► -i I OF BY 1411 ';7 4.4 4�1 GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE 12500 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON E-2579-44 February 20, 2003 PREPARED FOR SABEY CORPORATION f ! LF... Q.Q l°. Y I unrl ' tR�s 7 !Zq/ 2,==r? -.( 1 0.44.—z-.--asitt— 03 Raymond A. Coglas, P.E. Project Manager i (' -- — - Earth Consultants, Inc.I MAY - 2 2003 ! 136,th Place Northeast, Suite 2 1 1 L_ Bellevue, Washington 98005 ' (425) 643-3780RF!D r,!;r;i)t r ToII'Free 1-888-739-6670 r IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical -related delays, cost -overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT -SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project -specific factors. These typically include: the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity. and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, ►Host experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the dient involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the dient for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. lb help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for indusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the Togs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all -too -frequent result. To minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. Those who do not provide such access may proceed un- der the mistaken impression that simply disdaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive clauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive dauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them dosely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. Published by THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road/Suite:G106/Silver Spring, Maryland 20910/(301) 565-2733 0788/3M • TABLE OF CONTENTS E-2579-44 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 3 Surface 3 Subsurface 4 Groundwater 5 Laboratory Testing 5 DISCUSSION AND RECOMMENDATIONS 6 General 6 Slope Stability 8 Site Preparation and General Earthwork 10 Slope Fill Placement 11 Structural Fill 11 Foundations 12 Office Building Structure 12 Garage Structure 15 Permanent Retaining and Foundation Walls 16 Seismic Design Considerations 17 Slab -on -Grade Floors 18 Site Drainage 19 Modular Block Walls 20 Excavations and Slopes 20 Rockeries 21 Utility Trench Backfill 21 Pavement Areas 22 LIMITATIONS 23 Additional Services 23 Earth Consultants, (nc. ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8 Plate 9 Plate 10 Plate 11 Plate 12 Plate 13 Plate 14 Plate 15 Plate 16 Plate 17 TABLE OF CONTENTS E-2579-44 Vicinity Map Boring and Test Pit Location Plan (Office) Boring and Test Pit Location Plan (Garage) Cross Section A -A' Cross Section B -B' Cross Section C -C' Cross Section D -D' Cross Section E -E' Cross Section F -F' Cross Section G -G' Cross Section H -H' Slope FiII Placement Earth Pressure — Foundation Walls Foundation Wall Drainage and Backfill Retaining Wall Drainage and Backfill Typical Footing Subdrain Typical Utility Trench Fill Plate Al Legend Plates A2 through A103 Boring and Test Pit Logs Plates B1 through B4 Grain Size Analyses Plates B5 and B6 Atterberg Test Limits Data APPENDICES Appendix A Appendix B Field Exploration Laboratory Testing Results Earth Consultants, Inc. 0,.-3 C'., Earth Consultants, Inc. °R-troa��y (;(()U vlinicol I ingincrrti (kY )Ingitits A lit 9rnnnu'ntal Scientists (;r n )struc tion '1'c :St irs); N ICI 3t ) ! W.\l ic) us1 x' tion services Established 1975 February 20, 2003 E-2579-44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168-5121 Attention: Mr. Ralph Hagler Dear Mr. Hagler: Earth Consultants, Inc. (ECI) is pleased to submit our report titled "Geotechnical Engineering Study, Proposed INS Seattle District Office, 12500 Tukwila International Boulevard, Tukwila, Washington." This report presents the results of our field explora- tion, selective laboratory tests, and engineering analyses. In our opinion, the development is feasible from a geotechnical standpoint. The primary geotechnical considerations are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. Within the vicinity of the proposed building structure, loose to medium dense silty sand and silt fill underlain by medium dense to very dense sand and silty sand soils were encountered. In our opinion the proposed building should be supported on pile foundations. Bearing soils suitable for support of pile foundations were encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the building. Slab -on -grade construction can be considered for the lower parking level, provided the slab is supported on at least one foot of structural fill. In our opinion the proposed garage structure planned for the north end of the site can be supported on a combination of pile foundations and conventional footings. The pile foundations will be necessary throughout the easterly portions of the building footprint. The subgrade soils exposed along the cuts throughout the westerly portions of the building footprint should provide suitable support for conventional footings. Recommendations for pile foundations, conventional footings, site preparation, and other pertinent geotechnical recommendations are presented in this geotechnical study. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643-3780 FAX (425) 746-0860 Toll Free (888) 739-6670 Sabey Corporation February 20, 2003 E-2579-44 Page 2 We appreciate the opportunity to provide geotechnical services during this initial phase of project development, and we look forward to working with you in the future phases. Should you or your consultants have questions about the content of this report, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. Raymond A. Coglas, P.E. Project Manager RAC/csm Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY PROPOSED INS SEATTLE DISTRICT OFFICE TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON .1-w E-2579-44 reQQ JU 00 INTRODUCTION NLll General w w This report presents the results of the Geotechnical Engineering Study completed by Earth og 5 Consultants, Inc. (ECI) for the proposed INS Seattle District Office and associated site N development to be located along Tukwila International Boulevard in Tukwila, Washington. w The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of z this study was to explore the subsurface conditions at the site, and provide geotechnicalz oo recommendations for the proposed site development. Our services included subsurface LLI exploration, laboratory testing, engineering analysis, and preparation of this report with v co geotechnical recommendations for the proposed site development. o u� Project Description 11.134: A schematic representation of the overall site development, proposed building location, v cn and our exploratory locations are approximately as shown on the Boring and Test Pit o '— Location Plans (Plate 2 and Plate 3). The proposed building will consist of four levels of z office space with three below grade parking levels. The approximate area of the building footprint is 135,000 square feet. The finish floor elevation of the lowest garage level will be approximately elevation 94 feet. The first floor office level will have a finish floor elevation of approximately elevation 124 feet. The building construction will be Type 1 (concrete). We estimate the column Toads will be in the range of 800 to 1200 kips. Slab -on -grade loading will be relatively light, and will be on the order of 150 pounds per square foot (psf). The building excavation will require cuts on the order of twenty (20) to thirty-five (35) feet below the existing site grades. Due to the planned sixty-five (65) to seventy (70) foot offset of the building site from Tukwila International Boulevard, we anticipate there will be sufficient room to complete the building excavation using temporary slopes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 2 Cross Sections A -A' through E -E' presented on Plates 4 through 8 illustrate the approximate existing and proposed grades through the office building site. As part of the site development, a series of retaining walls will be constructed throughout the site to support the structural fill areas proposed throughout the landscaping and pavement areas of the site. Conventional cast -in-place and mechanically stabilized earth (MSE) walls are being considered for support of the fills. The wall heights will vary, and will be on the order of ten (10) to twenty-six (26) feet high at some locations. The fill areas will be primarily located to the north, south, and east of the proposed office building. Due to the undulating topography, the fill depths will vary, and in some areas will be on the order of twenty (20) to thirty (30) feet. To the north of the proposed office building site, construction of a garage structure and parking lot are planned. The approximate footprint of the parking garage structure is illustrated on Plate 3. The garage will be a two-story structure with one below grade level that will daylight to the east. The finish floor elevation of the garage will vary from approximately elevation 66 feet at the north end of the structure to approximately elevation 82 feet at the south end. The building construction will consist of reinforced concrete with an upper post -tensioned slab and a lower slab -on -grade. We estimate column loads for the garage will be on the order of 150 to 250 kips. Due to the sloping topography throughout the easterly portions of the garage footprint, the placement of fills will be required to establish the finish floor elevation. Pile foundations will be utilized for support of the garage structure where fill placement along the existing slope will be necessary. Based on the proposed cuts that will be necessary along the westerly portions of the garage structure, we anticipate competent native soils suitable for support of conventional foundations will be exposed at the subgrade elevation along the majority of the west footing line. At the north end of the garage structure, construction of a storm water detention vault below the floor slab is being considered. The detention vault foundation will be located fifteen (15) to twenty (20) feet below the garage finish floor elevation. Based on the planned excavation depths for the garage structure and detention vault, an open cut excavation should be feasible. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 3 We understand a water quality storm water detention pond will be established to the east of the proposed office building development. The Boring and Test Pit Location Plan (Plate w 2) illustrates the approximate location and configuration of the proposed pond. The pond construction will require a series of cuts and fills. The proposed cuts will be on the orderp of six feet below the existing ground surface elevation. The required fills to establish the perimeter berms at some locations will be on the order of six to eight feet. W E- U) U)w w0 If any of the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained 5 to perform a general review of the final design. u ▪ w SITE CONDITIONS z �0 Surface w • j O o The approximate existing topography in the vicinity of the proposed building site and o adjacent site development areas is represented on the Boring and Test Pit Location Plans w (Plate 2 and Plate 3). The upper west portions of the building site consist primarily of gravel roadways and temporary construction parking areas. Throughout the proposed u z office building site the topography slopes downward to the east, and is interrupted by av w relatively flat bench area along the east side of the building footprint. The sloped areas of o the site are generally inclined at grades of approximately 40 percent to 60 percent. The z height of the existing slopes throughout the proposed building site are in the range of approximately 20 feet to 40 feet. In the vicinity of the proposed garage structure, the surface conditions are generally similar to the office building site. Gravel surfaced construction roadways and a relatively level bench area are located throughout the southerly half of the site. The surface topography slopes downward to the east at grades of approximately 40 percent to 70 percent in some areas. At the time our subsurface explorations were performed (July 2000, March 2001, December 2002, and January 2003), the existing slopes located throughout the development areas of the site were observed for signs of instability and severe erosion. Based on our observations of the existing slopes, there appears to be no indications of instability. Slide scarps, tension cracks, or areas of severe erosion were not observed. During ECI's involvement at the site over the past two to three years, we have not observed signs of slope instability throughout the proposed development areas of the site. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-44 February 20, 2003 Page 4 Subsurface The subsurface conditions at the site were explored by drilling a series of borings and excavating a series of test pits at the approximate locations shown on Plates 2 and 3. Please refer to the boring and test pit logs, Plates A2 through A103 for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered in the vicinity of the proposed office building structure. Loose to medium dense silty sand and silt fill soils were observed to depths of twenty (20) to forty-five (45) feet below existing grade within the approximate footprint of the building. The majority of the existing fill will be removed as part of the excavation for the building structure. Cross Sections A -A' through E -E' (Plates 4 through 8) depict the approximate extent of the existing fill zones. It appears the existing fill may have originated from previous grading of Highway 99, and was used to fill and level the original undulating topography. Underlying the existing fill soils, medium dense to very dense silty sand and poorly graded sand with silt soils were encountered. Based on geologic mapping of the area, the sand deposits are likely associated with Advance Outwash (Qva) or possibly Ice Contact (Qvi) deposits. Recently performed deep borings suggest that the sand deposits are consistently dense below approximately Elevation 60 throughout the northern half of the building site, and approximately Elevation 50 to 60 feet throughout the southern half of the building site. The dense sand deposits are suitable for support of pile foundations. In the vicinity of the proposed garage structure at the northerly end of the site, silty sand and silt soils were encountered to varying depths below the existing grade. The deepest fill was encountered in the vicinity of Test Pit TP -103. The deep fill deposit appears to be localized and associated with an old ravine area. Underlying the fill, dense deposits of silt and silty sand were primarily encountered. Cross Sections F -F', G -G', and H -H' (Plates 9 through 11) depict the garage structure site and underlying subsurface conditions. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Groundwater E-2579-44 Page 5 Groundwater seepage was encountered at the majority of the exploration sites. The groundwater seepage level was typically observed at the contact between the fill and native soils. However, groundwater seepage was also observed within the fill deposits and at lower levels within the native deposits. The presence of groundwater seepage should be expected in the proposed building excavations. We do not anticipate groundwater seepage will adversely impact the excavation for the proposed office building structure, which will primarily be conducted within the existing fill deposits. However, measures to intercept groundwater seepage around the perimeter of the building excavation during construction will likely be necessary. Groundwater seepage should also be expected in the excavation for the garage structure. During construction, groundwater seepage should be collected and discharged into temporary interceptor trenches, and directed to an appropriate discharge location. Due to the proposed foundation wall construction for the office building and garage structures, the use of foundation wall drains and free draining backfill should be considered. The use of a geocomposite sheet drain for collecting groundwater seepage along the foundation walls can also be considered. Permanent drainage around the building structures is discussed in the Permanent Retaining and Foundation Wails and Site Drainage sections of this report. Groundwater seepage levels and the rate of seepage are not static, and fluctuations in the level and rates can be expected depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the level and rate of seepage is higher in the wetter winter months (typically October through May). Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Moisture content tests were performed on selected samples. The results of laboratory tests performed on specific samples are provided in Appendix B, or at the appropriate sample depth on the boring and test pit Togs. It is important to note that these test results may not accurately represent the overall in-situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results. ECI cannot be responsible for the interpretation of these data by others. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 6 In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen (15) days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion the proposed site development is feasible from a geotechnical perspective, provided the recommendations contained in this report are incorporated into the final design. The primary geotechnical considerations for the project are related to foundation support, temporary slope construction, fill placement and compaction, and construction of the site retaining walls. In our opinion, the proposed office building structure can be supported on piling or drilled pier foundations bearing in the dense to very dense sand and silty sand soils encountered at depths of approximately 25 to 45 feet below the proposed finish floor elevation of the office building (Elevation 94 feet). In our opinion, the building slab -on -grade can be supported a minimum of one foot of structural fill. In our opinion, the proposed garage structure located to the north of the office building can be supported on a combination of conventional footings and pile foundations. Due to the sloping topography throughout the easterly portions of the garage structure footprint, the use of pile foundations is being considered. Based on the proposed cuts that will be necessary to establish the subgrade elevation along the west side of the garage structure, competent native soil should encountered along the majority of the west footing line. The exception would be in the vicinity of Test Pit TP -103, where a deep deposit of fill was encountered. Overexcavation and replacement, or the use of pile foundations may be necessary in this area. We understand the proposed detention vault structure will be located below the garage slab at the north end of the structure. The detention vault foundation will be located approximately 15 to 20 feet below the garage slab elevation. The detention vault structure will likely be supported on a combination of conventional footings and pile foundations, and will effectively serve as the foundation for the garage structure at the northerly end of the building. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 7 In our opinion, the excavation for the proposed office building can be accomplished using an open cut with temporary slopes. The maximum excavation depth below existing site grades will be approximately 35 feet. The building site is setback approximately 65 to 70 feet from the west property line. Based on the planned excavation depths and building setback from the property line, it is our opinion construction of stable temporary slopes is feasible. Recommendations for temporary slope construction are presented in the Excavations and Slopes section of this report. The planned site development areas located primarily to the south and east of the proposed building structure will require structural fill placement and the construction of retaining walls. The walls will be up to approximately 25 feet in height, and will likely consist of cast -in-place (CIP) walls, and mechanically stabilized earth (MSE) and modular block walls. Successful placement of the fills will require that the fills be keyed -in to the existing slope surfaces. Fill placement and compaction requirements are discussed in the Site Preparation and General Earthwork section of this report. In our opinion, construction of the proposed water quality pond is feasible from a geotechnical standpoint. In our opinion, construction of the compacted berms and establishment of a soil pond liner should conform to the King County Surface Water Design Manual requirements. These requirements are provided in Chapters 5 and 6 of the 1998 Surface Water Design Manual. This report has been prepared for the exclusive use of Sabey Corporation and their representatives. The report was prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Slope Stability E-2579-44 Page 8 A slope stability analysis was performed for the purpose of assessing the stability of the temporary slopes for the building excavation. Additional stability analyses were also performed to assess the post -construction stability of the proposed fill areas where retaining wall construction is planned. The existing stability of the site was also assessed as part of our stability analysis. Based on our subsurface investigation, field observations, and numerical analysis, it is our opinion the existing slopes are stable in their present condition. During our field explorations, the existing slopes were observed for signs of instability. At the time of our field explorations, there were no signs of slope instability or areas of severe erosion observed during the summer and fall of 2000, during the winter of 2001, and recently during the 2002 — 2003 winter season. The computer program PCSTABL 6 was used to model the proposed excavations and fill areas for the construction and post -construction conditions. Cross -Sections A -A', B -B', and D -D' (Plates 4, 5, and 7) illustrate the approximate existing site topography, building and fill locations, and critical failure plane produced from the global stability analysis. Subsurface data interpreted from the field exploration has also been included on the cross sections. Soil strength parameters for the stability analyses were selected based on correlation with penetration resistance values, laboratory test results, and our past experience with similar soil conditions. For long-term post -construction seismic analysis, we included a lateral seismic coefficient of 0.20 to model the effects of a strong motion earthquake. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-44 February 20, 2003 Page 9 The results of our slope stability analysis addressing global stability indicate the following minimum factors -of -safety: Stability Analysis Section Post - Construction A -A' Static Seismic 1.8 1.2 Section Temporary - Construction B -B' Static Seismic 1.4 N/A Section Post -Construction D -D' Static Seismic 1.5 1.1 The stability analysis indicates factors -of -safety of 1.4 for the construction condition, and at least 1.5 for the static post -construction conditions. For the seismic condition using a lateral seismic coefficient of 0.20, the stability analysis indicates a factor -of -safety of at least 1.1. In our opinion, the factors -of -safety derived from the global stability analysis are acceptable. The critical failure surfaces are illustrated on the slope cross sections (Plates 4, 5, and 7). Provided the recommendations of this report are followed, it is our opinion that the risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimal. It is our opinion the proposed construction will not significantly increase the potential for soil movement. This estimate of minimal risk for significant damage does not include unforeseeable or changed conditions. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 10 Site Preparation and General Earthwork w The proposed development areas of the site should be stripped and cleared of surface Q: vegetation and other deleterious materials. In our opinion, where the deeper fills to the - o south of the proposed office building structure are planned, stripping of topsoil will not be o necessary, provided the fills are adequately keyed -in to the existing slope surface. W = ~ Existing utility pipes that are abandoned should be plugged or removed. The temporary w0 slope excavations for the building sites should be covered with plastic sheeting to protect 2 them from erosion. Recommendations for temporary slope inclinations are presented in 5 the Excavations and Slopes section of this report. w a =w The ground surface where structural fill or foundations are to be placed should be z observed by a representative of ECI. Based on the planned excavation depths for thez o proposed office building, the existing loose to medium dense silty sand and silt fill soils UJ Lti will likely be encountered at the planned building pad elevation. Due to the relatively high0 co o fines content of the fill soils, moisture sensitivity of the soils will be moderate to high. o Subgrade areas that are exposed to extended periods of precipitation will likely become w w unstable. If the subgrade becomes saturated and unstable, overexcavation of the unstable soil and replacement with structural fill or crushed rock may be necessary. z � At the location of proposed garage structure, native silty sand and silt will likely be 1 encountered in the cuts. In the vicinity of Test Pit TP -103, existing fill soils will likely be encountered in the cuts. The native soils are also moisture sensitive, and will become unstable when exposed to excessive moisture. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 11 Slope Fill Placement w The site work necessary to establish finish grades around the buildings will require a series of cuts and fills. At some locations, the proposed fills will be placed on the i; 3 existing slopes. Fills placed on the existing slopes will need to be keyed -in to the slope co W face using a series of bench excavations. Guidelines for slope fill placement are w presented on Plate 12. Prior to placing the fill, the slopes should be stripped of surface co u_ w vegetation and topsoil. As illustrated on Plate 12, a structural fill keyway should be established at the toe of the slope fill, where applicable. Throughout much of the site, / the fills placed on the existing slopes will ultimately be supported by permanent retaining ❑ structures. Subsurface drainage should be established at the interface between the w existing slope face and the new fill where groundwater seeps are present. z o Structural Fill w ❑ During dry weather, the native silty sand with gravel soils and the existing fill soils can be o considered for use as structural fill outside the building foundation areas. The soil should w w be at or near its optimum moisture content at the time of placement. At the time of our explorations, the dense to very dense silty sand with gravel soils were at or near their optimum moisture content. Successful use of the native silt and existing fill soils will iti depend on the ability of the contractor to aerate and moisture condition the soils, if necessary. Due to the moisture sensitive nature of the existing fill and native soils, a late z spring or summer grading schedule should be considered. Success of compacting the fine grained silt soils may be improved by the use of a sheepsfoot roller. ECI will work with the contractor to assess the suitability of the on-site soils for use as structural fill. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum size of four inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 12 Structural fill is defined as compacted fill placed under foundations, roadways, slabs, pavements, or other load-bearing areas. Structural fill placed under the footings for the garage structure, or other structures that will not be pile supported, should consist of crushed rock. Structural fill placed under slab -on -grade areas or non -load bearing areas should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density. The maximum dry density should be determined in accordance with ASTM Test Designation D-1557 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations In our opinion, the proposed office building structure should be supported on piling or Targe diameter piers. The proposed garage structure can be supported on a combination of conventional foundations and piling. Specific foundation recommendations for each structure are described below. Office Building Structure For purposes of this report, we have considered augercast piles and large diameter pier foundations. The following tables provide allowable capacities for augercast piles and Targe diameter piers. Augercast Piles Diameter (inches) Compression (tons) Uplift (tons) * Lateral — Free Head (tons) 0.5" 1.0" 18 62 24 4 9 24 105 31 7 14 30 160 45 10 20 * Allowable Uplift Capacity Does Not Include Weight Of The Pile Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 13 The piles should be spaced with a center to center distance of at least three diameters. For short-term wind and dynamic loading, a one-third increase in the above allowable w capacities can be assumed. The augercast piles should be embedded at least ten feet 6 into the dense to very dense silty sand and sand bearing strata. Due to the variation in o the bearing strata elevation, variable pile lengths will be necessary to achieve the co W minimum embedment into the bearing strata. Based on the proposed finish floor J = elevation of approximately elevation 94 feet, we estimate the augercast piles will range co u_ between thirty (30) feet and fifty (50) feet in length. The installation of the augercast w o piles should be observed by an ECI representative on a full-time basis. u - .J Q co The piles should be installed by a contractor with experience in the successful w installation of augercast piles. The piles should be installed with continuous -flight z F. hollow stem auger equipment specifically designed for the installation of auger placed o grout -injected piles. The grout injection point should be at the tip of the auger bit, w below the cutting teeth. The contractor should provide sufficient auger length to o extend the piles an additional ten feet beyond the anticipated pile depth, if necessary. oo 52 The installation should be sequenced such that piles are not drilled within ten feet of w w uncured piles. 1 v tLo Each pile should be drilled and completely filled with grout in an uninterrupted operation. The grout should be placed under a minimum pressure of two hundred o (200) pounds per square inch (psi) in order to ensure adequate bonding with the bearing soils. The grout pump should have an easily visible grout pressure gauge to verify adequate pressure is being obtained and a counter to allow calculation of the volume of grout pumped for each pile. The auger hoisting equipment should be capable of withdrawing the auger smoothly and at a constant rate without jumps or stops. A positive grout head of at least ten feet should be maintained at all times to prevent caving and the formation of voids. The contractor can accomplish this by slow withdrawal of the auger such that a column of grout extends at least ten feet above the auger tip. The contractor's equipment and pile installation procedures should be reviewed prior to the start of construction. The pile installation should be observed by the geotechnical engineer. The monitoring should include collecting and interpreting the installation data and verify bearing stratum elevations. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 14 Higher capacities can be achieved by the use of Targe diameter drilled piers. The following table provides recommended allowable capacities for large diameter piers. Large Diameter Piers Diameter (inches) Compression (tons) * Uplift (tons)** Lateral — Free Head (tons) 0.5" 1.0" 36 200 30 13 26 48 350 40 21 42 60 525 50 30 60 72 750 60 43- 86 * Weight of pier has been subtracted from the calculated ultimate capacity * * Uplift Capacity Does Not Include Weight Of The Pier The piers should be spaced with a center to center distance of at least three diameters. For short-term wind and dynamic loading, a one-third increase in the above allowable capacities can be assumed. The drilled pier foundations should be embedded at least fifteen (15) feet into the dense to very dense silty sand and sand bearing strata. We estimate the piers will be on the order of thirty-five (35) to fifty-five (55) feet in length, based on a finish floor elevation of approximately 94 feet. Due to the likelihood that loose soils will be encountered throughout the upper regions of the drilled pier excavations, casing of the excavations should be anticipated. The piers should be installed by a contractor with proven experience and success in the construction of large diameter pier foundations. In our opinion, at least two piers should be Toad tested to 200 percent of the design compression load. The standard procedure for static Toad testing is detailed in ASTM D 1143. The purpose of the load testing is to confirm that the design allowable load has a factor -of -safety of at least 2.0, and that settlements are within tolerable limits. Alternatives to the static Toad testing procedure outlined in ASTM D 1143 are available, and can be explored further once a piling or pier system has been selected. These alternatives include dynamic testing of the pile or pier, and eliminates the need for large reaction piles and Toad frames. ECI can prepare recommendations and guidelines for a load testing program once a pile or pier system has been selected. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 Garage Structure E-2579-44 Page 15 Due to the sloping topography within the footprint of the proposed garage structure, a combination of conventional foundations and augercast pile foundations is being considered. The augercast pile foundations will be utilized primarily along the east side of the garage structure. The allowable augercast pile capacities provided above can be considered for the garage structure pile foundations. We estimate the length of the augercast piles below the existing ground surface elevation will range between twenty (20) and twenty-five (25) feet. As previously discussed, the installation of the augercast piles will need to be observed by the geotechnical engineer to confirm that adequate embedment into the bearing strata is achieved. Conventional foundations will likely be utilized along the west side of the garage structure where cuts will be necessary to establish the foundation subgrade elevation. For foundations bearing on the medium dense to dense silty sand and silt native soils, an allowable soil bearing capacity of five thousand (5,000) pounds per square foot (psf) can be considered for design of the foundations. An ECI representative should observe the foundation soil to verify that the dense to very dense native soils are exposed at the footing elevation. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of -safety in excess of three against actual shear failure, provided the foundations are placed on the dense to very dense native soils. A one-third increase in the above allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. If loose or unstable soil conditions are encountered at the footing subgrade elevation, the soil should be overexcavated to a depth at which the dense to very dense native soils are encountered. The width of the overexcavation should extend a minimum of eighteen (18) inches beyond the edges of the foundation. Additional overexcavation beyond the edges of the footing may be necessary, and should be assessed by ECI during construction. Overexcavated foundation soil should be replaced with crushed rock. As an alternative, the overexcavated soil can be replaced with one and one half sack lean mix. Provided the foundations are installed in accordance with the recommendations contained in this report, we estimate total settlements of approximately one inch and differential settlement of approximately one half inch. Most of the anticipated settlements should occur during construction as dead Toads are applied. