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Permit D06-388 - Segment 3 - Kohl's - Retail Building
D06-388 Kohl's 17150 Southcenter Parkway 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 - Kohl's D06 -388s Segment 2 - Kohl's D06-388 Segment 3 - Kohl's D06-388 Segment 4 - Kohl's D06-388 Segment 5 - Plans - Kohl's D06-388 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 580006 User. KW -0604158, Ver 5.5.0, 1 -Dec -2003 L (01983-2003 ENERCALC Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : Steel Beam Design Page 1 5 LAG-392_calcs.etw.ROOF BEAMS Description RB -1 W27 Front Center Bay wl hanger DL+LL+WL General Information Code Ref: A!SC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W27X84 Center Span Left Cant. Right Cant Lu : Unbraced Length 47.83 ft 0.00 ft 0.00 ft 1.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy 50.00 ksi Load Duration Factor 1.33 Elastic Modulus 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.075 0.100 #2 #3 #4 #5 #6 Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL @ Left DL @ Right LL @ Left LL @ Right 0.166 Point Loads ST @ Left ST @ Right kfft Start ft kfft End 15.360 ft Note! Short Tenn Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 2.200 2.875 Moments #2 5.900 6.200 7.500 #3 #4 #5 #6 #7 k k k ft Note! Short Terra Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 -16.800 2.875 #2 #3 #4 Using: W27X84 section, Span = 47.83ft, Fy = 50.0ksi End Fixity = Pinned -Pinned, Lu = 1.00ft, LDF = 1.330 Actual Allowable Moment 134.991 k -ft 585.750 k -ft fb : Bending Stress 7.605 ksi 33.000 ksi fb 1 Fb 0.230: 1 Shear 19.609 k 245.732 k fv : Shear Stress 1.596 ksi 20.000 ksi fv 1 Fv 0.080: 1 #5 #6 #7 k -ft k -ft k -ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Def! Length/(DL+LL Deft) -0.723 in 1,530.9 : 1 794,4:1 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377.7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:07AM, 13 OCT 06 Description : Tukwila, WA Scope : o Rev: 580006 LUser KW0604188, Ver 5.8.0, 1-Derr2003 Steel Beam Design (019B3.2003 ENERCALC Engineenng Software Description RB4 W27 Front Center Bay w/ hanger DL+LL+WL Page 2 06-392_eales.ecw:ROOF BEAMS Force & Stress Summary Max. M + Max. M - Max. M c@ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defi Right Cant Defl ...Query Deft @ Maximum 146.56 k -ft 19.61 k 8.72 k -0.723 in 0.000 in 0.000 in 0.000 ft «— These columns are Dead + Live Load placed as noted —» DL LL LL+ST LL LL+ST Only at Center Cad Center 0 Cants @ Cants 74.34 134.99 146.56 10.85 19.61 4.87 8.37 -0.375 0.000 0.000 -0.672 0.000 0.000 0.000 0.000 Reaction @ Left 19.61 10.85 Reaction @ Rt 8.72 4.87 Fa calc'd per Eq. E2-1, K`L/r < Cc 1 Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 19.61 8.37 19.26 8.72 -0.723 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.26 8.72 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k BENTLEY Ambrose Engineering, Inc. 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I' Ia t t' Ff fr Er s' r ai Fx i ! 1a i= t' 4 a t" R 1 °a S iEit gg ra Y 1sas - t �.,= Ambrose Engineering, Inc. Current Date: 10/13/2006 3:04 AM Units system: English File name: S:12006dwg106-392 KDS #11152 - Tukwila, Wa CALCS ONLYIIICalcs\RAM106-392_ENTRANCE_D15 Lr25_S20_W-90mph-C_E-SDC-D.adv Company Address: W66 N215 Commerce Ct. Cedarburq, WI 53012 X Z r BENTLEY Ambrose Engineering, Inc. Current Date: 10(912006 1:42 PM Units system: English 1 File name: K:UCohl's Department Store - 2007 - Fali Calcurations\Innovation Prototype - 2F & FR\EntranceslENTRANCE D15 Lr20 S30 4 X Z W & c WZlx44 G1� 4.7 NI rJ X CO m D',. m 4 "' 7Y-2°.7 BENTLEY Ambrose Engineering, inc. Current Date: 1019120461:43 PM Units system: English 1 Fite name: K:IKohl's Department Store - 2007 - FalllCalculationsllnnovation Prototype - 2F & FRIEntrances\ENTRANCE D15 Lr20 S30 l X E -SDC -I OAMBROSE ENGINEERING, INC. Job: ktl. 4 "' Job #: Date: Page:e35. By: Checked: 1 I • I ' �. t; I . 