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 16 Lateral Toads can be resisted by friction between the base and sides of the foundations and grade beams, and by passive soil pressure acting on the face of the buried portion of w the foundations and grade beams. Resistance to lateral loads from passive earth pressures can be calculated using an equivalent fluid pressure of three hundred fifty (350) -J p pcf. To achieve adequate passive resistance, the foundations must be backfilled with o structural fill. As an alternative, the foundations can be poured neat against the W undisturbed native soil. For frictional capacity, a coefficient of 0.35 may be used for u_ w0 foundations bearing on competent native soils or granular structural fill. In our opinion, friction along the base of pile supported grade beams should be neglected, although friction can be considered along the sides of grade beams. These lateral resistance values are allowable values; a factor -of -safety of 1.5 has been included. I W Z= Footing excavations should be observed by a representative of ECL z 0 Lu Permanent Foundation and•Retaining Walls v 02 o Foundation and retaining walls should be designed to resist lateral earth pressures from w w the retained soils, and any surcharge loading. The foundation walls for the office building and garage structure will be restrained from movement by the floor diaphragms. The LI- z below grade foundation walls can be designed using a maximum earth pressure N equivalent to 25H psf, where "H" equals the height of the excavation. The 1-= recommended distribution of the earth pressure is illustrated on Plate 13. The earth z pressure value calculated as described above does not include surcharge loading due to traffic, adjacent foundations, construction loads, or any other loadings. If surcharges are to apply, they should be added to the above design lateral pressures. For passenger vehicle traffic surcharge loading, a uniform pressure of seventy (70) psf applied in a rectangular distribution should be applied to the walls, where applicable. ECI should assess surcharge loading from heavy truck traffic, if applicable. For earthquake loading, the lateral thrust can be approximated by a rectangular pressure distribution equal to six times the wall height (6H) in units of psf. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 17 For conventional cantilever retaining walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid w with a unit weight of thirty-five (35) pcf. For non -yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values - p assume the walls will be backfilled with free draining material. Surcharge loading of the walls should be added, where applicable. ECI can provide recommendations for W surcharge loading from backfill slopes or adjacent foundation loading, if necessary. As w w0 stated above, a surcharge of seventy (70) psf applied in a rectangular distribution along 2 the height of the wall can be used for passenger vehicle traffic surcharge loading. ga ¢ cn The walls should beprovided with aperforated drain = pipe and backfilled with afree- w draining material. Typical wall backfill and drainage details for foundation walls and z F_ conventional cast -in-place retaining walls are presented on Plates 14 and 15, respectively. z o The walls should be backfilled with a free draining backfill. The free -draining backfill L should extend at least eighteen (18) inches behind the wall. Use of a sheet drain such as 0 Mira -Drain 6000 or equivalent can also be considered. The remainder of the backfill o Y-2 should consist of structural fill. w w =U I— — Seismic Design Considerations t'-- z Li' to The Puget Sound region is classified as Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal (intraplate) events, z ranging in depth from fifty (50) to seventy (70) kilometers. Such deep events have exhibited no surface faulting. Weaver and Shedlock (1989) researched the probable or known source areas for the crustal, intraplate, and subduction zone earthquakes in the Washington and Oregon area. Crustal and intraplate earthquakes are the only events in Washington and Oregon in which there is a historical record. Shallow crustal earthquakes occur within the North American Plate, and typically do not exceed focal depths of approximately 20 kilometers. Intraplate earthquakes occur in the subducting Juan de Fuca plate, and typically occur below depths of forty (40) kilometers. The recent February 28, 2001 earthquake that was focused just north of Olympia, Washington was an intraplate earthquake, and had a magnitude of ML =6.8. The subduction zone earthquake, in which there is no historical record in the Washington and Oregon area, would have its source along the interface between the North American Plate and the subducting Juan de Fuca Plate. Magnitude 8 + earthquakes are thought to be possible along this interface, and would occur at depths of approximately 50 to 60 kilometers (Weaver and Shedlock, 1989). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-44 February 20, 2003 Page 18 The UBC Earthquake regulations have established a series of soil profile types that are used as a basis for seismic design of structures. Based on the encountered soil conditions, it is our opinion that soil type SD from Table 16-J of the 1997 UBC should be used for design. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be Targe total and/or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium - dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the soil and groundwater conditions observed at the site, it is our opinion that the site has a low susceptibility to liquefaction. The generally medium dense to very dense condition of the underlying native soil is the primary basis for this conclusion. In our opinion, the existing silty sand and silt fill soils also have a low susceptibility to liquefaction. Slab -on -Grade Floors Construction of a slab -on -grade floor is planned for the proposed office building structure. We understand that either a slab -on -grade or structural slab will be utilized for the garage structure. Based on the proposed finish floor elevation of approximately 94 feet, the existing silty sand and silt fill soils will likely be exposed at the subgrade elevation throughout the majority of the office building site. In our opinion, the slab -on -grade floor should be supported on at least one foot of granular structural fill. Loose or unstable subgrade soils should be stabilized prior to placing the structural fill. Overexcavation and the use of a geotextile and crushed rock can be considered for stabilizing the subgrade soils, if necessary. A four -inch capillary break consisting of a free draining poorly graded sand or gravel with Tess than 4 percent fines (percent passing the No. 200 sieve, based on the minus 3/4 -inch fraction) should be placed below the slab. In areas where slab moisture is undesirable, a vapor barrier such as a 6 -mil plastic membrane can be placed over the capillary break material. If desired, two inches of damp sand can be placed over the plastic membrane to help protect the membrane and to aid in curing of the slab. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-44 February 20, 2003 Page 19 z Site Drainage ,f- w Finish grades around the buildings must be sloped such that surface water is directed 6 = away from the buildings. During construction, surface water runoff must not be allowed _i o to stand in construction areas. Interceptor trenches should be provided along the u) W perimeter of the excavation to intercept groundwater seepage before it enters the Lu I construction area, where necessary. Loose surfaces should be sealed by compacting the CD Li. w0 surface to reduce the potential for moisture infiltration into the soils. 2 J The presence of groundwater seepage should be expected in the proposed office building N and garage structure excavations. An ECI representative should be on-site during the I w excavation phase of construction to assess groundwater conditions. If excessive z groundwater conditions are encountered, the use of sumps may be necessary to collect z o and discharge groundwater seepage from the excavations. Groundwater seepage present along temporary slopes may cause piping and erosion of the slopes. Rock ballast can be 0 0 placed in these areas to control piping and slope erosion, if necessary. o 1— w W The proposed perimeter foundation wall drains will help intercept groundwater around the 1- proposed structures. We do not anticipate additional subdrains below the building slabs t'-- z will be necessary to control groundwater seepage around the buildings. The need for Lii co o subdrains below the building slabs, however, will be assessed at the time of construction. o I As previously discussed, Plate 14 illustrates a typical foundation wall drainage detail. For z conventional shallow footings, a typical foundation drain detail is illustrated on Plate 16. Under no circumstances should roof downspout drain lines be connected to the footing or foundation wall drain systems. All roof downspouts must be separately tightlined to the site storm water system. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 20 z Modular Block Walls _ '~w AA series of mechanically stabilized earth (MSE) modular block walls will be used to 6 D support the proposed fills that will be located primarily to the north, east, and south of _i p the proposed office building. The overall height of the modular block walls will be on the order of ten (10) to twenty-six (26) feet at some locations. A design for the modular w z block walls and reinforced backfill should be completed. For purposes of designing the N u - w0 reinforced backfill, the following soil parameters can be considered: 2 gas • Soil Unit Weight 135 pcf cn d =w • Internal Angle of Friction 30 degrees i F- 0 zE- • Allowable Soil Bearing Capacity 3,000 psf W w U0 Contractor provided modular block designs should be reviewed by ECI.oD E- w w Excavations and Slopes ~ u -O z The following information is provided solely as a service to our client. Under no Li o in circumstances should this information be interpreted to mean that ECI is assuming o � responsibility for construction site safety or the contractor's activities; such responsibility z is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration, the soils observed throughout the planned excavation areas would be classified as Type C by OSHA. As such, temporary cuts in these soils should be sloped at an inclination no steeper than 1.5H:1 V (Horizontal:Vertical). ECI should observe the excavations to observe soil and groundwater conditions, and verify the OSHA soil type. ECI should review the temporary slope and grading plan and observe conditions during excavation to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA guidelines, the use of temporary shoring may be necessary. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 21 Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. w Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In any case,o water should not be allowed to flow uncontrolled over the top of slopes. co o L11 Permanently exposed slopes should be seeded with an appropriate species of vegetation w 0 to reduce erosion and improve stability of the surficial layer of soil. g J Rockeries c If rockeries are planned at the site, the construction should be in accordance with the z Associated Rockery Contractors (ARC) Guidelines. Rockeries are erosion control features,z o and are notintended to function as retaining structures. ECI should observe excavations made for rockeries, and periodically observe the rockery construction. In areas where o rockeries are placed in front of fills, the use of geogrid reinforcement within the fills may o be necessary. ECI can provide recommendations for reinforced earth fills, if necessary. w w Utility Trench Backfill u_ z Based on the soil conditions encountered at the time of our exploration, the native soils r and the majority of the existing fill soils should provide adequate support for utilities. If z remedial measures are necessary to provide adequate support for utilities, the unsuitable soils can be overexcavated and replaced with a suitable crushed rock material and pipe bedding material such as pea gravel. Recommendations for remedial measures can be provided by ECI, as necessary during construction. Utility trench backfill is a primary concern in reducing the potential for settlement in pavement areas. It is important that the utilities be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the haunches of these structures. Fill should be carefully placed and tamped to about twelve (12) inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas is presented on Plate 17. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation February 20, 2003 E-2579-44 Page 22 Pavement Areas i -w The adequacy of site pavements is related in part to the condition of the underlying Q: D subgrade. Toprovide a properly g p p y prepared subgrade for pavements, the subgrade should 0 o be treated and prepared as described in the Site Preparation and General Earthwork u) 0 section of this report. This means at least the top twelve (12) inches of the subgrade w F should be compacted to 95 percent of the maximum dry density (per ASTM D-1557). It N u_ is possible that some localized areas of soft, wet or unstable subgrade may still exist after w o this process. Therefore, a greater thickness of structural fill or crushed rock may be - needed to stabilize these localized areas. Followingpreparation of the J p p pavement N � subgrade, proofrolling of the subgrade should be observed by an ECI representative. The I W pavement subgrade should be in a firm and unyielding condition when subjected toZ x proofrolling with a loaded dump truck. z o w The following pavement section for lightly -loaded areas can be considered: D o O 52 al— • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) w w material, or • - • Two inches of AC over three inches of asphalt treated base (ATB) material. o D 1=2 Heavier truck -traffic areas will require thicker sections depending upon site usage, z pavement life and site traffic. As a general rule, the following sections can be considered for truck -trafficked areas: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one-half inches of ATB. These pavement thicknesses may be modified based on anticipated traffic Toads and frequency. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D-1557 laboratory test standard. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Sabey Corporation E-2579-44 February 20, 2003 Page 23 LIMITATIONS = 1-: ~w ce Our recommendations and conclusions are based on the site materials observed, selective D laboratory testing and engineering analyses, the design information provided to us by you, • o and our experience and engineering judgement. The conclusions and recommendations co • w are professional opinions derived in a manner consistent with that level of care andmannerIII ordinarily exercised by other members of the profession currently practicing under similar co u_ iii 0 conditions in this area. No warranty expressedor is implied. p . 2� J The recommendations submitted in this report are based upon the data obtained from the c exploratory borings and test pits. Soil and groundwater conditions between the borings, w and test pit locations may vary from those encountered. The nature and extent ofz i variations between our exploratory locations may not become evident until construction. z o If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the D a construction. o • Y2 w w Additional Services is- r- -0 We recommend that ECI be retained to perform a general review of the final design and v 00 specifications to verify that the earthwork and foundation recommendations have been o Y properly interpreted and implemented in the design and in the construction specifications. z We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing. Earth Consultants, Inc. T� S 126TH- ST v1a. N 11400 u♦1n 5T Ni s 5 124tH ST S a`TH ST FS .1_SS 1126 al 128TH ST `^ 741 I v.4' S < N' s1 128TH kve iln, , _C_..I129TH a' ST < H Y _ ? 1 / 30TH ST J/ ¢ a S-.130111 Pt. 5 S 131ST 1 '111 PL S (MIST PI 51•7 5 1200 = '- 34TH~ ST 125T}1 ` ST - s 124TH. ST'S 1 -1- .11. .. . 2�ilo � ,126 HH.ST ' ?, a y ' .S 1 CCf?HNITy :, BS Ti y( +' ' HIGHLINE' w8�i 130TH^;s .,.• --V) y''. %13t OSP N f EDT s urnT s1811ii 140TH 5 142ND p` 21D 5 144111 55 S? 3PD g j ter. Edi v, eft I1 aI S \ 145n1 SS S N, I!a _1 550I� s: 140TH ST . ST. ST LIB c:v 4000 146TH 4 3200 S 161ST ST ' S 162t1 S 16oeu' 4160TH Ulna , sir, =1 9. 9 t� Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2003 NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 1 j n:'; v . a .,t V , �/ bT � , ..� riku C Earth Consultants, Inc. Geotechnical Engineering Geology, Environmental Sciences 13 Construction Testing& IC0 / WABO Inspection Services Vicinity Map INS Building Tukwila, Washington Drwn. GLS Date Dec. 2002 Proj. No. 2579-44 Checked MGM Date 12/30/02 Plate 1 File: D03-0129 35mm Drawing #1-10 Existing Grade Final Slope Gradient 2H : 1V Max. H v� 1=III =III III= 111111= • :::�:::•• :::: �:�. III=III-III 111E- STANDARD 11 STANDARD NOTES • Slope should be stripped of topsoil and unsuitable materials prior to excavating key way or benches. • Benches will typically be equal to a dozer blade width, approximately 8 feet, but a minimum of 4 feet. • Final Slope gradient should be 2 1 (Horizontal : Vertical) Max. • Final Slope face should be densified by over -building with compacted fill and trimming back to shape or by compaction with dozer or roller. • Planting or Hydroseeding slope face with a rapid growth deep rooted vegetative mat will reduce erosion potential of slope area. "Key" • Use of pegged -in-place jute matting or geotechnical fabric will help maintain the seed and mulch in place until the root system has an opportunity to germinate. • Structural Fill should be placed in thin loose lifts not exceeding 10 inches in thickness. Each lift should be compacted to no less than the degree specified in the site preparation and Earth Work Section of this report. No additional lift should be placed until compaction is achieved. III Typical "Bench" 4 feet minimum width LEGEND Existing Grade Free draining, organic free, granular material with a maximum size of 3 inches, containing no more than 5 percent fines (silt and clay size particles passing the No. 200 mesh sieve) or other material approved by Geotechnical Engineer. Key Way Fill is same as Structural Fill described above. Key Way should minimum 2 feet deep and 6 feet wide, extending the full length of the slope face. Approximate original grade. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers. Geologists & Environmental Scientists Construction Testing & ICBG ! WABO Inspection Services SLOPE FILL PLACEMENT INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro!. No. 2579-44 Checked RAC Date 2/18/03 Plate 12 111==111= 1 UEI11-111= III111111111 III11111I H/4 Floor Diaphram '//Ill////////////////////// 44, -..-7-m /////////////III////� 'I/////////////////////// 111=III=III=III=111=III= ////i 111 -III III -111 III III NOTE: For Dynamic Thrust - Use Rectangular Distribution Equal to 6H. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 4 1 Earth Consultants, Inc. Geotechnical Engineers, Geologists & Environmental Scientists EARTH PRESSURE - FOUNDATION WALLS INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Proj. No. 2579-44 Checked RAC Date 2/18/03 Plate 13 12 inches /' I FF Elevation Varies --'gV/ (//// 18" min. v-/ STANDARD NOTES 1) Free draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent. 2) Structural Fill backfill should be free of organics, clayey soils, debris and other deleterious materials. It should be placed at or below the optimum moisture content. 3) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Drain line should be bedded on and surround with free draining 1 inch drain rock. The drain• rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 18 inches min. 3 o 1) 00 000 0 ' OO `...000z... 000 00 00000 C:10 0 0° 0 0 0°00 0 0 0 0 O Q0000 O Oo0 0°0 O 00Z)°0 00 000000 o0 °000 0°0° o° 0° 00 %0 °0O ° 0 O° 6-- O a 0 000 0 00 00 > 0 00000 000000 0 0 000 00 00000000 zoo 00°0000000 o 0o0poo°O 0°000 oO o° 00 000000 00 oQOo 000 O p0 0 ° 0 O 0 0 • • 61' 00p00.. ,0° O0 0 r 000_0.00 00 0 0 0 :4:00 0 0 00 O O 0000000 0 0 O 0 '0 ,0 %.0 • 0. •or O 0 • 0 • •O ,•• O 0 - LEGEND IIIII =1ill Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other low permeability Material 18 inches minimum of Free Draining Backfill Structural Fill Backfill 90 percent relative compaction 1 inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. I Geotechnical Engineers. Geologists & Environmental Scientists Construction Testing & ICBG / WABO Inspection Services FOUNDATION WALL DRAINAGE AND BACKFILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Prof. No. 2579-44 Checked RAC Date 2/18/03 Plate 14 Min 2" Dia. Weep Hole Min. 6" Free Draining Backfill , 7 °° 00 o 00°0o OC °OOc 0 0 o °oo o ° C • '�•• % c 800°000' 1" Drain °: Rock 0000 oC r/_ ... 12 inches IIIIIIII WEEP HOLE DETAIL STANDARD NOTES 111F-1111-911 afoot min. 4 18 inches min. o ` " 0 0voao 0 3 0 °0000 000 00 0 o 0° 0 0 0 00 0 00000 Cto 0 0 0 Q c 0 000 0:r 0000 0 0°O O°OO°p o0O 0 000°°0 00 OQ 0 0°Q 0 00 00 o0 ogao 0o0 0' O o �� O 0,40.',00 007D:00 O0 0 3 0 0000c 000000 0 A° 0 0 0°00 00°00°,Z) Ob 0 0 0 0°° o p °C1'0 00 0000 0 c o o0o°O 0 00 0 00 000000 00 0000 0%0 00 o 0 t)'-‘:244° ..°ao 0 00 0 CC • ..o •0 to" t•.• i Slope To Drain 6 inch min. 4 inch min. Diameter o a o 0 u 0 0 0tS' 0 0 0°0 O O O o O o 0° 00 00 00,00 0° Oa 00 o O p o%° 000 ° o0 0%° 000 ° 00 ori% 000 0 0 0 000 0-O 0 0 OooO 0O o° O 0 O 0°00 000 0 O 000 00o o O 0000 00 00 00 00 0 0000 000000 p 0000 00 0 0000 0 0:0°0Z3° 0 0 0°0(100 0000o0 O o 0000 0 0° 00000Oo0 000°0p00O00 0000000 a0 800°O0° 00 000 800%00°0 ° 000 80 00 0°000 a° 00 OO 0000O 0° 00 0000 0°0°0000 00 °00°00 0000 00 0 .0o° o D0Oo %0 00a ° 000 o o00 00o a0 O 000 °o 0 0 Opo ° o 00 0 00000 00 0 00 0 00 00° 0 0 000 00;0 0° 0 0000 0 0-0 po o Perforated Pipe Wrapped in Drainage Fabric ° 0000t 0 o O ° ° o no0 2 inch min. / 4 inch max. LEGEND 00 18 inch min. V Surface seal; native soil or other low permeability material. 1" Drain Rock Drain pipe; perforated or slotted rigid O PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. 12 inch min. 1' 2 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists 8 Environmental Scientists Construction Testing & ICBG / WABO Inspection Services TYPICAL FOOTING SUBDRAIN DETAIL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Pro). No. 2579-44 Checked RAC Date 2/19/03 Plate 16 i aoo 06 a 0 ° 0 Backfill Bedding LEGEND Non -Load Supporting Floor Slab or Areas4 Roadway Areas A lob 1 Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfill; Compacted On -Site Soil or Suitable Imported FiII Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557-91 (Modified Proctor), unless otherwise specified in the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Varies 1 foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists a Environmental Scientists Construction Testing & ICBG / WABO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Prof. No. 2579-44 Checked RAC Date 2/19/03 •:.• 0 00 0 ' .00 0 0 0 l; ••L t J; %.L •• '. 1 • e,;t ., .1,. .-t .-. ,J 1 -S • ;; : • ; :,c 6�:•.o �a Q Pipe -a:,..%-c) 6 b:R r a b a ° bQ"• a j;4:Qb•0 -Lic3p:,10•0: Zi f2a.d 2 °c V t0Qd9 •oo l/,•QC�O oo p°,.QC70 00• •""Q,:Vg >o o b •� •oo o•b• 1.11 00' o•b• •� •moo R. 0•✓5 6o�n•R6oS6*Q6;b:J?d8:°SV•Q6°b•`��d�of�•Q6;CjR6 9,, ,g �.'..t 1.g., , 4l•Ol,•t7 Q-P?Vl•&Atol& , 1 Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfill; Compacted On -Site Soil or Suitable Imported FiII Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557-91 (Modified Proctor), unless otherwise specified in the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Varies 1 foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Consultants, Inc. Geotechnical Engineers, Geologists a Environmental Scientists Construction Testing & ICBG / WABO Inspection Services TYPICAL UTILITY TRENCH FILL INS Building Tukwila, Washington Drwn. GLS Date Feb. 2003 Prof. No. 2579-44 Checked RAC Date 2/19/03 Plate 17 z • W WU U O COw ❑ J • LL W O 2 uQ U ❑ 2d W Z= F- I- O ZI- W ❑ O-- W 2 I- H - O z W U U F- O~ z APPENDIX A HELD EXPLORATION E-2579-44 Our field exploration was performed during May, June, and July, 2000, March 2001, December 2002, and January 2003. Subsurface conditions at the site were explored by observing a series of borings and test pit excavations. The approximate boring and test pit locations were determined from existing landmarks presented on available plans. The locations of the borings and test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring and Test Pit Location Plans, Plate 2 and Plate 3. The field exploration was continuously monitored by an engineer or geologist from our office, who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System that is presented on Plate Al, Legend. Logs of the test pits are presented in the Appendix A, Plates A2 through A103. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH ISYMBOL LETTER SYMBOL • TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than Nie 00 Sieve AndGra Gravelly Soils More Than p0% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) S d idn�r�bn GW gW Well -Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines M r M 1.1. GP gp Poorly Graded Gravels, Gravei Sand Mixtures, Little Or No Fines Gravels With Fines ( appreciable amount of fines) IliGM gm Silty Gravels, Gravel -Sand - Silt Mixtures I1 li GC gC Clayey Gravels, Gravel - Sand - Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.4 ve Clean Sand ( little or no fines) • • •' • 0., o c 0 0 n q SW SW Well -Graded Sands, Gravelly Sands, Little Or No Fines .i���;;R'"`ai: ail:% :Q.,:>'�{<«>` !::<•3F.#.!?>':::?, ::s�•• *,;� . •• .^ a<>i'�>• ::;.>. SP S p Poorly -Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) ` _' SM Sm Silty Sands. Sand - Silt Mixtures SC SC Clayey Sands, Sand - Clay Mixtures Grained Soils Than 50% Material Smaller Than No. 200 Sieve Size And Liquid Limit Arid�� Clays Less Than 50 1111 ML ml Inorganic Silts & Very Fine Sands, Rock Flour,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity / CL CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean 1 11111111 i 1 I � I 1 i 1 � 1} OL OI Organic Silts And Organic Silty Clays 01 Low Plasticity Silts Liquid Limit And0 Greater Than 5 Clays MH mh Inorganic Silts, Micaceous Or Diatomaceous Rog.More Sand Or Silty Soils CH ch Inorganic Clays 01 High Plasticity, Fat Clays. ////. � W ' t / , ,,%, OI i OtL.t Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Soils o I, or, ,or, .� 1 t, ., r, :„1 r, or pT pt Peat, Humus, Swamp Soils With High Organic Contents Topsoil ' y �',, �',, Humus And Duff Layer Fill �•�•�•�•�•��• Hiyhly Variable Constituents C qu W P pcf LL PI The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate borderline soil classification. TORVANE READING, tsf PENETROMETER READING, tsf MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX I 2" O.D. SPLIT SPOON SAMPLER 11 24" I.D. RING OR SHELBY TUBE SAMPLER iWATER OBSERVATION WELL S2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. t iwi�xluilu 11a�gk a:u�s, Goologists & uwhu+uix:nhil Sac/1161s LEGEND Proj. No.2579-44 Date Jan.2003 Plate Al Jai».'f'.'vy,^TMkri^.C� Boring Log Project Name: INS Building Sheet of 1 4 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W ° 0� No• Blows Ft. Graphic Symbol .c n d u. E a cnn rUSCS Symbol Surface Conditions: • 13 10 6 •••; •���, �•��� • •4 *a, 4 •��4 •��4 •• • iiI:1lE, :* •• • • • • :0): SM Brown silty SAND with gravel, loose to medium dense, moist to wet (Fill) -trace cobbles -becomes medium dense, moist -becomes greenish gray, medium dense -contains asphalt debris, small 1 2 3 5 s 7 8 10 12 13 14 16 17 18 19 — — — — • i�i�i •• ������ •�i�i� •���• • • `* ♦�♦ • *A. A .&15 •V VV V • • ♦t♦ • •��� • • .+::. ML Dark brown sandy SILT, loose to medium dense, moist (Fill) -contains wood debris — — SM Dark brown to black silty SAND, loose, moist to wet (Fill) -trace brick debris — — di's.!1• -al E � +) )//yl�, \�I J (Iry `uw Earth Consultants Inc. G. . iniral Fnglnf t fl G. 1.• .. & Firvlrrimx�nnil SclrntL s Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf'nrmotinn nroccnlori nn thic Inn Boring Log Project Name: INS Building Sheet of 2 4 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample r USCS Symbol 1 15 17 71 7436 •��••• ••• *44 ML Blue gray sandy SILT with gravel, medium dense, moist (Fill) 21 23 24 25 26 27 28 29 30 31 32 33 34 35 37 38 39 •• �•.4t.4 i..i 22 •• �•• aj•* •�•4*d •����� •�• •••••• SM Brown silty fine SAND, medium dense, moist (Fill) -trace small gravel — SM Brown silty fine SAND, medium dense, moist -contains poorly graded sand with silt SM Grades to brown silty SAND with gravel, medium dense, moist -scattered gravel -predominantly small gravel -becomes very dense -subangular gravels -pockets of poorly graded sand , d» . r, ,�,r, . r`jif : writ �/ \QIP J Earth Consultants Inc. G Oft tytnlral EngInernh. Ccologlszs & Fnvlmtm enral Selma -us Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A3 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmaiinn nrnocnOnri nn Ohio Iry �nw a.•x-was 2,2',N2a;-z!'r5t. 4-„ Rt ::ta?i,iMl;•u.ry�rwn.,w Yx.,_. ,�r� f �s,,�yks.ov,K, ^r; .1wM.m;a',Simi+:,.z,�..�..;:,..r.�eei�en::,e........_:,....,....,......._.,..,... Boring Log Project Name: S Building Sheet d 3 4 Job N. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor: Gregory Drilling DnAgMethod HSA Sampling Method: SPT Ground Srface Elevation: ±12« Hole Completion: ❑ Monitoring Well 0 Piezometer Abandoned, sealed with bentonb General Notes « (%) N. Blows Ft Graphic Symbol Depth Ft. Sample USCS Symbol III SM Brown silty SAND with gravel, dense, moist 40 41 -contains interbeds of poorly graded sand 42 -decrease in gravel 43 \ 44 45 SP -SM Grades to brown poorly graded SAND with silt, dense, moist 33 46 f}47 9!: } 0 48 00 4 m 35 may\ 51 :. 52 m �y« m 38 11 ��. m \5 §:/' ' ¥� 58 § B /( m § ..� g ,". hill( 2 o �. �7 $1h Consultants Inc. . Boring Log INS Building Tukwila,Washington § K¢ N. 2579-44 Dwn. GLS Date Jan. 2003 checked MGM Date 1% 1/03 Plate A4 Subsurface teelons�ded represent ourobservations at the time and l�iondthis exp or ry ,medeg,neeUgt s, analysts is an judgment. p9are not n�irepresentative o other times and locations. Wecannot accept responsibility for the use or Interpretation ¥others of infrtrmatt"n _onf art _ * �� « + % L Boring Log Project Name: INS Building Sheet of 4 4 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-201 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±120' Hole Completion: E Monitoring Well 0 Piezometer with bentonite 4 Abandoned, sealed General Notes W (%) Blows Graphic Symbol Depth Ft. Sample USCS Symbol 1 1 s D. 3 u 15 43 ,,* : SP -SM Brown poorly graded SAND with silt, dense, moist 61 _ Boring terminated at 61.5 feet below eAsting grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85, track mounted drill rig. Boring elevations based on topographic data shown on Site Plan provided by client. 1 iPs. pl: illiV ri aii.A(( itoilil Earth Consultants Inc. iwrit' \ ‘ ill VI Fu GontedtnIcallingliKtr3S, Groiotylsrs h EnvIrotipixtnhil Scitintsts Boring Log INS Building Tukwila, Washington I Proj. No. 2579-44 Dwn, GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A5 Subsurface conditions depicted r judgment. They are not necessany representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrmofinn nrocankm-fnn fhk Inn t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Iry ,,A“.•• 147: 506.54NiOaq.difiZ.Uilti N:;5,*1 z • z re 11 ....i O 0 (f)0 C1LU LUX —.3 I.— U) iv Og ° w z o z LU u j C.) O (-2 O I- 111 Lu I 0 Z • E/2 P O 1— z Boring Log Project Name: INS Building Sheet of 1 2 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-202 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite NotesGeneral 0 W No. Blows Ft. u o E 6 cn r a, ii 0 a, E en o u) E, D cn Surface Conditions: • SM Brown silty SAND with gravel, medium dense, moist (Fill) �• — •�• 1 •�.• ��i�i 2 -- -becomes black 44. ♦♦ •�.v. 4 •�.... • .44. 5 -becomes gray, becomes dense 41 •iii 6 -asphalt debris •�• •• • •• SM Dark brown silty SAND with organics, loose to medium dense, �••••• 8 -- moist (Fill) • • • 9 -contains abundant wood • • • 10 8 .. 11 ♦,♦ i -contains gravel ♦�� •• 13 { 14 SM Brown silty SAND with gravel, medium dense, moist 15 2416 -interbeds of poorly graded sand 17 1 18 0 1, U W 19 0- 0 4 8 0 ,,'►. '&i�� 0�' \111/\\ir/f f�4. 'i4 , Earth Consultants Inc. O'd"rrlcainnstrir.Ns.Grnk)tl.Ms&F.rivlrMm1nralk'IrrrrtiA Boring Log INS Building Tukwila, Washington z Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A6 Subsurface conditions depicted represent our observations at the time and loca ion of this e>)loratory hole modified by engineering tes s, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nhvmMinn nrocantari nn lhic inn Boring Log Project Name: INS Building Sheet of 2 2 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-202 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±108' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol I 1 i i 33 2826 ML Grades to SILT, dense, moist -trace interbeds of sand -trace small gravel -iron oxide staining -trace small rounded gravel -becomes blue gray -thin interbeds of poorly graded sand 21 22 23 24 25 Boring terminated at 26.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. f .n". ii �t��i1���1��it/ 11 i i . -u► Earth Consultants Inc . Cay,„k:,lF„R,, r. L�,hrtvim.,i„xlraiS il..-K Boring Log INS Building Tukwila, Washington i Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests,analysis and judgment They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of aycii" lf,:t aiititi. Boring Log Project Name: INS Building Sheet of 1 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol o' z • • SM Brown silty SAND, loose, moist to wet (Fill) ••• •1• ♦�♦ 1: • • •♦•• ••..• • ••.♦• ••..� 4 • ♦ •• 5 ML Blue gray SILT with sand, loose, wet (Fill) s :» • • -contains organic wood debris 7 -mottled •• • • • 10 ML Blue gray SILT, very loose to loose, moist to wet (Fill) 4 �•�•�� •• •• • ••... 11 • •�� • -trace slag debris ••� 12•. •��• �• 13 • •• ••�• 15 6 •i• • 16 ML Dark graysandySILT, loose, wet (Fill) : • 17 �.. -4" thick layer of slag • 18 3. •• • 19 i ,_••♦ 3. .n►,_ ,�4r,.Boring 11%���� Earth Consultants Inc. ��ll�(4.�, ,„I--aIts,R,I, h. aM,&E vI,r„entdlS +m,I1.w, 3 Log INS Building Tukwila, Washington Z n Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A8 Subsurface conditions depicted represent our observations at the time and Coca ion of this exploratory hole, modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfromoi(nn nr000nlai nn Ihic Inn iAtib}r.ri. ',2•A• 4{1 Boring Log Project Name: INS Building Sheet of 2 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-203 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol SM Dark gray to black silty SAND, loose, moist to wet (Fill) 5 •••H H N••• 21 •• -trace glass and brick debris N•• •�•• • 22 ♦••♦ ~ 23 SM Brown silty fine SAND, loose to medium dense, moist to wet 24 25 -becomes wet, light seepage at 25' 12 26 -becomes medium dense, moist 27 28 29 ::. - 3o SP -SM Grades to brown poorly graded SAND with silt, loose to medium 10 •adense, ,:::b moist 31 y:o :. e 32 '>:4 : 336. i7:a:' 34 o y11) Q a::v.:; 35 1 -becomes dense, wet to saturated 36 -light seepage at 35.5' o. .00 • 37 3 ala, • •a 38 D. ;>a:. w "`o' 39 9 3 i/Pis_ 3 iii J 9 /A. -ia►�. �1�11'`4Ii Earth Consultants Inc. Gm:Attila-alPngT1x1cIh.Grc tst,&Pnvlmmerr lSclentl. s Boring Log INS Building Tukwila, Washington Z il Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A9 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tes s, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfewnoitnn nroccniori Ohio Inn es+. r � s� a T�earn�srnewa�rrww�m, ,;&'rl?Y'.�+� *frY•+r:0. %�; �rn Prit»SA*i `-;.#;, �':0A"%i,•'•i Boring Log Project Name: INS Building Sheet of 3 3 Job No. 2579-44 Logged by: MGM Start Date: 1/14/03 Completion Date: 1/14/03 Boring No.: B-203 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer I'. Abandoned, sealed with bentonite General Notes W (%) No. BFows Graphic Symbol Depth Ft. Sample USCS Symbol t 1 , i , 40 58°` 54 . is :<>°,43 a.: o: 7i :0 '''.0 Q ' `> r:>:o o;; a :'a. ' °s:a• '::►< ' . . . : SP -SM Brown poorly graded SAND with silt, dense, moist -becomes very dense -3" interbed of silt -2" silt interbed 41 42 —. 44 45 46 47 48 49 50 51 . Boring terminated at 51.5 feet below existing grade. Perched groundwater seepage encountered at 25.0 & 35.5 feet during drilling. Boring backfilled with bentonite and cuttings. i i 46'.11, 44I $1:igk pViR Earth Consultants Inc. p/GOO4, ,,,lCUIIfl 11,.ck,et,,,kPMron,,,e,r+l,nm„l,,, Boring Log INS Building Tukwila, Washington i Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A10 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn n of,M1 nrt oonfnrd M fhkk Inn Boring Log Project Name: INS Building Sheet of 1 3 Job No. 2579-44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B-204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer VA4 Abandoned, sealed with bentonite Notes General W (%) No. Blows Ft. o 6 E, �° w d ,i u> d E rn o 6 E > vi Surface Conditions: .S. SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) ••,• ••..• ••.♦ •••.• ♦•♦ •�• -becomes blue gray, loose • •�•ii •� �••• • 4 �_ %moi 5 -becomes wet 6 ������• -trace wood and glass debris .,. • • ♦.♦ • • 9 =• • io -becomes moist to wet 6 • • -trace wood debris 11 •• -contains pockets of silt •� •���• ••���� 12 • 13 •'4 •" • 14 •� ��• •.'; . %%% 15 ML Blue gray sandy SILT, loose, moist (Fill) 7 •i�i�i • • 16 •4 • -trace wood debris 44. 17 -contains gravel • 0 jWW • w •����• 19 i il 8 0 ,,"►'. + \%Pi' f'*. 44 , �,` I vii \,I6I Earth Consultants Inc. G oltttimlydt lInglnrc n. G-ologsrs & FJIvlrMlnx`nr t Scientism; Boring Log INS Building Tukwila, Washington Z Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A11 Subsurface conditions depicted represent our observations at the time and location of this exp loratory hole, modified by engineering tes s, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfnnnoli ,n nroconlurr nn Ihic Inn La��wirt.�AN�N nriOAKSIZTOIdeiditelk Boring Log Project Name: INS Building Sheet of 2 3 Job No. 2579-44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B-204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer I':i Abandoned, sealed with bentonite General Notes W (%) No. BFows II Graphic Symbol Depth Ft. Sample USCS Symbol ••i•; SM Greenish gray silty SAND, loose, moist (Fill) 7 % •• . 21 .•.i �i.• -trace gravel • ♦+♦ �• ��� 23 — -becomes brown •• -metal debris in cuttings •.•�� 24 — 4. •� • 25 SM Brown silty SAND with gravel, loose, moist (Possible Fill) 8 •�i! • 26 -mottled ice• -contains pockets of silt :• • 28 — SM Brown silty fine SAND, medium dense, moist to wet 29 30 21 SP -SM Brown poorly graded SAND with silt, medium dense, moist 31 32 ae ' 33 — a: 34 !:. 35 26 :: f 36 a'>? :a 37 38 w •;>a ,i»'. pl. 'I4 �1i') 1 ill �iiii 8 6 0 EarthRConsultants Inc. Grrorrci,nlydl�n lnrcyr; tvs&EnVirciimrnrfl5cirnlluS Boring Log INS Building Tukwila, Washington 2 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate Al2 d Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfrvynofinn nroccnlnrl nn lhic Inn F Boring Log Project Name: INS Building . Sheet of 3 3 Job No. 2579-44 Logged by: MGM Start Date: 1/15/03 Completion Date: 1/15/03 Boring No.: B-204 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) Blows Ft. l Graphic Symbol a �; a o u E USCS Symbol I 3 4 i i i i 31 31 • < r'%:o` rd' a :::: 4. d iQ r>>°:: b 3i:;pi tp?o :: 'Q Q: A ; SP -SM Brown poorly graded SAND with silt, dense, moist -becomes water bearing 41 42 43 44 45 46 Boring terminated at 46.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during drilling. Boring backfilled with bentonite and cuttings. 9 f ,u►*. $1‘. li4W i OilA�1r��'` 111 Earth Consultants Inc. t' yr II Cxwtrd,nlcatFngln(t1n.C400gltt;&FnvJron,n nrilSeim1thit.: Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/21/03 Plate A13 Subsurface conditions depided represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of I1frwmo4.An nwct nfaf1 M %`1{Q Inn Boring Log Project Name: INS Building Sheet of 1 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer Fa Abandoned, sealed with bentonite General Notes W (%) No. BFows [Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: • ♦♦ *44— GM Gray silty GRAVEL with sand, dense, moist (Fill) 1 ••••• ,SM • i�i ♦�♦ • •• • • •�• • • • �� •• • • •♦ • iii11i • •j• • •�� • • •.+,• ♦♦ • � •••t• �•ixi ..• . •• Blue gray silty SAND with gravel, loose to medium dense, moist (Fill) -becomes dark gray -trace wood & brick debris -increase in wood debris 2 4 5 s — — i3 12 13 14 15 17 18 19 /I». ,y \ ri)) Ear, ,�411, ,i 'i'J ``I��/ Earth Consulfianis Inc. Ccxxectinlcal Enslrx.. . G-oli ttits k ttivIro Instal SelmtI n Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A14 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnr+of nroconfori nn Shia kmn F.t: 3k. T2'd",:.. �Fb.Y' VIC 4 K, anm Yt IA P; 'S. `�i',`s;:?;"M' ` y' +y-j`'`�6,�n'ngy iwt �• "iY i,-F.?t``si 4 �f'.x 4;t .?�• ?.1..>. q" ''r,...i ,,.'y.1 •'i�.�*:''r•' �w. e�',�:.M/ ` �axsnm+�s Boring Log Project Name: INS Building Sheet of 2 4 Job No. 2579-44 Logged by MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample o .2 u) E cn i i i 3 8 38 17 34 •••• i• •� • • • • • ••���� ••+•• •� 4 ML Blue gray sandy SILT with gravel, loose, moist (Fill) -trace wood debris 21 22 23• 24• — 25 :: • ♦t♦ • ' '4"• •• •.• ••• ����� • 2 • :.: • ML Dark gray to black SILT with sand, dense, moist to wet (Fill) -trace slag and glass debris -difficult drilling due to large debris in fill -metal and brick debris in cuttings 26 27 28 29 30 — — i 31 32 33 34 35 36 37 38 39 SM Brown silty SAND with gravel, medium dense, moist SM Brown silty fine SAND, dense, moist -contains pockets of poorly graded sand ,a►'. q�1 PJI' p1. 4411. +a Earth Consultants Inc. �vIJ\ rii �cyuui�cll:nstrieri,GokOtlsr.:& vIninxrnr lSclrntL�tS Boring Log INS Building Tukwila, Washington i Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A15 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nfr m thr,n nrocnnfdl nn fhic Inn '::%?r"'`".wiIviitu�i • Jv1l+i�rla V .! i arc l:..=`�.��." "7g (1n'Yi LSAv�Jr�+tii1 ��.f'�': �;;w,�t,': " ..:'�t:�'fi:?".a.�w`s Boring Log Project Name: INS Building Sheet of 3 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: 6-205 Drilling Contactor: Gregory Drilling DnAgMethod: HSA Sampling Method: SPT Ground Srface Elevation: ±98' Hole Completion: 0 Monitoring Well ❑ Pike Abandoned, sealed with bentonite General Notes W (%) Blows R Graphic Symbol Depth Ft. Sample USCS Symbol c7 SP -SM Grades to brown poorygraded SAND with S�tdense, moist 42 ' 41¢� -contains ine �So Utyfin sand A K. 2 » 4 — . 4 /©\ ® 45 - 4 /\( ° : 46 � } : : if: 47 /: »: :6. • 48 k: 4 q\a \/: 50 -dome very dense 3:: %: 5 « I. !) 54 \\ 55 -becomes gray saturated to water bearing 72 .. -increase in silt content {» 56 \ �. 57 — k• 5 § R ,. k 9v . \: 5 3. t I §Earth 8 +«p%• 444 , ( Consultants Inc. v&' 1■/WU liliCaimA_ CAtallAtitS&_m,. q_tiM Boring Log INS Building Tukwila,Washington 2 b K4 N. 2579-44 Dwn. GLS Date Feb 2003 Checked MGM Date 2/5/03. • Pat A16 Subsurface �§m■depicted represent our���ekteh time and amino af mm e4 ory ,m med engineering es is Kew§ and u�etpeyeern necessarilyrepresentative of other fm�es and |ocatiosWecannot accept responsibility for the use or interpretation by others of infewmtp.r. __onf or4 _ «I* Irv% Boring Log Project Name: INS Building Sheet of 4 4 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/28/03 Boring No.: B-205 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±98' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. FI. Graphic Symbol Depth Ft. Sample USCS Symbol • SP -SM Gray poorly graded SAND with silt, dense, water bearing 45 ° ;. 61 ° -contains pockets of silty fine sand 62 63 •><a -becomes very dense : 65 -decrease in silt content 74/11 : a -heaving sand at 65' a .:;:::; 67 7: is 0 >'0 P: 69 70 ■■ 92/11"71 • da 72 a v ' 73 74 75 88/11" 76 1 Boring terminated at 76.5 feet below existing grade. Groundwater seepage encountered at 55.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTES: Borings drilled by Gregory Drilling using a CME 85 truck -mounted drill rig. Soils description at 0 - 20 feet based on cuttings. No sample taken until 20 feet. D 3 ,01*.$», 4411. ,� wi f Earth Consultants Inc. ' lip �I11/ \aril Glowimical Engtnttets, GrologlirswEnvironmental Scitt,li,I, Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 D Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A17 Subsurface conditions depicted r judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrwn,dirtn nroccnts:A nn rhic IM esent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Boring Log Project Name: INS Building Sheet of 1 5 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.3 Abandoned, sealed with bentonite General Notes (W % No. Blows Ft. ° o f° E 6 cn o LL. E rn o j E cn Surface Conditions: • SM Dark brown silty SAND with gravel, loose, moist (Fill) L• • • • •• •••• 3 ML Gray SILT with sand, loose to medium dense, moist (Fill) • • • -becomes blue gray 9 Y •• • • SM Brown silty SAND with gravel, loose to medium dense, moist (Fill) • • 10 • •*+ • 11 •�.. 12 • •• • 13 •••;• 14 •• • 15 • 16 •�•�j • 17 •♦•♦• ••• 18 W. in ::� 19 'a ♦•♦ do'. pl. ,,il��, 45 ��en �Pi/ if f ai��� Earth Consultants Inc. minik-al 10181iwttni. GrOiO8WSk101virminenralSci lit/. s Boring Log INS Building Tukwila, Washington Z Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A18 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nfromolinn nrocantort nra thic bv, IA7 1,:1474 f!+ Boring Log Project Name: INS Building Sheet of 2 5 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ± 124' Hole Completion: ❑ Monitoring Well ■ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol •+ SM Brown silty SAND, loose, moist (Fill) •+• ♦♦ 21 + +�� -trace gravel 22 -contains pockets of silt :�:•: • • 23 +• *3- 24 25 ML Gray sandy SILT, loose to medium dense, moist (Fill) f;JjJ2627 — ♦++ •28 • ++�+t+ •+• +++++ 29 -difficult drilling from approximately 30' - 34' due to gravel and brick •+�+�+ debris in fill +++ 30 +• 31 — ••+ • 32 -- +j+j ++• 33 • • •+ 34 +•• • 35 7 ••••• +++•• 36 C. ) -no recovery •+• ••��• 37 -becomes dark gray ••••• 38 5 +• +�+�• 39 i ++•+ a i i10%.0- ink 4 jj ei fi, 3 wo, \Ilif aril a Earth Consultants Inc. GcOleChtliCallitgh i.G,o4o SP; & finvImsimetv,,Itictiol. , Boring Log INS Building Tukwila, Washington L Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A19 Subsurfaoe conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nrnemofinn rvocon/ori nn $hic Irv, b'3'7fhK.. ;f.: rc:f.i"yn4.6KcrJ tM,'rli� tt3�+}is?fl Boring Log Project Name: INS Building Sheet of 3 5 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1i1 Abandoned, sealed with bentonite General Notes W CA) No. BFows t.� Graphic Symbol Depth Ft. Sample USCS Symbol 7 7 30 45 ��� • • iii. �•• ♦• •••.*. •���� • $:: 41 42 43 44 45 4s 47 48 ML Mottled greenish gray SILT, loose, moist (Fill) -trace gravel — — •i�i�i �•• •_�� • :::• ML Dark gray sandy SILT, loose, wet (Possible Fill) -contains small gravel -trace wood debris -pockets of dark brown and black -gravel zone at 47.5 49 50 51 52 53 55 57 58 59 SM Gray silty SAND, medium dense to dense, moist -becomes saturated, dense ` , ;a>,: rcd •o SP -SM Brown poorly graded SAND with silt, dense, moist — dos. 1!1. ,ullV (r f1J \ lF, Earth Consultants Inc. cmrthltuirai rngm r . G 1Ms k FnvIronnxxnral Scitnn-,A Boring Log INS Building$1/1)\ Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A20 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infnrmofinn nrnennlerl nn fhie Inn • Boring Log Project Name: INS Building Sheet of 4 5 Job No. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 Boring No.: B-206 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. �o 0• a E in 0) 0 U E ern 66 0 G 53 a:£b a o;t:4 is<.4 Sita: 60 85/11" 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 SP -SM Brown poorly graded SAND with silt, very dense, moist Earth Consultants Inc. GtohKiltliCal 1=itghecrS, G-pktgius & I nv r nm, giI.il Scit:ntlitl Boring Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A21 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnn»nfinn nroeonforf nn Ghia Inn Vrt 1!? Boring Log Project Name: INS Building Sheet of 5 5 Job N. 2579-44 Logged by: MGM Start Date: 1/28/03 Completion Date: 1/29/03 BoringNo.: B-206 Drilling Contactor: Gregoy Drilling Drilling Method: HSA Sampling Method: SPT Ground SrfaceEe kon ±124' Hole Completion: ❑ Monitoring Well ❑ Piezometer F.4 Abandoned, sealed with bentonite eek Notes W (%) N. Blows Ft Graphic Symbol Depth Ft. Sample USCS Symbol 92/11" \ D . — SP -SM Brown poorly graded SAND with silt, very dense, moist 81 %\ �¥> \: 8 /\ 8 \. 8 . :5?.: +: /0. / 86 ): 0 ,: 87 , f\ 88 . -becomes wamrbearin� g O 9 • R , \, 90 g491° \ . . -heave in sand at 85' to 90' \ — m \»< kms\93 . 94 ° 95 84/11" • a, » 96 § ® § LIJ Boring terminated at 96.5 fee below existing grade. Groundwater see a e encountered at 50.0 and88.0 feet during drilling. Boring backfilled with bentonite and cuttings. NOTE: Soils description at 0-40 feet based on cuttings. Firstsample recovered a40fee| P ¥ +K kEarth § 'PJI C.7 4, ¥1 Consultants Inc. \r Cr:alinkg FInsinevili.GrOlott.__n_wm__ Boring Log INS Building Tukwila, Washington § R« N. 2579-44Dwn. GLS Date Feb 2003 Checked MGM Date 2/5 03 Plate A22 Subsurface conditions depicted r�tour��iosat the lm, eandl�ino of this exploratory hole, modmed me ¢n�eeAgt s, ana�apd judgment. amen necessarily representative oother [m�esand locations Wecannot accept responsibility for the use « interpretation bothers of __inn__e:6A_Ohio Inn &%& §pe Boring Log Project Name: INS Building Sheet of 1 2 Job No. 2579-44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: 6-207 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer K4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol CDc c 0 a a 0 N • •• • SM Brown silty SAND, loose, wet (Fill) i+ • S 4 • +++ _.:._. 5 11 •�::•6 ML Gray sandy SILT with gravel, medium dense, moist (Fill) •+�+�+ — ����� 7 -trace wood debris • ++i+i+ ♦++ g• + •• +���• 10 SM Reddish brown silty SAND, very loose, wet (Fill) 411 ++++++ • +i+i+ -trace gravel 12 SM Brown silty SAND, medium dense, moist to wet 13 14 15 -contains pockets of sandy silt and poorly graded sand 5016 -becomes dense to very dense -trace small gravel 17 18 5 0. D 19 a. O. !Pls. g wri/I 0 pl. 44k , �� f,w it Earth Consultants Inc. Gx>trtlrlc Fnghxxxs.Gt-ill.;h&FIWIl IIIINSW,,lk,MMM, Boring Log INS Building Tukwila, Washington z S Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A23 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmo$ir.r, nroonniori nn Thio IM i.�i�1 1i"Jil11k$d+t�4L'*'J.J'�F'if�hl�k+ 3'd Boring Log Project Name: INS Building Sheet of 2 2 Job No. 2579-44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: 6-207 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±78' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) BNoovus Ft. Graphic Symbol o. r u, Lt_ o Cr) a. E USCS Symbol SM Brown silty fine SAND with gravel, dense, moist 45 21 -mottled 22 23 24 25 -mottled 72 26 27 28 29 30 -increase in sand content 3731 -pockets of poorly graded sand 0 0 w CI.-) Boring terminated at 31.5 feet below existing grade. No groundwater encountered during drilling. Bonng backfilled with bentonite and cuttings. • a VI 8 .i» i �a'.. I/,1j, �Earth Consultants Inc. � NI \A I/ Gxxrcitnlrall'nglnet .C,colostit:&FnvlmnnknrtlScietnLus Boring Log INS Building Tukwila, Washington 2 $ Prcj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A24 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnoNnn nrneonlorl ,m 4hic l,v, i ��,"� �,..ti�::.w.�..•ad: •r��.. �.i� si:ri'i.n+lr::: Boring Log Project Name: INS Building Sheet of 1 2 Job No. 2579-44 Logged by: MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: 6-208 Drilling Contactor: Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer A Abandoned, sealed with bentonite GeneralW Notesows (%) No. Ft. t - C7 � a. E IL c it ° a �m 8 cn Surface Conditions: •�•• :• SM Brown silty SAND, loose, moist (Fill) 1• ••:•• 2 -household debris - carpet •� ••.•.• 3 �• %j$ 4 •• 5 -no recovery(possible fill ) 16 • -becomes medium dense •• 6 — i -gravel or debris zone from 6' to 7.5' •* 7 — ML Brown sandy SILT with gravel, very dense, moist 80 8 s -mottled 10 11 12 78/11" 13 -mottled 14 15 16 17 M 54 18 SM Brown silty SAND with gravel, very dense, moist 0 2 19 -mostly small gravel, mottled a -pockets of poorly graded sand 0. " O� 0 ,,,►._ M. ,,,kl, i A oto oil �� lift Ivy 611 Earth Consultants Inc. cr«w,i,ilcul Pi,R,i,etl;,«,& El w,ro,,,wn,.,l Sne„N', Boring Log INS Building Tukwila, Washington Z Proj. No. 2579-44 Dwn. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A25 Subsurface conditions depicted represent our observations at the time and location of this exploratory hose modified t f engineering tes s, analysis and judgment. They are not necessarily representative of other times and locations. We cannot acceptresponsibility for the use or Interpretation by others of nfnnholinn ►voconlorf nn fink Irv. Yfl e:�G::f tYxWLfL�iS; :rr�jW'5:1477q?a'rdMvs'�,';,^'1�1r�; Boring Log Project Name: INS Building Sheet of 2 2 Job No. 2579-44 Logged by. MGM Start Date: 1/29/03 Completion Date: 1/29/03 Boring No.: B-208 Drilling Contactor. Gregory Drilling Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: ±88' Hole Completion: ❑ Monitoring Well ❑ Piezometer l'7 Abandoned, sealed with bentonite General Notes W %j No. Blows Ft. t a E, 0 cn a. o u_ E „ a ? E cn SM Brown silty SAND with gravel, very dense, moist 21 -seepage zone at 21.5' 22 -moist to wet 57 23 ML Gray sandy SILT, very dense, moist 24 -trace laminations 25 26 27 100/4"28 -no recovery I 'a 0 B a Boring terminated at 28.0 feet below existing grade. Groundwater seepage encountered at 21.5 feet during dulling. Boring backfilled with bentonite and cuttings. 0. /IA •• Ph. "i� , 8 i�� jEarth Consultants Inc. ri,�11�/\ir1� GrAwdmIcalf'nsliverfh.G-1 ttstskDrvlmluiknr,HSCHIllhIS 0 Boring Log INS Building Tukwila, Washington Z m Proj. No. 2579-44 Dun. GLS Date Feb. 2003 Checked MGM Date 2/5/03 Plate A26 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modrried by engineenng tests,analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfAm $inn'wocanla.i M $h1 IM ,14;•4, w., •:,: .t..se —fug>Mtrn.'ft' Jost Test Pit Log Project Name: INS Building Sheet of 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -201 Excavation Contactor: NW Excavating Ground Surface Elevation: 76' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 3"- 4": grass ) ) ) 12.0•• 64 12.7 • • • • SM Dark brown silty SAND with gravel, very loose, moist (Fill) -abundant large metal, asphalt and concrete debris -24.5% fines • 1• • • • • • • • ,••.•2 —• • •_• .. • • •• • • • • • _ SP -SM Brown poorly graded SAND with silt, loose, moist G o 10 z 11 4 12 13 SP Grades to brown poorly graded SAND, loose to medium dense, moist -trace small gravel -becomes medium dense — cf I 0° 14 15 SP -SM Grades to brown poorly graded SAND with silt, medium dense, moist -contains 1"- 2" thick interbeds of silt, becomes moist to wet Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. dAis 1p 444. , killi,iiittylip Earth . inlcul FAO . Consultants . L.:mi/1 ilhil STE- Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A27 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of infra...m:44%n nrocantari rn'hie It." Wgobs*q.,Vkititl•iNedrViV5i,:trqq.;.*Afil=rtYPIft..7;,,RVWF'i`",''''4,1•YN'N'41'1,49r;,7:''VNVO0**tiM4PVAVP-• Test Pit Log Project Name: INS Building Sheet of 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -202 Excavation Contactor: NW Excavating Ground Surface Elevation: 92' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample E a Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass • � SM Dark brown silty SAND, very loose, moist (Fill) •• • • ••• 2 -contains abundant organic debris and trace plastic and metal debris • • • • 3.3 SP -SM Brown poorly graded SAND with silt, loose, moist • -11.7% fines . -becomes medium dense, 2"- 3" interbeds of silt ? e4 .: . 7 -: 8 SP Grades to brown poorly graded SAND, medium dense, moist 10 11 12 13 14 a:a:e 15 5.0 R . a W c7 16 Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. ',�►,. ���. ,��►�� �l�e� n Earth Consultants Inc. %��1►1r��litn�nlrairngtn�txtiGtktttirs&r�rvtrcHu,xivai5clty,it�+, o. Test Pit Log INS Building Tukwila, Washington w Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A28 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmofinn nruennlai nn *hie Inn .w'wWrnlviN.Ncmftwl+MwN.i a'y3fik, cq� Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -203 Excavation Contactor: NW Excavating Ground Surface Elevation: 91' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass 1 i i • • • • • SM Dark brown silty SAND, very loose, moist (Fill) -contains construction debris 1 2 3 4 iA 4 ' SP -SM Brown poorly graded SAND with silt, loose to medium dense, moist 5 6 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during mavation. 01. 444‘ 1,-11 All -Earth Consultants Inc. my/ Idiliut(......- edin. fliginet-iS, Geologists & EnvIrriiiniental Scientists Test Pit Log INS Building Tukwila, Washington i• Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A29 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of infnrrnalinn nmennfoei nn Shia Inn ' A? • .61x,vslmzrimiwolgiNaiiv4-*IN **VIM' 1.4.kau.titth. z Lu2 -J 0 00 (J)0 111 WI CO LL Wo 2 g L3<_ cn — z I-0 z i— LLI Lu • 0 O (0 O — CI I— Ui Lu • 0 I— IL 1— LIJZ— O CP - O /— z Test Pit Log Project Name: INS Building Sheet of 1 2 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -204 Excavation Contactor: NW Excavating Ground Surface Elevation: 104' Notes: General Notes W (%) o o t .n Al L a) _ n. is-, 19 cn kn o U .n s pe Surface Conditions: Depth of Topsoil & Duff 2"- 4" • ML Gray SILT, medium dense to dense, moist (Fill) i�i�i 1 -trace gravel 12.2 •S. • — • • • ♦tit -contact dipping out of slope • � • 5 SM Brown silty SAND with gravel, dense, moist (Fill) • -contains large asphalt debris Di�i� 7 •., % • i� s •iii s •i�i� -relatively flat contact 10 SM Reddish brown silty SAND, medium dense, moist 11 -contains gravel 12 10.5 13 -24.1% fines 14 — 15 16 17 18 SM Reddish brown silty SAND with gravel, medium dense to dense, moist S u U1 19 0. Q ,,,I,_ t,,,��,Test it'I1A�11�`,iii Eat C th�Consultants Inc. drnIc IFn inra:;.G-n4oeLS,hFl,vl ,m,x„raI Scientists Pit Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A30 Subsurface conditions depicted represent our observations at the time and location of this ory hole modified by engineering tes s, analysis and 1udgment. They are not necessarilyrepresentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmo+inn nrocnntnri nn $hic Inn 4 ' r P *t Test Pit Log Project Name: INS Building Sheet of 2 2 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -204 Excavation Contactor. NW Excavating Ground Surface Elevation: 104' Notes: General Notes s. Graphic Symbol o o. it E tj cn USCS Symbol 3 a 5 4 3 L 1 9 9.122 SM Reddish brown silty SAND with gravel, medium dense to dense, moist -interbeds of poorly graded sand -pockets of wet silty sand 21 23 Test pit terminated at 23.0 feet below existing grade. No groundwater encountered during excavation. 1 ail'. ctl. 4i� �1I�'�(`��r` � 1 1 , 1 Earth Consultants Inc. 7 GlaredInk-al Erishxtrm,Grokktbas&fnvlmnmenr lScitn sli Test Pit Log INS Building Tukwila, Washington 0 Prof. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A31 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nMnmr,dinn nroconiori nn ihic lave It•v' yX ;lt`i!!f51.;'bn T,L k14x1i '::;iii,{i:•tki..+�x I.W ilk +�wle yws{u:.:Iws rbi'uwtwi�.`i+�+� ;4n: fc'„av Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -205 Excavation Contactor. NW Excavating Ground Surface Elevation: 108' Notes: General Notes W (%) Graphic Symbol c 0.. n .: tj i . In USCS Symbol Surface Conditions: Depth of Topsoil & Duff 2"- 3" ••• ML Gray SILT, medium dense, moist (Fill) • • • 1 -contains abundant concrete, plastic and miscellaneous household •+,• 2 — debris • •... 3 — • ♦t♦ 21.1 . . 6 — v-s••4i ML Gray SILT, medium dense, moist (Fill) •:.• 8 • • • .ss. 11 — • , — 12 • • 13 — -pockets of dark brown organic silt 30.0 '•'•'• *44-14 •� SM Reddish brown silty SAND, medium dense, moist (Possible Fill) O a 5 D.U W 1. 1. D. 15 Test pit terminated at 15.0 feet below existing grade. No groundwater encountered during excavation. i /IP.1(4- ,,l�Test y'I�1fl,�`,;� 1 t ` Ni I Earth Consultants Inc. Cooledmlcdtmgmrrls. Geologists&FIIwMI,I,xni>,, Scientists Pit Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A32 Subsurface oonddions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrvmofinn',rmc, fort nn $I c IM Test Pit Log Project Name: INS Building f- Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -206 Excavation Contactor: NW Excavating Ground Surface Elevation: 98' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3"- 4" • • SM Brown silty SAND with gravel, loose, moist (Fill) • • • •• 2 -trace miscellaneous household debris •iii. •• 3 • •jam.. 4 • -plastic along contact •���•� 5 ML Dark brown sandy SILT, loose to medium dense, moist (Fill) • 22.6 �•�� s •7 -appears to be topsoil used as fill :• -trace plastic debris • • 9 -abundant roots along contact •���� •• •� GM Gray silty GRAVEL, loose, moist (Fill) 10 ��� SM Brown silty SAND with gravel, medium dense, moist (Fill) • • 11 ML Reddish brown sandy SILT, medium dense, moist to wet I12 SM Brown silty SAND, medium dense, moist to wet 13 9.214 -contains gravel 0 7 u L 7 Test pit terminated at 14.0 feet below existing grade. No groundwater encountered during excavation. i d» . f11, 44 . 3'IA ,4/i j Earth Consultants Inc. �1��11ii��iE1,i,nlcalrng1rxrrn.t�,& i„w,,,,e„r,l„tLr; F. Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A33 1 our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessan representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ,nfrrnviinn rwc.confori nn /hid Inn Subsurface conditions depicted �vyi,viw�µ 4: I^S:txj'tr.FX"i;';�N".L:Y. xiS ww.:..n..wcintnn++z ent Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -207 Excavation Contactor: NW Excavating Ground Surface Elevation: 88' Notes: General Notes W (%)o Graphic Symbol = • o ii o USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3"- 4" , 1 a i i J , L 8.3 19.7 • H♦ Hi• ♦•• •••H ♦• •++ NN.• • • ML Gray sandy SILT, medium dense, moist (Possible Fill) -highly fractured 1 — 2 3 4 SM Reddish brown silty SAND with gravel, medium dense to dense, moist -contained large 3' x4' boulder -30.4% fines 5 6 7 8 9 10 11 12 13 14 15 ML Brown SILT, dense, moist -massive -blocky Test pit terminated at 15.5 feet below existing grade. No groundwater encountered during excavation. [ a 3 A/P. Ph• 4411‘ ��1r�i�,��1 Earth Consultants Inc. q11;/ / CcxHrclinlralInti G-n4ot1sIshFnvimnnxenralSNrnil:,rS Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A34 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrnnolinn nroconlo,l nn lhic Inn "NW' Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -208 Excavation Contactor NW Excavating Ground Surface Elevation: 95' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3"- 4" I s 27.7 ML Mottled brown and gray SILT, medium dense, moist (Possible Colluvium) -highly fractured -appears disturbed -more intact at 3.5' -contains cobbles and boulders -very Targe boulder along contact 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ML Dark brown SILT with organics, medium dense, moist (Possible Colluvium) SM Gray silty,SAND with gravel, medium dense, wet -contains angular silt clasts Test pit terminated at 17.0 feet below existing grade. No groundwater encountered during excavation. �' Jo.. el wit/ p, 441V t `�ai 1vI/ Nurii Earth Consultants Inc. rc:arclmh:dlFn rem;. GenInsistsRFiivlrrnmenrllticlrniLus Test Pit Log INS Building Tukwila, Washington 3 Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A35 Subsurface conditions depicted judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of of wmolinn nrocenleri iv. /hie Inn t our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -209 Excavation Contactor: NW Excavating Ground Surface Elevation: 82' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass ••• SM Dark brown silty SAND, loose, moist (Fill) • •�• 1 ♦�♦ — -abundant Targe blocks of concrete and asphalt • 2 -trace wood debris • • 10.8 .��� 3 • •.•.. ML Reddish brown SILT, medium dense, moist (Fill) ♦• • 4 SM Brown silty SAND, medium dense, moist 5 -contains pockets / interbeds of poorly graded sand and silt 6 -buried pipe at 8.5' but appears to be in old trench line 8 ?> SP -SM Gray poorly graded SAND with silt and gravel, loose to medium dense, v; 9 — moist '' . 10 SM Brown silty SAND, medium dense, moist 11 12 -contains interbeds of silty sand and poorly graded sand 13 14 15 .` SP Brown poorly graded SAND, loose to medium dense, moist 3 a 3 1 3 L i 1 3 1s Test pit terminated at 16.0 feet below existing grade. No groundwater encountered during excavation. ci AO'.� hi II 1 ` 1 ih• 44IV Ivy `1 Earth G ConsultantsInc. o4edtnkalr'n 1tiems. CcologFas &Piwltn„t,xt,ral Scirnt6ts Test Pit Log INS Building Tukwila, Washington W Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A36 t our observations at the time and location of this exploratory hoe, modified by engineering tests, analysis and judgment. They are not necessari representative of other times and locations We cannot accept responsibility for the use or interpretation by others of tnfivtnafi.n ►roconlorl nn Ihie Inn Subsurface conditions depicted Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -210 Excavation Contactor NW Excavating Ground Surface Elevation: 94' Notes: General Notes W (ye) 2 2 fa°. E -F- 2 a 6-2 EL USCS Symbol Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass 11.0 • • • • • • • • • • • •••• • • • • • • • • • • • 04: 2 1 , '' 4 5 6 ML Brown SILT, loose, moist (Fill) • . • • •• • • • • • •• • • * • * • • • • • • • • •••••• ...... SM Reddish brown silty SAND with gravel, medium dense, moist (Fill) k et- e.. . SP -SM Brown poorly graded SAND with silt, medium dense, moist Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. di's. (A. 447 ilieli : i,11 1 midi N IvyfivNtik i Earth Consultants Inc. c.:0•Kinik-oi vioncvni, crxiiogisti & Environmental tiCklitISTS Test Pit Log INS Building Tukvvila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A37 ., Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judcjrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of onfewynotinn nmconfraeir.n *sic Inn •Livrdt.4& 7'tsrttrttt'Itvtltttt.VVWtVIY.e.L7etir.\tssvt0.4::.:l:AnsrtM‘Jrx'ltst4,p•sr.tatt•sk:ZitiatSy's, e - ,•,ssateset ;;,Vs z L; • U•12 6 0 O 0 w a U) 11J W —JI - Q u Wo u < w y Z 0 Z I - 11J w D 0 0 52 w u. ta a; z 5'- z Test Pit Log Project Name: INS Building Sheet of 1 1 Job No. 2579-44 Logged by. MGM Date: 11/29/02 Test Pit No.: TP -211 Excavation Contactor. NW Excavating Ground Surface Elevation: 98' Notes: General Notes W (%) Graphic Symbol s a o iio USCS Symbol Surface Conditions: Depth of Topsoil & Duff 3"- 4" iJj1fi1EML Brown SILT with sand and gravel, loose, wet (Fill) ♦�•♦ • • • • AV �� i s ML Blue gray SILT, medium dense, moist (Fill) • •• •�ii -bricks in fill ••� �• -large blocks of concrete s SM Brown silty SAND, loose tv medium dense, moist • • -concrete, garden hose in fill • • { j SM Brown silty SAND, medium dense, moist, pockets of poorly graded 12 \sand 3 s i i u Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. 1 s 3 a dl's. nitil('���oilii 1 ih• 4/11V Earth Consultants Inc. Gtoweiink:al172,81 ,,Golostus&Fhvimnw.taisct'" Test Pit Log INS Building Tukwila, Washington 5 Proj. No. 2579-44 Dwn. GLS , Date Jan. 2003 Checked MGM Date 1/2/03 Plate A38 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests,analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of mfivrnolir.n rvnconiorl nn Ihie Inn Test Pit Log Project Name: INS Building 3 Sheet of 1 1 Job No. 2579-44 Logged by: MGM Date: 11/29/02 Test Pit No.: TP -212 Excavation Contactor: NW Excavating Ground Surface Elevation: 70' Notes: General Notes Graphic Symbol Depth Ft. Sample I v a n n Surface Conditions: Depth of Topsoil & Sod 2"- 3": sparse grass s I i i 3 •�•� •:::• ��� • SM Dark brown silty SAND, very loose, moist (Fill) -concrete debris 1 — >: is a.: cr.:. . 2 SP -SM Brown poorly graded SAND with silt, loose, moist . — 3 4 Test pit terminated at 4.0 feet below existing grade. No groundwater encountered during excavation. F /Os. P�• ,u► . 9; Ohl f ��r�i�, Earth Consultants Inc. J c -A-Rechnirai nionstrn;, c, oiow r. EnvIKxnlxnl it Scir.INl Test Pit Log INS Building Tukwila, Washington Proj. No. 2579-44 Dwn. GLS Date Jan. 2003 Checked MGM Date 1/2/03 Plate A39 Subsurface conditions depictedrt our observations at the time and Iota ion of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarilyesentative of other times and locations. We cannot accept responsibility for the use or interpretation by others of snfn mofinn nrno nand nn Ihie Inn Boring Log _ Project Name: International Corporate Campus East _ Sheet of 1 4 Job No. - 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 6-101 Drilling Contactor: Associated Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No.Surface glows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Conditions: Gravel Parking Lot SM (Crushed Rock Surface to 6") • Brown to gray silty fine to medium SAND with gravel, loose, moist to • • 1 wet (Fill) • 2 — i ♦♦ • • • 3 — . •�.•• 4 —, • • • • 5 53/6" • • • 6 ♦♦ • *• 44; • 7 — ♦�♦ 8 — AA .�� 9 ML Gray SILT or CLAY, medium dense, wet, medium plasticity (Fill) ♦♦ • __ _, 10 • 18 • • ♦♦ 11 • • 12 — • ����• •• 13 — • • 15 19 �,�.• 16 • ••4 • •• 17 — i �. . • ♦�♦ • • ♦�♦ 19 a. ..4*.. 53 d1' 3 'W)/' n ., 0, 44w. ova VI/ \t // Earth Consultants Inc. GootitcitnIcel Fngimmni, Gcnkogtsn & Fnvtmnnx:nral Sc mrts s Boring Log International Corporate Campus East Tukwila, Washington z $ Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate.A40 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrn•+o/inn nroaon/oi1 nn thla live uu?rc*?r atr�tne;r 17, x' Boring Log Protect Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) BIo°ws Ft Graphic Symbol a w " n o o USCS Symbol 20 39 66 •� ♦♦ • 4 . •i• • : • + • •• • •% •:+ ' • •���� • ••' 21 23 24 25 26 27 28— 29 30 31 ML Gray SILT, medium dense, moist to wet (Fill) -some slight organics -shelby tube - -gray silty sand, possible fill/native contact — — 1 — 32 33 34 35 36 37 38 39 ML Gray SILT, medium dense, moist (Native) SM Brown silty ,SAND with occasional poorly graded sand interbeds, dense, moist to wet .i«.p�, _��►>�. �y`n, 01;;(10, \%4U Earth Consultants Inc. Q oft ,nICal PnglnMA & s. GcologIRFnVIIMIItt fVi1I Sclrnft$ Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A41 Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole, modified by engineering tests, analysis and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nfr,rm inn ..^4nr1 nn Ihio Inn •16��i...o:�....���':ii�i�Ac..�w'x....:..err�..ua ^r,�; �.i Yty�r•�;:a?� !7;s:a=�•��a°a,'4�'FG�s°:':4���:,ttta`h1�!�".-���"o�d`a� Boring Log _ Protect Name: International Corporate Campus East Sheet of 3 4 Job No. ' 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol a " n. o "- E in USCS Symbol F 1 i 4s 24 27 50/4" SM Brown silty SAND grading to brown SILT, dense, moist to wet -possible groundwater seepage 41 42 43 44 — ML Brown silty CLAY with silty sand interbeds, dense, moist to wet, trace organics 46 47 48 49 5o 51 52 53 54 55 SM Gray silty SAND grading to plastic SILT/CLAY, dense, wet, with sandy interbeds • — — — ML Brown SILT/CLAY dense, wet, grading to silty SAND, dense, moist to wet ' 56 57 58 59 3 ►�_� i \II�1 Ear• 44��. f ,r/�lnim Earth Consultants Inc. ` J <<� 1 pinects,C oSsis&F•nNmnnxenralSdrnt1. Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A42 Subsurface conditions depicted represent our observations at the time and lova ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative o other times and locations. We cannot accept responsibility for the use or interpretation by others of nfmmvoilnn nraconIorl nn •hie Inn rN�Fjtl:��:.^•�iai_i.�'a..��il?as���:w�k b i4`jJ A`,'Ke:Sk`,.'�nth't+.ute!C•.'rywt.. I Boring Log - Project Name: International Corporate Campus East Sheet of 4 4 Job No. . 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 6-101 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 128' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 2 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i 70/6" : ` . SM Brown/gray silty SAND, very dense, moist to wet Boring terminated at 60.5 feet below existing grade. Groundwater seepage encountered at 40.0 feet during dnlling. Boring backfilled with cuttings and bentonite. ,ufs_ lati AI, s A� r`��f Earth Consultants f wil J \ J/ \ii`Ij Gc:ocrcimIcalFngn( Gaologlytsk Inc. FAN mnnlentalSctttr xs Boring Log International Corporate Campus East Tukwila, Washington i Pro). No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A43 Subsurface condtlons depicted represent our observatlons at the time and location of this exploratory hole modified by engineering tests, anatysls and �udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nm+ollnn nroconforl nn thio Inn LKf.wrPc 'r.Myy2F�1,"1!}.K'.f�F'C^•nt,Pts;7fir•!':v'"b'+J1H`",17';}!l•C `?iu'.a•;�. v'nt:ate.r.:Ni".P,;t,',c�, rii'i.v y}nr tl:?tpf f: Y's,!Fih;?ti`,dryvitt+"i{= � Sm4?�i'i:!fY;Ll�. a+�.G. Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. - 2579-31 Logged by; RAC Start Date: 1/26/01 Completion Date: _ 1/26/01 Boring No.: B-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer Abandoned, sealed with bentonite General Notes W (%) No Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Gravel Parking Lot 54 12 33 ��•4, �� • • ���4 o • . • • .,.,.,•• • • • • • A ►• 'W.'• r�•����i ���� • • i�i�i 4 •iii ►���• $ ����: 4 o•������ � �����o . �� �•o ►��♦ SM Gray black silty SAND with gravel (Fill) 6 ■■ 8 12 13 16 17 ML Green SILT/SAND, medium dense, moist -gray sand with silt . 1 do'.h, 44IV ki1/(.1410.10 Earth Consultants Inc. kn)oral ,dtnnn CcOf,dtnlralFi1$1n eys Grobgl FnNm, Boring Log International Corporate Campus East,Tukwila, Washington ' Proj. No. 2579-31 3 Dwn. GLS • Date April 2001 Checked RAC 1 Date 4/10/01 Plate A44 Subsurface conditions depicted represent our observations at the time and iota Ion of this exploratory hole modified by engineering tests, analysis and �udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of fnm+efinn nrnconlal nn fh10 Inn • t4 :W;;rr` NFI:nx 1`511112` rr- Boring Log Project Name: - International Corporate Campus East Sheet of 2 4 Job No. . 