1 f' 1! I(? 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W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-76102 FAX 262/377-4866 ambeng@ambeng.eam Lateral Design Using IBC 2000 (Input all bold items) Gravity Loads Roof DL 15 psf LL 25 psf Wind Design Job: KDS-Tukwila, WA Page: L1 Job #: 06492 Designer: MTB Date: 9/22/2006 Mezzanine DL 50 psf LL 125 psf Height 28.25 Exposure C Basic Wind Speed 85 mph End Zone Horizontal Load 17 psf All h procedure Interior Zone Horizontal Load 17 psf Importance Factor 1 Table 1604.5 Height and Exposure Coefficient 1 End Zone Design Pressure Interior Zone Design Pressure 17.0 psf 17.0 psf Seismic Design Ss 1.334 Site Class E Building Parameters Low Roof S1 0.459 Importance Factor Fa FV 0.9 2.4 1 Seismic Use Group Seismic Factor, Sps 0.801 Seismic Factor, Sr" 0.735 Lateral in N -S 2 SDS = 3MS SMS SM, ft Lateral in E -W ft hwali lo 21.64 hwall io 19.07 hparapet to 7.89 hparapet to 6.76 Total h 29.53 Total h 25.83 E -W Length 320.67 N -S Length 248.67 Area 80187 f 1.201 1.102 SDI = 3 SM Hi Roof/ Mezzanine Lateral in N -S ft Lateral in E -W ft nsiab to mezz 11,58 nsiab to mezz 11.58 hmezz to hi 18.083 hmezz to hi 17.29 hparapet hi 1.17 hparapet hi 1.96 Total h 30.833 Total h 30.83 E -W Length 181.33 181.33 (total with N -S Length 49.5 49.5 extra area) Area 8976 ft' Extra Area E -W Length 0 Tributary Height of Wall For Wall N -S Length 0 Weight Calculation t: I: Low Roof ft Centroid E -W Distance 0 Low Roof 19.7 N -S Distance 0 _. *Measured from southwest most _ :- ._ ;_= Hi Roof/ Mezz. corner of hi roof/ mezzanine Mezz. 1' High Roof 10.21 KDS - TUKWILA, WA Date and Time: 9/11/2006 11:42:14 AM Conterminous 48 States --, 2003 International Building Code Spectral Response Accelerations Ss and SI atitu • e = 47.450000 1 Lon. itude = -122.250000 s and appe Spectral Acceleration Values SiteClass B - Fa = 1.00, Fv = 1.00 Data are based on a 0.1 deg grid spacing. Period Sa (sec) (g) 0.2 1.334 Ss, SiteClass B 1.0 0.459 S1, SiteClass B Conterminous 48 States 2003 International Building Code Spectral Response Accelerations SMs and SM1 Latitude = 47.450000 Longitude = -122.250000 SMs = FaSs and SM1 = FvS1 Site Class E - Fa = 0.90, Fv = 2.40 Data are based on a 0.1 deg grid spacing. Period Sa (sec) (g) 0.2 1.200 SMs, Site Class E 1.0 1.101 SM1, Site Class E Conterminous 48 States 2003 International Building Code Spectral Response Accelerations SDs and SD1 Latitude = 47.450000 Longitude = -122.250000 SDs=2/3xSMsandSD1=2/3xSM1 Site Class E - Fa = 0.90, Fv = 2.40 Data are based on a 0.1 deg grid spacing. Period Sa (sec) (g) 0.2 0.800 SDs, Site Class E 1.0 0.734 SD1, Site Class E SOS = p ��i AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Wind Design Edge Strip Length,a Low Roof Lateral N -S 10% of E -W Wall Length 10% of N -S Waff Length 40% Eave Height ami, High Roof -Mezzanine Lateral N -S 10% of E -W Wall Length 40% Eave Height aurin MWFR End Zone Length, 2a Low Roof Lateral N -S Lateral E -W 12.8 ft 32.07 ft 24.87 ft 11.81 ft 12.83 ft 12.3 ft 18.13 ft 12.33 ft 7.253 ft 25.654 ft 20.664 ft Job: KDS-Tukwila, WA Page: L2 Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral E -W 10.3 ft 10% of E -W Wail Length 32.07 ft 10% of N -S Wall Length 