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 8-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: Cl Monitoring Well ❑ Plezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. s Blows `—' o O. .n_ F u'i .c °1 • a E 0 N USCS Symbol i • 14 15 19 ��� i ��i�i •���� •ii• ♦♦ •�� • • • ������ • • • . : • •• ���' • •: � , , 4 •�� • ♦� • • 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 ML Gray sand SILT with gravel, medium dense, moist to wet with trace organics Gill) -shelby tube sampler -becomes-stiff — ____ — — — — — — — — — i• , ( Earth Consultants Inc. \\up Ili, WiFy Com:clink-alFngmrrmi,Ccnbgtsi;AEnvironment-Al Sctioisrs Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A45 Subsurface conditions depicted represent our observations at the time and Ioca Ion of this exploratory hole, modified by engineering tests, analysis and Lodgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of rni-rwm.irw nroonnlorl nn +hie Iry Boring Log _ Project Name: International Corporate Campus East Sheet of 3 4 Job No. " 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: B-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol d u: E o to USCS Symbol i 1 r • . 1341 54 53/6" 60 SM Gray silty SAND grading to sandy SILT, medium dense, moist with ocassional gravel (Native) -becomes brown silty sand, dense, moist to wet -becomes very dense 42 — 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 1 — — — — JO'. ����1 F)/ 0- 4411% n/ Nliff \`iFi) Earth Consultants Inc. GaoredmicalPngineCIM.CTc gts&Fnvlr[xinirnral5cirnrlim Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 PlateA46 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfmrmo/inn nruconlcrl nn +hlo Inn iU9i' •;� :s ,...Y�rtrm�firt:+�MtevXJtlw1 r3f?2�Y� Y3;."t,gf 4 Boring Log Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579-31 Logged by: RAC Start Date: 1/26/01 Completion Date: 1/26/01 Boring No.: 13-102 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: _ SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 0 Abandoned, sealed General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i 5 5 D 2 O.O. 66 1111111 ML Brown SAND with silt, very dense, damp _ Boring terminated at 60.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. .��►•_ . 4111%. ,�,� Earth Consultants Inc. 8 ' rp N1gJ!'i 1/ C o tdmlcalFnglnects.CR:ob(As$&FnvlmnnxrnralSilt:mists Boring Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A47 Subsurface conditions depicted represent our observations at the time and Ioca fon of this exploratory hole, modified by engineering tests, analysis and 1udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nf,s mottnn nroconfori nn Odic kn Si Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -101 Excavation Contactor. Schwindt Ground Surface Elevation: 86' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Graded Slope • SP Gray silty fine to medium SAND with gravel, loose to possibly medium •����� 1 — dense, moist (Fill) i• — • • -some sloughing of fill from 2:1 slope above • •sS 6- - SM (Organic layer - Native Surface Horizon) Light brown silty fine to medium SAND with gravel, medium dense, moist to wet 8 — 10 -becomes dense, increasing silt content • — 11 ML Light brown SILT, dense, moist 12 13 14 -increasing plasticity, hard 15 16 aL 1 17 Test pit terminated at 17.0 feet below existing grade. No groundwater encountered during excavation. s ,P._dal" �+� ids 411 �� jd% \ ru Earth Consultants Inc. GcntrclInIral Fnginrt:+b. Ct:ok>gttiA k FnvIrrom :nral Scit7ufu i Test Pit Log International Corporate Campus East Tukwila, Washington W Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A48 Subsurface conations depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlr.rmotinn rwocontort nn thio Ir+n yi'd'?( TX,y?` '' ,a»:., r.yT. •� , r- a!;v!n •'lt. ti x ;hunt!-, �;r xu4,+q;r „k,;>ir f,:', �4 :iA4,+ rr A,I V +.p . Lii m r r r r '� is .WtK�f,. , , �r'?SY.':¢ J'CA'� �'• i.A,•:,.k": �`fr-.q.w�..,...�.:!''r":/.,p;; fiv.+.:..ew� wa:a.. -$e. r t }.�`.: `1r',�.':t �?YS '��' .: i ' .,+. nr.o ... {ir�....a..d.,....o.:. M,� Test Pit Log Project Name: International Corporate Campus East Sheet of 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -102 Excavation Contactor: Schwindt Ground Surface Elevation: 92' Notes: General Notes W92 (%) 2 2 (.7 CO CO ° c0 Surface Conditions: SM Brown silty fine to medium SAND with gravel, medium dense to dense, moist (Till) 2 — 3 — -becomes dense to very dense, moist 4 5— • -becomes light brown to gray, very dense, moist 8 9 — -light seepage -6" standing water in bottom of hole after 90 minutes 10 11 — D LI. 3 al CI. l, 12 Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered at 10.0 feet during excavation. . /Os- $4. •i'411 0( 0( I- yo/19 8 wOt N Ulf \‘41 GromitnIc-al Earth Consultants Inc. En gInthls, CcologIsm & EnvIronmenral Sclmtlits Test Pit Log International Corporate Campus East Tukwila, Washington a. Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC " " " - " " Date 4/10/01 ••., . , - - • L _. Plate A49 .. —I... ...I Subsurface conditions depicted represent our observations at e time and oca lon ot tilis expioratory note moaniea D enguneeringndiy judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnrm•alInn nrocanItoel nn Olio Inn 74‘.:•.!'/Jk s'"-;••• Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -103 Excavation Contactor: Schwindt 1 Ground Surface Elevation: 86' Notes: General Notes W (°k) Graphic Symbol w E o co CO USCS Symbol Surface Conditions: ••�•�• ••:�:�: ••, •••••• •• . •���• •�+�4 ••♦ • ���••• • x.4.4 ••• •:• ••ii• iiia• �+4 ♦�• ♦♦ • %i ^ �•�•� . ••.S, *••�•� ii•� ♦♦ -•13 •••• •4•.• •••• •••' •••••• •••• ••••• ••• •••;• ••••• •••••• ••• •�• • •.$ •:�:�• ••♦ SM Gray to black silty fine to medium SAND, heavy organics, loose, moist (Fill) -organic layer - sticks and branches -continued fill, silty sand with considerable organics - -loose, organics . -large concrete fragments, 18"x18"x48" -continued gray fill, concrete rubble and organics . -12" concrete storm line, possible Tight seepage, possible contact Test pit terminated at 19.5 feet below existing grade Groundwater seepage encountered at 18.0 feet during excavation. 1 2 3 4 — — — 5 6 — — 7 8 9 10 11 12 14 15 16 17 19 — — — — — — — — — — ,u►•. 04. 4 411 �i Earth Consultants Inc.International c.)„, 0011th Fivin .. GMINIsIS k Envim imennfi SCIrnH.iri tIlli \ v1/\3.J// Test Pit Log Corporate Campus East Tukwila, Washington i Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A50 Subsurface conditions depicted represent our observations at the time and iota ion of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nImmo/inn reacts//hie Inn anis: ��r:;t.',<A•s�ttcr arwc�nln+M+.+..4r+j.•,.nerx+�tYt"i77!q+'•� t�� n“+r v.v�n?x Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 - Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No.: TP -104 Excavation Contactor: Schwindt Ground Surface Elevation: 82' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: SM Light brown to gray silty fine to medium SAND, loose, moist (Fill) *44 • • ML Light brown SILT, medium dense to dense, moist (Native) 2 3 . 4 -some gravel interbeds 5 6 7 8 9 ML Gray SILT and SILT with sand, dense to very dense, moist - 10 -seepage at 10', light to moderate seepage 11 12 13 14 -continued gray silt and sandy silt, very dense 15 16 -increased plasticity, hard 17 3 i18 3 J 2 Testg grade. Groundwater pit terminated at 18.0 feet below ex stin seepage encountered at 10.0 feet during excavation. i idAl'-, 3 E Oh / Iv ,iik �`,����III Earth Consultants Inc. Geon.clmica! FnglnMs.Crnk2gl�nkFnNmnnkmmlSclrntl.Is Test Pit Log International Corporate Campus East Tukwila, Washington u Prof. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A51 Subsurface conditions depicted represent our observations at the time and Ioca Ion of this exploratory hole modined by engineering tests, anaIysfs and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnrm tinn rv000nlorl nn *hie Inn 'fllyt:Yrr-3�vk5J"c'; �z�x; s•e;t:> rr+; Kr,:�,z 'f,r'dywRpro;•{;f :�i Ari �'�:'MF! Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 3/8/01 Test Pit No,: TP -105 Excavation Contactor: Schwindt Ground Surface Elevation: 66' Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: - . 1 2 3 4 5 6 7 8 9 10 11 12 SM Light brown silty fine'to medium SAND with gravel, medium dense to dense, moist -very dense - till -difficult digging 9 -continued very dense - till -very dense Test pit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation. .0►'. ���,-��►>�� 40)1;(isdo �Earth Consultants Inc. Gc:arclinli Fn¢Snrci,. nsists k F Mmnnxrnr,�l tidtyitt�r; Test Pit Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date April 2001 Checked RAC Date 4/10/01 Plate A52 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrm�/inn nr000nlorl nn Ohio Inn tiv 7rX?'i4r4'.u:�t.`,t: mxi't uJ'rrlt Ir. Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer 1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol cnc m 2 0 0 0. z 0 cn Y1 •�.:.. SM Brown to black silty fine to medium SAND, medium dense, moist (Fill) _i_f_� 22.0 •*i•�• ML Brown sandy SILT, medium dense, moist (Fill) 16 ,., • •:4_• 14.6� SM Brown silty fine to medium SAND, medium dense, moist (Fill) 15 •SS • • •�,�• ike 25.3 ��• ML Brown sandy SILT, medium dense, moist (Fill) 17 ����• *tot. •9 -contains fine gravel 16.0 10 SM Brown silty fine to medium SAND, medium dense, moist to wet 21 (Weathered Glacial Till) 11 12— — 'r: 13 14 . 15.9 15 -becomes gray and wet, light seepage at 15' 22 16 17 B 18 0 a iu0 19 -becomes very dense isAci-14'n.,:iliiiiEarth Consultants Inc. 8 Ir/ \f!, \Air,/ Gd,nlraiFngtn s.0 okxiI.shFnvlmnnknrflSO.:mti+ti 2 Boring Log International Corporate Campus East Tukwila, Washington s Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 PlateA53 Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole modified by engineenng tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrnnolinn nroeonfo.4 nn *hie Inn Boring Log Project Name: • International Corporate Campus East w u N Sheet of 2 2 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-1 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: _ SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer E4 Abandoned, sealed with bentonite General Notes W i�'j No11 Blows Ft. Graphic Symbol LL• 0.. ci u) USCS Symbol LL=51 PL=25 P1=26 9.1 9.4 19.0rjJ 50/5.5" 82/10" 74 . SM Gray silty fine to medium SAND, very dense, moist (Glacial Till) -contains trace gravel -contains gravel 21 22 23 24 25 26 27 28 29 30 31 A CH Gray fat CLAY, hard, moist Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 feet during dnlling. Boring backfilled with bentonite and cuttings. NOTE: Elevations estimated from Site Plan provided by Client. • dot'. Al: ,u►l. �� �iEarth Consultants Inc. G-oiogtsas & Fnnnxtnral Sctrnrbn wrf/'' I1 N` r,/ Gc orrdlnkal Fnglnr:na Nm Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A54 a. judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of .1!:,•';'1' n/r�mnofinn rvoeonioel rM }hie Inn 4Wi«•r.L'?'+`.'�rA;.0•4•,•T.�':A4,421: 7 fia98 SSi1yX5C'4hea v.11fii. .... . �arnavS Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 . Boring No.: B-2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer rAi Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 0) 0 z 16.5 `'H` SM Brown to black silty fine to medium SAND, medium dense, moist • ••• (Fill) 1 ♦•v N 2 ♦♦ • •• 3 •-• • 4 •HN •H••, ♦♦ , 15.9 5 SM Brown silty fine SAND, medium dense, moist (Glacial Till) 23 6 7 -mottled 8 9 10 9.7 -medium dense to coarse grained sand with gravel, very dense 84 11 -iron oxide stained 12 — 13 14 9.9 15 -becomes gray fine grained sand with gravel 69 16 17 3 18 a 3. u 19 1 9 .u►•. N �� i3 �(M)' ih: ,1411, A, \' vJ/\,.F►) Earth Consultants Inc. Gco drnkcalFngInn:mS,CeMngNn&Fnvlmnnirnr,flSclr ibis Boring Log International Corporate Campus East Tukwila, Washington z oco Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A55 Subsurface conditions depicted represent our observations at the time and Ioca ion of this a ploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of ranrrnolinn rvoconfori nn Il+ic Inn �E}P"ariLwPt Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor. Gregory Drilling Method: HSA ._ Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol 'Itc `' 5. o "- al vn USCS Symbol 12.7 SM Gray silty fine SAND, dense, moist (Glacial Till) 38 21 ML Gray SILT, dense, moist 22 23 24 20.2 25 34 26 27 28 29 LL=33 PL=23 19.5 ,7// 30 CL Grades to gray lean CLAY, hard, moist PI=10 45 31 32 33 34 21.7 35 -becomes very dense 60 36 37 3 a 38 39 L 33. A 9 ri c� E L., ,u►.. �I lip AV 441V IYC�4 N ill, Nay Earth Consultants Inc. Caorrchnlrai Fnstrier's. C,:ologtw$ & FnvImnn enral ticlenrbus Boring Log International Corporate Campus East Tukwila, Washington z a Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A56 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis d an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnnnollnn nrmonfor4 nn fl -tie Inn r EM CRfP'f.1Hi0n5 ,t a4kt�i'Rf;d#'(ir7!:vc�-iP�1T.`��': r�`:..t• 11 l<^ Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: &2 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: El Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Ft.go; Graphic Symbol Depth FL Sample USCS Symbol 24.1 ML Gray SILT, dense, moist 47 41 42 43 44 26.3 45 -becomes medium dense 23 46 47 48 49 26.7 50 -contains very fine grained sand laminations 25 51 52 -- 53 54 26.3 55 -becomes dense 31 56 57 3 a 58 9. u 59 7 D. A 3 i ,iA►_ ph: 44 , 4 e, wfji Num virll Earth Consultants Inc. QaarclinIt-al F.nghxras.Geo4ostsnl4Fnvtmnnxenralk:lr fists 1 Boring Log International Corporate Campus East Tukwila, Washington D Proj. No. 2579-31 n_ Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A57 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrr++afinn nroconforl nn fhic Inn ylt'r"rRtt•2wlt�i ��Y,;'.„r' k�. Boring Log Protect Name: International Corporate Campus East Sheet of 4 4 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/24/00 Boring No.: B-2 Drilling Contactor: Gregory Drilling Method:• HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol w w o E in USCS Symbol 25.1 ML Gray SILT, medium dense, moist 22 61 62 63 64 25.9 65 -becomes dense 32 . 66 a 0 O. Boring terminated at 66.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. 8 d,►., 0:44kBoring iI e�( t�0 .UJ/ Nilo/ / \ury Earth Consultants Inc. Cx:ariymlralFngincns.Ccc i1.sn+4FnNmnnx.nralStirnrbIn Log International Corporate Campus East Tukwila, Washington 2 $ Pro). No. 2579-31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A58 Subsurface conditions depicted represent our observations at the time and Ioca on of this exploratory hole modified by engineenng tests, analyses and !udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of r,fn►malinn nroonnful nn ltiio inn 11+22211. Boring Log Project Name: international Corporate Campus East Sheet of 1 6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W (%) BNoows Ft. $ 5,7c Depth Ft. Sample v to E Dcn Surface Conditions: 16.0• SM Gray silty fine to medium SAND, loose, moist (Fill) ♦♦ • . 1 . i .%.. 2 -- •• i�i� � 3 — 6• ••4 .. ♦.• 30.5 5 -becomes -becomes loose, contains wood debris and organics 8 • 6 • • • ... ♦�♦ • • • �����. 10 11.1 ♦♦ • • -contains organics -to •11 •� ---- ��♦. •12 �•j• 13 •����� • • • 19.5 15 ML Gray SILT, dense, moist 33 16 17 -contains trace of fine grained sand 3 18 3 19 3 L i 1 0 ,,r' 11 wri J'& A1, ,�,11,N o, vI! Nur, Earth Consultants Inc. Grr>te: i,nk�l Fnghxhns, G tst4 k FfNmnnx'nnil Sclrnttits Boring Log International Corporate Campus East Tukwila, Washington z SProj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A59 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of rnfnnnatinn rvncnntcr4 nn fhic Inn t�..t...,:w...b.-.. �" �w'F ., a:.:«»=:+:...:.:w$e;.,i...;r;.+L•wa:.;rN�.' ,..,+..wnM,u.:a.•� , uta:Y.'.+Y'.`,Y'>s'.u;. +1�v Y,,�:�e.ASflltldatiT...W,u+. 1n'rt, 407 �.-..,.,.,.t.:.... arena+cnn✓:..,�is...wa,w.��:+.....».o., tA'L:,,u�a 'tie j ttl"r'4'9" A3, Boring Log Project Name: International Corporate Campus East Sheet of 2 6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: 6-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well 1♦ Plezometer FA Abandoned, sealed with bentonite General Notes(%)D W Bows Ft. Graphic Symbol Depth Ft. Sample v ,E, In I i i 1 i i 20.2 19.6 24.3 26.4 55 51 39 21 ML Gray SILT, very dense, moist -becomes dense -becomes medium dense 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 i d 3 .u►•- t.11( Pp, NW p►. r„11. /y ,1 Ntiw Earth Consultants Inc. Ccorcchnical Fn¢hxris. C ICAOSI >`: l4 Fnvlmnmenrnl Sctrnttg: Boring Log International Corporate Campus East Tukwila, Washington ' Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 PlateA60 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nmva/inn rvoeanidl nn fkia Inn fkil^.iFi'q Yit'r.t i',i:�Yi}ta+a�.;$;x, invti`Yr.;fik,'•.. bY::•#<Y."•i.'{? ?v :'F Boring Log Project Name: International Corporate Campus East Sheet of 3 6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W job) No. BlFtt. to Graphic Symbol Depth Ft. Sample (1) 2 o j • s i . ' i i 27.8 26.5 25.9 26.3 17 23 24 21 ML Gray SILT, medium dense, moist • _ 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 11,1. 0)1, iiik wit NiVI/ ,yrii Earth Consultants Inc. Cert Png1nc ati C,obgtsn h Rnvtmomentai ScimtW Boring Log International Corporate Campus East Tukwila, Washington • Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A61 Subsurface conditions depicted represent our observations at the time and Ioca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of nlnmsoiinn nrocnnlo.i nn fhio Inn 01 . �t`i�.{F!fpVgi;,r, .frrn..u-c..• +wY.Wowuw'r. S1117fitl t:ln^Yrci. _i y?, •,,t�11M.'%` ^2'.jt3;'.iY.'NA 44J..lPZFf•M! Boring Log Project Name: International Corporate Campus East Sheet of 4 6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W (%)Blows No. Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 25.5 ML Gray SILT, medium dense, moist 24 61 62 63 64 26.7 65 28 66 67 68 69 - 29.7 70 -becomes dense 33 71 72 73 74 29.3 j 75 CL Grades to gray lean CLAY, hard, moist • 37 76 77 78 7 o 0. 79w A a. to 2 ,,i►.. pl, 44k. 011.61( • i,f Earth Consultants Inc. 8 `'r), Nlip J miry CcorectinIcalFnghxcAti G-ologIsm,.Environm:nrflScirntlir.: Boring Log international Corporate Campus East Tukwila, Washington Z S Proj. No. 2579-31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 PlateA62 Subsurface conditions depicted represent our observations at the time and loca on of this e>�loratory hole mo�fled by engineering tesis, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrn+elinn nrncnnforl nn file Inn Boring Log Project Name: International Corporate Campus East Sheet of 5 .6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Plezometer I.N. Abandoned, sealed with bentonite General Notes W (%) Bows Ft. IGraphic Symbol '..: "- CO U 3 -- D T rn LL=33 PL=24 PI=11 i I i i 26.4 35.2 30.1 7.9 30 26 38 50/6" j / 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 CL Gray lean CLAY, very stiff to hard, moist • -becomes wry stiff -contains sand interbeds -becomes hard -containing silty sand layer SM Grades to brown silty SAND, very dense, moist s I b ,u►;oh: 44k e� /y�, Earth Consultants Inc. wet Nut, `i jJ Crarct!nIca! Fnghxmys. Ccolo Isis & FnvImnn,cnral Sc innr.in Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A63 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrmofinn nrxon/ori nn /hie Inn tx 14.41 Boring Log Protect Name: International Corporate Campus East Sheet of 6 6 Job No. 2579-31 Logged by: WRJ Start Date: 5/24/00 Completion Date: 5/25/00 Boring No.: B-3 Drilling Contactor: Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite • 0 Abandoned, sealed General Notes W J %} No. Bows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 3 3 7 u 2 15 80 I . .. SP -SM Gray poorly graded SAND with silt, very dense, water bearing -medium grained sand . 101 Boring terminated at 101.5 feet below existing grade. Groundwater seepage encountered at 100.0 feet during dnillng. Boring backfilled with bentonite and cuttings. • • a 3 g 5 ph: 441V .ar-, ( i/y `n�fr Firth Consultants Inc. will wit/ Cmcnrc mical Enginms, Groioststs 6 Fnvlrtintntnral ticftnit 1l Boring Log International Corporate Campus East Tukwila, Washington t Prof. No. 2579-31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A64 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnoNnn nrsaconIsar! nn II C Inn 5t ' x•4.ri'we.: ..:' tia..yw. i Boring Log Project Name: International Corporate Campus East ► i , iII, J Z m Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole, modified by engineering tests, analysis and Sheet of 1 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W �%) No. Blows Ft.c7 — v $ t° E u>5.cn Depth Ft. Sample U .8 0 E Surface Conditions: i 13.5 10.0 15.5 14.9*� 18.5 21 18 5 8 9 •;iI ••••• • • • ,..s 2- GM Brown silty GRAVEL with sand, medium dense, moist to wet (Fill) 4 7 8 10 12 13 14 15 16 18 19 SM Grades to black silty SAND, medium dense, moist (Fill) -trace brick fragments -contains asphalt, concrete and brick fragments -becomes loose, moist to wet -trace brick �•�•� •••••• : Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole IS Completion: Monitoring Well ■ Piezometer FA, Abandoned, sealed with bentonite General Notes W (%) Bows Ft.o Graphic Symbol a ' • it a U $ D 24.1••• CL Grades to brown lean CLAY, medium stiff, wet (Possible Fill) 10 “N • •••••• • 21 ML Brown SILT with sand, loose to medium dense, moist (Possible Fill) • • •-• 22 ••• ~i ••- -2" sand interbeds • 23 — -trace gravel ••• ....•-4:: •-•• 24 -- •*• 13.2 • 25 -mottled, wet 1926 ML Brown sandy SILT with gravel, medium dense, moist 27 28 29 9.0 30 SM Grades to brown silty fine SAND, medium dense, moist 15 31 -trace interbeds of poorly graded sand 32 -26% fines 8.6 35 33 -trace gravel, becomes dense -still pockets of poorly graded sand 34 12.0 35 ML Grades to brown sandy SILT, very dense, moist 80 36 -trace gravel -trace sand interbeds 37 a 38 5 5. 39 L5. ,aa_� (N 3 1!ti• 4I4 �110v.I/10 Earth Consultants Inc. crxxedinfeal Fngthetts, Ceolostsis&F.nvtr nnxnralSclrntt ; Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A66 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analystd s an uigment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfr,rn llnn nroconlul nn 4hlc Iran ISEt YY,?rM7'fir'. e. tsyr.."Y%%'�i."dyis Boring Log Project Name: International Corporate Campus East a Sheet of 3 3 h Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-4 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 120' Hole Completion: ❑ Monitoring Well ❑ Plezometer ® Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. — 2 '3- E 5 e,- Depth Ft. Sample USCS Symbol i i 1 i i 5.5 4.9 5 .7 59 56 48 7i'r:::d OJ:Q: o:a T:fti:d; '''`p e SP -SM Grades to brown poorly graded SAND with silt, very dense, moist -becomes dense 41 42 46 47 4a 49 50 51 Boring terminated at 51.5 feet below existing grade. Groundwater seepage encountered at 10.0 feet below wasting grade. Boring backfilled with bentonite and cuttings. i dAisi 3 ��. - \�j,,/ (fif J ,iiy, ,i \„�11 Earth Consultants Inc. GtomtluilcalrnginerAr,,Geolost;AR.EnvinxmxnralScitntisn Boring Log International Corporate Campus East Tukwila, Washington z a Proj. No. 2579-31 Own. GLS Date Aug. 2000 Checked RAC Date 6/15/00 Plate A67 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole, modified by engineering tests, analysis and ent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnrmoHnn nrc.echnharl nn $hla Mn (WO W IFI.?MRMD1lA:h!'.# W 9 Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer kii Abandoned, sealed with bentonite General Notes W (%) No. ws BFt. Graphic Symbol Depth Ft. Sample to — v co co Surface Conditions: • ♦ SM Brown silty SAND with gravel, loose, moist (Fill) • •♦♦• ♦♦ 18.4 • :!.2iii • ♦H 6 �% ML Brown SILT, loose, moist (Fill) ♦�••- • •-4 ♦♦♦• -trace brick fragments (small) 25.0 ♦�� -becomes very loose 3 •♦• ♦•♦••4• 6 —� -trace brick, plastic • 7 ♦•♦♦ • 26.7 ML Mottled brown and gray SILT, very loose to loose, moist (Possible 4 s Colluvium) -contains roots 10 -comprised of angular silt fragments in fine grained sandy silt matrix 30.1 s -becomes loose 11 12 13 14 18.0 15 -trace organics (wood) 3 -becomes wry loose 16 17 18 1s nom. o .0\ 0. 441). 8 (,l �� M�j/ ' J/\ // Earth Consultants Inc. Gr.MrclinIcalFminexlh,CIOO51StskEnvtmnnxnraltidrntism Boring Log International Corporate Campus East Tukwila, Washington a g Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 checked RAC Date 8/15/00 PlateA68 Subsurface conditions depicted represent our observations at the time and loca on of this epioratory hole modified by engineering tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nV.,m ai nn r roonnfnrf nn lhio Inn Boring Log , Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W Blows Ft. Graphic Symbol a " d. a, in"- E v N E LL=29 PL=21 PI=B 24.0 26.5 27.9 23.3 24.7 2 5 3 7 7 �/ / / / / / 21 22 23 24 25 26 27 28 29 30 31 32 33 35 36 37 38 39 CL Gray lean CLAY, very soft to soft. moist to wet (Possible Colluvium) -comprised of small angular clay fragments in fine grained matrix -becomes medium stiff -becomes soft -contains 3, 1/4" sticks -mottled, trace organics, medium stiff ML Dark brown to black sandy SILT, loose, moist (Possible Colluvium) -trace organics, organic odor '.,(h.-iiiv 'pt../1 y ri/ti \ irg h Consultants Inc. Growlinlral Fnghxcts, Geologists & FnNmnmenrel SclrnH.sn Boring Log International Corporate Campus East Tukwila, Washington ProJ. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC —1 Date 8/15/00 Plate A69 Subsurface conditions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfewnvaflnn nruonnfui nn fkio Inn vx},A t*,110,;40t* fet4t yipe,!0krr,,rxty Boring Log Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) No. Bows Ft. Graphic Symbol Depth Ft. Sample co v E D uTi 18.3 SM Grades to greenish gray silty SAND, loose, wet (Possible 6 Colluvium) 41 -trace small gravel 42 -small rootlets 43 44 33.8 ML Grades top mottled brown SILT, medium dense, wet 11 46 47 -appears to be undisturbed • 48 SM Brown silty SAND with gravel, dense to very dense, moist 49 50 -contains gravel 6.3 -becomes very dense 51 52 53 54 5.1 -�-�- 55 SM Grades to light brown silty SAND, wry dense, moist 74 56 57 -14% fines 58 3 59 i 0 .10'. 3 111e� 10/ OV ,p�,, 419 I,J/ 1/ Earth Consultants Inc. CavediniralFngfinm,GrotoptstskFnvlmnmennilScenti,rs Boring Log International Corporate Campus East Tukwila, Washington i 1 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 PlateA•70 Subsurface conditions depicted represent our observations at the time and iota fon of this e>q�loratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrn+afinn rveeonfurl nn fhic Inn = uiictNat.�iCLdsi:J.i'y�in.4' 2t:iutw'svw.a dauYa W �R`�Miw-.�.• _.:. Ydt ]rh c.,.,. v ' µ,rwr.i Sl1!C1iF4a W:( Boring Log _ Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-5 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 125' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite 4 Abandoned, sealed General Notes W (56)Blows Graphic Symbol Depth Ft. Sample USCS Symbol 4.1 61 SM Light brown silty SAND, very dense, moist 61 Boring terminated at 61.5 feet below e>dsting grade. Groundwater seepage encountered at 40.0 feet during dulling. Boring backfilled . with bentonite and cuttings. • : Am'. 1. ,iiia, ` 01'1(1Earth Consultants J Ce:orex9inlralFnghxriS,G- Ism d\rl/ \.ttll Inc. kF]wlmnnxnraitictrnttrti Boring Log Intemational Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A71 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and dgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of In�moHnn nrocunfo l nn fhlo Inn i.In^?mnM11e.:01 .Mt:er anrwse�.a. entr:T Af6L^R�Te'�R�RCMt ntus� • Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579-31 Logged by: _ MGM Start Date: 6/16/00 Completion Date: 6/16/00 _ Boring No.: B-6 Drilling Contactor: Gregory Drilling Method:Sampling HSA Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol Depth Ft. Sample v E n u> Surface Conditions: SM Brown silty SAND with gravel, loose to medium dense, moist 1 2 — 10.3 10 3 4 — 14.1 5 " 5 6 7 14.5 ML Brown sandy SILT, loose, moist 5 8 9 -contains gravel • 15.0 10 -becomes dark brown, very loose 3 11 12 13 14 26,8 15 1416 ML Mottled brown SILT, medium dense, moist 17 5 18 S 0 D. 5 Al 19 CI. h. 8 ,��►�. »: ,,�►�, 1 m1( r " n, Earth Consultants Inc. v Pi' \Kill %. j) Czar"clink-al P to is,GnkoglusSFj ,ulrnr.iISCIrnrWs Boring Log International Corporate Campus East Tukwila, Washington 2 $ Proj. No. 2579-31 own. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate • A72 Subsurface conditions depicted represent our observations at the time and Soca ion of this exploratory hole modified by engineenng tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of Infnrmofinn rvnc.nf d nn Shia Inn gie ■ rMr ..: wroko; `�Mi,..i,T:.."Y.'.. ; V rAt M! A :t.':tLC:r lt+:1e w..+'..;M-2,= EMSMO Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer i Abandoned, sealed with bentonite General Notes W (%) No. Bows Ft. Graphic Symbol Depth Ft. Sample v $ m u>• 24.9 ML Mottled brown SILT, medium dense, moist 15 LL=39 PL=26 21 PI=13 -massive 22 -trace vertical hairline fractures 23 24 25.5 25 23 26 27 28 29 27.2 30 20 31 -becomes gray 32 33 34 25.1 35 29 �/% 36 CL Grades to gray lean CLAY, very stiff, moist -37 3 38 _ -trace fine sand laminations dipping at approximately 15-20 a degrees 3 ? A 39 L / / 0 A 3 3 2 ,u►•. a 44,1, �� a, Earth Consultants Inc. writ \ 1i1y\ r1J Ce:nr'tctmkvl Fn¢1ncrts, CcOkksLils & Fnvfmnnn nral Selrnrt+n Boring Log International Corporate Campus East Tukwila, Washington $ Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC 7 Date 8/15/00 J Plate A73 Subsurface conditions depicted represent our observations at the time and lova ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrmollnn nn !hie Ini. no,er�ww' +,e Yrs. _:°a_i`.yT'�'74�'4�':%• n{Cm`t4RX,� .i�f:IS��.7:,,�i,��1:i gEEIHMESSI, Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-6 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 105' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 - Abandoned, sealed with bentonite General Notes W (%) Blows Ft.co Graphic Symbol Depth Ft. Sample v u>' 28.2 CL Gray lean CLAY, very stiff, moist 29 r41 -massive, trace fractures 42 / . 43• 44 -- becomes hard LL=49 PL=24 24.6 / 45 -tracepockets of wet sand PI=25 43 -trace vertical fractures, slickensides along fractures -becomes dark brown at 46', trace gravel 47 — 48 49 25.9 50 ML Grades to gray SILT, dense, moist to wet 41 51 -massive 52 53 54 3.2 55 SM Grades to light brown silty fine SAND, very dense, moist 56 -1/8" thick silt interbeds •3 a 3 0. 3 L 9 L Boring terminated at 56.5 feet below existing grade. Groundwater seepage encountered at 45.0 feet during dnlling. Boring backfilled with bentonite and cuttings. ' y3 a iiit: oh, 44ikl LI(` r`�r,f i'i \ 11i/ \viry Farth Consultants Inc. Gccxrctinkal En sInms. Cc Olostirs & Fnvlmnn cnral kyrnn. Boring Log International Corporate Campus East Tukwila, Washington z Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A74 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrn+olinn nr000nlo.•1 nn thio Inn MINIMEISESS rr�r`�..�'1se!''1'67t?.�VY.SaP.PA'ftFN�atrytc:�!s;'�w.a.���t.�cr`?n..pi�,*i'Y.-•'='"9<`d �� Boring Log Project Name: International Corporate Campus East Sheet of 1 2 Job No. _ 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: &7 Drilling Contactor. Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol (I! c j ami CL o 7 •+4 SM Dark brown silty SAND with gravel, loose, moist (Fill) H H N 1 •H — •N4. 2 15.1 N•� 11 • 3 — SM Brown silty SAND, medium dense, moist (Weathered Glacial Till) 4 -contains small gravel 11.9 28 s 7 8 9 10.1 10 SM Brown silty SAND with gravel, very dense, moist (Glacial Till) 62 11 12 — 13 • 14 1s SM Grades to brown sandy SILT with gravel, medium dense, wet 15 (Glacial Till) 16 -no recovery 17 $ 10.9 is 78 18 -becomes very dense, moist 1.. a c? W 19 a 5, 8 .n►•.i�h: Alk. e1� n, Earth Consultants Inc. Mit, fif mi � CcorectInlcalFmtorr+s,CcologLuSkEnv! mnnxxnrflticlrnd. Boring Log International Corporate Campus East Tukwila, Washington m Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A75 Subsurface conditions depicted represent our observations at the time and loca on of this eploratory hole modified by engineering tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrrnolinn nroconlorl nn ihic Inn `m'�"::'`"✓y...«...,.•'.r'k'+:;A:-s,f`.xfi+a�-st}'H'4'ar#M',',:,':n Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-7 Drilling Contactor: Gregory Drilling Method:• HSA Sampling Method: SPT Ground Surface Elevation: 70' Hole Completion: ❑ Monitoring Well ❑ Piezometer ® Abandoned, sealed with bentonite General Notes W (I) Bloowis Ft.D Graphic Symbol Depth Ft. Sample o $ 9.6 ML Gray sandy SILT with gravel, dense, moist (Glacial Till) 41 21 22 23 24 -light seepage at 25' 9.5 25 -becomes brown, very dense 78/10" 26 27 28 • 29 LL=30 PL=20 18.7 /// 30 CL Grades to gray lean CLAY, hard, moist PI=10 45 31 -massive, trace silt laminations 3 a 5 D 5 L 1 Bonng terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 15.0 and 25.0 feet during drilling. Boring backfilled with bentonite and cuttings. - D. ;, q 3 ,ti►•_ �� �& IJ'' i»: 4400 t�, Earth Consultants Inc. 1-4,0.111 , l \. r1/ Cccmtclink-al FnsIncr2s. Cco4osisis R SclimitirS nIt Boring Log International Corporate Campus East Tukwila, Washington z m Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A76 Subsurface coni tions depicted represent our observations at the time and loca Ion of this exploratory hole modified by engineering tests, anaIysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nnnefinn rvoeon/orl nn Olio Inn Y'. r,�f*Mi�krtRa;H;f�,, aiii;vPr:; MN.�`n 'h�,ewry+nai;i."fira�P�G�.w�l�, �vxr .i( •V.: ,,mr'.,t �s M:»:G...;��i.1n,...r.,. .«.u..... �:Ju�.n. .2J::..�.w:x::,,.+a+...i.s. Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: _ ❑ Monitoring Well 0 Piezometer K4 Abandoned, sealed with bentonite General Notes tN (%) No. Blows B Ft o S — a E g ton Depth Ft. Sample v to Surface Conditions: 14.8 13.5 18.0 14.9 9.5 • 9 14 13 9 11 •• �.» •• •• • �2 •���� . •���� •1•,, • • •i •��4 . • i. ' ♦��• ••• • •4 4. . •�' •♦• •• A 1�� •* ,, ♦ -•� •����� ••44• ��• � • •i4.• �•�.�� • i�i •••,•. ♦• .., •••�� • • :: •••••_ 1 SM Dark brown silty SAND, loose, moist (Fill) -trace gravel -becomes black -contains organics and sandy silt layers -becomes dark gray, medium dense -trace organic debris -36% fines -becomes loose -trace wood -becomes medium dense -trace organics -trace brick, painted wood — 3 4 5 s 8 10 11 12 13 14 15 16 17 18 19 , 1 — — —' — — — aOs- %il. 444‘ e� l? mo, ( Ivy Nu' Earth Consultants Inc. G:ortxiinlcol Fnstnem;. Geologists k Frwiro tnlennil Scientism Boring Log International Corporate Campus East Tukwila, Washington Pro). No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A77 Subsurface conditions depicted represent our observations at the time and Coca ion of thls exloratory hole modified by engineering tests, analysis and idgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of Inm,oflnn nrocenlerl nn +hlc Inn (r!+.�.�1'.iY.1',:.n•it'•wi:v4'a�a•+•"��.11.:�Z:i'Tii3.i1%:4:�r1�.s1 1. '4:.RlxJn+wwr..+-. Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1:1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol i i l i l 14.0 14.8 14.1 5.8 13 21 7 2136 • • •���� •j..• ♦t♦ ♦♦ •+• A _�!4!i. �+��-4 ••i�i�i • .». . . •++. 4 .+ 4 21 22 23 24 25 26 27 28 29 30 ML Dark gray sandy SILT, medium dense, moist (Fill) -trace slag, small wood debris -large piece of wood in sampler SM Dark brown silty SAND, medium dense, moist (Fill) -trace glass debris (blue) 31 32 33 34 35 37 38 39 SM Brown silty SAND, loose, moist -trace gravel, trace of wood (red) SM Grades to Tight brown silty SAND, medium dense, moist -contains small gravel -contains interbeds of poorly graded sand iA1/Y to Earth Consultants Inc. r wyji (`ti wily/ Gt Ott d inlc-al Fiiiprx.a G ok)gtsts R. Environmental Scientists Boring Log Intemational Corporate Campus East Tukwila, Washington ' S Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate • A78 nt our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not neoessari representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of of um tion nracantarl nn hia kw" Subsurface conditions depicted re KIMIVANIttrOlgatleThelftZ °l ritI fiRROV gaWkwi xwF:nrnrttr.,tti^ h.Ixi i'r . T trnr i fio19w K xr.' ',,AOTidv4t r.o r V•4 A ; 1 ns Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-8 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 92' Hole Completion: . ❑ Monitoring Well ❑ Piezometer with bentonite Ki Abandoned, sealed General Notes W (%) Bows Ft. Graphic Symbol Depth Ft. Sample U 2 E ? T. U) i i 6.2 26 '' o. SP -SM Light brown poorly graded SAND with silt, medium dense, moist 41 Boring terminated at 41.5 feet below existing grade. No groundwater encountered during drilling. Boring backfilled with bentonite and cuttings. • i ,1A►•_ �� l I�) / (,1'r l I. ��t►�, Earth Consultants Inc. \ %FI/ C<rwrcl,nlcal Englnen�s. Geologists R. FnvImnnxnral Sc1rntists Boring Log International Corporate Campus East Corporatep Tukwila, Washington a Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate -,A79 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modifled by engineering tests, analysis and udgrnent. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of fnrrn, *nn rvacon}erl nn this Inn •:tgit�.aawa:rs 1� Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W (%) No. Blows Et. — :E• 2 2 , (9 cn t a�, o 3 u) 0 2 ? E ). cn Surface Conditions: i i i i 12.7 15.3 21.1 24.0/ 3 20 11 9 •• i •�•� •�• • •• • • •• •���� �• ♦.•.+ ♦��• •+�. ......• "��.rA� • •�� • •••• • S �� • •• •��. ♦�♦ •. . •. • • •••.• •.• ...S.:•• •_ AA. // / SM Brown silty SAND, very loose to loose, moist (Fill) -becomes gray -contains abundant glass fragments — 3 — 4 -- SM Reddish brown silty SAND, medium dense, moist (Possible Fill) -trace gravel -trace wood debris -43% fines 9 10 12 13 14— 15 16 17 18 19 — OH Dark brown organic SILT, loose, moist SM Gray silty SAND, loose, wet . — 3�1 .", illi'' 0. ,I44 c yl`i, vI/ wri Earth Consultants Inc. cooftcl mlral Whims, Geologists h Fnvimninenral Scientists Boring Log International Corporate Campus East Tukwila, Washington d Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A80 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and tudgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nlnnnafinn .vncnn$erl nn title Inn Boring Log Project Name: International Corporate Campus East i,,,I•_, Subsurface conditions depicted represent our observations at the time and tocatlon of this exploratory hole, modified by engl Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer 1 Abandoned, sealed with bentonite General Notes W (%) No. Blows F Graphic Symbol Depth Ft. Sample v E D Cn LL=15 PL=14 PI=1 i i i , 28.1 16.9 19.9 28.8 1 22 24 -- - ML Grades to mottled brown SILT with sand, loose, saturated -becomes gray, very loose, water bearing 21 22 23 24 25 - 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SM Gray silty SAND, very loose, water bearing -becomes brown, medium dense -trace gravel -layer of gravel at approximately 31.5' -contains silt laminations �jl�� J i III. ,Iik (`��r`im Earth Consultants Inc. GrardmfcalFitghxe:th.GO NIMSl�Fnvh[Imk�iva1ScirnititS Boring Log International Corporate Campus East Tukwila, Washington I Pro). No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A81. nee ring tests, analysts and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfrwrnafInn rvssconlal nn H+lo Inn i 1p ,`45'„, d.r%" i ...y. �. a u.0>..a �9�nr»r�i,�`.�.�..in� y��•r{p;1°.l f.;,t�•i��i.ry i '+Mowm'r Boring Log Project Name: International Corporate Campus East Subsurface conditions depicted represent our observations at the time and loca on of this exploratory hole, modified by engineering Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 6/19/00 Completion Date: 6/19/00 Boring No.: B-9 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 75' Hole Completion: ❑ Monitoring Well ❑ Piezometer with bentonite El Abandoned, sealed General Notes W (%) Blows Ft. Graphic Symbol Depth Ft. Sample co 2o o rn 3 a 5 3 a I 15.6 29 . :: ;::: o::;o SP -SM Brown poorly graded SAND with silt, medium dense, water bearing 41 Boring terminated at 41.5 feet below eAsting grade. Groundwater seepage encountered at 16.0 feet during dnlling. Boring backfilled with bentonite and cuttings. • 3 i ,,i►,_k 4 ���b �111�`i fel. ,I4 lli Earth Consultants Inc. G<xxratnlcaI Fng/nMr:, GcobgI & Fnvlmnnxnral Sc entl.,r; Boring Log International Corporate Campus East Tukwila, Washington Z 1 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 • Plate A82 tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrmaflnn nroeon4arl nn Shia Inn Boring Log Project Name: International Corporate Campus East • Sheet of 1 2 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer l Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol c ni � I 0 N ������i ML Brown sandy SILT with gravel, medium dense, moist (Possible Fill) • 4• • • ..��. . SM Brown silty SAND with gravel, medium dense, moist Weathered 12.6 Glacial Till) - 20 3 4 11.2 32 6� 7 8 9 10.7 10 -becomes very dense (Glacial Till) s4 11 12 • 13 14 24.2 15 30 16 ML Mottled brown SILT, medium dense to dense, moist 17 g 18 1- 0 0. u Li, 19 n a . LI 2 ig"' i», 44 I r i( r�� `�,, f f Earth Consultants Inc. o \llf1���1;�%`‘ri�/ cc,,,n�dlF„g,,,n,s�,hF„w,,,,mr,l><,�,t, J 0 Boring Log International Corporate Campus East Tukwila, Washington Z S Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A83 Subsurface conditions depicted represent our observations at the time and loca on of thise oratory hole modified by engineenng tests, analysis and judgment. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or Interpretation by others of nlnrrnofinn nroconfod nn lino Inn EMIMMEMOSI=gaz: .X*:titrn'•�yrtir rc:!i�ixM;rfgM4S';asv�� x;i:=rp;?.' .s�ro;,w�niw;�i;:Y,;p AeIMR...uh... ,.•4.. Aipb49fi.ICR Boring Log Project Name: International Corporate Campus East Sheet of 2 2 Job No. 2579-31 Logged by: MGM Start Date: 6/16/00 Completion Date: 6/16/00 Boring No.: B-10 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 80' Hole Completion: ❑ Monitoring Well ❑ Piezometer FA Abandoned, sealed with bentonite General Notes W (%) Bows Ft. Graphic Symbol w u: E o cn E u'i 29.3 CL Gray lean CLAY, stiff, moist 14 LL=46 PL=24 21 P1=22 -massive massive 22 24 lX 23.6 25 ML Grades to gray SILT, medium dense, moist 24 26 -6" wet zone 27 28 29 24.8 30 31 31 • 3 a 5 3 u 0 L Boring terminated at 31.5 feet below existing grade. Groundwater seepage encountered at 26.0 feet during dnlling. Boring backfilled with bentonite and cuttings. 9 N ?� E .u►, ii J 44kBoring ��l• ,� (, `0�r0111 Earth Consultants Inc. ' Craotallmica! Fngfie:c:is. Ceobgtsa; & FnvImmanral SLitraLsA Log International Corporate Campus East Tukwila, Washington E Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A84 Subsurface conditions depicted represent our observations at the time and loca ion of this eploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of ninr+nafInn nroconiorl Inn ado iu:�i^:�..:.t r•,•�,•,�;;,�+npr?yt+::l1r c*=1'.z,`Pc?,!;�;r..atg.i;�Y"°A�'',�'�.'�i�!tv,'TN'al�. Boring Log Project Name: International Corporate Campus East Sheet of 1 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. t a E e, c Depth Ft. Sample USCS Symbol 0 0 0. 0 N •� GM Brown silty GRAVEL with sand, medium dense, moist (Fill), • :- comprised of angular gravel •• 1 ML Brown SILT, very loose, moist (Possible Fill) 30.1 ���j• 1 3 CL Brown lean CLAY, very soft, moist (Possible Colluvium) 4 -comprised of highly fractured angular clay fragments in silt / clay 29.7 matrix 1 6 7 30.0 2 8 -massive 9 10 _ LL -30 PL-_ 19 23.2 -becomes soft PI=11• 3 -trace wood debris 11 -appears disturbed, trace wood debris -appears disturbed, trace gravel, charred wood 12 13 14 26.7 15 — -becomes blue gray with pockets of brown 3 -noravel trace organic stringers g 9 g 16 17 18 19 -W t9 .�s�,-�4Boring ilic (►��Ir�l'`+�IIh Consultants Inc. Gcxrcl�nlralFnginecati C gl kFiw1rtnmenr.�lticlrnlltic: Log International Corporate Campus East Tukwila, Washington 2 I Pro). No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A85 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineenng tests, analysts and 1udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnrm,Flnn nrncanta i nn thic Inn hih^f9?+, ii ;��%a��S�I��RY'h �•�z�M Boring Log - Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes vv (%} Bows Ft. Graphic Symbol n "ci; ii. o. 0 cn .$ D to 29.8 7 CL Gray lean CLAY, very soft, moist to wet (Possible Colluvium) - 2 �/ 21-- -becomes dark brown 22 23 SM Brown silty SAND with gravel, dense to very dense, moist 24 11.1 25 68 26 27 28 29 LL=38 PL=26 24.4 30 ML Grades to brown SILT, dense, moist PI=12 45 31 32 -contains vertical laminations, iron wdde staining along laminations 33 34 20.7 35 -light seepage in sand pocket at 35' 4s -contains 1/4" thick vertical sand laminations 36 -trace gravel 37 i 38 1 w 39 1 L D. 4 i 3 n ,u►s. p1. ,14tl, i i�( .,,f \ P)i \%ll%�%0 Earth Consultants Inc. GdrnfcalFli¢Ineeni,Geologists &P lmnnknMI,cThntLio; Boring Log International Corporate Campus East Tukwila, Washington $ Proj. No. 2579-31 I Dwn. GLS I Date Aug. 2000 Checked RAC I Date 8/15/00 I Plate A86 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, anatysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn►moflnn nroco,jfewi nn fhlc Inn `� .$hl h`i`31i' �`i���}GYt ��j���ltjf�.l•) <tlY�ra..- YW bfmnwk.rrtM+.w�wW'ertv.ehe.F(s>: s)t WR_ Boring Log . Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: _ 7/13/00 Boring No.: B-11 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 136' Hole Completion: ❑ Monitoring Well ❑ Piezometer l:1 Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol 12.6 SM Brown silty SAND with gravel, very dense, moist 73/10" 41 -contains pockets of wet sand 42 • 43 44 9.0 45 80 a 3 D. u 1 46 Boring terminated at 46.0 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. . 3. 3 L do's. O. 441V ,� �i wo, \ v!\„ ��) Earth Consultants Inc. GrAfrdullcalFn¢hxecxti,G gitit:;&FAVlRxmxntaISdanthits Boring Log International Corporate Campus East Tukwila, Washington $ Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A87 Subsurface conditions depicted represent our observations at the time and location of this epioratory hole, modliled by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of n/nr+nolInn nnacanIdl nn /hlv Inn `N?���?, nwarN.TM.pP'y;yrp3;•; fi;ti#a,,Q-w1. "Fri��;�'•i1`��Y'b!' ;�`^ryt.:»�, 7�.�K..r':,�S;:Q�r,^t�,x •,x, s7 r@ tya. f ,."-MGaY^zl ".4t Boring Log - Project Name: International Co •orate Campus East O , z • Sheet of 1 3 Job No, 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Plezometer EN Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. ° t 2 ; (2,„; d $ n o v_ cn u) o A ? E cn Surface Conditions: 2.5" of Asphalt LL=34 PL=25 P1=9 1 ' 1 20.7 19.0 26.9 26.9 26.5 1 3 2 6 2 ♦iv`` • •• •• ••• .• i �.N 1 ML Brown SILT, very loose, moist (Possible Fill) -trace gravel . 2 3 4 — — ML Mottled brown SILT, very loose, moist (Possible Colluvium) -mottled, no gravel -contains angular silt fragments in silt matrix -trace organic debris -some massive -becomes blue gray with pockets of greenish gray -trace small gravel 6 7 8 10 11 12 13 14 15 16 17 18 19 — ,a►•-� , �i`p)t i11.. ,1411 11 Earth Consultants Inc. (1i1, \ili�� Gcx�rclInlral Fnglnfts . G:Obgtsm& Fnvlmnnxnial 5c:lrnn is Boring Log International Corporate Campus East Tukwila, Washington •A88 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate Subsurface conditions depicted represent our observations at the time and location of this exploratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of ninr+nllnn nroconlul nn 11+ic Inn !4+2Pj�ftJt:{V. Boring Log Project Name: International Corporate Campus East Sheet of 2 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor. Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer 4 Abandoned, sealed with bentonite General Notes W (%) Blows Ft. Graphic Symbol v LL E o in USCS Symbol 48.4 15.4 26.7 14.2 2 10 11 13 , �� 21 22 23 CL -ML Greenish gray lean CLAY, very soft, wet, massive, does not appear disturbed ML Dark brown SILT with organics, very loose, moist 24 25 26 27 28 29 30 31 32 33 ML Mottled brown sandy SILT with gravel, very loose to loose -becomes loose to medium dense ML Brown SILT, medium dense, moist -vertical laminations with iron oxide staining 34 35 36 37 38 39 SM Brown silty SAND with gravel, medium dense, wet -light seepage at 35' ML Brown SILT, medium dense, moist -massive -contains gravel interbeds -contains cobbles d». !,Earth xid/' $11..I41�, v# m tri) Consultants Inc. Growl tri lral Engin :ms. CcoIngLtin h Fnvtmnnmnrfl ticlrntlsn Boring Log International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 1 Dwn. GLS Date Aug. 2000 Checked RAC l Date 8/15/00 Plate A89 Subsurface conditions depicted represent our observations at the time and Ioca Ion of this eploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nrnrmatinn nraoantarl nn IIIc Inn Boring Log Project Name: International Corporate Campus East Sheet of 3 3 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-12 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 130' Hole Completion: ❑ Monitoring Well ❑ Piezometer _ with bentonite M Abandoned, sealed Notes General VV o� ) No. Blows •2 — ° E c9 cn ! ia. d u. 1 o c n cn uvi E D Ft. is 0. 2 a 16.5 34 ML Brown SILT, dense, wet -vertical laminations, trace gravel at 40.5', sand in tip 41 Boring terminated at 41.5 feet below existing grade. Groundwater seepage encountered at 35.0 feet during dnlling. Boring backfilled with bentonite and cuttings. i ,n►._ (h. 444Boring 8 ����� �j Earth Consulta tS Ir1C. U, Nfif `,i��) ccorrdmlcal Fnghxxas, crobgisls li Fnvtmnnx:nral Sclentl rs Log International Corporate Campus East Tukwila, Washington 2 1 Proj, No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 plate A90 Subsurface conditions depicted represent our observations at the time and location of this exloratory hole, modified by engineering tests, analysts and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of nf,% moHnn nrncanforl nn Shia Inn di✓.�,t,�:iF.t�}j,:i�'n^.`�e�:X:eFk�iYai:�4�k7'�it`iF;"•t� '� CA!t IV,Ver %r , ��%�` ;k �{ tv`.{ A .�S �,, Boring Log Project Name: International Corporate Campus East Sheet of 1 4 Job No, 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: • HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer 2 Abandoned, sealed with bentonite General Notes 96 ( ) No. Blows Ft Graphic Symbol $ a, u a E u0:1 �, — .8 N EE CO Surface Conditions: Gravel Parking Area • GM Brown silty GRAVEL, dense, moist (Fill) HH• 1 -- ++ ML Brown SILT with sand, very loose, moist (Possible Fill) ♦ •. 2 16.2 N�4 • 3� 3 -trace small gravel ♦ •-• ~•• .• 4— •• 25.1 5 ML Brown SILT, very loose, moist to wet (Possible Colluvium) 2 6 -comprised of angular silt fragments in silt matrix 7 25.5 2 8 -trace organic debris 9 29.6 10 -distinct iron oxide staining 2 11 12 13 14 31.1 15 ML Blue gray SILT, very loose, moist to wet, massive 2 _____ 16 ML Brown sandy SILT, very loose, moist 17 -contains organic charred wood a 18 -trace small gravel 0. 2 19 a k 8 ,a►-. ��,� �p E11. 441. �� Earth Consultants Inc. \IV/ Map Graced mica' mgIn IS.G O1 srolKI IMnnxnrilSCitnriSn Boring Log International Corporate Campus East Tukwila, Washington 2 I Pro). No, 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A91 Subsurface conditions depicted represent our observations at the time and location of this eploratory hole, modified by engineering tens, analysis and Judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfn►r►loflnn rwoeonforl nn IhIC Intl nY!zutls !atirXcr, Boring Log Project Name: International Corporate Campus East Sheet of 2 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer M Abandoned, sealed with bentonite General Notes W (%) No. Blows Ft. Graphic Symbol Depth Ft. Sample USCS Symbol SM Blue gray silty SAND with gravel, dense, moist to wet 31 21 22 -recovered only small sample 24 21.2 25 ML Grades to brown sandy SILT, medium dense, wet 13 26 -trace small gravel 27 28 29 13.9 30 SM Grades to silty SAND with gravel, very dense, wet 76/10" : 31 32 10.0 33 76/10" 34 I SM Brown silty SAND, very dense, moist 9.1 35 . 46 36 -trace gravel -thin silt interbeds, becomes dense 37 -34% fines 38 0 q 2 39 q ,u►s. 8 ��1.,, �jt\,�0 E��, 44 iii Earth Consultants Inc. GcomctinIcalpngtn S.CcolagIS1 &EnvImnnxnrilSclrnriSrs Boring Log International Corporate Campus East Tukwila, Washington 2 1 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A92 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnnmtinn nrocar t d nn +hie Inn i. VtlItnewiL95'7:"A„ ,,,,w ,y ,yfe r":'71: 1/ilgt l'AT a 4141414:.*15 1:r,y^i4,r: rcrt�daimww..vinrR u. , ,_ ...esnr,s.. J Boring Log • Project Name: International Corporate Campus East Sheet of 3 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' Hole Completion: ❑ Monitoring Well ❑ Piezometer 0 Abandoned, sealed with bentonite General Notes W �%� Bows Ft. Graphic Symbol •5„ a °1 u E cin co 2 U E D E c4 LL=56 PL=26 PI=30 10.8 945 19.4 27.6 30 46 73 47 41 42 43 44 46 47 48 49 so 51 s2 53 54 55 56 57 58 59 SM Light brown silty SAND, medium dense to dense, moist -contains silt and poorly graded sand interbed -trace gravel • / CH Grades to brown fat CLAY, hard, moist (Older Colluvium) , -highly fractured, comprised of angular clay fragments in silt / clay matrix -trace gravel -trace pockets of sand -becomes blue gray, massive at 50' - 51' -becomes brown, highly fractured -comprised of angular clay fragments in silt / clay matrix, some of the fragments contain laminations, others are massive -moderate seepage at 55' -- ML Brown SILT, dense, moist -contains vertical interbed of saturated, poorly graded sand ,�'��. �» �1►1�. Ili': �(�y `����� ri 1g / %ill') Earth Consultants Inc. FnRfin1t;, Gcolostsis & Frnlmnimnral:icinitW s Boring Log International Corporate Campus East Tukwila, Washington 1 Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate . A93 Subsurface conditions depicted represent our observations at the time and location of this e>ploratory hole, modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nfnrmwlinn rvocon/nrl nn 'hie Inn .T........,........._l `7�iTxQ '$N,'+�f7�f!thC�rP.•X�T'rr fIr'n!u.:n,'+2+t,' �rror�.r.Yr.+ .3 <j�r`.iM'.Seii,i ''> J4 ..K 'G( '{ .i•T".. •�.. <Yh �v. '^.P: �✓ !"l�`4� u� .yi. Fl •C�..`.YI�• ; !i..f, j. tF` y � '.r j�L,J_i`,0Fi r•s`i!i,7: - ..yi=Ey, Boring Log - Project Name: International Corporate Campus East Sheet of 4 4 Job No. 2579-31 Logged by: MGM Start Date: 7/13/00 Completion Date: 7/13/00 Boring No.: B-13 Drilling Contactor: Gregory Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: 126' _ Hole Completion: rr�� ❑ Monitoring Well ❑ Piezometer Ibl Abandoned, sealed with bentonite General Notes W (96) No. BFtt. Graphic Symbol Depth Ft. Sample v 2 j E a W a 6.9 51 ' 1.1 ) L ML Brown sandy SILT with gravel, very dense, moist =: 0 SP -SM Brown poorly graded SAND with silt, very dense, moist 61 Boring terminated at 61.5 feet below e>dsting grade. Groundwater seepage encountered at 55.0 feet during dnllmg. Boring backfilled with bentonite and cuttings. ,,►. (4. ,,4kBoring 8 \ki�i( �� Earth �l e \11! `,JFJ CoPt'dmica! Fngfieras, Consultants G:o4o Inc. tMs & Environmental Scientists Log International Corporate Campus East Tukwila, Washington 2 I Pro). No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/15/00 Plate A94 Subsurface conditions depicted represent our observations at the time and coca ion of this exploratory hole modified by engineering tests, analysis and Lodgment. They are not necessarily i representative of other times and locations. We cannot accept responsibility for the use or Interpretation by others of fn►mofInn nroconfo4 nn fhlc Inn u.N:Jd'eetl:- �.4w.yYn1Y1M.��NESM IYIr� Test Pit Log - Project Name: International Corporate Campus East s 0 U W a Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -1 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" . SM Brown silty fine to medium SAND with gravel, loose, moist (Fill) ♦�♦ •�� 2 -roots at 2' 24.3 • -some 4" to 6" cobbles . ����� 3 ••• 4 SM Light brown to gray silty fine to medium SAND with gravel, medium dense, moist to wet, mottled (Native) 5 6 i . 5 • 7 Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. ,m� 543�� p \l1) J J L PI 44 Iy�i Farth Consultants Inc. ( -f `JjJ Cr. m:lrnlcal Fnglner . Ct 4oQlsn h Fnvinx"nrnrfl St'Ity111MTi Test Pit Log Intemational Corporate Campus East Tukwila, Washington Proj. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A95 Subsurface conditions depicted represent our observations at the time and lop ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nrnnv,ofinn nroconlorl nn thic Inn egga. ■nr�.i�" �i !E 1"i.STw'+.'tz..... rry{' SM..Tk1s�/A`tl:� Yi?iili1?';SC4"! -j Test Pit Log Project Name: International Corporate Campus East Subsurface conditions depicted represent our observations at the time an.. Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -2 Excavation Contactor: Client Provided Ground Surface Elevation: _ _ Notes: General Notes W Graphic Symbol at ) u_ E USCS Symbol Surface Conditions: , • s s• SM Gray silty fine to medium SAND with gravel, loose, moist to wet (Fill) iii •• • ♦�♦ •• 2 18.0 -becomes wet, trace organic debris, branches • :: ♦♦ s •ii ••.*. 4 _ •• -caving, asphalt fragments, branches 5 SM Brown silty fine to medium •SAND with gravel, medium dense, moist to wet (Native) 6 • 0 0. w w LI 7 Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. • N § dol`.. �� 4)/ pi: 444 ?f N wf Ntr6F/ j Earth Consultants Inc. Gcolriyinlcai FnRtne.•hti, G ologsn h Fnvlmnm ,rai Sdr:nrlsn Test Pit Log International Corporate Campus East Tukwila, Washington .1 a Proj. No. 2579-31 Dwn, GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A96 oca on of this exploratory hole modified by engineenng tests, analysis an judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nernotinn mace:mlui nn thie Inn ?M. ,' �3k`xrt.4 ,►cit' .y 0?'?d!7•Y.;M{y?+.Tv;4i.�ip� 'int'w.:f'!:°tSk`"?A`int;�uc;YrsA g+',r l•via.,r�'4Nt+s*!c*«!rYmd•• icFr�yr'r{4:'��i; INVr e.^ 4,41M1 tth ■ g n i iY■rrrrr 6 L .«�.:...�w..�...�«.a.....,.......:..ro.;�.,+:,+d;.a.m�. .. axd�a. Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -4 Excavation Contactor. Client Provided Ground Surface Elevation: Notes: General Notes W (%) Graphic Symbol Depth Ft. Sample USCS Symbol Surface Conditions: Depth of Topsoil & Duff 18": branches 0 0 0. U W a. 0 • •• i+i ♦♦ TPSL Duff and roots to 18" • 1 •:•:�: ••• ♦♦ •i*iii •�. 4*�+• •�••• ••�• ••• �� ••••i Test Pit Log Project Name: International Corporate Campus East a Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No,: TP -5 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes W (%) g -- ".E 2 „ f o. p "- N USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" s i s i 1 38.3 •••••• •••••• •i•i•• ••+❖ ••••• . � ••• •• ••••• • •••• •••*• • ••••' SM Light brown silty fine to medium SAND with gravel, loose, moist to wet (Fill) -increasing coarse sand, fill . 2 �. 3 ML Gray SILT, medium dense, moist, varved (Native) 7 8 9 1 Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. f ,��►•:1 ���:.�,►�. vd14�1 Y`e, /�ity Ntri' Earth Consultants Inc. eyunicdlFfRlnrtys.Cc:Olost�;+�&Environmentalk'IrntUA Test Pit Log International Corporate.Campus East Tukwila, Washington 3 Proj, No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A98 Subsurface conditions depicted represent our observations at the time and loca ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of nlnnnotinn niocontori nn 'hie Inn ::w.GSsa.. 4�f's�.ttiFli?!s' Test Pit Log Project Name: International Corporate Campus East Sheet of 1 1 Job No. 2579-31 Logged by: RAC Date: 5/15/00 Test Pit No.: TP -6 Excavation Contactor: Client Provided Ground Surface Elevation: Notes: General Notes03 W Graphic Symbol o t E CO USCS Symbol Surface Conditions: Depth of Topsoil & Duff 6" . SM Light brown silty fine to medium SAND with gravel, loose, moist to wet 1 2 -becomes medium dense.to dense, till like, near optimum s • 4 -lightly coarse, mottled 5 a 5 7 3 u L 2 • 6 Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. •, i 3 /04'.���, 44a. iI �� a� \liPi' i sr \'J I Earth Consultants Inc. Cccsrd ft -luck -al Fngfircts. Ccokodvs & FnNmnmenril k'Irnit n Test Pit Log International Corporate Campus East Tukwila, Washington 3 ProJ. No. 2579-31 Dwn. GLS Date Aug. 2000 Checked RAC Date 8/31/00 Plate A99 Subsurface conditions depicted represent our observations at the time and Ioca Ion of this exploratory hole modified by engineering tests, analysis and udgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of n/nrmolinn nroconforl nn $hia Inn �%'i °?�5`�:G:rhe:;Y.';l"�.g3."•}t3'r'rt,?;;rfMirl,��{"l',:.1'"7��°'�r`Yr��wi�.ry1;•,�!e�bt.r`�! Tai BORING NO. 1.01 Logged By AM 8/20/88 ELEV 73' ± Date Graph CS Soil Description Depth _ Sample (N) Blows Ft. (oW ) •••••••••• •••••••••• ••••••••• •• •••••••••••••• •••••••• ••.e•NA••• .•••••i•••• ••••••••• ••.• •••. sm Black silty SAND, some medium gravel, damp, medium dense "fill" — - - _ 5 _ - 10 -.•"fitl"_ _ —.5 - - - 8/23/88 I 12 11 11 9 33 29 46 75 6 18 20 12 15 23 20 25 qu=2.25ts•Pieces •••••••❖ • 1Ifj1!$:i: ML Gray sandy SILT, trace clay and gravel, dam to moist, medium dense• P of logs coming up in cuttings ••••• • •ii• • ••••• •��. •S ••••••••• 0. 4••••••• •••�•••••i ••••• sm _ _ Gra brown silty SAND, trace fine gravel and wood, moist to damp, medium 1 '_ c al.se-,- fd.. sp _ _ _ . Brown fine SAND, some silt, damp; loose "fill" . _.- . e: . : .. JJl/ .;;.`--- :....•.: ...t.; -:•{ , ,,:. ti,.. '° V.:. ;, .., sm SP' SM Brown -gray mottled silty SAND, trace gravel, damp to moist, dense ------------ et,- Grayish -brown fine SAND, some silt, wet,- medium dense to dense Grayish brown fine SAND, some silt, wet, dense - becomes very dense —20 _ 25 - t _ --30 - - 35 - _ Continued p /t+ X11 4140 l Earth 19 Consultants Inc. '• Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No2579-13 I Date sept' 88 I Plate . A100 hnn5•ni�r.'>e►+pwr•.dn.+n+nt .' YTTT .,v i 4 - Logged Date By BORING AM NO. 101 ELEV •73'± 8/20/88 Graph cs Soil Description Depth Sample (N) Blows Ft. (e/,) .,� :;; .w Sp SM Grayish brown fine SAND, some silt, wet, very dense III 67 23 t� ''•�' �''� Gray to gray -brown fine SAND, wet, very ` 70 22 •J:•;:: dense - JJJ•:.-;. —50 ;• . Gray fine silty SAND, wet, very dense 91 32 ✓ . J• .- . J• • _ t; ' —55 ....:. Gray fine to medium SAND, some SILT, _ 69 21 ';%:...... : very dense t t:1:;: _ Y�}t: - 60 JJ::::; �' - J 91 21 Boring terminated at 64 feet below existing grade. Groundwater encountered at 28 feet during drilling. 3/4" PVC standpipe installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings and capped with concrete.and locking monument. Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other limes end locations. We cannot accept responsibility for the use or Interpretation by others of Information presented on thls log. BORING LOG 0 ilt`� ;, Earth � Consultants Inc. EAST MARGINAL KING WAY CORPORATE COUNTY, WASHINGTON PARK Geotechnical Engineering and Geology Proj. No.2579-13 I Date. Sept' 88 I Plate A101 � w . ,y, - BORING NO. 102. Logged By AM ELEV 118 ± Date 8/20/88 Graph CS Soil Description Depth Sample (N) Blows Ft. ° (°w) AAA04 ♦•••♦ :2•••••••••••:2•••••••••••••••••black ►••••••••+••�: •• • ►,iiiii •ii�i�ii' Mt • ������� ..•••• V . .. FIiJ1I___ �i••i••i•ii ►'i�i��i A� •�•�•� ��• ►0�e••.+•• ►i•i•i•i� •• ••• ••••• •***to• , ••••••••••44, ••••• �• �••••••••••� •i•ii•i• .•iii• Dii�i� tot**i* •• •i•i• • ii •i�ii�i�i ;;;;,;,;,•, : •:; sm ML_ S ML sp Black silty SAND, some gravel, trace11 glassy material, dry, medium dense "fill" Gray -blue sandy SILT, trace wood chunks, moist, medium dense "fill" Black silty SAND, trace gravel and green fine SAND, moist, medium dense "fill" Black .sandy SILT; trace gravel and organics, damp to moist, loose "fill" Black to brown silty SAND, trace glassy material material and wood fragments, damp to moist, loose "fill" Tan fine SAND, trace silt, dry to damp, dense - - — 5 - ---10 - - - -15 - -• - `- —2 0 _ - —25 - - - - _ _ :1: III T 13 14 8 6 7 48 11 19 18 20 20 20 8 Continued `vik Earth Consultants Inc. Geotechnical Engineering and Geology BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No 2579-13 j Date Sept' 88 I plate A102 t AMA 741 ".i-?Ari.;; Z Z • w Q O - 0 to 0 cn w W I� J H. N tL W p LCL< co a �.W Z= I -- APPENDIX APPENDIX B p z E-. LABORATORY TESTING RESULTS U E-2579-44 01- w uj w — O. wz U= O~ Earth Consultants, Inc. Z N N >- -J J Z c w 1— w O ac >- 0 5 5 2 w N N 2 Q a 1 1 1 m 4 O 2 4 V) D T 0 z_ CC w a N w 5 LL 0 rz w 5 D z w x C.1 Z Z_ C7 z z w a 0 LL 0 w N N 1 0 1.00' Z00' Eoo 1100' 900' 800' 1.0' Z0' CO' bo' 90' 00Z 001. 08 09 09 Ob OE OZ 91. 01. 8 11/l 0 1 0 N PERCENT COARSER BY WEIGHT 0 M 0 0 w 0 r-.. o co 0 c) 0 0 r p -4 J p 1 T 1 9 Z1. 0 0 o w 0 N 0 to 0 m 0 0 M PERCENT FINER BY WEIGHT 0 r- 100 Z00' E00' 1100' 900' 800' 1.0' Z0' CO' 110' 90' 80' L' h Z'w w J 2 9' Z 8' w N z Q Z CC 11 9 8 et OZ OE 011 09 08 001 00Z 00E 0, N w _Z w 0, cc Q 0 0 to Lu -J m 0 U J a J J N cn DESCRIPTION poorly graded SAND with silt 0 N U N Cr) 1— ---. $ N �7 02 Cr) +, c6. Q, oa mF- 9-4O N H N O H >- w Earth Consultants Inc. , Geotechnical Engineers, Geologists & Environmental Scientists Proj. No2579-44 Drwn. GLS GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Date 1/3/03 I Checked RAC I Date Jan.2003 I Plate B1 2 2 Z_ w N_ Z a ix J Q Z Q w W 0 m Q 0 z Q 1- N S Z CC w 0- 0 0 O w 2 Z Vl w 0 Z Z z 2 w a O LL 0 w N in 0 L00' Z00' 'E00' 1700' 900' 800' LO' zo' CO' 170' 90' 00Z OOL 08 09 09 017 OE 0Z 9L 0L 8 17 Pit 10 E 17 9 ZL 0 0 0 m 0 N PERCENT COARSER BY WEIGHT 0 M 0 0 us o co 0 0 o co r 1 0 n I 0 0 T 0 w 0 0 PERCENT FINER BY WEIGHT o o 0 N 0 0) 0 r 0 0 ✓ 100 Z00' £00' 1700' 900' 800' L0' z0' EO 170' 90' 80' L' cc z' w E'2 J b. 2 9' Z W w L N co Z Z E 9 8 OL 0z 0E Ob 09 08 00 L 0 0 Z 00E o, w z LL 2 0 w 5 w cC Q 0 U w LL J w Q cc w u) cc a 0 U N w J m 0 0 -J a J -J mo H C C 2 o 0 If) M 0 co DESCRIPTION silty SAND PLI N U IL '4 • r` o o N N P4 w H >- w O Earth Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Pro). No2579-44I Drwn. GLS IDate Jan .2003 Checked RAC I Date 1/3/03 I Plate B2 �yg 1.4 • G7 } J 0= w 1- 0 0 0 } 2 w N 2 a Q 0 0 0 N PERCENT COARSER BY WEIGHT 0 0 0 to 0 to 0 n o 0 0 a1 0 a 0 cc Q 0 2 a 1- VI 2 0 2 cc w a N w u. 0 CC w 2 2 w 0 2 2 0 2 2 w a 0 u. O w N_ 001 08 09 05 0ti OE Q 100 Z00' £00' 000' 900' 800' 10' z0' CO' 00' 90' — 80' — - L' Cr) CCUJ E' 2 J b' — 2 — - 8'w 0 - L N Z Z (D _c — b — 9 8 01 OZ OE — Ob — 09 — 08 - 001 PERCENT FINER BY WEIGHT Earth Consultants Inc. Crnlrrhnitvl lingilirt•rs. G1Y1IngiNIti h linvinnlnx•nGd tirlrnliMS — 00Z OOE 0 w 2 u w _2 LL J 0 w w N cc a 0 0 0 2 Q N w 2 LL w ti CC a 0 0 w m 0 U • J 4 1 1 1 J J 1 1 1 1 1 1 1 I O r-1 ir1 CYN tri M DESCRIPTION silty SAND silty SAND Dark gray silty SAND V (n Y 1- a L" O Ln M in to - in co 1 1 1 PO } w 0 4 0 GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Proj. No.2579-31 I Drwn. GLS Date Aug .20001 Checked RAC 1 Date 8/15/00 I Plate B3 1 (I) N J w F - w 2 0 cr >- 2 Z_ w N_ Z Q cc C7 0 L00 Z00' E00' .400' J 2 LLI w (q 0 Q 0 Z Q 1- N vi 0 Z w S w 2 LL O w m 2 Z 900' 800' 1.0' 0 0 PERCENT COARSER BY WEIGHT 0 0 0 In o to 0 n o m 0 0 0 r L00 Z00' E00' V00' 900' 800' L0' Z0. Z0' £0' 40' 90' 00Z OOL 08 09 05 Otl OE OZ 91. 0L 8 .'Q £ 9 ZL 0 0 0 m 0 m 0 N 0 w o 0 to 0 PERCENT FINER BY WEIGHT 0 N 0 0 E0' 40' 90' 80' L' (n CC Z. H w E'� 4. J 2 9' Z' 8' w L co 2 Z (5 E V 9 8 01. 0z OE 04 09 08 001. 00Z 00E w LL 0 2 Q 0 0 w 5 w (n CC Q 0 0 w (n cc a 0 0 J w Q C7 N w J 0 0 -J a 1 1 1 1 1 1 1 1 1 1 1 1 -J —J 1 1 1 1 1 1 1 1 1 1 1 O (r'1 rn 00L .--1 DESCRIPTION Reddish brown silty SAND with silt and gravel Gray silty SAND 1---.• a w 0 o of o • M cel N (Y1 Li.) 10 ' 1 1 1 1 P 1 W Ln } w Ij i��i Jc 4r1JI Earth Consultants inc. \ \ C //) coml.( hnit 111?n>Zin(tis, Cir>k gL us t4 I?nvinuutt,•n (1 ti('frnlG 5 Proj. No.2579-31 1 Drwn. GLS GRAIN SIZE ANALYSES International Corporate Campus East Tukwila, Washington Date Aug. 2000 Checked RAC 1 Date 8/15/00 Plate B4 100 80 x 60 w z 20 LIQUID LIMIT 100 Key Boring/ lbst Pit Depth (ft) Soil Clossification USCS - L.L. P.L. PI. Natural Water Content • B-5 20 Gray lean CLAY CL 29 21 8 24.0 a B-6 20 Brown SILT ML 39 26 13 24.9 ■ B-6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B-7 30 Gray lean CLAY CL 20 30 10 18.7 p B-9 25 Gray SILT with sand ML 15 14 1 16.9 Q B-10 20 `----A-Line CL 46 24 22 29.3 CO • 0 @a 001 ®810 CL- ML A 20 4n Rn tan LIQUID LIMIT 100 Key Boring/ lbst Pit Depth (ft) Soil Clossification USCS - L.L. P.L. PI. Natural Water Content • B-5 20 Gray lean CLAY CL 29 21 8 24.0 a B-6 20 Brown SILT ML 39 26 13 24.9 ■ B-6 45 Dark brown lean CLAY CL 49 24 25 24.6 O B-7 30 Gray lean CLAY CL 20 30 10 18.7 p B-9 25 Gray SILT with sand ML 15 14 1 16.9 Q B-10 20 Gray lean CLAY CL 46 24 22 29.3 Earth Consultants Inc. Gedodnkal Engineas, Geologists & Envlr.mmental sck.ttws Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No.2579-31 DateAug.2000 Plate B5 100 80 x 60 w 20 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test P it Depth (ft) Soil Classification USCS L.L. P.L. P 1. Natural Water Content • B-11 10 Brown lean CLAY CL 30 19 11 23.2 • B-11 30 Brown SILT ML 38 26 12 24.4 • B-12 15 Blue gray SILT ML 34 25 9 26.5 0 B-13 50 Blue gray fat CLAY CH 56 26 30 19.4 6 B-14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 0 ``-- A -Line 0 • @a 0 ■ OW? CL -My 0 20 40 LIQUID LIMIT 60 80 100 Key Boring/ Test P it Depth (ft) Soil Classification USCS L.L. P.L. P 1. Natural Water Content • B-11 10 Brown lean CLAY CL 30 19 11 23.2 • B-11 30 Brown SILT ML 38 26 12 24.4 • B-12 15 Blue gray SILT ML 34 25 9 26.5 0 B-13 50 Blue gray fat CLAY CH 56 26 30 19.4 6 B-14 40 Dark gray silty CLAY CL -ML 29 22 7 40.9 Earth Consultants Inc. Geoiedinkal Engineers, Geologists & Environmental sclen(Lsls Atterberg Limits Test Data International Corporate Campus East Tukwila, Washington Proj. No. 2579-31 DateAug . 2000 tate_.B6 • ;Fti:�Pv� 6 Copies Reviewed by: Scott D. Dinkleman, CEG Associate Engineering Geologist DISTRIBUTION E-2579-44 Sabey Corporation 12201 Tukwila International Boulevard Fourth Floor Seattle, Washington 98168-5121 Attention: Mr. Ralph Hagler Earth Consultants, Inc. CANADIAN WELDING BUREAU CERTIFICATION DIVISION Note: This. form to be submitted monthiv to the Bureau's regional office. Company Code 1 3 A - REPORT OF WELDERS, WELDING OPERATORS, TACK WELDERS, FIEL WO/IK K LOCA IONS & SUBCONTR`"ACTORS_ ,, i', Company j" I`"f,J�. ,� Name :4'f1 /f) "+. 1, a ;� '��i/-;:..,j ;,,t/$_G't,Ok' /1.79-.::,- � dr<j� Address ! 1 ! i7 l._ `'�; " 7/�w,4,..).4" 4,- , i�I �r! / -i/f „,-f . f---,r°-9i! 1.. CWB Form 1uBE/97.1 STANDARD Q W47.1 0 W47.2 0W186 For each welder, welding operator and tack welder employed in shop or field welding for the period covered by this report show: a the full name of each individual. b the type of qualification as Indicated by "W' (Welder), "0" (Operator), "T' (Tack Welder), "P" (Probationary Welder) c the welding process used by the Individual. If the person has more than 2 qualifications use an additional line d)the position/class/category such as "F" (Flat), ''H" (Horizontal), "V" (Vertical), "VD" (Vertical Down), "0" (Overhead) e . the performance Level: 1, II or III (applies for W47.2 listings only) f) the qualification expiry date and the qualifying authority (eg CWB, ASME). REPORT FOR MONTH YEAR Jr List additional welding personnel, field work locations and subcontracted welding firms on reverse side of this form. PLEASE INDICATE IF A NEW SUPPLY OF FORMS IS REQUIRED: f J "CERTIFICATION M 'ip THE DIFFERENCE" Welding Supervisor's Signature CONTINUED OrithSACK > Z ~Z U0 N0 CO J = H w0 2 gQ 2 Ci �W Z= W • O w ():D c) O- 0I- Ww H -- l Ll U= 0~ Z QUALIFICATION NO. 1 QUALIFICATION NO. 2 J First and Last Name •Category • Type Process Position/ Class/ Level (W47.2 only) Expiry Date Qualifying Authority Type Process . Position/ Class/ Category Level (W47.2 only) Expiry Date Qualifying Authority 1. ,.r AO/ (-Tat; ✓ CrA�! r ‘'(' 6 r://,S, --- 02// V ciA 1 \, 7 Fc -et: F/ S _- °/t 52 t 1. C-ca3 2.kr -/ ,,.-- + f"/5 O '/ j/,•14c oiY vv. F: p/- _ - og i Sr; . t < J 1M: s.. a ~ v'U --- �} z. () LSII t' i /s -- °c .✓i3' . oz,J vie EL,(�".,,. V...:/,c'� 'i3 ; ti' 1:t.. .w 4'1.:E, .. ' c; yory fs.1,' -C. v" , . re i -/ — c 7 �- ( eJ L s. c .a%' . kiF_.fe 6 jam ti; ;;> r-- a7,3v4s- Cco i \J( c ) 1,:-/c. M, __ 07/ Ems, ..•••O�,, ., 6. V' ✓ t "' AA.7?... '' al 5,1A- 'F,/% -- CS7,/f7/�,.�Cc.rJ(.3 - �� 7..7:-N2' -sir.' l.' th- ‘;(/14/0.; Fit() — 07/t 1f; . c. 4i 8, Y' (ip- Jam, '":°t, " A.). C C,) "-- )7'/t 74., TL-- u0 10. , e rL�l C� ll ..4.0... ..._ ice--) • -.-v\(-r\i ! Ff It /'a -,k - _ 1..r; 61.3 SUPERVISOR'S DELEGATE(S), (W47.1 & W47.2 ONLY): 1. 2. List additional welding personnel, field work locations and subcontracted welding firms on reverse side of this form. PLEASE INDICATE IF A NEW SUPPLY OF FORMS IS REQUIRED: f J "CERTIFICATION M 'ip THE DIFFERENCE" Welding Supervisor's Signature CONTINUED OrithSACK > Z ~Z U0 N0 CO J = H w0 2 gQ 2 Ci �W Z= W • O w ():D c) O- 0I- Ww H -- l Ll U= 0~ Z 19 ~ W. JU UO UD _. F- WO �< U 2a �w Z= F- O Z F- W p U O 52 • F- LU - WW F- F- - O Z w UN • =. O ~ Z AMERICAN CONCRETE INSTITUTE is' is: 'ta certify that s demonstrated knowledge and ability by successfully mpleting the ;ACI. certification requirements and is hereby recognized as an ACI Concrete Field Testing Technician - Grade I (CSA Standards) Exam Date: 06/14/2003 Expires: 06/14/2008 Examiner:..��-�.-- G -r /. >: >.c \ � r ♦,11/111,1♦, 1/1111111 �/ mn a il1111 ,;111111.' ?sit11,; r1111f111 1111►l!Ltt�1( In { r: e: ''i'to,Txii;i 11111111 ;IYiI'Pj ;rl�rr ;r1�/Iw ,;1r�1rr 1111111 1111f1�' 1111111 TTj11111111 111 If 1,1111JJA11111t1►1111rlllllllr fill JJI•i:rpPly•i :•'PP�1•i 'd ♦4 i•'•'♦•1`i1•i •JPS . ::Ili /1♦1 I•♦ 111r ♦ ♦ 11 I' 11 ♦• 1/ 1 / 1111 •♦ 111 ♦•♦ 11 1 ♦ 1 1 1 11111;1♦,11111 I♦, 11111-,1♦ •IIII,I� 11111 /♦n/1111yI ♦,�.1 ♦III; 11111 Vfk ;II/Ilii y11111/ Li 111/11; .; 11//111 �JI11/11 ,�111111 11111 1111111• 1111 1 1 1 1 1 1 f .1111 I '111111�a .1 Illlf 111111 A 1 1 1 N1111 (111 1111 111 1 I I I I t 1 1 1111 11111 1111 Itlllltlllltll�tll 1 tl 111 11Wlllllllf �1llllYllllf r ♦rl •i ;••J 1`i• i •:•'P JJI •i •:•'J'♦4`i •!