24.87 ft 40% Eave Height 10.33 ft amin 9.947 Lateral E -W 4.95 ft 10% of N -S Wall Length 4.95 ft 40% Eave Height 12.33 ft ami, 3 ft Interior (ft) Hirth Roof -Mezzanine 269.3628 Lateral N -S 207.342 Lateral E -W Wind Loads to Diaphragm (kip- based on continuous wall assumption Low Roof Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone High Roof- Mezzanine Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone Total Wind Loads Low Roof High Roof Mezzanine Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W wroof Wfound 0.343 0.160 0.343 0.160 wroof Wfound 0.298 0.142 0.298 0.142 wroof Wmezz 0.145 0.327 0.145 0.327 Wroof wmezz 0.155 0.314 0.155 0.314 Total Shear Shear Per Wall 109.99 k 54.99 k 74.10 k 37.05 k 26.29 k 13.15 k 7.67 k 3.84 k 59.29 k 29.65 k 15.54 k 7.77 k Wfound 0.052 0.052 wfound 0.055 0.055 End Zone (k) 8.80 6.16 3.58 1.53 8.07 3.11 24.67 ft 9.9 ft Half Interior (k) 46.20 30.89 9.57 2.30 21.58 4.66 Interior (ft) 132 29.7 Total Moment 4408.8 k -ft 2303.4 k -ft 596.0 k -ft 47.5 k -ft 1344.0 k -t 96.2 k -ft AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4863 ambeng@ombeng.com Lateral Design Using IBC 2000 (Cont.) P'/rnd Design Wind Design Member Values Flexible Diaphragms: Direction Level Member N -S Lo Roof Shear Wall N -S Lo Roof Diaphragm v=V/Lni.swall ✓ 48.02 k ✓ 34.30 k N -S N -S Lo Roof Drag Lo Roof Chord T = C = MN -S u N -s Wall Length E -W Lo Roof Shear Wall E -W Lo Roof Diaphragm v=V/LE.wwan ✓ 25.73 k ✓ 24.93 k E -W Lo Roof Drag E -W Lo Roof Chord T = C - ME -a,= dE-W Wall Length N -S Hi Roof Shear Wall N -S Hi Roof Diaphragm v=V/LN_swan ✓ 7.20 k ✓ 7.20 k N -S N -S E -W E -W Hi Roof Drag Hi Roof Chord T—C— MN. _ dN-s Wall Length Hi Roof Shear Wall Hi Roof Diaphragm v=V/LE_wwan ✓ 3.84 k ✓ 3.84 k E -W Hi Roof Drag E -W Hi Roof Chord Rigid Diaphragms: N -S E -W Mezz. Total Shear Mezz. Total Shear T =C= ME -W dE-W wan Length Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/22/2006 54.99 kips 0.221 klf @ End Wall 0.193 klf @ 0.138 klf @ 0.221 klf of drag 20.928 kips 4408.80 k -ft 210.67 ft 37.05 kips 0.116 klf @ End Wall 0.080 klf @ 0.078 klf @ 0.116 kif ofdrag 7.183 kips 2303.42 k -ft 320.67 ft 13.15 kips 0.266 kif @ End Wall 0.145 klf @ 0.145 klf @ 0.266 kif of drag 12.040 kips 595.96 k -ft 49.5 ft 3.84 kips 0.021 klf @ End Wall 0.021 klf @ 0.021 klf @ 0.021 kif of drag 0.262 kips 47.47 k -ft 181.33 ft 59.29 kips 15.54 kips Page: L3 20.33 ft from end wall 60.33 ft from end wall 38 ft from end wall 40.67 ft from end wall 41 ft from end wall 41 ft from end wall 0 ft from end wall 0 ft from end wall AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7642 FAX 262/377-4868 ambeng®ambeng_aom Job: KDS-Tukwila, WA Page: L4 Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral Design Using IBC 2000 (Cont.) Seismic Design Seismic Use Group 1 Importance Factor, I E 1.00 Seismic Factor, SDS 0.801 Seismic Design Category D f Table 1616.3 (1) Seismic Factor, Sol 0.735 Table 1616.3 (2) Seismic Force Resisting System: Special Reinforced Concrete Shearwalls R 1:54,5 Table 1617.6 ±;2a 2.5 Cd 5 Height Limit 160 Base Shear: C= `�DS R IE Csmax Cs„in= 0.044SDsIE V =CsW Vertical Distribution of Base Shear: Diaphragm Distribution: Level wpxN-S Ca 0.146 Use Ca = 0.146 Csmax 0.511 Ta Ta = CT hn 4 : CT Csmin 0.035 V 601.2 k Level wx hx 0.26 sec 30.83 ft 0.020 Wxhx (Highest Level of Building) From 1617.4.2.1 (For Seismic Design Category E or F, additional analysis is required) Cvx Fx Cvx(ALT) Fx(ALl) Fx () Foundation 0 0 0 0.00 0 0.00 0.0 0.0 Lo Roof 2627 20.355 53483 0.68 407.4 0.64 • 382.7 407.4 Hi Roof 457 29.267 13361 0.17 101.8 0.11 66.5 101.8 Mezzanine 1044.4 11.58 12094 • 0.15 92.1 0.25 152.1 152.1 WpxE-W Wpx 4128.4 . 