•:•V 4`V•:•b 1'JI i'•:•'O 1`JI • • ;•'P 14'1 •i •}'J J▪ IY Y•; -v 1'Iv ; 6,11111111 �I �♦ ♦111111 Jil♦Ili �I �. 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HO ZF— W • W U0 O D - OH WW 1— Io •• Z W i o� z PROJECT : JOB No. : OPERATIONS CHECKLIST PANEL No. : CAST DATE : DESCRIPTION and COMMENTS PERFORMED BY QC APPROVAL FORMWORK Form Dimensions: Hardware: Reinforcing: Cleanliness: CASTING BACK MIX ( 014S ) Pouring Time: Method Used: TABLE or BAR CURING Method Used: RADIANT HEAT Temperature: 50-55 C Length of Cure Time: 9 hours STRIPPING SACKING and REPAIRING Date: Overall Appearance: FINAL INSPECTION Date: Form Dimensions: Hardware: Concrete Finish: Load No.: z w oo N0 AU I N LL W O LL < =• a � w z= �o z1 - w 0 O Y2 O E- wW "-- O ..z w U= O~ z Rs Z • ~W 6: JU UO ND W= J 1.— U) U) LL Wo �Q co =a I -W Z= F- O Z W • W U0 O O 1 - W • W r - u. 0. W.. co OH z TITAN STEEL & WIRE CO. LTD. 11041 ELEVATOR RD., SURREY, B.C. CANADA V3V 2R8 PHONE (604) 581-5441 TELEFAX (604) 581-3775 TELEX 043-51117 SALES (604) 581-3933 TEST CERTIFICATE LOW RELAXATION STRAND CUSTOMER: VS Araiteclvtut P10 No T/6 DATE: PRODUCT; UNCOATED 7 WIRE LOW RELAXATION STRAND FOR PRESTRESSED CONCRETE. SIZE & GRADE; 0.6 INCH (15.24 mm) - 270 K (1860 MPa) SPECIFICATION; ASTM A 416 - 90a CSA G279 - 1975 CSA GS79 - M1985 CONSTRUCTION & DIMENSIONS LIEM SPECIFICATION �INIT CONSTRUCTION (CENTRE + OUTER WIRES) • 1 + 6 — STRAND DIAMETER (D) 0.600 ± UTO66 (15.24 + : ) inch (mm) STEEL AREA NOM. 0.217 (140.0) inch2 (mm2) STRANDING PITCH 12 -16 X D WEIGHT PER 1000 FT. (PER 1000 m) NOM. 740 (775) Ibs. (kg) DIFFERENCE IN WIRE SIZE (CENTRE - OUTER) MIN. 0.004 (0.102) inch (mm) PHYSICAL PROPERTIES ITEM SPECIFICATION UNIT BREAKING STRENGTH MIN. 58,600 (260.7) Ibs. (kN) 1% EXTENSION UNDER LOAD MIN. 52,740 (234.6) Ibs. (IN) ELONGATION IN 24 inch (610 mm) Min. 3.5 RELAXATION AFTER 1000 hrs. OR { MAX. 2.5% WITH INITIAL LOAD = 70% MIN. B.S. MAX. 3.5% WITH INITIAL LOAD = 80% MIN. B.S. This is to certify that the attached documents are correct and meet the above requirements. (: . •s• 1' v PLANTWETALL R S fibZ ,, ' ZIoltP Miaropoo:A9Wt Low Relaxation PC Strand Size: 0.6" Summary of Physical Properties Pack No. Heat No. Breaking Load (lbs.) Yield (lbs.) Elongation (%) Modulus (E value) D10809 37149 38793 59247 53900 6.2 27.2 D10810 37149 59221 55100 6.5 27.3 I - • 3 Z ~ W2 QQ JU 00 CD v)W J= F- U) W0 LL.Q Id W Z= F— 0 Z 1— Lu O • - O H WW H � I"0 W.. co O 1- z Z Sample ID: 0000000 Program: 01 Date: 05/10/2001 Serial No.: 184900 gm Spec. ID 1. 0000000 AVG SD 10000 90000 80000 70000 60000 -71 0 a m 50000 40000 30000 20000 10000 ‘„,) FORCE lbf 59247.5 59247.5 NA STRAIN %gl0 1.20000 1.20000 NA L' IIIII ■�� •ii■iRY■1 ■■W■■■■■1• ■■■ r■o■/■ ■■m■■ENIN MI ■O■■O■ gym■■ MsWi■■m_— i WMEilW ■. .. EINMUMISmWMI ..>v■■..d ..E.■m_-__.. mama Heim B WITHNH ==IMIINSERM■■■■■■■■■■w_n�■■■■■■■■� IINN r Y • ( -I- T T ;, 4.44 --.-- REEL NO. 2) /0 g D C> r057 DIAMETER ' 40a IN. B/LOAD 5 9 a4 7 Ibs. UTS 2 7/ , 8 KM 156 EXTN UNDER LOAD: 6 3 '4 Z LBS. AREA: ,//O INT ELONGATION 4, , / % E: 2 7 12 x106 psi ELONGATION 6. ,z % CHEMICAL# ANALYSIS } HEAT 1 �. /4(� / 2 3g?,3 C (x100) Mn (x100) Si (x100) P (x1000) S (x1000) Al (x1000) 1 S/ 8/ 28 // 7 / 2 8,2 80 26 9 // / 0 250 0.250 0.500 0.500 0.750 0.750 1.000 1.000 1.250 1.250 STRAIN %gl 1.500 1.500 1.750 1.750 2.000 2.000 2 250 2.250 2 500 2 500 Sample ID: 0000000 Serial No.: 184900 Program: 01 Date: 05/10/2001 Spec. FORCE STRAIN ID lbf %gl 1. 0000000 59221.4 1.20000 AVG 59221.4 1.20000 SD NA NA 10000 90000 80000 70000 60000 0 m 50000 40000 30000 20000 10000 0.250 0.250 0.500 0.500 ..,,M, MO 0.750 0.750 1.000 1,000 1.250 1.250 STRAIN %gl 1.500 1.500 1.750 1.750 2.000 2.000 2.250 2.250 2 500 2 500 —'T- - r i , •I , ! -II 1 • 1 I f, , • 1 t, - ;. 1 ff I • • • - ■■®■■�■■ 1■■■vim 1■■■ i -t-'— 1 I .. 1 , . '.• . • _ -• _ __.�. --; t'i D/OS/O + - ; REEL NO. �1/ DIAMETER Q IN. O 1 r , ��� i�.�l I , ' 1; ; -i --i--r I .. II •i B/LOAD 591-21 Ibs. � L'I`B � 1 . ; -; ; -} --I1"1 r r UTS 2, 1, 7 Ksi *i 1%EXTN UNDER LOAD: 557c0 LBS. --+'�'•--•._._.. - ' ia • • �J AREA: % 21g IN2 ELONGATION 6, •—% • +' 4• , .'. • *- to--�-+-- --•- •-- • _ - --r Tom•--...__.— `" :• + E: 2 7dx106 psi r ELONGATION /' % (p 'MI ---_-- SIMMERS!' -; .- • ■■■■■R■■■ ■■■ .---r--.-I-•-r-.' ■■ 1 t 1 fi 1 3 `�`, j•■■■■■■■■ ; ; -- - N ::::1u: . . CHEMICAL l } ANALYSIS fillintimHEAT 2 'r' :wi , i -, .- ■■u�■::::■i :: C Mn Si P S Al Nummiai: -�_ :i■ ■■�■i ■■ ■ •■■■■ (x100) (x100) (x100) (x1000) (x1000) (x1000) ,. ■ ■■■■■■ ■ • 4.,_,...._,_ '-' lig inramousi mummom• nem • /gismo Nom i is 1 11•1 i , -t ■■■■■■ ■_ ■ -I 1"1-1-'"-"'-i- �-. , + 11 0.250 0.250 0.500 0.500 ..,,M, MO 0.750 0.750 1.000 1,000 1.250 1.250 STRAIN %gl 1.500 1.500 1.750 1.750 2.000 2.000 2.250 2.250 2 500 2 500 ,r•. • • S019002 • rirra CD • rD'ESSAIS/TEST REPORT . PT' cotiTR&.! DE LA QJALTTT/HSTALLURCICAL• AND QUALITY CONTROL S117)fREV_ )t-96 *14 stelco C.P. 249 mcma s t er l tee CONTRECOSUR, Qr>T88C CANADA J01. 1C0 DATE 01 03 27 E49020 • AN/YR SIO. JR/DY ' Y ep-Kl_,ti `. ► ANA YSE DE nt'i'/HEAT N.ALYEI1; GROSSEUR No DE COULEE ! NO. C Mn P S Si Cu N1 Cr Ho V Cb Sn N DV GRAIN CHAIN S17. ,NEAT • K49020 0.40 1.29 .019 .063 .09 .31 .082 .12 .018 .001 .000 .030 .007 '•!..3•'...i.-:.,: •iy:' TRar{PABILITE JOMINY/JO!JINY NARDENtElLITY(NRCI LL Ho �J DQLEE;.'i�'�! BEAT110. , TiC9' No DE COULtE . IIEAT NO. RESIILTATS DE L'LSSAI DE TRACTION • TENSILE TEST RESULTS DUPE= HARDNESS(MB) , : •j • 1 se Tion LrMITH D'b`LABTICITE RESISTANCE A IA TRACTION TENSILE ALLQNCP.iffiNT FLEXION ' . • AREA YIELD STR&N67E1 % MONO BEND Dl K49020. ', Vl is :.! ' 1 200 ' 200 475.6 1 477.2 Mpa 709.0 705.9 lfpa 17. 18 200ms. OK OK ' • NODS COMMAND! oCCLISNP Cosrfl'6R ORDER NO cusr PART Ifo. t 15M G-400 18 ME Nous certifioru' par la presente cps 1e pradust erpedte a ate soumis . des essais 3 partir d'del:antllions Iu Olevcss sur le lot ou le quantiti No DE CCL'O1AKDl DE st.Jc iasttr Lt:. ',.JR 4235 MAW NO. STELCO PART NO.; 94 0400 003 158 diorite, et gUt'I t est conforms alar normes ou au daaain, 00 Ie' deux A la toffs. Sous reserve. das te6tbodes z tandr.r d de tcoue des dossiers rte la CLIENT/CUSTOMER • : ••• HARRIS REBAR (LEDUC) ' 6613-44STREET •' LEDUC ALTA ,T9E 7E5 , _ DEBCRIPTJON ET NURKE/DSScRIPT1ON A SPECIFICATIONS SIZE: 15MN5XG-400 GR 400 15M CSA G30. 18M G-400 societ6 les rAsultats de ccs essais sont inscrits dans nos dosslals. We hereby certify that the material shipped on this order has be'.i tested on the basis of samples taken from the let or quantity described, found to be In aegoraanre with the spucIficatJnn and/or drawing, that, ,abject to the company's standard j . :v . f $Oug IMPERIALS MTRI ri precticeof 'nerd keeping, the results are cnnt3ibed in itn records. ri -� ' • } a x sURYSJJ.I,Afh'' Dr, LA D;L'TALLtIRCJS ' •r r+.,' V; ; •IMPERIAL. METRIC ROPiflVISINO METALIU?.C--1ST Claude Vachon, .inti. 41 L z = F- ~ W tY� JU 00 to o wm W w0 J Y2 I=W r' _ �. 0 Z~ 07 Ww u.• 0 W U= 0 z HAMILTON 11111 HrIsHeijar ..a.,.,.... , ....,. TEST REPORT EDMONTON ici . N� 1115 2 LOCATION: .4111 MONTREAL PENNSYLVANIA DATE u4 . ii1 SHIFT.•L` TIME: :.m BAR SIZE: 1nirrl LENGTH: - t$m GRADE: 401713_ MILL SOURCE: le 0 HEAT #: R _ Ligo A0 POWDER SOURCE: 310h413 PRETREAT. Chcom-ate POWDER BATCH #:/n„Q P��T e, g 'OI,{ThSOURCE: AVERAGE THICKNESS 3 1 STD. DEV THICKNESS POWDER STORAGE: TEMP 5 °F HUMIDITY ge % HOLIDAY DETECTION:_ w 2/METRE 3 OR MORE/METRE PIECE COUNT: R MEETS OR EXCEEDS: RietV. 1/ BEND TEST • PSS 1442 ,affil PASS __k"__ FAIL ASTM A775 7550 PASS l� FAIL ASTM D3963 BAR TEMP V4-- °F AA SNTO M239 7 second.flri. 1't OPERATOR NAME: m OPERATOR # mT SIGNED: • 600 /7.00'd ezo60 } . JJ. • • �,, ' ::` J •. •: l J •J• •' •TE$ REP • •v . : 'HAMILTON • • 'EDMONTON • LPdL • ' , •' ' • LOCATION:• : 1• ,1• •J•••• _ • i1 * 1 ,•• ••i .•�Nid;J:••••1O .J• • • .•• •� Lt• - • ...•• • , .•.S �I'•• •:•j•.: • :r,••••It •••f• ', 1••:i'.. •..�• 1{•••.. •r^.,•C•. .4, ••• •,• •7• •. .. '•Lc.•.: LAFARGE STEEL YARD MAY. -30' 01 (WED) Contract No.: 30055 (KS -000120-1) Supplier: MITSUI do tJac.rioodii�PRIME: PB NEWLY PROD1JCQD DEFORAIBD • • RBNFORCWO STEEL BARS Specification: CSA -630.18-M92 GRADE 4008 • . • • .r. •. • INSPECTION CERTIFI CATE MILL'S CERTIFICATES • 'l KY OEI STEEL LTD. • NAGOYA DIVISION Date of Inspection: Jan,25,2000 Sheet No.: KN -2.K01 809-1IGtujtboidri,Shin•masanari,Tobishima-mare,Ama-gun,Aid3 ,JAPAN Destinatton; CANADA TEL (05675)5-1088 , FAX. (05675)5-1097 •• • • Sizer (Ditmde: X Length) • •• •. ; •• Charge. No. Meal No.) • � No. of $tmdItS •• - No. of . Pc`e Physlal Properties -Bead TestIC • Chemical Properties(%) weight • (kg) Wart -cc Taosile Ser. OJT 'item sig. MPa MPa Wang. %• (180') • Mn p IS . T • 400 540 MIN. MIN. 10 MIN. inner dla. . 3.5D • '. - - 0.050 MAX - . No.10 X 12.0M ; = .-'. ' - ; t .y3. . , ' • .. • . • • . . 39904 39905 39906 39907 39908 39909 39910 39911 16 14 • .. .14 10 28 • • • 28 • • •22 9 6,400 • 5,600 5,600 4,000 11,200 11,200 8.800 3,600 •. • .' • 1 462 444 446 440 442 464 447 • 426 653 637 648 636 650 658 659 629 •• 17 16 16 14 12 14 14 16 • GOOD . 0.30 ' GOOD 0.29 00013 0.29 1 • GOOD 0.31 GOOD 0.29 GOOD 0.29 GOOD 0.28 GOOD 0.30 1 1.09 1.08 1.10 1.09 1.06 1,08 1.18 1.08 0.023' 0.023 0.024 0.018 0,029 0.039 0.034 0.028 0.031 0.030 0.039 0.029 0.033 0.036 0.032 0.031 L • . . • . • . • ' � No.10 X 12,0M TOTAL 1,353 541,200 5,098,104 • Old of Inspection sealan Kral Stte / d • . . [11}R•ii 4111 1 • DIPA' QUALZSi'»LETALLORC1CAL•ARD QUALITY CONTROL stelco C.P. 249 mcmaster ltee • CONTR1iCOSUR, pOh`BL'C DATE CANADA jot. ?CO 01 03 27 K49021 AN/YR MO, JR/DY Z • W U 00 (0CO ILI �, , y W 1 I=•-' N IL WO ga m 5.2d w ZI"' 0o WO w 0 co a.- L] I--• W IU m•LL F- -`n -a Z cri rrl U Cl) 3W Z ?• '!"' Mil .)•S6 De CO'ILE`E/HEAZ AfIALYS1S CROSSEUR DU CRAIN DRUMSJ2C No DE COULEE + MEAT Nom. C Mn P S S1 Cu Mt Cr No V Cll Sn 11 ':1 K49021 r =•I 0.34 1.27 .021 .036 .09 .40 .097 .15 .022 .001 .000 .026 .014 I.. 1 : j`. + •�.. • • , . , r. • ` TREHPABILITE J0N NY/JOHINY RAR061AI LITY (lige) •44 ti%n:I. 1t1• •'1 ,1,..110:11,;,.. .+ .+z. 7 .. • .: ' ry+ :^... I .. ,..i i :' . No 'DS OODLLS ': •. RSA? ND. , ' •R4-9OLTA7S DS L' ESSAJ DB TRACTIOlt TENSILE TEST RESULTS DURBT.S HARDNESS(In) , • tI•• •• ; " r•'1' , l `i.1:111:'•4*.. r� ' •' SECTION 1 LIMITS D'ELASTICITE + 1.' ,. R1.S1$TANCB A LA TRACTJO71 TSNBILS ALLONGDIPNT FLEXION • ' `' :i• •i AREA YIELD STRENCTR 4 ELONG BEND 01 ;•K49021''«:. r '.'�; *'J e r • 200 :•, :200-''. . . 426.7 424.1 Ilia 666.7 662.6 trpa — 19. 19 zoo®. OK OK . No ,D COh0(ANLe- DO CLffi1T ...T..- ; ; COSTOtiER-ORDER NO 'lio CUSP PART AV. • 15M G-400 18 ME Nous rertiflona par la pc•csente gee le produit (roadie a etc soma's a des e_sais a partir d'fahant111ons prE.levEs sur le lot ou la q+lagtttd DS CULMARLS DE Stelco-Ncltaeter Lae ; JR 4235 ORDER NO. STBLCO PART 110.: 94 0900 003 158 d&CfJtel et qu'JJ est contorme aux norc+es ou au dessin, Cu 1st:: aoix A la tats. Sous raserye des tnf`thodeS FI as+Acrd de tenue des dossiers de .la CLIENT/CUSTOMER• • :HARRIS REBAR (LfiDUC) ''. 6613-44STREET :. LEDUC' 'ALTA 1r T9E 7E5 ' DR8CR1PTIOA ET 110.RNS/DESCRIPTJON d apecirICITIQ4' SIZE: 15MN5XG-400 'GR 400 15M CSA G30. 1 BM G-400 • ?n_!bef )en r!sultats de ces essais sant inscrits: deh3 odd dossier.: we hOraby c:attlty that the material shipped on this oral' has been tested on the basis of sampler taken from t?le lot or quantity descrlt^ed, found to be 151 lacor1anee with the specification and/or drawi.orJ, that, subject to the ccr'pany's standard •• •: ItefRIALB N*TNIp(JS practices oI record keeping, the results are contained Ci' records. a ri SIIIMILEANt OS 1•A ttf:TALLORGIS • IMPERIAL MSTRIc StuP.Nvzt:l11P MK`i'Al,LU1tCIST Claude Vachon, incl. • 11,1 HFIVISHOIIaT TEST REPORT Ng 11152 LOCATION: HAMILTON EDMONTON JRC X. MONTREAL PENNSYLVANIA DATE Ant SHIFT. tiati5 �1 TIMED? :56 pr''1 BAR SIZE:-, j� rrl LENGTH: GTH: -1$m GRADE: -R MILL SOURCE: Delis) HEAT #: 14. - yqo () POWDER SOURCE: ?446 . PRETREAT. Ch(Orna e POWDER BATCH $:/10„Q 3 PATCLANIRg OAN&SOURCE: AVERAGE THICKNESS. 3 1 • STD. DEV THICKNESS 2 POWDER STORAGE: TEMP 54 °F HUMIDITY ge % HOLIDAY DETECTION: C 2/METRE 3 OR MORE/METRE • PIECE COUNT: IRO ' MEETS OA EXCEEDS: R44. If BEND TEST j L OPSS 1442 PASS FAIL ' : ASTM A77S -L.SD PASS FAIL ASTM D3963 BAR TEMP Li-- °F AASHTO M239 7 sero yi .ter-d---1PS1- OPERATOR # ) m OPERATOR NAME: LaacyiJ(1 SIGNED; �\+ Z Z a2 _1U UO to U)_ w 2 ucoQ =a Z= Z0 W W U0 O- CI F- W w H0 -L6 O lij = P. O~ Z 24 i Z Z 're ~ W JU 00 co J H • LL WO LL Q _• ° �w Z= I— O Z F— w • w U 0 O ( O H LP - w -O W Z U= O~ Z ENWENGINEERS NORTHWEST, INC. P.S. Sriw AL ENG N 8115 ' 60 06) 522--6698 acv f&i DnA�.I PARTMENT 0 HOMELAND SECURITY SEATTLE DISTRICT OFFICE 12500 Tukwila International Boulevard Seattle, Washington FILE COPY SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR NEW OFFICE BUILDING 1 !EXPIRES 8/28/03 May 28, 2003 ENW Project No. 02110000 GITY OF TUKWILP APPROVED JUN 18 7GO3 A Nit.11 � �Y. CODE: 1997 UNIFORM BUILDING CODE SEISMIC: WIND: ZONE 3, Soil Type SD pc, 3 .0,121 80 mph, Exposure B in;',. ,n;s;TCi„?r,+,K:,•r�a�,��, :sit., ^:s,::x'rr.:r:•.-, }7Yt"rt Jh�Y�;+�rs�liC{ii:'i'�kE" .ti•Wxaktimmu, Department of Homeland Securitv Seattle District Office 12500 Tukwila International Blvd Seattle, Washington ENW PROJECT # 02110 SUPPLEMENTAL STRUCTURAL CALCULATIONS ITEM Loads/General Lateral Joint Coordinates Story Data Building Mass Data Static Load Cases Response Spectrum Cases Load Combinations ETABS Auto Seismic Loads ETABS Wall Design Preferences & Input Data ETABS Detailed Design Data (P02) Columns Increased Pile Loads SHEETS G-1 R, G8R, G11 R, G14R, G17R & G2OR L-79 thru L-88 L-89 L-90 thru L-95 L-96 L-97 L-98 thru L-107 L-108 thru L-125 L-126 thru L-150 L-151 thru L-164 C-1 R thru C -5R FND-35 thru FND-38 CW( of TUMA APPROVED JUN 18 7.;03 ikSFcJ !EU ENGINEERS - NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (Suite 205) SEATTLE, WA. 98115 Ph. (206) 525 - 7560 Fax (206) 522 - 6698 MAY 2 9 2003 REID h1IDDLETON Project Name: Project No.: )Live Loads Roof: Floors: ENGINEERS -NORTHWEST, INC. P.S. 6869 WOODLAWN AVE N.E., SUITE 205 SEATTLE, WA 98115 DHS';.Office ;Building:' 02110000 SHEET eOF Rev 8/3/00 25 psf, snow (+ Drift per UBC) LL Reduction? Y or N Load (psf) Description 100.0 Exit facilities/ Conference Rooms N 80.0 Office Y 150.0 Storage 50.0 Parking cgle:Y2----2j (Dead Loads 1 Roof Dead Loads: Roofing, Insulation Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 8.0 psf 106.0 2.0 3.0 4.0 Total 123.0 psf DL Floor Dead Loads: Flooring, Topping 4th, 3rd & 2nd Deck Joists, Purlins Beams Ceiling Fireproofing Sprinklers Misc, Mech, etc. 6.0 psf 106.0 2.0 3.0 4.0 Subtotal 121.0 psf DL Partitions 20.0 Total 141.0 psf DL LoadDataX - page 1 5/19/2003 LoadData02110.xls i tm +ur*+rS�Fr#Yr+ks�ia Frig.. ; s"�;� �rcxi xK :. b ENGINEERS-NORTHWEST,INC PP.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input. - fy= fc= Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) _ 3 N N. Y. SHEET 6 eOF ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars Constants : - a= 1.0 0 = 1.0 = 0.8 for #6 and smaller, 1.0 for #7 and larger = 1.0 S = 1125 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Equations : - Id =Sa/3X fy db/(fc)112 min. Id =3a0yX fy db2 /(40(fc)1t2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches) [._..c+Ktr/db = 1.5 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 44db 17in. 4 1 1/2 0.500 44db 22in. 5 1 7/8 0.625 44db 28in. 6 2 1/4 0.750 44db 33in. 7X 2 518 0.875 '4 55db X.!p 48in. 8 3 1.000 55db 55in 9 3 3/8 1.128 55db 62in. 10 3 7/8 1.270 55db 70in 11 . 41/4 1.410 55db 78in. k'z' < 12" )4" 17'f z" 3," Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 �F Ga z• Pte- cokr-A4 r 3) 566 P 6,G) wet( )tuLTleLr • L F . 7-4-/S F1 -o h Yc✓ 176; 1�rr Z 6 1z .2. Z ce)I-es REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 118 0.375 22db 9in. 4 1 1/2 0.500 22db 11in. 5 1 7/8 0.625 22db 14in. 6 2 1/4 0.750 22db 17in. 7 2 5/8 0.875 22db 20in. 8 3 1.000 22db 22in. 9 3 3/8 1.128 22db 25in. 10 3 718 1.270 22db 28in. 11 41/4 1.410 22db 31 in. Development lengths Sec. 1912.3 3/17/2003 REBAR095.XLS ailw ex. �. +r :V MS Y !A4 m + to rn ;, x� g • t #�L 7f"ewe;c;^, �. �+..�,.c'�,.�..:'i'X rt75!Y.'7"tPi.; 1 u, <,? , 8w�A71e"t.,�M.",FV!kM�r��,;a�$ S.:t P.!i.,tw;!�?X �t'a?s7r�; i'�:Ce"i�.�!: ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy fc = Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) = 60 4 N ;Y. SHEET C -f I( OF ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars Constants : - a = 1.0 R = 1.0 y = 0.8 for #6 and smaller, 1.0 for #7 and larger = 1.0 s = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at (east 3db and clear cover at least 1.5db. Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Equations : - Id =coca fy db/(fc)1/2 min. Id=3a/3yN fy db2 /(40(fc)112(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedmen 3 4 5 1 118 1 1/2 1 7/8 0.375 \ 0.500 0.625 38db `N 38db 38db 15in. 19in. 24in. 6 7 X2 8 3 2 1/4 2 5/8 3 0.750 0.875 1.000 i 38db KZ 47db l's42in. 47db 29in. 48in. 9 10 11 3 318 1 3 7/8 41/4 1.128 1.270 1.410 47db \ 47db ) 47db 54in. 61 in. 67in. c+Ktr/db = Sec. 1912.2.2 Sec. 1912.2.3 S -c. 1912.2.1 56E� �-- REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 19db 8in. 4 1 1/2 0.500 19db 10in. 5 1 7/8 0.625 19db 12in. 6 2 1/4 0.750 19db 15in. 7 2 5/8 0.875 19db 17in. 8 3 1.000 19db 19in. 9 3 3/8 1.128 19db 22in. 10 3 718 1.270 19db 25in. 11 41 /4 1.410 19db 27in. nrmtamxba5M4KAtf+7ea.' Ri'rt Development lengths 3/7/2003 REBAR095.XLS nr;+rn:r:^*.!T?*I•+;T^'i�'!wr'• i 'L }S G i109F . ;f. 1'f fti, 7.,.,. ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy fc = Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) _ ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars SHEETaI4- OF Constants : - a = 1.0 Sec. 1912.2.4 0 = 1.0 Sec. 1912.2.4 Y = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 X = 1.0 Sec. 1912.2.4 = 1/25 for (#6 & smaller) = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =Sa/3X fy db/(fc)1'2 min. Id=3aj3'X fy db2 /(40(fc)1'2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS I inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedmen 3 1 1/8 0.375 34db 13in. 4 1 1/2 0.500 34db 17in. 5 1 7/8 0.625 34db 22in. 6 x_5. 2 1/4 0.750 34db x0_6, 26in. 7 3 2 518 0.876 42db 38in. 8 3 1.000 42db 43in. 9 3 3/8 1.128 42db 48in. 10 3 7/8 1.270 42db 54in. 11 41 /4 1.410 42db 601n. Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS 1 inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. • Development lengths 3/17/2003 REBAR095.XLS xa ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 SHEET(7ROF Input : - fy = 60 ksi fc =' 6 ksi <= 10 ksi Are bars "top bars" ? (Yor N) = N Top bars have 12 in. min. concrete cast below these bars Are bars "epoxy coated" ? (Yor N) _ Is concrete normal weight concrete ? (Yor N) = Constants : - a = 1.0 Sec. 1912.2.4 /3 = 1.0 Sec. 1912.2.4 = 0.8 for #6 and smaller, 1.0 for #7 and larger Sec. 1912.2.4 1\ = 1.0 Sec. 1912.2.4 S = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Equations : - Id =sa/3X fy db/(fc)112 min. Id=3a/3y? fy db2 /(40(fc)1n(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 (1 1/8 0.375 31db 12in. 4 1 1/2 0.500 31db 16in. 5 1 7/8 0.625 31db 20in. 6 r/3 2 1/4 0.750 31db x 04, 24in. 7 2 5/8 0.875 18db XL. 39db 34in. 8 3 1.000 18in. 39db 39in. 9 3 3/8 1.128 39db 44in. 10 3 7/8 1.27039db 11 501n. 11 X41/4 1.410, 39db 55in. Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21 in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. Development lengths 3/7/2003 REBAR095.XLS ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 REINFORCING TENSION DEVELOPMENT LENGTHS (in.) 1997 UBC Section 1912.2 & ACI 318-95 & 99 Section 12.2 Input : - fy fc = 10 Are bars "top bars" ? (Yor N) = Are bars "epoxy coated" ? (Yor N) = Is concrete normal weight concrete ? (Yor N) _ ksi ksi <= 10 ksi Top bars have 12 in. min. concrete cast below these bars SHEET6ZC42OF Constants • a = 1.0 /3 = 1.0 = 0.8 for #6 and smaller, 1.0 for #7 and larger X= 1.0 = 1/25 for (#6 & smaller) S = 1/20 for (#7 & larger) NOTE:- Center to center bar spacing must be at least 3db and clear cover at least 1.5db. Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Sec. 1912.2.4 Equations : - Id =Saf3X fy db/(fc)112 min. Id=3a13yX fy db2 /(40(fc)1!2(c+Ktr/db)) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS ( inches Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 24db 12in. 4 1 1/2 0.500 24db 12in. 5 1 7/8 0.625 24db x o G 15in. 6 x 2 1/4 0.750 24db 18in. 7 2 5/8 0.875 KZ 30db 27in. 8 3 1.000 30db 30in. 9 3 3/8 1.128 30db 34in. 10 3 7/8 1.270 30db 39in. 11 41 /4 1.410 30db 43 in. c+K r/db = G4� Sec. 1912.2.2 Sec. 1912.2.3 Sec. 1912.2.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS ( inches) Sec. 1912.3 Reinforcing size # Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 1/8 0.375 18db 8in. 4 1 1/2 0.500 18db 9in. 5 1 7/8 0.625 18db 12in. 6 2 1/4 0.750 18db 14in. 7 2 5/8 0.875 18db 16in. 8 3 1.000 18db 18in. 9 3 3/8 1.128 18db 21in. 10 3 7/8 1.270 18db 23in. 11 41/4 1.410 18db 26in. Development lengths A'. 3/7/2003 REBAR095.XLS t tx: �t.S,l1:t1. ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 May 28, 2003 14:14 Engineers Northwest POINT COORDINATES POINT X Y DZ -BELOW 1 1218.000 0.000 0.000 2 1398.000 0.000 0.000 3 1578.000 0.000 0.000 4 1758.000 0.000 0.000 5 2118.000 0.000 0.000 6 2298.000 0.000 0.000 7 2478.000 0.000 0.000 8 2658.000 0.000 0.000 9 1020.000 42.000 0.000 9-1 1020.000 42.000 32.000 10 1038.000 42.000 0.000 10-1 1038.000 42.000 32.000 11 1398.000 42.000 0.000 11-1 1398.000 42.000 32.000 12 1758.000 42.000 0.000 12-1 1758.000 42.000 32.000 13 2118.000 42.000 0.000 13-1 2118.000 42.000 32.000 14 2478.000 42.000 0.000 14-1 2478.000 42.000 32.000 15 2838.000 42.000 0.000 15-1 2838.000 42.000 32.000 16 2856.000 42.000 0.000 16-1 2856.000 42.000 32.000 17 1020.000 60.000 0.000 17-1 1020.000 60.000 32.000 18 1038.000 60.000 0.000 19 1218.000 60.000 0.000 Cl 1398.000 60.000 0.000 21 1578.000 60.000 0.000 C2 1758.000 60.000 0.000 C3 2118.000 60.000 0.000 24 2298.000 60.000 0.000 C4 2478.000 60.000 0.000 26 2658.000 60.000 0.000 27 2838.000 60.000 0.000 28 2856.000 60.000 0.000 28-1 2856.000 60.000 32.000 29 300.000 102.000 0.000 29-1 300.000 102.000 32.000 30 318.000 102.000 0.000 30-1 318.000 102.000 32.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 May 28, 2003 14:14 Engineers Northwest POINT COORDINATES POINT X Y DZ -BELOW 31 678.000 102.000 0.000 31-1 678.000 102.000 32.000 32 1020.000 102.000 0.000 32-1 1020.000 102.000 32.000 33 1038.000 102.000 0.000 34 2856.000 102.000 0.000 34-1 2856.000 102.000 32.000 35 3198.000 102.000 0.000 35-1 3198.000 102.000 32.000 36 3558.000 102.000 0.000 36-1 3558.000 102.000 32.000 37 3576.000 102.000 0.000 37-1 3576.000 102.000 32.000 38 300.000 120.000 0.000 38-1 300.000 120.000 32.000 C5 318.000 120.000 0.000 40 480.000 120.000 0.000 C6 678.000 120.000 0.000 42 858.000 120.000 0.000 43 1020.000 120.000 0.000 C7 1038.000 120.000 0.000 45 1218.000 120.000 01000 46 1398.000 120.000 0.000 47 2478.000 120.000 0.000 48 2658.000 120.000 0.000 C8 2838.000 120.000 0.000 50 3018.000 120.000 0.000 C9 3198.000 120.000 0.000 52 3396.000 120.000 0.000 C10 3558.000 120.000 0.000 54 3576.000 120.000 0.000 54-1 3576.000 120.000 32.000 55 300.000 132.000 0.000 55-1 300.000 132.000 32.000 56 3576.000 132.000 0.000 56-1 3576.000 132.000 32.000 57 1758.000 201.000 0.000 58 2118.000 201.000 0.000 59 258.000 222.000 0.000 60 318.000 222.000 0.000 61 480.000 222.000 0.000 62 3396.000 222.000 0.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 May 28, 2003 .1.4:14 Engineers Northwest POINT COORDINATES POINT X Y DZ -BELOW 63 3558.000 222.000 0.000 64 3618.000 222.000 0.000 65 300.000 408.000 0.000 65-1 300.000 408.000 32.000 66 3576.000 408.000 0.000 66-1 3576.000 408.000 28.000 66-2 3576.000 408.000 84.000 67 258.000 420.000 0.000 68 300.000 420.000 0.000 68-1 300.000 420.000 32.000 Cli 318.000 420.000 0.000 C12 600.000 420.000 0.000 71 900.000 420.000 0.000 C13 1038.000 420.000 0.000 C14 1398.000 420.000 0.000 C15 1758.000 420.000 0.000 C16 2118.000 420.000 0.000 C17 2478.000 420.000 0.000 C18 2838.000 420.000 0.000 C19 3276.000 420.000 0.000 C20 3558.000 420.000 0.000 80 3576.000 420.000 0.000 80-1 3576.000 420.000 28.000 80-2 3576.000 420.000 84.000 81 3618.000 420.000 0.000 82 258.000 600.000 0.000 83 318.000 600.000 0.000 84 3558.000 600.000 0.000 85 3618.000 600.000 0.000 86 1758.000 621.000 0.000 87 2118.000 621.000 0.000 92 258.000 780.000 0.000 93 300.000 780.000 0.000 93-1 300.000 780.000 32.000 C21 318.000 780.000 0.000 C22 600.000 780.000 0.000 96 900.000 780.000 0.000 97 1038.000 780.000 0.000 98 1158.000 780.000 0.000 99 1398.000 780.000 0.000 100 1530.000 780.000 0.000 100-1 1530.000 780.000 24.000 L a( Z • Z W 6 U 0 CO 0. J = H • L W0 L Q =• a. � W Z� F- O Z F- • W U� D W • W -0 •• Z U =. O ~ Z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 May 28, 2003 14:14 Engineers Northwest POINT COO R D I NAT E S POINT X Y DZ -BELOW 100-2 100-3 101 101-1 101-2 101-3 102 102-1 102-2 102-3 103 103-1 103-2 103-3 104 104-1 104-2 104-3 105 105-1 105-2 105-3 C23 107 108 C24 C25 111 111-1 111-2 112 116 117 118 119 120 120-1 121 122 123 123-1 123-2 1530.000 780.000 1530.000 780.000 1632.000 780.000 1632.000 780.000 1632.000 780.000 1.632.000 780.000 1758.000 780.000 1758.000 780.000 1758.000 780.000 1758.000 780.000 1872.000 780.000 1872.000 780.000 1872.000 780.000 1872.000 780.000 2004.000 780.000 2004.000 780.000 2004.000 780.000 2004.000 780.000 2118.000 780.000 2118.000 780.000 2118.000 780.000 2118.000 780.000 2478.000 780.000 2838.000 780.000 2976.000 780.000 3276.000 780.000 3558.000 780.000 3576.000 780.000 3576.000 780.000 3576.000 780.000 3618.000 780.000 258.000 960.000 318.000 960.000 3558.000 960.000 3618.000 960.000 300.000 978.000 300.000 978.000 318.000 978.000 2004.000 1002.000 2118.000 1002.000 2118.000 1002.000 2118.000 1002.000 60.000 84.000 0.000 24.000 60.000 84.000 0.000 24.000 60.000 84.000 0.000 24.000 60.000 84.000 0.000 24.000 60.000 84.000 0.000 24.000 60.000 84.000 0.000 0.000 0.000 0.000 0.000 0.000 28.000 84.000 0.000 0.000 0.000 0.000 0.000 0.000 32.000 0.000 0.000 0.000 24.000 60.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 May 28, 2003 14:14 Engineers Northwest POI N T COORDINATES POINT X Y DZ -BELOW 123-3 2118.000 1002.000 84.000 124 900.000 1020.000 0.000 125 1038.000 1020.000 0.000 126 1158.000 1020.000 0.000 127 1758.000 1020.000 0.000 128 1872.000 1020.000 0.000 129 2838.000 1020.000 0.000 130 2976.000 1020.000 0.000 131 1758.000 1050.000 0.000 132 2118.000 1050.000 0.000 132-1 2118.000 1050.000 24.000 132-2 2118.000 1050.000 60.000 132-3 2118.000 1050.000 84.000 133 300.000 1122.000 0.000 134 318.000 1122.000 0.000 135 300.000 1140.000 0.000 C26 318.000 1140.000 0.000 C27 600.000 1140.000 0.000 138 900.000 1140.000 0.000 139 1038.000 1140.000 0.000 140 1158.000 1140.000 0.000 141 1398.000 1140.000 0.000 142 1530.000 1140.000 0.000 142-1 1530.000 1140.000 24.000 142-2 1530.000 1140.000 60.000 142-3 1530.000 1140.000 84.000 143 1632.000 1140.000 0.000 143-1 1632.000 1140.000 24.000 143-2 1632.000 1140.000 60.000 143-3 1632.000 1140.000 84.000 144 1758.000 1140.000 0.000 144-1 1758.000 1140.000 24.000 144-2 1758.000 1140.000 60.000 144-3 1758.000 1140.000 84.000 145 1872.000 1140.000 0.000 145-1 1872.000 1140.000 24.000 145-2 1872.000 1140.000 60.000 145-3 1872.000 1140.000 84.000 146 2004.000 1140.000 0.000 146-1 2004.000 1140.000 24.000 146-2 2004.000 1140.000 60.000 146-3 2004.000 1140.000 84.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 May 28, 2003 14:14 Engineers Northwest POI N T COORDINATES POINT X Y DZ -BELOW 147 2118.000 1140.000 0.000 147-1 2118.000 1140.000 24.000 147-2 2118.000 1140.000 60.000 147-3 2118.000 1140.000 84.000 C28 2478.000 11.40.000 0.000 149 2838.000 1140.000 0.000 150 2976.000 1140.000 0.000 C29 3276.000 1140.000 0.000 C30 3558.000 1140.000 0.000 153 3576.000 1140.000 0.000 153-1 3576.000 1140.000 28.000 153-2 3576.000 1140.000 84.000 154 3576.000 1152.000 0.000 154-1 3576.000 1152.000 28.000 154-2 3576.000 1152.000 84.000 155 300.000 1158.000 0.000 156 318.000 1.158.000 0.000 157 300.000 1302.000 0.000 157-1 300.000 1302.000 28.000 157-2 300.000 1302.000 84.000 158 318.000 1302.000 0.000 159 3576.000 1488.000 0.000 159-1 3576.000 1488.000 28.000 159-2 3576.000 1488.000 84.000 160 300.000 1500.000 0.000 160-1 300.000 1500.000 28.000 160-2 300.000 1500.000 84.000 C31 318.000 1500.000 0.000 C32 678.000 1500.000 0.000 163 900.000 1500.000 0.000 C33 1038.000 1500.000 0.000 165 1218.000 1500.000 0.000 C34 1398.000 1500.000 0.000 167 1578.000 1500.000 0.000 C35 1758.000 1500.000 0.000 169 1908.000 1500.000 0.000 170 1968.000 1500.000 0.000 C36 2118.000 1500.000 0.000 172 2298.000 1500.000 0.000 C37 2478.000 1500.000 0.000 174 2658.000 1500.000 0.000 C38 2838.000 1500.000 0.000 L ETABS v7.22 File: INS TUKWILA_2_3 Kip -in Units PAGE 7 May 28, 2003 14:14 Engineers Northwest POINT COO R D I NAT E S POINT X Y DZ -BELOW C39 3198.000 1500.000 0.000 C40 3558.000 1500.000 0.000 178 3576.000 1500.000 0.000 178-1 3576.000 1500.000 28.000 178-2 3576.000 1500.000 84.000 179 1218.000 1560.000 0.000 180 1398.000 1560.000 0.000 181 1578.000 1560.000 0.000 182 1758.000 1560.000 0.000 183 2118.000 1560.000 0.000 184 2298.000 1560.000 0.000 185 2478.000 1560.000 0.000 186 2658.000 1560.000 0.000 188 300.000 1740.000 0.000 188-1 300.000 1740.000 28.000 188-2 300.000 1740.000 84.000 C41 318.000 1740.000 0.000 C42 678.000 1740.000 0.000 191 900.000 1740.000 0.000 C43 1038.000 1740.000 0.000 C44 1398.000 1740.000 0.000 194 1560.000 1740.000 0.000 195 1596.000 1740.000 0.000 C45 1758.000 1740.000 0.000 197 1800.000 1740.000 0.000 198 1908.000 1740.000 0.000 199 1920.000 1740.000 0.000 200 1956.000 1740.000 0.000 201 1968.000 1740.000 0.000 202 2076.000 1740.000 0.000 203 2076.000 1740.000 0.000 C46 2118.000 1740.000 0.000 205 2190.000 1740.000 0.000 206 2254.000 1740.000 0.000 207 2280.000 1740.000 0.000 208 2316.000 1740.000 0.000 C47 2478.000 1740.000 0.000 C48 2838.000 1740.000 0.000 C49 3198.000 1740.000 0.000 C50 3558.000 1740.000 0.000 213 3576.000 1740.000 0.000 213-1 3576.000 1740.000 28.000 ETADS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 8 May 28, 2003 14:14 Engineers Northwest POI N T COORDINATES POINT X Y DZ-DELOW 213-2 3576.000 1740.000 84.000 214 300.000 1758.000 0.000 214-1 300.000 1758.000 28.000 214-2 300.000 1758.000 84.000 215 318.000 1758.000 0.000 215-1 318.000 1758.000 28.000 215-2 318.000 1758.000 84.000 216 390.000 1758.000 0.000 216-1 390.000 1758.000 28.000 216-2 390.000 1758.000 84.000 217 678.000 1758.000 0.000 217-1 678.000 1758.000 28.000 217-2 678.000 1758.000 84.000 218 900.000 1758.000 0.000 219 1038.000 1758.000 0.000 219-1 1038.000 1758.000 28.000 219-2 1038.000 1758.000 84.000 220 1398.000 1758.000 0.000 220-1 1398.000 1758.000 28.000 220-2 1398.000 1758.000 84.000 221 1416.000 1758.000 0.000 221-1 1416.000 1758.000 28.000 221-2 1416.000 1758.000 84.000 222 1560.000 1758.000 0.000 222-1 1560.000 1758.000 28.000 222-2 1560.000 1758.000 84.000 223 1596.000 1758.000 0.000 223-1 1596.000 1758.000 28.000 223-2. 1596.000 1758.000 84.000 224 1740.000 1758.000 0.000 224-1 1740.000 1758.000 28.000 224-2 1740.000 1758.000 84.000 225 1758.000 1758.000 0.000 225-1 1758.000 1758.000 28.000 225-2 1758.000 1758.000 84.000 226 1776.000 1758.000 0.000 226-1 1776.000 1758.000 28.000 226-2 1776.000 1758.000 84.000 227 1800.000 1758.000 0.000 227-1 1800.000 1758.000 84.000 228 1908.000 1758.000 0.000 228-1 1908.000 1758.000 84.000 er56sw:niiilt ETAE3S v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 9 May 28, 2003 14:14 Engineers Northwest POINT COO R D I NAT E S POINT Y. Y DZ -BELOW 229 1920.000 1758.000 0.000 229-1 1920.000 1758.000 28.000 2.29-2 1920.000 1758.000 84.000 230 1956.000 1758.000 0.000 230-1 1956.000 1758.000 28.000 230-2 1956.000 1758.000 84.000 231 1968.000 1758.000 0.000 231-1 1968.000 1758.000 84.000 232 2076.000 1758.000 0.000 232-1 2076.000 1758.000 32.000 232-2 2076.000 1758.000 84.000 233 2100.000 1758.000 0.000 233-1 2100.000 1758.000 28.000 233-2 2100.000 1758.000 32.000 233-3 2100.000 1758.000 84.000 234 2118.000 1758.000 0.000 234-1 2118.000 1758.000 28.000 234-2 2118.000 1758.000 32.000 234-3 2118.000 1758.000 84.000 235 2136.000 1758.000 0.000 235-1 2136.000 1758.000 26.000 235-2 2136.000 1758.000 32.000 235-3 2136.000 1758.000 84.000 236 2186.000 1758.000 0.000 236-1 2186.000 1758.000 32.000 236-2 2186.000 1758.000 84.000 237 2226.000 1758.000 0.000 237-1 2226.000 1758.000 32.000 237-2. 2226.000 1758.000 84.000 238 2250.000 1758.000 0.000 238-1 2250.000 1758.000 32.000 238-2 2250.000 1758.000 84.000 239 2280.000 1758.000 0.000 239-1 2280.000 1758.000 28.000 239-2 2280.000 1758.000 32.000 239-3 2280.000 1758.000 84.000 240 2290.000 1758.000 0.000 240-1 2290.000 1758.000 28.000 240-2 2290.000 1758.000 32.000 240-3 2290.000 1758.000 84.000 241 2316.000 1758.000 0.000 241-1 2316.000 1758.000 28.000 �a.... .,•:? ... ...u.�,., �,.<.....F ....;.,.�.nn .. .-z:...,...� �.r,..�?:i:;.kk.✓:%j:a z.,�z;1;�''itw t4Fyti»i4 4W:it;:.�Gic.ixyr ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 10 May 28, 2003 14:14 Engineers Northwest POINT COORDINATES POINT X Y DZ -BELOW 241-2 2316.000 1758.000 32.000 241-3 2316.000 1758.000 84.000 242 2460.000 1.758.000 0.000 242-1 2460.000 1758.000 28.000 242-2 2460.000 1758.000 84.000 243 2478.000 1758.000 0.000 243-1 2478.000 1758.000 28.000 243-2 2478.000 1758.000 84.000 244 2838.000 1758.000 0.000 244-1 2838.000 1758.000 28.000 244-2 2838.000 1758.000 84.000 245 3198.000 1758.000 0.000 245-1 3198.000 1758.000 28.000 245-2 3198.000 1758.000 84.000 246 3486.000 1758.000 0.000 246-1 3486.000 1758.000 28.000 246-2 3486.000 1758.000 84.000 247 3558.000 1758.000 0.000 247-1 3558.000 1758.000 28.000 247-2 3558.000 1758.000 84.000 248 3576.000 1758.000 0.000 248-1 3576.000 1758.000 28.000 248-2 3576.000 1758.000 84.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 May 28, 2003 11:15 Engineers Northwest STORY DATA STORY SIMILAR TO HEIGHT ELEVATION ROOF None 156.000 1008.000 STORY9 ROOF 156.000 852.000 STORY3 None 156.000 696.000 STORY2 None 180.000 540.000 STORY1 None 120.000 360.000 P1 STORY1 120.000 240.000 P2 STORY1 120.000 120.000 BASE None 0.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 May 28, 2003 11:15 Engineers Northwest MASS SOURCE DATA MASS LATERAL LUMP MASS FROM MASS ONLY AT STORIES Loads Yes Yes MASS SOURCE LOADS LOAD MULTIPLIER SELF 1.0000 DEAD 1.0000 LD Z , =Z cc 2 JU 00 U) 0 W• = J • lL W0 2 u Q d ~W. S Z �. I— 0 Z W 0 ON 0 I- 0 I- -' .. Z W O 1-' z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 May 28, 2003 1.1:15 Engineers Northwest DIAPHRAGM MASS DATA STORY DIAPHRAGM MASS -X MASS -Y MMI X -M Y -M ROOF DROOF 12.8084 12.8084 13350100 1933.381 806.757 STORY4 D4 13.6745 13.6745 15039860 1926.723 809.450 STORY3 D3 14.5115 14.5115 15699140 1922.506 812.221 STORY2 D2 14.3323 14.3323 15292165 1918.449 824.163 STORY1 D1 18.4067 18.4067 22277910 1.924.648 947.691 P1 DP1 17.2225 17.2225 22569600 1918.927 915.478 P2 DP2 17.3032 17.3032 22866864 1918.603 911.148 ci;':e:;�„'r �'?�.'L.. ce§bi. �::�..�3�:_32::.u�:<6��.�,}.'-°,s�,gr.:�,...�iMxyl;!.�i.�e. ����r.�.s: �'r �irv�•�.L, ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 May 28, 2003 11:15 Engineers Northwest ASSEMBLED POI N T MAS S E S STORY POINT UX UY UZ RX RY RZ ROOF 676 12.808390 12.808390 0.000000 0.000000 0.000000 13350100 STORY4 677 13.674539 13.674539 0.000000 0.000000 0.000000 15039860 STORY3 678 14.511536 14.511536 0.000000 0.000000 0.000000 156991.40 STORY2 679 14.332320 14.332320 0.000000 0.000000 0.000000 15292165 STORY1 680 18.406682 18.406682 0.000000 0.000000 0.000000 222.7791.0 P1 681 17.222455 17.222455 0.000000 0.000000 0.000000 22569600 P2 682 17.303170 17.303170 0.000000 0.000000 0.000000 22866864 BASE 9 0.002914 0.002914 0.000000 0.000000 0.000000 0.000000 BASE 10 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 11 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 12 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 13 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 14 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 15 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 16 0.002914 0.002914 0.000000 0.000000 0.000000 0.000000 BASE 17 0.004856 0.004856 0.000000 0.000000 0.000000 0.000000 BASE Cl 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C2 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C3 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C4 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 28 0.004856 0.004856 0.000000 0.000000 0.000000 0.000000 BASE 29 0.003642 0.003642 0.000000 0.000000 0.000000 0.000000 BASE 30 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 31 0.056816 0.056816 0.000000 0.000000 0.000000 0.000000 BASE 32 0.031079 0.031079 0.000000 0.000000 0.000000 0.000000 BASE 34 0.031079 0.031079 0.000000 0.000000 0.000000 0.000000 BASE 35 0.056816 0.056816 0.000000 0.000000 0.000000 0.000000 BASE 36 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 37 0.003642 0.003642 0.000000 0.000000 0.000000 0.000000 BASE 38 0.003642 0.003642 0.000000 0.000000 0.000000 0.000000 BASE C5 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C6 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C7 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C8 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C9 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C10 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 54 0.003642 0.003642 0.000000 0.000000 0.000000 0.000000 BASE 55 0.034964 0.034964 0.000000 0.000000 0.000000 0.000000 BASE 56 0.034964 0.034964 0.000000 0.000000 0.000000 0.000000 BASE 65 0.034964 0.034964 0.000000 0.000000 0.000000 0.000000 BASE 66 0.034964 0.034964 0.000000 0.000000 0.000000 0.000000 BASE 68 0.045162 0.045162 0.000000 0.000000 0.000000 0.000000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 May 28, 2003 11:15 Engineers Northwest ASSEMBLED POI N T MASSES STORY POINT UX UY UZ RX RY RZ BASE 011 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 012 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C13 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 014 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C15 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C16 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C17 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 018 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C19 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C20 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 80 0.045162 0.045162 0.000000 0.000000 0.000000 0.000000 BASE 93 0.067742 0.067742 0.000000 0.000000 0.000000 0.000000 BASE C21 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C22 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 96 0.022338 0.022338 0.000000 0.000000 0.000000 0.000000 BASE 97 0.080611 0.080611 0.000000 0.000000 0.000000 0.000000 BASE 98 0.019424 0.019424 0.000000 0.000000 0.000000 0.000000 BASE 100 0.016511 0.016511 0.000000 0.000000 0.000000 0.000000 BASE 101 0.036906 0.036906 0.000000 0.000000 0.000000 0.000000 BASE 102 0.077697 0.077697 0.000000 0.000000 0.000000 0.000000 BASE 103 0.018453 0.018453 0.000000 0.000000 0.000000 0.000000 BASE 104 0.018453 0.018453 0.000000 0.000000 0.000000 0.000000 BASE 105 0.054388 0.054388 0.000000 0.000000 0.000000 0.000000 BASE C23 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 107 0.061187 0.061187 0.000000 0.000000 0.000000 0.000000 BASE 108 0.022338 0.022338 0.000000 0.000000 0.000000 0.000000 BASE C24 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C25 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 111 0.087410 0.087410 0.000000 0.000000 0.000000 0.000000 BASE 120 0.041520 0.041520 0.000000 0.000000 0.000000 0.000000 BASE 123 0.043705 0.043705 0.000000 0.000000 0.000000 0.000000 BASE 125 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 127 0.043705 0.043705 0.000000 0.000000 0.000000 0.000000 BASE 129 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 131 0.004856 0.004856 0.000000 0.000000 0.000000 0.000000 BASE 132 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 133 0.019667 0.019667 0.000000 0.000000 0.000000 0.000000 BASE 135 0.004370 0.004370 0.000000 0.000000 0.000000 0.000000 BASE C26 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE C27 0.007770 0.007770 0.000000 0.000000 0.000000 0.000000 BASE 138 0.022338 0.022338 0.000000 0.000000 0.000000 0.000000 BASE 139 0.061187 0.061187 0.000000 0.000000 0.000000 0.000000 X93 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 May 28, 2003 11:15 Engineers Northwest ASSEMBLED POI N T MAS STORY POINT BASE 140 BASE 142 BASE 143 BASE 144 BASE 145 BASE 146 BASE 147 BASE C28 BASE 149 BASE 150 BASE C29 BASE C30 BASE 153 BASE 154 BASE 155 BASE 157 BASE 159 BASE 160 BASE C31 BASE C32 BASE C33 BASE C34 BASE C35 BASE C36 BASE C37 BASE C38 BASE C39 BASE C40 BASE 178 BASE 188 BASE C41 BASE C42 BASE C43 BASE C44 BASE C45 BASE C46 BASE C47 BASE C48 BASE C49 BASE C50 BASE 213 BASE 214 UX 0.019424 0.016511. 0.036906 0.038849 0.018453 0.018453 0.018453 0.007770 0.041762 0.022338 0.007770 0.007770 0.045162 0.042248 0.019667 0.041520 0.042248 0.053174 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.030593 0.031322 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.031322 0.003642 S E S UY 0.019424 0.016511 0.036906 0.038849 0.018453 0.018453 0.018453 0.007770 0.041762 0.022338 0.007770 0.007770 0.045162 0.042248 0.019667 0.041520 0.042248 0.053174 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.030593 0.031322 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.007770 0.031322 0.003642 >.a;wrexics UZ RX RY RZ 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 7 May 28, 2003 11:15 Engineers Northwest ASSEMBLED POINT MAS S E S STORY POINT UX UY UZ RX RY RZ BASE 215 0.001457 0.001457 0.000000 0:000000 0.000000 0.000000 BASE 216 0.023309 0.023309 0.000000 0.000000 0.000000 0.000000 BASE 217 0.052446 0.052446 0.000000 0.000000 0.000000 0.000000 BASE 219 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 220 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 221 0.001457 0.001457 0.000000 0.000000 0.000000 0.000000 BASE 222 0.002914 0.002914 0.000000 0.000000 0.000000 0.000000 BASE 223 0.014568 0.014568 0.000000 0.000000 0.000000 0.000000 BASE 224 0.013111 0.013111 0.000000 0.000000 0.000000 0.000000 BASE 225 0.002914 0.002914 0.000000 0.000000 0.000000 0.000000 BASE 226 0.003399 0.003399 0.000000 0.000000 0.000000 0.000000 BASE 227 0.001942 0.001942 0.000000 0.000000 0.000000 0.000000 BASE 228 0.000971 0.000971 0.000000 0.000000 0.000000 0.000000 BASE 229 0.003885 0.003885 0.000000 0.000000 0.000000 0.000000 BASE 230 0.003885 0.003885 0.000000 0.000000 0.000000 0.000000 BASE 231 0.000977. 0.000971 0.000000 0.000000 0.000000 0.000000 BASE 232 0.001942 0.001942 0.000000 0.000000 0.000000 0.000000 BASE 233 0.003399 0.003399 0.000000 0.000000 0.000000 0.000000 BASE 234 0.002914 0.002914 0.000000 0.000000 0.000000 0.000000 BASE 235 0.005504 0.005504 0.000000 0.000000 0.000000 0.000000 BASE 236 0.004277 0.004277 0.000000 0.000000 0.000000 0.000000 BASE 237 0.002173 0.002173 0.000000 0.000000 0.000000 0.000000 BASE 238 0.002115 0.002115 0.000000 0.000000 0.000000 0.000000 BASE 240 0.002162 0.002162 0.000000 0.000000 0.000000 0.000000 BASE 241 0.002104 0.002104 0.000000 0.000000 0.000000 0.000000 BASE 242 0.001457 0.001457 0.000000 0.000000 0.000000 0.000000 BASE 243 0.030593 0.030593 0.000000 0.000000 0.000000 0.000000 BASE 244 0.058273 0.058273 0.000000 0.000000 0.000000 0.000000 BASE 245 0.052446 0.052446 0.000000 0.000000 0.000000 0.000000 BASE 246 0.023309 0.023309 0.000000 0.000000 0.000000 0.000000 BASE 247 0.001457 0.001457 0.000000 0.000000 0.000000 0.000000 BASE 248 0.003642 0.003642 0.000000 0.000000 0.000000 0.000000 Totals All 111.374153 111.374153 0.000000 0.000000 0.000000 127095639 ��5 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 92 May 28, 2003 11:15 Engineers Northwest S TAT I C LOAD CAS E S STATIC CASE AUTO LAT SELF WT CASE TYPE LOAD MULTIPLIER SELF DEAD N/A 1.0000 DEAD SUPER DEAD N/A 0.0000 LIVE LIVE N/A 0.0000 RLIVE REDUCE LIVE N/A 0.0000 ROOF SNOW N/A 0.0000 EQXNONE QUAKE UBC97 0.0000 EQXPOS QUAKE UBC97 0.0000 EQXNEG QUAKE UBC97 0.0000 EQYNONE QUAKE UBC97 0.0000 EQYPOS QUAKE UBC97 0.0000 EQYNEG QUAKE UBC97 0.0000 LY 6 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 93 May 28, 2003 11:15 Engineers Northwest R E S PON S E S P ECT R U M CAS E S ************k**************** RESP SPEC CASE: SPEC1 *******************4444*****i• BASIC RESPONSE SPECTRUM DATA MODAL DIRECTION MODAL SPECTRUM COMBO COMBO DAMPING ANGLE CQC SRSS 0.0500 0.0000 RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION FUNCTION SCALE FACT U1 U2 UZ INS ***************************** RESP SPEC CASE: SPEC2 ************************+**** BASIC RESPONSE SPECTRUM DATA 127.0600 N/A N/A MODAL DIRECTION MODAL SPECTRUM COMBO COMBO DAMPING ANGLE CQC SRSS 0.0500 0.0000 RESPONSE SPECTRUM FUNCTION ASSIGNMENT DATA DIRECTION FUNCTION SCALE FACT U1 U2 UZ INS N/A 124.5100 N/A re 2 W JU O 0 (/)CO0 WI JF.. N W� u- N �. = W' = Z Z O. ujU O S O I- W • W. IL ~ O W Z. • =. O ~: Z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 94 May 28, 2003 11:15 Engineers Northwest LOA D I N G COM B I NAT I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR ALLDEAD ADD SELF Static 1.0000 DEAD Static 1.0000 FLRLIVE ADD LIVE Static 1.0000 RLIVE Static 1.0000 COMB1 ADD SELF Static 1.2000 DEAD Static 1.2000 LIVE Static 1.0000 RLIVE Static 0.5000 ROOF Static 0.2000 SPEC1 Spectra 1.0000 COMB2 ADD SELF Static 1.2000 DEAD Static 1.2000 LIVE Static 1.0000 RLIVE Static 0.5000 ROOF Static 0.2000 ,SPEC1 Spectra -1.0000 COMB3 ADD SELF Static 1.2000 DEAD Static 1.2000 LIVE Static 1.0000 RLIVE Static 0.5000 ROOF Static 0.2000 SPEC2 Spectra 1.0000 COMBO ADD SELF Static 1.2000 DEAD Static 1.2000 LIVE Static 1.0000 RLIVE Static 0.5000 ROOF Static 0.2000 SPEC2 Spectra -1.0000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 95 May 28, 2003 11:15 Engineers Northwest COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR COMB5 ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC1 Spectra 1.0000 COMB6 ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC1 Spectra -1.0000 COMB7 ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC2 Spectra 1.0000 COMBS ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC2 Spectra -1.0000 DWAL1 ADD SELF Static DEAD Static 1.4000 1.4000 DWAL2 ADD SELF Static 1.4000 DEAD Static 1.4000 LIVE Static 1.7000 RLIVE Static 1.7000 DWAL3 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXNONE Static 1.1000 DWAL4 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXNONE Static -1.1000 L ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 96 May 28, 2003 11:15 Engineers Northwest LOADING COM B I NAT I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DWAL5 ADD SELF Static 1.32.00 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXPOS Static 1.1000 DWAL6 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXPOS Static -1.1000 DWAL7 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXNEG Static 1.1000 DWALB ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQXNEG Static -1.1000 DWAL9 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYNONE Static 1.1000 DWAL10 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYNONE Static -1.1000 • ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 97 May 28, 2003 11:15 Engineers Northwest LOA D I N G COMBINATIONS COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DWAL11 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYPOS Static 1.1000 DWAL12 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYPOS Static -1.1000 DWAL13 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYNEG Static 1.1000 DWAL14 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 EQYNEG Static -1.1000 DWAL15 ADD SELF Static 0.9900 DEAD Static 0.9900 EQXNONE Static 1.1000 DWAL16 ADD SELF Static 0.9900 DEAD Static 0.9900 EQXNONE Static -1.1000 DWAL17 ADD SELF Static 0.9900 DEAD Static 0.9900 Llol ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 98 May 28, 2003 11:15 Engineers Northwest COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR EQXPOS Static 1.1000 DWAL18 ADD SELF Static 0.9900 DEAD Static 0.9900 EQXPOS Static -1.1000 DWAL19 ADD SELF Static 0.9900 DEAD Static 0.9900 EQXNEG Static 1.1000 DWAL20 ADD SELF Static 0.9900 DEAD Static 0.9900 EQXNEG Static -1.1000 DWAL21 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYNONE Static 1.1000 DWAL22 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYNONE Static -1.1000 DWAL23 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYPOS Static 1.1000 DWAL24 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYPOS Static -1.1000 DWAL25 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYNEG Static 1.1000 Llc7 'itie.403«SaYniu ;i'a}n�ta'r i3s:�e5W.ii.A .��1J�iW', �• s. `'f. �3' y,.dl�.�.�w, ��� S f."`•:.5. ....ri.v,.:rs... :.wu: ifm:s<..:.1: "• ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 99 May 28, 2003 11:15 Engineers Northwest LOA D I N G COMBINATIONS COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DWAL26 ADD SELF Static 0.9900 DEAD Static 0.9900 EQYNEG Static -1.1000 DWAL27 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 SPEC1 Spectra 1.1000 DWAL28 ADD SELF Static 1.3200 DEAD Static 1.3200 LIVE Static 0.5500 RLIVE Static 0.5500 SPEC2 Spectra 1.1000 DWAL29 ADD SELF Static 0.9900 DEAD Static 0.9900 SPEC1 Spectra 1.1000 DWAL30 ADD SELF Static 0.9900 DEAD Static 0.9900 SPEC2 Spectra 1.1000 DCON1 ADD SELF Static 1.4000 DEAD Static 1.4000 DCON2 ADD SELF Static 1.4000 DEAD Static 1.4000 LIVE Static 1.7000 RLIVE Static 1.7000 DCON3 ADD SELF Static 1.0500 L103 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 100 May 28, 2003 11:15 Engineers Northwest COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXNONE Static 1.4025 DCON4 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXNONE Static -1.4025 DCON5 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXPOS Static 1.4025 DCON6 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXPOS Static -1.4025 DCON7 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXNEG Static 1.4025 DCON8 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQXNEG Static -1.4025 DCON9 ADD SELF Static 1.0500 Ll64 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 101 May 28, 2003 11:15 Engineers Northwest COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYNONE Static 1.4025 DCON10 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYNONE Static -1.4025 DCON11 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYPOS Static 1.4025 DCON12 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYPOS Static -1.4025 DCON13 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYNEG Static 1.4025 DCON14 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 EQYNEG Static -1.4025 DCON15 ADD SELF Static 0.9000 L 166 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 102 May 28, 2003 11:15 Engineers Northwest COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DEAD Static EQXNONE Static 0.9000 1.4300 DCON16 ADD SELF Static 0.9000 DEAD Static 0.9000 EQXNONE Static -1.4300 DCON17 ADD SELF Static 0.9000 DEAD Static 0.9000 EQXPOS Static 1.4300 DCON18 ADD SELF Static 0.9000 DEAD Static 0.9000 EQXPOS Static -1.4300 DCON19 ADD SELF Static 0.9000 DEAD Static 0.9000 EQXNEG Static 1.4300 DCON20 ADD SELF Static 0.9000 DEAD Static 0.9000 EQXNEG Static -1.4300 DCON21 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYNONE Static 1.4300 DCON22 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYNONE Static -1.4300 DCON23 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYPOS Static 1.4300 Y4 L (c ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 103 May 28, 2003 11:15 Engineers Northwest LOAD I N G COM B I NAT I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DCON24 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYPOS Static -1.4300 DCON25 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYNEG Static 1.4300 DCON26 ADD SELF Static 0.9000 DEAD Static 0.9000 EQYNEG Static -1.4300 DCON27 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 SPEC1 Spectra 1.4025 DCON28 ADD SELF Static 1.0500 DEAD Static 1.0500 LIVE Static 1.2750 RLIVE Static 1.2750 SPEC2 Spectra 1.4025 DCON29 ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC1 Spectra 1..4300 DCON30 ADD SELF Static 0.9000 DEAD Static 0.9000 SPEC2 Spectra 1.4300 «r.�Cr�.�,.wv .iA�"• '�'ival suhf=�a'. L Jc)7 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 104 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNONE AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: BASE R = 5.5 I = 1 hn = 1008.000 (Building Height) Soil Profile Type = SD Z = 0.3 Ca = 0.3600 Cv = 0.5400 AUTO SEISMIC CALCULATION FORMULAS Ta =.Ct (hn^(3/4)) If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta V = (Cv I W) / (R T) V <= 2.5 Ca I W / R V >= 0.11 Ca I W If T <= 0.7 sec, then Ft = 0 If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V (Eqn. 1) (Eqn. 2) (Eqn. 3) ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 105 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNONE AUTO SEISMIC CALCULATION RESULTS Ta = 0.5549 sec T Used = 0.3569 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.2751W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY FX FY X Y Z ROOF 1598.65 0.00 1933.381 806.757 1008.000 STORY4 1442.62 0.00 1926.723 809.450 852.000 STORY3 1250.61 0.00 1922.506 812.221 696.000 STORY2 958.32 0.00 1918.449 824.163 540.000 STORY1 820.50 0.00 1924.648 947.691 360.000 P1 511.81 0.00 1918.927 915.478 240.000 P2 257.10 0.00 1918.603 911.148 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD (0t STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 1598.65 0.00 0.000 1933.381 806.757 1008.000 STORY4 D4 1442.62 0.00 0.000 1926.723 809.450 852.000 STORY3 D3 1250.61 0.00 0.000 1922.506 812.221. 696.000 STORY2 D2 958.32 0.00 0.000 1918.449 824.163 540.000 STORY1 D1 820.50 0.00 0.000 1924.648 947.691. 360.000 P1 DP1 511.81 0.00 0.000 1918.927 915.478 240.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 106 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNONE AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z P2 DP2 257.10 0.00 0.000 1918.603 911.148 120.000 Lit c5 r ETABS v7.22 File: INS _TUKWILA_2_3 Kip -in Units PAGE 107 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXPOS AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: BASE R = 5.5 I = 1 hn = 1008.000 (Building Height) Soil Profile Type = SD Z = 0.3 Ca = 0.3600 Cv = 0.5400 AUTO SEISMIC CALCULATION FORMULAS Ta = Ct (hn^(3/4)) If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta V = (Cv I W) / (R T) V <= 2.5 Ca I W / R V >= 0.11 Ca I W If T <= 0.7 sec, then Ft = 0 If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V (Eqn. 1) (Eqn. 2) (Eqn. 3) .�aS.wiAl..!C�.S.i� �tal:..,r'3;: i+.N�t{FCaY•�xu.t.cXH+'.�ti ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 108 May 28, 2003 11:15 Engineers Northwest AUTO S E I SMI C U B C 9 7 Case: EQXPOS AUTO SEISMIC CALCULATION RESULTS Ta = 0.5549 sec T Used = 0.3569 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.2751W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY FX FY X Y Z ROOF 1598.65 0.00 1933.381 884.757 1008.000 STORY4 1442.62 0.00 1926.723 887.450 852.000 STORY3 1250.61 0.00 1922.506 890.221 696.000 STORY2 958.32 0.00 1918.449 902.163 540.000 STORY1 820.50 0.00 1924.648 1033.491 360.000 P1 511.81 0.00 1918.927 1001.278 240.000 P2 257.10 0.00 1918.603 996.948 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 1598.65 0.00 -124694.992 1933.381 806.757 3.008.000 STORY4 D4 1442.62 0.00 -112524.278 1926.723 809.450 852.000 STORY3 D3 1250.61 0.00 -97547.596 1922.506 812.221 696.000 STORY2 D2 958.32 0.00 -74748.795 1918.449 824.163 540.000 STORY1 D1 820.50 0.00 -70398.702 1924.648 947.691 360.000 P1 DP1 511.81 0.00 -43912.982 1918.927 915.478 240.000 LI lZ W.vd s.l J:F::�ar •t, • ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 109 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXPOS AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z P2 DP2 257.10 0.00 -22059.392 1918.603 911.148 120.000 1113 t�4:4u 6uJ,�rias.:6hti" ETABS v7.22 File: INS TUKWILA 2 3 Kip -in Units PAGE 110 May 28, 2003 11:15 _ - - Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNEG AUTO SEISMIC INPUT DATA Direction: X - EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: BASE R = 5.5 I = 1 hn = .1008.000 (Building Height) ( Soil Profile Type = SD { Z = 0.3 Ca = 0.3600 Cv = 0.5400 1 AUTO SEISMIC CALCULATION FORMULAS Ta = Ct (hn^(3/4)) If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta V = (Cv I W) / (R T) V <= 2.5 Ca I W / R V >= 0.11 Ca I W If T <= 0.7 sec, then Ft = 0 If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V (Eqn. 1) (Eqn. 2) (Eqn. 3) Lltd- ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 111 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNEG AUTO SEISMIC CALCULATION RESULTS Ta = 0.5549 sec T Used = 0.3569 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.2751W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY FX FY X Y Z ROOF 1598.65 0.00 1933.381 728.757 1008.000 STORY4 1442.62 0.00 1926.723 731.450 852.000 STORY3 1250.61 0.00 1922.506 734.221 696.000 STORY2 958.32 0.00 1918.449 746.163 540.000 STORY1 820.50 0.00 1924.648 861.891 360.000 P1 511.81 0.00 1918.927 829.678 240.000 P2 257.10 0.00 1918.603 825.348 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 1598.65 0.00 124694.992 1933.381 806.757 1008.000 STORY4 D4 1442.62 0.00 112524.278 1926.723 809.450 852.000 STORY3 D3 1250.61 0.00 97547.596 1922.506 812.221 696.000 STORY2 D2 958.32 0.00 74748.795 1918.449 824.163 540.000 STORY1 D1 820.50 0.00 70398.702 1924.648 947.691 360.000 P1 DP1 511.81 0.00 43912.982 1918.927 915.478 240.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 112 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQXNEG AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z P2 DP2 257.10 0.00 22059.392 1918.603 911.148 120.000 r�. LI lcoe, ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 113 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNONE AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: BASE R = 5.5 I = 1 hn = 1008.000 (Building Height) Soil Profile Type = SD Z = 0.3 Ca = 0.3600 Cv = 0.5400 AUTO SEISMIC CALCULATION FORMULAS Ta = Ct (hn^(3/4)) If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta V = (Cv I W) / (R T) V <= 2.5 Ca I W / R V >= 0.11 Ca I W If T <= 0.7 sec, then Ft = 0 If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V (Eqn. 1) (Eqn. 2) (Eqn. 3) L -l7 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 114 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNONE AUTO SEISMIC CALCULATION RESULTS Ta = 0 5549 sec T Used = 0.2630 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.3733W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY FX FY X Y Z ROOF 0.00 1598.65 1933.381 806.757 1008.000 STORY4 0.00 1442.62 1926.723 809.450 852.000 STORY3 0.00 1250.61 1922.506 812.221 696.000 STORY2 0.00 958.32 1918.449 824.163 540.000 STORY1 0.00 820.50 1924.648 947.691 360.000 P1 0.00 511.81 1918.927 915.478 240.000 P2 0.00 257.10 1918.603 911.148 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 0.00 1598.65 0.000 1933.381 806.757 1008.000 STORY4 D4 0.00 1442.62 0.000 1926.723 809.450 852.000 STORY3 D3 0.00 1250.61. 0.000 1922.506 812.221 696.000 STORY2 D2 0.00 958.32 0.000 1918.449 824.163 540.000 STORY1 D1 0.00 820.50 0.000 1924.648 947.691 360.000 P1 DP1 0.00 511.81 0.000 1918.927 915.478 240.000 LI ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 115 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNONE AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD L- t STORY DIAPHRAGM FX FY MZ X Y Z , Z P2 DP2 0.00 257.10 0.000 1918.603 911.148 120.000 1_.. Z. ret 2 =. J U. U O N D W I J H • U) LL. W O gJ lLQ - d I- _ Z H 1- O Z I-. Z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 116 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYPOS AUTO SEISMIC INPUT DATA L 1?' Direction: Y + EccX Q Typical Eccentricity = 5% Eccentricity Overrides: No ZCt •. W Period Calculation: Program Calculated q Ct = 0.02 (in feet units) J V UO Top Story: ROOF N 0. Bottom Story: BASE W = R = 5.5 JF— I = 1 CO U. hn = 1008.000 (Building Height) W Soil Profile Type = SD g Q Z = 0.3 Ca = 0.3600 CO :. Cv = 0.5400 (�f F' _ AUTO SEISMIC CALCULATION FORMULAS zo O Z F— W uJ. If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta 0 If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta O N V = (Cv I W) / (R T) (Eqn. 1) 0 V <= 2.5 Ca I W / R V >= 0.11 Ca I W (Eqn. 3) = U — If T <= 0.7 sec, then Ft = 0 u- O If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V Z W N N H 0 z Ta = Ct (hn^(3/4)) ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 117 May 28, 2.003 11:15 Engineers Northwest AUTO SEISMIC UBC 9 7 Case: EQYPOS AUTO SEISMIC CALCULATION RESULTS Ta = 0 5549 sec T Used = 0.2630 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.3733W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY LIZI FX FY X Y Z ROOF 0.00 1598.65 2095.381 806.757 1008.000 STORY4 0.00 1442.62 2094.723 809.450 852.000 STORY3 0.00 1250.61 2090.506 812.221 696.000 STORY2 0.00 958.32 2086.449 824.163 540.000 STORY1. 0.00 820.50 2088.448 947.691 360.000 P1 0.00 511.81 2082.727 915.478 2.40.000 P2 0.00 257.10 2082.403 911.148 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 0.00 1598.65 258981.907 1933.381 806.757 1008.000 STORY4 D4 0.00 1442.62 242359.982 1926.723 809.450 852.000 STORY3 D3 0.00 1250.61 210102.514 1922.506 812.221 696.000 STORY2 D2 0.00 958.32 160997.405 1918.449 824.163 540.000 STORY1 D1 0.00 820.50 134397.522 1924.648 947.691 360.000 P1 DP1. 0.00 511.81 83833.875 1918.927 915.478 240.000 ETABS v7.22 File: INS_TUKWILA 2_3 Kip -in Units PAGE 118 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYPOS AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z P2 DP2 0.00 257.10 42113.386 1918.603 911.148 120.000 LIZZ- ETABS v7.22 File: INS_TUKWILA_2 _3 Kip -in Units PAGE 119 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNEG AUTO SEISMIC INPUT DATA Direction: Y - EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: BASE R = 5.5 I = 1 hn = 1008.000 (Building Height) Soil Profile Type = SD Z = 0.3 Ca = 0.3600 Cv = 0.5400 AUTO SEISMIC CALCULATION FORMULAS Ta = Ct (hn^(3/4)) If Z >= 0.35 (Zone 4) then: If Tetabs <= 1.30 Ta then T = Tetabs, else T = Ta If Z < 0.35 (Zone 1, 2 or 3) then: If Tetabs <= 1.40 Ta then T = Tetabs, else T = Ta V = (Cv I W) / (R T) (Eqn. 1) V <= 2.5 Ca I W / R (Eqn. 2) V >= 0.11 Ca I W (Eqn. 3) If T <= 0.7 sec, then Ft = 0 If T > 0.7 sec, then Ft = 0.07 T V <= 0.25 V LIZ3 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 120 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNEG AUTO SEISMIC CALCULATION RESULTS Ta = 0 5549 sec T Used = 0.2630 sec ✓ Used = 41797.60 ✓ (Eqn 1) = 0.3733W ✓ (Eqn 2) = 0.1636W ✓ (Eqn 3) = 0.0396W ✓ (Eqn 4) = 0.0698W ✓ Used = 0.1636W = 6839.61 Ft Used = 0.00 AUTO SEISMIC STORY FORCES AND RESULTANT LOCATION STORY FX FY X Y Z ROOF 0.00 1598.65 1771.381 806.757 1008.000 STORY4 0.00 1442.62 1758.723 809.450 852.000 STORY3 0.00 1250.61 1754.506 812.221 696.000 STORY2 0.00 958.32 1750.449 824.163 540.000 STORY1 0.00 820.50 1760.848 947.691 360.000 P1 0.00 511.81 1755.127 915.478 240.000 P2 0.00 257.10 1754.803 911.148 120.000 AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z ROOF DROOF 0.00 1598.65 -258981.907 1933.381 806.757 1008.000 STORY4 D4 0.00 1442.62 -242359.982 1926.723 809.450 852.000 STORY3 D3 0.00 1250.61 -210102.514 1922.506 812.221 696.000 STORY2 D2 0.00 958.32 -160997.405 1918.449 824.163 540.000 STORY1 D1 0.00 820.50 -134397.522 1924.648 947.691 360.000 P1 DP1 0.00 511.81 -83833.875 1918.927 915.478 240.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 121 May 28, 2003 11:15 Engineers Northwest AUTO SEISMIC U B C 9 7 Case: EQYNEG AUTO SEISMIC DIAPHRAGM FORCES AND DIAPHRAGM CENTER OF MASS/LOAD STORY DIAPHRAGM FX FY MZ X Y Z P2 DP2 0.00 257.10 -42113.386 1918.603 911.148 120.000 L( 26 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 1 May 28, 2003 13:36 Engineers Northwest Shear Wall Design Preferences - Flags and Factors (UBC97) Time Hist Phi -B Phi -C Phi-Vns Phi -Vs PMax Design Factor Factor Factor Factor Factor Envelopes 0.900 0.700 0.850 0.600 0.800 Shear Wall Design Preferences - Rebar Units (UBC97) Area Area/Length Units Units in^2 in^2/ft Shear Wall Design Preferences - Simplified Pier Ratio Limits (UBC97) Edge Memb Edge Memb PT -Max PC -Max 0.0600 0.0400 Shear Wall Design Preferences - Interaction Surface Data (UBC97) Number Number Sect Des Sect Des Curves Points IP -Max IP -Min 24 11 0.0200 0.0025 .�c ii: Lam.: t%.�.•`t :•:1.: �'fitt-t'Y:S:sS:�.1'-iY .X�A LLZCP ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 2 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier. Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY1 PO1A 120.000 90.000 Top 300.000 540.000 360.000 Bottom 300.000 540.000 240.000 P1 MIA 120.000 90.000 Top 300.000 930.000 240.000 Bottom 300.000 930.000 120.000 P2 POlA 120.000 90.000 Top 300.000 930.000 120.000 Bottom 300.000 930.000 0.000 STORY1 P01B 120.000 90.000 Top 300.000 1530.000 360.000 Bottom 300.000 1530.000 240.000 ROOF P02 • 156.000 90.000 Top 1038.000 960.000 1008.000 Bottom 1038.000 960.000 852.000 STORY4 P02 156.000 90.000 Top 1038.000 960.000 852.000 Bottom 1038.000 960.000 696.000 STORY3 P02 156.000 90.000 Top 1038.000 960.000 696.000 Bottom 1038.000 960.000 540.000 STORY2 P02 180.000 90.000 Top 1038.000 960.000 540.000 Bottom 1038.000 960.000 360.000 STORY1 P02 120.000 90.000 Top 1038.000 960.000 360.000 Bottom 1038.000 960.000 240.000 P1 P02 120.000 90.000 Top 1038.000 . 960.000 240.000 Bottom 1038.000 960.000 120.000 P2 P02 120.000 90.000 Top 1038.000 960.000 120.000 Bottom 1038.000 960.000 0.000 ROOF P03 156.000 90.000 Top 1758.000 915.000 1008.000 Bottom 1758.000 915.000 852.000 STORY4 P03 156.000 90.000 Top 1758.000 915.000 852.000 Bottom 1758.000 915.000 696.000 LIZ ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 3 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier. Location Data (UBC97) Story Pier Pier Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY3 P03 156.000 90.000 Top 1758.000 915.000 696.000 Bottom 1758.000 915.000 540.000 STORY2 P03 180.000 90.000 Top 1758.000 915.000 540.000 Bottom 1758.000 915.000 360.000 STORY1 P03 120.000 90.000 Top 1758.000 915.000 360.000 Bottom 1758.000 915.000 240.000 P1 P03 120.000 90.000 Top 1758.000 915.000 240.000 Bottom 1758.000 915.000 120.000 P2 P03 120.000 90.000 Top 1758.000 915.000 120.000 Bottom 1758.000 915.000 0.000 ROOF PO4 156.000 90.000 Top 2118.000 915.000 1008.000 Bottom 2118.000 915.000 852.000 STORY4 PO4 156.000 90.000 Top 2118.000 915.000 852.000 Bottom 2118.000 915.000 696.000 STORY3 PO4 156.000 90.000 Top 2118.000 915.000 696.000 Bottom 2118.000 915.000 540.000 STORY2 PO4 180.000 90.000 Top 2118.000 915.000 540.000 Bottom 2118.000 915.000 360.000 STORY1 PO4 120.000 90.000 Top 2118.000 915.000 360.000 Bottom 2118.000 915.000 240.000 P1 PO4 120.000 90.000 Top 2118.000 915.000 240.000 Bottom 2118.000 915.000 120.000 P2 PO4 120.000 90.000 Top 2118.000 915.000 120.000 Bottom 2118.000 915.000 0.000 ROOF P05 156.000 90.000 Top 2838.000 960.000 1008.000 Bottom 2838.000 960.000 852.000 LIZ ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate LIQ STORY4 P05 156.000 90.000 Top 2838.000 960.000 852.000 Bottom 2838.000 960.000 696.000 . STORY3 P05 156.000 90.000 Top 2838.000 960.000 696.000 Bottom 2838.000 960.000 540.000 STORY2 P05 180.000 90.000 Top 2838.000 960.000 540.000 Bottom 2838.000 960.000 360.000 STORY1 P05 120.000 90.000 Top 2838.000 960.000 360.000 Bottom 2838.000 960.000 240.000 P1 P05 120.000 90.000 Top 2838.000 960.000 240.000 Bottom 2838.000 960.000 120.000 P2 P05 120.000 90.000 Top 2838.000 960.000 120.000 Bottom 2838.000 960.000 0.000 STORY1 PO6A 120.000 90.000 Top 3576.000 1083.000 360.000 Bottom 3576.000 1083.000 240.000 P1 PO6A 120.000 90.000 Top 3576.000 1623.000 240.000 Bottom 3576.000 1623.000 120.000 P2 PO6A 120.000 90.000 Top 3576.000 930.000 120.000 Bottom 3576.000 930.000 0.000 P1 P060 120.000 90.000 Top 3576.000 627.000 240.000 Bottom 3576.000 627.000 120.000 STORY1 PO7A 28.000 0.000 Top 1938.000 1758.000 360.000 Bottom 1938.000 1758.000 332.000 P1 PO7A 120.000 0.000 Top 1938.000 1758.000 240.000 Bottom 1938.000 1758.000 120.000 P2 PO7A 120.000 0.000 Top 903.000 1758.000 120.000 Bottom 903.000 1758.000 0.000 :i:L1':i! .. zwlri6i;i;:y`:d',.:ti.ii:.wl.:+::': E.v,�;j,d: r:.!xx...�»s.4i3..rlaiu,+;+: >:-._hw�t4• . 1 STORY4 P08A 156.000 0.000 Top 1029.000 1140.000 852.000 Bottom 1029.000 1140.000 696.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yc: Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY1 P07B 56.000 0.000 Top 858.000 1758.000 332.000 Bottom 858.000 1758.000 276.000 STORY1 P07C 56.000 0.000 Top 3018.000 1758.000 332.000 Bottom 3018.000 1758.000 276.000 STORY1 P07D 36.000 0.000 Top 1938.000 1758.000 276.000 Bottom 1938.000 1758.000 240.000 P2 P07K 120.000 0.000 Top 1680.000 1758.000 120.000 Bottom 1680.000 1758.000 0.000 P2 P07L 120.000 0.000 Top 1938.000 1758.000 120.000 Bottom 1938.000 1758.000 0.000 P2 P07N 32.000 0.000 Top 2196.000 1758.000 120.000 Bottom 2196.000 1758.000 88.000 P2 P07P 88.000 0.000 Top 2131.000 1758.000 88.000 Bottom 2131.000 1758.000 0.000 P2 P07Q 88.000 0.000 Top 2238.000 1758.000 88.000 Bottom 2238.000 1758.000 0.000 P2 P07R 88.000 0.000 Top 2303.000 1758.000 88.000 Bottom 2303.000 1758.000 0.000 P2 P07S 120.000 0.000 Top 2973.000 1758.000 120.000 Bottom 2973.000 1758.000 0.000 ROOF P08A 156.000 0.000 Top 1029.000 1140.000 1008.000 Bottom 1029.000 1140.000 852.000 STORY3 P08A 156.000 0.000 Top 1029.000 1140.000 696.000 Bottom 1029.000 1140.000 540.000 Ll� ETABS v7.22 File: INS_TUKWILA_2. 3 Kip -in Units PAGE 6 May 28, 2003 13:36 Engineers Northwest Summary Input Data Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY2 P08A 1.80.000 0.000 Top 1029.000 1140.000 540.000 Bottom 1029.000 1140.000 360.000 STORY1 P08A 120.000 0.000 Top 102.9.000 1140.000 360.000 Bottom 1029.000 1140.000 240.000 P1 P08A 120.000 0.000 Top 1029.000 1140.000 240.000 Bottom 1029.000 1140.000 120.000 P2 P08A 120.000 0.000 Top 1029.000 1140.000 120.000 Bottom 1029.000 1140.000 0.000 ROOF P08B 156.000 0.000 Top 1701.000 1140.000 1008.000 Bottom 1701.000 1140.000 852.000 STORY4 P08B 156.000 0.000 Top 1701.000 1140.000 852.000 Bottom 1701.000 1140.000 696.000 STORY3 P08B 156.000 0.000 Top 1701.000 1140.000 696.000 Bottom 1701.000 1140.000 540.000 STORY2 P08B 180.000 0.000 Top 1701.000 1140.000 540.000 Bottom 1701.000 1140.000 360.000 STORY1 P08B 120.000 0.000 Top 1701.000 1140.000 360.000 Bottom 1701.000 1140.000 240.000 P1 P080 120.000 0.000 Top 1701.000 1140.000 240.000 Bottom 1701.000 1140.000 120.000 P2 P080 120.000 0.000 Top 1701.000 1140.000 120.000 Bottom 1701.000 1140.000 0.000 ROOF POQC 156.000 0.000 Top 2061.000 1140.000 1008.000 Bottom 2061.000 1140.000 852.000 STORY4 POBC 156.000 0.000 Top 2061.000 1140.000 852.000 Bottom 2061.000 1140.000 696.000 L13( :'.;aY2:i�."'.Ar..:?iU7ht•"bY�.'`ctbrGbLbl�tii�.Q�Q1J s. nw�iR;:l:.rf.J.f�+���:•`':t3Y�d:%%dca's'SnL�1k:.`5iyj%: ETABS v7.22 File: INS_TUKWILA_2 3 Kip -in Units PAGE 7 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY3 POBC 156.000 0.000 Top 2061.000 1140.000 696.000 Bottom 2061.000 1140.000 540.000 STORY2 P08C 180.000 0.000 Top 206.1.000 1140.000 540.000 Bottom 2061.000 1140.000 360.000 STORY1. P08C 120.000 0.000 Top 2061.000 1140.000 360.000 Bottom 2061.000 1140.000 240.000 P1 P08C 120.000 0.000 Top 2061.000 1140.000 240.000 Bottom 2061.000 1140.000 120.000 P2 P08C 120.000 0.000 Top 2061.000 1140.000 120.000 Bottom 2061.000 1140.000 0.000 ROOF P08D 156.000 0.000 Top 2907.000 1140.000 1008.000 Bottom 2907.000 1140.000 852.000 STORY4 P08D 156.000 0.000 Top 2907.000 1140.000 852.000 Bottom 2907.000 1140.000 696.000 STORY3 POBD 156.000 0.000 Top 2907.000 1140.000 696.000 Bottom 2907.000 1140.000 540.000 STORY2 P08D 180.000 0.000 Top 2907.000 1140.000 540.000 Bottom 2907.000 1140.000 360.000 STORY1 P08D 120.000 0.000 Top 2907.000 1140.000 360.000 Bottom 2907.000 1140.000 240.000 P1 P08D 120.000 0.000 Top 2907.000 1140.000 240.000 Bottom 2907.000 1140.000 120.000 P2 P08D 120.000 0.000 Top 2907.000 1140.000 120.000 Bottom 2907.000 1140.000 0.000 ROOF P09A 156.000 0.000 Top 1029.000 780.000 1008.000 Bottom 1029.000 780.000 852.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 8 Hay 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yr. Zc Label Label Height Angle Location Ordinate Ordinate Ordinate STORY4 P09A 156.000 0.000 Top 1029.000 780.000 852.000 Bottom 1029.000 780.000 696.000 STORY3 P09A 156.000 0.000 Top 1029.000 780.000 696.000 Bottom 1029.000 780.000 540.000 STORY2 P09A 180.000 0.000 Top 1029.000 780.000 540.000 Bottom 1029.000 780.000 360.000 STORY1 P09A 120.000 0.000 Top 1029.000 780.000 360.000 Bottom 1029.000 780.000 240.000 P1 P09A 120.000 0.000 Top 1029.000 780.000 240.000 Bottom 1029.000 780.000 120.000 P2 P09A 120.000 0.000 Top 1029.000 780.000 120.000 Bottom 1029.000 780.000 0.000 ROOF P09B 156.000 0.000 Top 1701.000 780.000 1008.000 Bottom 1701.000 780.000 852.000 STORY4 P098 156.000 0.000 Top 1701.000 780.000 852.000 Bottom 1701.000 780.000 696.000 STORY3 P09B 156.000 0.000 Top 1701.000 780.000 696.000 Bottom 1701.000 780.000 540.000 STORY2 P09B 180.000 0.000 Top 1701.000 780.000 540.000 Bottom 1701.000 780.000 360.000 STORY1 P098 120.000 0.000 Top 1701.000 780.000 360.000 Bottom 1701.000 780.000 240.000 P1 P09B 120.000 0.000 Top 1701.000 780.000 240.000 Bottom 1701.000 780.000 120.000 P2 P09B 120.000 0.000 Top 1701.000 780.000 120.000 Bottom 1701.000 780.000 0.000 L133 .4'K't.FW4,d44WpM tY{di.'44.,rI'N i4A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 9 Mav 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Xc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate ROOF P09C 156.000 0.000 Top 2061.000 780.000 1008.000 Bottom 2061.000 780.000 852.000 STORY4 P09C 156.000 0.000 Top 2061.000 780.000 852.000 Bottom 2061.000 780.000 696.000 STORY3 P09C 156.000 0.000 Top 2061.000 780.000 696.000 Bottom 2061.000 780.000 540.000 STORY2 P09C 180.000 0.000 Top 2061.000 780.000 540.000 Bottom 2061.000 780.000 360.000 STORY1 P09C 120.000 0.000 Top 2061.000 780.000 360.000 Bottom 2061.000 780.000 240.000 91. P09C 120.000 0.000 Top 2061.000 780.000 240.000 Bottom 2061.000 780.000 120.000 P2 P09C 120.000 0.000 Top 2061.000 780.000 120.000 Bottom 2061.000 780.000 0.000 ROOF P09D 156.000 0.000 Top 2907.000 780.000 1008.000 Bottom 2907.000 780.000 852.000 STORY4 P090 156.000 0.000 Top 2907.000 780.000 852.000 Bottom 2907.000 780.000 696.000 STORY3 P09D 156.000 0.000 Top 2907.000 780.000 696.000 Bottom 2907.000 780.000 540.000 STORY2 P09D 180.000 0.000 Top 2907.000 780.000 540.000 Bottom 2907.000 780.000 360.000 STORY1 P09D 120.000 0.000 Top 2907.000 780.000 360.000 Bottom 2907.000 780.000 240.000 P1 P09D 120.000 0.000 Top 2907.000 780.000 240.000 Bottom 2907.000 780.000 120.000 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 10 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Location Data (UBC97) Story Pier Pier Axis Station Kc Yc Zc Label Label Height Angle Location Ordinate Ordinate Ordinate P2 P098 120.000 0.000 Top 2907.000 780.000 120.000 Bottom 2907.000 780.000 0.000 STORY1 P10A 120.000 0.000 Top 660.000 102.000 360.000 Bottom 660.000 102.000 240.000 P1 P10A 120.000 0.000 Top 660.000 102.000 2.40.000 Bottom 660.000 102.000 120.000 P2 P10A 120.000 0.000 Top 660.000 102.000 120.000 Bottom 660.000 102.000 0.000 STORY1 P10B 120.000 0.000 Top 3216.000 102.000 360.000 Bottom 3216.000 102.000 240.000 P1 P10B 120.000 0.000 Top 3216.000 102.000 240.000 Bottom 3216.000 102.000 120.000 P2 P108 120.000 0.000 Top 3216.000 102.000 120.000 Bottom 3216.000 102.000 0.000 STORY1 P10C 120.000 0.000 Top 1938.000 42.000 360.000 Bottom 1938.000 42.000 240.000 P1 P10C 120.000 0.000 Top 1938.000 42.000 240.000 Bottom 1938.000 42.000 120.000 P2 P1OC 120.000 0.000 Top 1938.000 42.000 120.000 Bottom 1938.000 42.000 0.000 L. 3S ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 11 May 28, 2003 13:36 Engineers Northwest LI3 Summary Input Data - Pier Basic Overwrite Data (UBC97) Story Pier Design Design Props Pier. Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY1 P01A Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P01A Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P2 POlA Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 PO1B Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A ROOF P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY4 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY3 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY2 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P2 P02 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A ROOF P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY4 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY3 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY2 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P2 P03 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A ROOF PO4 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY4 PO4 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A ETABS v7.22 File: INS_TUKWILA_2__3 Kip -in Units PAGE 12 May 28, 2003 13:36 Engineers Northwest L(37 Summary Input Data - Pier Basic Overwrite Data (UBC97) Story Pier Design Design Props Pier Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY3 PO4 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY2 PO4 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORYI PO4 Yes Prog Calc 1.1.30 Seismic Sect Des No N/A N/A P1 PO4 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P2 PO4 Yes E'rog Calc 1.130 Seismic Sect Des No N/A N/A ROOF P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY4 P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY3 P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY2 P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P05 Yes Frog Calc 1.130 Seismic Sect Des No N/A N/A P2 P05 Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 P06A Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P06A Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P2 P06A Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A P1 P06B Yes Prog Calc 1.130 Seismic Sect Des No N/A N/A STORY1 P07A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P07A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P07A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P07B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A n+c ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 13 May 20, 2003 13:36 Engineers Northwest Summary Input Data - Pier Basic Overwrite Data (UBC97) 113e) Story Pier Design Design Props Pier Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY1 PO7C Yes Prog Calc 1.060 Seismic Sect: Des No N/A N/A STORY1 PO7D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7K Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7L Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7N Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7P Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7Q Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7R Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO7S Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ROOF PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY4 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY3 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY2 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 PO8A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ROOF PO8B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY4 P08B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY3 PO8B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY2 PO8B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A .......�:f;.�„„•sc7�ri;iq,l�cw%.�w:i.::�ia.:.tiwKaaa:aair:- u ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 14 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Basic Overwrite Data (UBC97) Story Pier Design Design Props Pier Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY1 P08B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P08B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P08B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ROOF P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY4 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY3 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY2 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P08C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ROOF P080 Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY4 P08D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY3 P080 Yes Prog Calc 1..060 Seismic Sect Des No N/A N/A STORY2 PO8D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P080 Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P080 Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P080 Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ROOF P09A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY4 P09A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY3 P09A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A �j ':lliU'i',6j. ��:a�n:Yhs%�E.l rii%b/t��4ilM��:+ '^�iWia✓S.J. ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 15 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Basic Overwrite Data (UBC97) LIQ Story Pier Design Design Props Pier. Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY2 PO9A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A Z STORY1 PO9A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A = Z P1 PO9A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A 4. w 6 P2 PO9A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A JU UCROOF PO9B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A N STORY4 PO9B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A W = -.4-. STORY3 PO9B Yes Prog Calc 1.060 Seismic SecL Des No N/A N/A CO u_ W° STORY2 PO9B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A 2 STORY1 PO9B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A g Q P1 PO9B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A - (3 W P2 P0913 Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A Z H ROOF PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A 1-0 ZF- STORY4 PO9CYes Prog Calc 1.060 Seismic Sect Des No N/A N/A W W D 0 STORY3 PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A U 0 N STORY2 PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A 01— STORY1 PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A S U P1 PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A LL 0 P2 PO9C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A W N" ROOF PO9D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A O Z STORY4 PO9D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 16 May 28, 2003 13:36 Engineers Northwest LI) Summary Input Data - Pier Basic Overwrite Data (UBC97) Story Pier Design Design Props Pier. Edge Memb Edge Memb Label Label Active RLLF EQF Type From is 3D PT -Max PC -Max STORY3 P09D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY2 P09D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P09D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P09D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P09D Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P10A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P10A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P10A Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P10B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P10B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P10B Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A STORY1 P10C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P1 P10C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A P2 P10C Yes Prog Calc 1.060 Seismic Sect Des No N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 17 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Geometry Data (Section Designer Section) (UBC97) Story Pier Bot Pier Top Pier Bok Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness ST0RY1 POlA PSEC32 PSEC32 CONC CONC Prog Calc Prog Calc N/A N/A P1 P01A PSEC34 PSEC34 CONC CONC Prog Calc Prog Calc N/A N/A P2 PO1A PSEC34 PSEC34 CONC CONC Prog Calc Prog Calc N/A N/A ST0RY1 PO1B PSEC33 PSEC33 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P02 PSECO1 PSECO]. CONC CONC ['rog Calc Prog Calc N/A N/A ST0RY4 P02 PSECO2 PSECO2 600000NC 600000NC Prog Calc Prog Calc N/A N/A ST0RY3 P02 PSEC03 PSEC03 600000NC 600000NC Prog Calc Prog Calc N/A N/A ST0RY2 P02 PSEC05 PSEC05 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY]. P02 PSEC04 PSEC04 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P02 PSEC05 PSEC05 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P02 PSEC01A PSECO1A CONC CONC Prog Calc Prog Calc N/A N/A ROOF P03 PSEC06 PSEC06 CONC CONC Prog Calc Prog Calc N/A N/A ST0RY4 P03 PSEC06A PSEC06A CONC CONC Prog Calc Prog Calc N/A N/A ST0RY3 P03 PSEC07 PSEC07 600000NC 600000NC Prog Calc Prog Calc N/A N/A ST0RY2 P03 PSEC08A PSEC08A 600000NC 600000NC Prog Calc Prog Calc N/A N/A ST0RY1 P03 PSEC09 PSEC09 1000000N 1000000N Frog Calc Prog Calc N/A N/A P1 P03 PSEC08A PSEC08A 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P03 PSEC10 PSEC10 CONC CONC Prog Calc Prog Calc N/A N/A ROOF PO4 PSEC06 PSEC06 CONC CONC Prog Calc Prog Calc N/A N/A ST0RY4 PO4 PSEC06A PSECO6A CONC CONC Prog Calc Prog Calc N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 18 May 28, 2.003 13:36 Engineers Northwest Summary Input Data - Pier Geometry Data (Section Designer Section) (UBC97) 114'3 Story Pier Bot Pier. Top Pier Bot Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness STORY3 PO4 PSECO7 PSECO7 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 PO4 PSECO8 PSECO8 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY] PO4 PSECO9 PSECO9 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 PO4 PSECO8A PSECO8A 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 PO4 PSEC10 PSEC10 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P05 PSECO1B PSECO1B CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P05 PSECO2A PSECO2A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P05 PSECO3 PSECO3 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P05 PSECO3A PSECO3A 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P05 PSECO4 PSECO4 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P05 PSECO5 PSECO5 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P05 PSECO1A PSECO1A CONC CONC Prog Calc Prog Calc N/A N/A STORY1 PO6A PSEC35 PSEC35 CONC CONC Prog Calc Prog Calc N/A N/A P1 PO6A PSEC36 PSEC36 CONC CONC Prog Calc Prog Calc N/A N/A P2 PO6A PSEC34 PSEC34 CONC CONC Prog Calc Prog Calc N/A N/A P1 PO6B PSEC37 PSEC37 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 PO7A PSEC38 PSEC38 CONC CONC Prog Calc Prog Calc N/A N/A P1 PO7A PSEC38 PSEC38 CONC CONC Prog Calc Prog Calc N/A N/A P2 PO7A PSEC40 PSEC40 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 PO7B PSEC39 PSEC39 CONC CONC Prog Calc Prog Calc N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 19 May 28, 2.003 13:36 Engineers Northwest Summary Input Data - Pier Geometry Data (Section Designer. Section) (UBC97) �. 144 Story Pier Bot Pier Top Pier Bot Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness STORY1 P07C PSEC39 PSEC39 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 P07D PSEC38 PSEC38 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07K PSEC41 PSEC41 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07L PSEC42 PSEC42 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07N PSEC41 PSEC41 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07P PSEC43 PSEC43 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07Q PSEC44 PSEC44 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07R PSEC45 PSEC45 CONC CONC Prog Calc Prog Calc N/A N/A P2 P07S PSEC40 PSEC40 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P08A PSEC11 PSEC11 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 PO8A PSEC11A PSEC11A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P08A PSEC12 PSEC12 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P08A PSEC13 PSEC13 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P08A PSEC14 PSEC14 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 PO8A PSEC13 PSEC13 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P08A PSEC15 PSEC15 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P080 PSEC16 PSEC16 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P08B PSEC17 PSEC17 CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P08B PSEC18 PSEC18 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P08B PSEC18 PSEC18 600000NC 600000NC Prog Calc Prog Calc N/A N/A 4 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 20 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Pier Geometry Data (Section Designer Section) (UBC97) Story Pier Bot Pier. Top Pier Bot Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness STORY]. P088 PSEC.19 PSEC19 1000000N 1000000N Prog 'Calc Prog Calc N/A N/A P1 P08B PSEC18 PSEC18 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P088 PSEC17 PSEC17 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P08C PSEC20 PSEC20 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P08C PSEC20A PSEC20A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P08C PSEC21 PSEC21 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P08C PSEC22 PSEC22 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P08C PSEC23 PSEC23 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P08C PSEC22 PSEC22 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 POBC PSEC24 PSEC24 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P08D PSEC25 PSEC25 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P08D PSEC25A PSEC25A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P08D PSEC26 PSEC26 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P080 PSEC27 PSEC27 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY]. P08D PSEC28 PSEC28 1000000N 10000cON Prog Calc Prog Calc N/A N/A P1 P08D PSEC27 PSEC27 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P080 PSEC29 PSEC29 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P09A PSEC11 PSEC11 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P09A PSEC11A PSEC11A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P09A PSEC12 PSEC12 600000NC 600000NC Prog Calc Prog Calc N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 21 May 28, 2003 13:36 Engineers Northwest L I4S- Summary Input Data - Pier Geometry Data (Section Designer Section) (UBC97) Story Pier Bot Pier Top Pier Bot Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness STORY2 P09A PSEC13 PSEC13 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P09A PSEC14 PSEC14 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P09A PSEC13 PSEC13 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P09A PSEC15 PSEC15 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P09B PSEC16 PSEC16 CONC CONC Prog Caic Prog Calc N/A N/A STORY4 P09B PSEC17 PSEC17 CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P09B PSEC18 PSEC18 600000NC 600000NC Prog Calc Prog Ca].c N/A N/A STORY2 P09B PSEC18 PSEC18 600000NC 600000NC Prog Calc Pray Calc N/A N/A STORY1 PO9B PSEC19 PSEC19 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P09B PSEC18 PSEC18 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P09B PSEC17 PSEC17 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P09C PSEC20 PSEC20 CONC CONC Frog Calc Prog Calc N/A N/A STORY4 P09C PSEC20A PSEC20A CONC CONC Prog Calc Prog Calc N/A N/A STORY3 P09C PSEC21 PSEC21 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P09C PSEC22 PSEC22 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P09C PSEC23 PSEC23 1000000N 1000000N Prog Calc Prog Calc. N/A N/A P1 P09C PSEC22 PSEC22 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P09C PSEC24 PSEC24 CONC CONC Prog Calc Prog Calc N/A N/A ROOF P09D PSEC25 PSEC25 CONC CONC Prog Calc Prog Calc N/A N/A STORY4 P09D PSEC25A PSEC25A CONC CONC Prog Calc Prog Calc N/A N/A wr A1'drrMii7iHANerbBHtlh0PftN4+wkn+Nt+s:�wtt++wwHvvltmrM nv✓M+.'�dsa ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 22 May 28, 2003 13:36 Engineers Northwest 1_147 Summary Input Data - Pier Geometry Data (Section Desitlner Section) (UBC97) Story Pier Bot Pier Top Pier Bot Pier Top Pier V2 V2 V3 V3 Label Label Section Section Material Material Length Thickness Length Thickness STORY3 P09D PSEC26 PSEC26 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY2 P09D PSEC27 PSEC27 600000NC 600000NC Prog Calc Prog Calc N/A N/A STORY1 P09D PSEC28 PSEC28 1000000N 1000000N Prog Calc Prog Calc N/A N/A P1 P09D PSEC27 PSEC27 600000NC 600000NC Prog Calc Prog Calc N/A N/A P2 P09D PSEC29 PSEC29 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 PlOA PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A P1 P10A PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A P2 PIOA PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 P10B PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A P1 PlOB PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A P2 P1.OB PSEC30 PSEC30 CONC CONC Prog Calc Prog Calc N/A N/A STORY1 PlOC PSEC31 PSEC31 CONC CONC Prog Calc Prog Calc N/A N/A P1 PlOC PSEC31 PSEC31 CONC CONC Prog Calc Prog Calc N/A N/A P2 P10C PSEC31 PSEC31 CONC CONC Prog Calc Prog Calc N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 23 May 28, 2.003 13:36 Engineers Northwest Summary Input Data - Spandrel Location Data (UBC97) Story Spandrel Spandrel Axis Station Xc Yc Zc Label Label Length Angle Location Ordinate Ordinate Ordinate STORY1 S06A 360.000 90.000 Left 3576.000 1500.000 318.000 Right 3576.000 1140.000 318.000 P1 S06A 360.000 90.000 Left 3576.000 1500.000 258.000 Right 3576.000 1140.000 258.000 P2 S06B 360.000 90.000 Left 3576.000 1500.000 60.000 Right 3576.000 1140.000 60.000 P2 S07N 40.000 0.000 Left 2226.000 1758.000 104.000 Right 2186.000 1758.000 104.000 P2 S07P 40.000 0.000 Left 2290.000 1758.000 104.000 Right 2250.000 1758.000 104.000 L los ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 24 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Spandrel Basic Overwrite Data (UBC97) Story Spandrel Design Design Material Consider Label Label Active RLLF EQF Type Label Vc STORY1 S06A Yes Prog Calc 1.130 Seismic Prog Calc Yes P1 S06A Yes Prog Calc 1.130 Seismic Prog Calc Yes P2 S06B Yes Prog Calc 1.130 Seismic Prog Calc Yes P2 S0114 Yes Prog Calc 1.060 Seismic Prog Calc Yes P2 S07P Yes Prog Calc 1.060 Seismic Prog Calc Yes LI "`Vi;v i� ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 25 May 28, 2003 13:36 Engineers Northwest Summary Input Data - Spandrel Geometry Data (UBC97) Story Spandrel. Station Spandrel Spandre] Flange Flange Cover Cover Label Label Location Height Thick Width Depth Top Bottom STORY1 S06A Left Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc Right Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc P1 S06A Left Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc Right Prog Calc Prog Calc 0.000 0.000 Frog Calc Prog Calc P2 S06B Left Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc Right Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc P2 S07N Left Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc Right Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc P2 S07P Left Prog Calc Prog Calc Right Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc 0.000 0.000 Prog Calc Prog Calc ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE ]. May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier. Section Check (UBC97) Pier Label : P02 Story Label: ROOF Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 156.000 90.000 Bottom 1038.000 960.000 852.000 Top 1038.000 960.000 1008.000 Flags and Factors Design EQ Design Pier. Active RLLF 'Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier Pier Pier Pier Pier LtWt Location Section Material Ag f'c fy Factor Top PSECO1 CONC 932.0.000 4.000 60.000 1.000 Bottom PSECO1 CONC 4320.000 4.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 12.000 N/A N/A L (S( ETABS v7.22 File: INS_TUKWILA 2 3 Kip -in Units PAGE 2 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural. Location Ratio Combo Pu M2u M3u Top 0.268 DWAL30 -87.749 0.000 81933.975 Bottom 0.380 DWAL30 -145.660 0.000 -117616.538 Shear Design Data Station Rebar Shear Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 0.975 DWAL28 -129.483 82609.328 -1290.959 448.320 1290.959 Bot 2-dir 0.965 DWAL28 -206.698 110733.663 -1290.959 457.585 1290.959 Boundary Element Check Data Station B -Zone B -Zone Location Length Combo Pu Mu Vu Po Pu/Po Top 2-dir Not Needed DWAL27 -163.984 -41984.541 -751.527 16530.896 -0.0099 Bot 2-dir Not Needed DWAL27 -241.199 -69579.517 -751.527 16530.896 -0.0146 Additional Overwrite Information V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc LlSZ_ ETABS v7.22 File: INS_TUKWILA_2 3 Kip -in Units PAGE 3 May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : P02 Story Label: STORY4 Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 156.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 696.000 Top 1038.000 960.000 852.000 RLLF EQ Design Pier. Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data • Station Pier Pier Pier Pier Pier Pier LtWt Location Section Material Ag f'c fy Factor Top PSECO2 600000NC 6480.000 6.000 60.000 1.000 Bottom PSECO2 600000NC 6480.000 6.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 18.000 N/A N/A L( ih1zki:8x 6 . . ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 4 May 28, 2003 13:37 Engineers Northwest L1 Flexural Design Data Station D/C Flexural Location Ratio Combo Pu M2u M3u Z Top 0.163 DWAL30 -306.691 0.000 -100450.6]5 1I- Bottom 0.499 DWAL30 -393.558 0.000 -263769.147Z IXW Shear Design Data W C JU: 0 Station Rebar. Shear Capacity Capacity U 0: Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn W = Top 2-dir 1.730 DWAL30 -306.691 100259.198 -2326..178 831.874 2326.178 -.11.- Bot 2-dir 1.717 DWAL30 -393.558 256012.999 -2326.178 842.298 2326.178 0 W Boundary Element Check Data J Station B -Zone B -Zone � � Location Length Combo Pu Mu Vu Po Pu/Po CO tu Top 2-dir Not Needed DWAL27 -578.609 -55231.012 -1303.999 25340.836 -0.0228 F- Z Bot 2-dir Not Needed DWAL27 -694.431 -149328.256 -1303.999 25340.836 -0.0274 Z N I- O Z ,- W uj Additional Overwrite Information V2 V2 V3 V3 0 RLLF Length Thickness Length Thickness 0 - O I-- Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc W W H h- .. Z W O +�v:L...est,�.tiir�•:.;x.Sud>su.il,a+.:: � z ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 5 May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : P02 Story Label: STORY3 Location Data Pier Axis Station Xc Ye Zc Height Angle Location Ordinate Ordinate Ordinate 156.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 540.000 Top 1038.000 960.000 696.000 RLLF EQ Design Pier Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier. Pier Pier Pier Pier LtWt Location Section Material Ag f'c fy Factor Top PSEC03 600000NC 8640.000 6.000 60.000 1.000 Bottom PSEC03 600000NC 8640.000 6.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 24.000 N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 6 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural Location Ratio Combo Pu Top 0.079 DWAL30 -505.532 Bottom 0.564 DWAL30 -621.355 Shear Design Data M2u M3u 0.000 93123.720 0.000 -385468.559 Station Rebar Shear Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 2.209 DWAL30 -505.532 93123.720 -3029.478 1120.758 3029.478 Bot 2-dir 2.193 DWAL30 -621.355 376739.038 -3029.478 1134.657 3029.478 Boundary Element Check Data Station B -Zone B -Zone Location • Length Combo Pu Mu Vu Po Pu/Po Top 2-dir Not Needed DWAL27 -1009.322 -53670.473 -1692.318 47460.114 -0.0213 Bot 2-dir Not Needed DWAL27 -1163.752 -215850.790 -1692.318 47460.114 -0.0245 Additional Overwrite Information V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc ETABS v7.22 File: INS_TUKWILA 2_3 Kip -in Units PAGE 7 May 26, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : PO2 Story Label: STORY2 Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 180.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 360.000 Top 1038.000 960.000 540.000 RLLF EQ Design Pier Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier Pier Pier Pier Pier LtWt Location Section • Material Ag f'c fy Factor Top PSEC05 600000NC 8640.000 6.000 60.000 1.000 Bottom PSEC05 600000NC 8640.000 6.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 24.000 N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 8 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural Location Ratio Combo Pu M2u M3u Top 0.059 DWAL27 -1524.576 0.000 -43882.444 Bottom 0.960 DWAL30 -881.581 0.000 -543339.911 Shear Design Data Station Rebar Shear Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 2.339 DWAL30 -747.939 58297.512 -3170.598 1149.847 3170.598 Bot 2-dir 2.320 DWAL30 -881.581 536244.747 -3170.598 1165.884 3170.598 Boundary Element Check Data Station B -Zone B -Zone Location Length Combo Pu Mu Vu Po Pu/Po Top 2-dir Not Needed DWAL27 -1524.576 -43882.444 -1638.390 46978.900 -0.0325 Bot 2-dir Not Needed DWAL27 -1702.765 -292327.556 -1638.390 46978.900 -0.0362 Additional Overwrite Information V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc L ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 9 May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : P02 Story Label: STORY1 Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 120.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 240.000 Top 1038.000 960.000 360.000 RLLF EQ Design Pier Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier Pier Pier Pier Pier LtWt Location Section Material Ag f'c fy Factor Top PSEC04 1000000N 8640.000 10.000 60.000 1.000 Bottom PSEC04 1000000N 8640.000 10.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 24.000 N/A N/A L�� ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 10 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural Location Ratio Combo Pu Top 0.429 DWAL30 -1007.321 Bottom 0.203 DWAL30 -1096.416 M2u M3u 0.000 362041.317 0.000 252363.100 Shear Design Data Station Rebar Shear. Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 0.720 DWAL27 -1284.252 240329.540 1606.447 1522.686 2144.766 Bot 2-dir 0.720 DWAL27 -1403.045 66140.440 1606.447 1536.941 2159.021 Boundary Element Check Data Station B -Zone B -Zone Location Length Combo Pu Mu Vu Po Pu/Po Top 2-dir 54.000 DWAL22 -1119.253 -203712.652 -67.926 76761.288 -0.0146 Bot 2-dir 54.000 DWAL22 -1208.347 -211863.749 -67.926 76761.288 -0.0157 Additional Overwrite Information V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 11 May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : P02 Story Label: P1 Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 120.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 120.000 Top 1038.000 960.000 240.000 RLLE' EQ Design Pier Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier Pier Pier Pier Pier LtWt Location Section Material Ag f'c Ey Factor Top PSEC05 600000NC 8640.000 6.000 60.000 1.000 Bottom PSEC05 600000NC 8640.000 6.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 24.000 N/A N/A ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 12 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural Location Ratio Combo Pu Top 0.313 DWAL30 -1.22.3.360 Bottom 0.207 DWAL30 -1312.455 M2u M3u 0.000 -2.92366.129 0.000 -245096.488 L«2 - Shear Design Data Station Rebar Shear Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 0.720 COMB]. -1585.900 1.212.60.993 849.233 1250.402 1872.482 Bot 2-dir 0.720 COMB1 -1693.893 80043.415 849.233 1263.362 1885.442 Boundary Element Check Data Station B -Zone B -Zone Location Length Combo Top 2-dir 54.000 DWAL26 Bot 2-dir 54.000 DWAL26 Additional Overwrite Information Pu Mu Vu Po Pu/Po - 1270.988 -233198.446 41..992 46978.900 - 1360.082 -228159.462 41.992 46978.900 V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc -0.0271 -0.0290 ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 13 May 28, 2003 13:37 Engineers Northwest Detailed Output Data - Section Designer Pier Section Check (UBC97) Pier Label : P02 Story Label: P2 Location Data Pier Axis Station Xc Yc Zc Height Angle Location Ordinate Ordinate Ordinate 120.000 Flags and Factors Design Active 90.000 Bottom 1038.000 960.000 0.000 Top 1038.000 960.000 120.000 RLLF EQ Design Pier Factor Type is 3D YES 1.000 1.130 Seismic No SD Section Material and Geometry Data Station Pier Pier Pier Pier Pier Pier LtWt Location Section Material Ag f'c fy Factor Top PSEC01A CONC 8640.000 4.000 60.000 1.000 Bottom PSECO1A CONC 8640.000 4.000 60.000 1.000 Length and Thickness for Shear Design and for Boundary Check Acv V2 V2 V3 V3 Length Thickness Length Thickness 360.000 24.000 N/A N/A 1,16-3 n...�n1d::v:;: retis'.:.ti, ;;rek;a�k',:.:.i�'t;x?.t::r3:. , . �*�,��.�:;.;r:;y::u;�W'Lir,.r•.. • ETABS v7.22 File: INS_TUKWILA_2_3 Kip -in Units PAGE 14 May 28, 2003 13:37 Engineers Northwest Flexural Design Data Station D/C Flexural Location Ratio Combo Pu M2u M3u Top 0.234 DWAL30 -1381.152 0.000 -247692.916 Bottom 0.302 DWAL30 -1470.246 0.000 -292881.249 Shear Design Data Station Rebar Shear Capacity Capacity Location in^2/ft Combo Pu Mu Vu phi Vc phi Vn Top 2-dir 0.720 COMB3 -1930.820 211772.267 860.504 1097.262 1719.342 Bot 2-dir 0.720 COMB3 -2038.813 300052.662 860.504 1110.221 1732.301 i Boundary Element Check Data Station B -Zone B -Zone Location Length Combo Top 2-dir 54.000 DWAL28 Bot 2-dir 54.000 DWAL28 Additional Overwrite Information Pu Mu Vu Po Pu/Po - 2151.889 -253797.561 - 2270.682 -272891.252 V2 V2 V3 V3 RLLF Length Thickness Length Thickness Prog Calc Prog Calc Prog Calc Prog Calc Prog Calc - 296.432 - 296.432 32553.524 32553.524 - 0.0661 - 0.0698 ENSENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E.. /1205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 PROJECT ii OZ( (c PROJECT jDATE ___Sl fc,3 SUBJECT C-c'L SHEET U fZ OF BY TID Pct tcj 2_1.tib - or LIZ. 19 Z(. 7, 3 ',..rc�n j -Cy -S �v < � �/ _� u'.� icr z.t . 3 . z . (��#- l`lZl. 3 .2..1 �s� 3.3 3 p, c:ZS 1 7 '` = 6 dt /� J� '�" c. tZ z> 8 - /�c = . 3z.,„(2. eu) )C '-s9> dcc333c 4:1<_c�zs_> t = Z'E"_ I'/LC, _',L9 /E< biz_ l�►Zr . s. 4 (I —C or-, 4\/l4--Iz,> riff �� �4� _ 3c)22)'-' = Ug • e'F (ZA-VZ'l = 79L ci = 24 24.S f = 75 ;( (Fc e hpr) fie= (6- ('73 j = '-�� VX s S s s USG S= rot- z -/c.- Rl = a+(lZ' Nompoille z z 00 coo J H w0 LLcoa =a I -w z= z 0 w 0 I-- wW 0. o 0 o� z ENSENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # 02-1 6869 WOODLAWN AVE. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT DATE S`e..,ing SUBJECT (_ C��-t t�lL7 SHEET GZI . Or z BY ¶iT/-\ '~ w UOQ W=. OPS7 t --)C-`2 [-: ,�,6.32.1,.e)-f-Ca5k415(0-)] 2 O 1 cZPv = d ,, Z� GGam� Tom" C22LU f"ir-fes %��� e-`�Fwc�(L (�edD W O UujQ CI I - WW 1-- "-- o .z W U= 0 gt (...FA -Fcy/k.z. — + 4r] nzi.. 4- .4 - nt►r Cmc. l��i . , +' (c12-(, + . S 4_ 1-1.2-1. s . z . I Ae-d-1 -(n9 Cs kc_, FL /F -.et f cF1(s)( (5)/�, _ ( , ZI -;°,f� Tirie5r rgej l ��c. �tC.EL !7-, mss) o . lrj ''-%1 e 4 K c/( (.41')(' -Co (cam ,K.-. 414 GA %. IN( TCv '-/ (Li zl4 G `#� Atj 44c4_(..)/�r�GC c g 2 7— 7 2.1-(o - 3e C-0 u e") +7.4- - > fes" 2- -1 - ('C C) 4 �lc. e "( olous z ENSENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT PROJECT' 6869 WOODLAWN AF. N. E.. #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 DL'S D,•rE 5 SUBJECT .-ED. LOA -14S SHEET G3Te., Or z BY __13D__. = z CC Z.-4- a CtiV 'ES' ( ( mac.. 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C•C14•cz _- 773�,ky 195"u IIS 153-3 7.3« USE Com`( rier=- 5 - 2- 6144 = I Z8•ct �`- s ()S5 Cs 3 7 ( �j�4 ' "4'c_ (Pis( i z. s?) -c' z .7'] P,4 ` z� �3 1� > PL; , to (-. USC Corr `-7G 7S r0.0t-/f •�� _ 3• r4-- �L _31 0- .1"d- ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., 11205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 ' PROJECT # C2J (U PROJECT P' -( e-- DATE 5fr.„kj_Z__ SUBJECT 6QLc.)i4 SIIEET C -SK. Or BY `1124 u3 C.) / re_ -# (3 5 = 129c, r (12')( �. 2-7 047-> c 2- ! 2.4- (77:- 12--/C„," I de)pa, 1.cN ole F a 3.)(33.5) Mpg_ ps (33.3><. oc›+Z,4) (7S)( — 14-, �z� = )z 3 fc,z6�� zcG k-- (.c.)(-b►)C.3)33.3) ire 7 1,4-E;7-" 014 USE; C. U % `� (Tl G AcG S 4- /<_, /cam Tc -le [5709 ON 70I/XI] 90:9T IlII,L £O/OT/60 VERTICAL CAPACITY vs PILE LENGTH f1T 1' T'I i'I'-1TT 11-1-7-1Tr•1 • T. I I I r I I I I I r III Fr -07 3C -I.ld_L_,! LL.I 1.1_1 -La I I J LLL I I LL_LLJ I 1111. 1 1 I I 1 l p 0 o 0 0 0 0 0 Q 0) m h w ui v 1) N .- dlx - dnb 'p(oede0 JIldn a;ewnin I I r I l r l 1 1 1 1 1 o $ 0 0 0 0 O 0) CO ti w 1', 1111_ v I L.1. I .L. I I I 1 III J I I J I .LI -LEp pp 0 q0 0 0 Q M N 0 dlx - uMQpD 'Allaede3 uoIssaldwoo awewt;in Z0 39Vd SINb'1'U1SN00 H121t/3 098090/ 47.0 7.11 :b1:1 caa7 MAT r� [9209 ON DI/XI] 90:9T (TILL EO/OT/60 VERTICAL CAPACITY vs PILE LENGTH ',r7rinn1 11rr1111 rill -1 1 1 1 1 1 1 1 ( I L I 1 1 1 1 1 1 1 1 4 1 1 1 1 1 1 1pp L 1 1 1 S O S 4 O Q O C� 0 0 rn W t - to u) Y' § lV a• dpi- dna 'I131audea widn e7ewnin 1 IT1 I' l -f 1 I m- 11 -'1 1 1 1 0 O 0 1 11 0 O t ( 111 S 0 I r i s rrrn 1111 1111111u O 0 IA 1111 1111 O 0 jilt 1111 j $ unwpp 'Allaedlej uo(sswdwoO opluiRIfl CO 3910d SINdlT1SN00 HINV3 .1._L 0 Pile Length, L -ft G19Aragb/ G7,b 7a : ha Ccn /17T /Nn Z W Ir 2 00 ul W H S LL. w0 -J LL. ca =W ZI- W • W 0 O N 0 I— WW • O W•• O~ z Ti) c• J-41 WOG ON XU/XI] 90:9T nILL EO/OT/60 Ti -r, r 1 1 1 1111 1111 1111 1111 1111 1111 Fa° 37 NN O r (`4 Z N ✓ W re N� J4. 60� UQ a WW a�C1 W 00 Lu g }' u_Q W c d W = I- _ . Q W W V D=p U N 0— 1111 1111 11IJ_ J111 1111 1111 1111 1111 1111- O O O 9 O• O 11) ' • r CCVV dI�1- uMopO Vimoduo uolsseadUloO GWW111f1 `_.. 010 00 39dd SINb'.L 1(ISNO3 H1dd3 1 Pile Length, L.- ft O I— (1) Z =0 H � 1-1--O Z W U= 0~ z A C � • o cn 0 g W 098090L0Z0 7n:bn RRG17. /t T /btl [GZO9 ON 301/XI] 90:9T flILL E0/0T/t0 dnb `artipudeo wudn amain 1-7-71-1 1 —1 1 1 1 1 -1 -1 -1 -TT 1 --r-r-r•r IIil1 1 1 1 1 0 0 0 rn 11.11 1111 1111 111.1 1 1 1 1 umopo 1/413600 uoissaJdf.ticso optunin SO 39Vd SINVITISNO0 H1dV3 0 0 •cr CV sN1 ID 1 1 1 111C0 0 0 ID § §0 Pile Length. L - ft For' 35 09809OL5ZO 30:Vo RI1A7./11T/OA 11 1111 11111111 111 1 -77 _ . . . - • 1 . ' - --1111 1111 1111 00 0 t- lit! § ILII 111 1 1 1 1 1 11l 1 5 CP 5 C3 Y § co 0 0 0 co a a cr csi dnb `artipudeo wudn amain 1-7-71-1 1 —1 1 1 1 1 -1 -1 -1 -TT 1 --r-r-r•r IIil1 1 1 1 1 0 0 0 rn 11.11 1111 1111 111.1 1 1 1 1 umopo 1/413600 uoissaJdf.ticso optunin SO 39Vd SINVITISNO0 H1dV3 0 0 •cr CV sN1 ID 1 1 1 111C0 0 0 ID § §0 Pile Length. L - ft For' 35 09809OL5ZO 30:Vo RI1A7./11T/OA 17L7r7r'/7A v ENGINEERING INSPECTIONS INC. P.O. BOX 119 PHONE: (416) 948-4782 INGLEWOOD, ONTARIO LON 1K0 FAX: (905) 838-3761 C)ILI'I3VITIOW CTh&PFIC)VT E This is to certify that the testing equipment described below has been calibrated in accordance with the requirements of CSA Standard A23.2 -9C and ASTM Standard E 4. CUSTOMER: APS ARCHITECTURAL PRECAST STRUCTURES LTD. ADDRESS: 9844 - 199A ST., LANGLEY, B.C. V3A 4P8 EQUIPMENT: MIBA JACK SERIAL NUMBER: BLUE JACK CALIBRATION DATE: October 15, 2003 Machine Range 0 - 6,000 PSI Loading Range 1,000 - 4,000 PSI Load verification equipment calibrated in accordance with ASTM Standard E 74 and are directly traceable to the United States National Institute of Standards and Technology. iii (.1 it 4f E.C. Shelestynsky, M.E.Sc., P.Eng. CCS