78938 1 601.247 601.2466 661.2308 OK FpN-S FpN.s min. max. FpE-W FpE.W Diaphragm Forces min. max. F'pN-S F'pE-W Lo Roof 1863 2028 2627 288.9 298.5 597.0 314.5 324.9 649.9 298.5 324.9 Hi Roof 345 267 457 76.9 55.3 110.5 59.5 42.8 85.6 76.9 59.5 Mezzanine 907 790 1044 132.1 145.3 290.6 115.1 126.6 253.2 145.3 126.6 F, `. pxma: = 0 .3 [ E S DS W px Fpxmax 0.3204 Wpx Fp, - _ r M' Px S 1� Fpxmin - O.ZIE.SrjsW pr Fpxmin 0.1602 wpx AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambengQambeng.com ateral Design Using IBC 2000 (Cont.) Seismic Design (cont.) Job: KDS-Tukwila, WA Job #: 06-392 Designer: MTB Date: 9/22/2006 Page: L5 W Calculation: (Dir. column must be filled with a capitol N,S,W, or E; Enter sizes in feet, weight in pounds) Directional Running Totals (kips) Foundation Dir. Description Weight Length Height NIA Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 North 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Foundation Total Ok Lo Roof Dir. Description S TU Panel S TU+Porc. Tile S Cntr Stud Scrn WI S Studs+disply glass S Studs+entrance S Add'! Stud +EIFS W TU Panel W Studs @ Front W TU @ Front W Add'I Stud +EIFS N TU Panel N Hi/Lo Stud Wall E TU Panel E Studs @ Front E TU @ Front Roof RTUs Canopies Weight 90 100 20 20 20 20 90 20 90 20 90 10 90 20 90 15 9 25 Length 141.83 55.58 47.17 96 68 816 248.67 4.67 6.25 673 139.33 181.33 248.67 4.67 6.25 80187 3550 586 Height Total 15 191.4705 14.83 82.42514 4.67 4.405678 23.67 45.4464 26.83 36.4888 1 16.32 16.3 364.7989 23.67 2.210778 15 8.4375 1 13.46 17 213.1749 5.21 9.447293 16.3 364.7989 23.67 2.210778 14.83 8.341875 0 1 1202.805 1 31.95 2 29.3 South 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 West 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OK East 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Directional Running Totals (kips) North South West East 0 0 0 0 0 0 0 0 0 0 213 223 223 223 223 223 1363.4374 Low Roof Total 2627 k Lo Roof N -S Diaphragm 1863 k Lo Roof E -W Diaphragm 2028 k 191 274 278 324 360 377 377 377 377 377 377 377 377 377 377 377 1363.437 0 0 0 0 0 0 365 367 375 389 389 389 389 389 389 389 OK 0 0 0 0 0 0 0 0 0 0 0 0 365 367 375 375 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedcirburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ombeng.com Lateral Design Using IBC 2000 (Cont.) Seismic Design (cont.) Job: Job #: Designer: Date: W Calculation: (Dir. Column must be filled with a capitol N,S,W, or E) Hi Roof Dir. Description S Hi/Lo Stud Wall W TU Panel W Add'I Stud +EIFS N TU Panel N Add'l Stud +EIFS E TU Panel E Add'I Stud +EIFS Mezzanine Dir. W W N N E Roof Trolley Weight Length 10 181.33 90 20 90 20 90 20 49.5 666 181.33 666 49.5 182 15 8976 40 525 Height Total 5.21 9.447293 0 10.61 47.26755 1 13.32 10.21 166.6241 1 13.32 10.61 47.26755 1 3.64 0 0 0 1 134.64 1 21 KDS-Tukwila, WA 06-392 MTB 922/2006 Page: L6 Directional Running Totals (kips) North 0 0 0 0 167 180 180 180 180 180 180 300.88653 Hi Roof Total 457 k Hi Roof N -S Diaphragm 345 k Hi Roof E -W Diaphragm 267 k Description TU Panel Add'I Stud +Brk TU Panel Add9 Stud +Brk TU Panel Floor DL 25% Floor LL Weight 90 45 90 45 90 Length 49.5 13.5 181.33 18 49.5 50 8036 31.25 8036 Height 14.44 14.44 14.83 14.83 14.44 1 1 Total 64.3302 8.7723 242.0212 12.0123 64.3302 0 0 0 0 0 0 0 401.8 251.125 South 9 9 9 9 9 9 9 9 9 9 9 300.8865 West 0 0 47 61 61 61 61 61 61 61 61 OK Directional Running Totals (kips) North 0 0 242 254 254 254 254 254. 254 254 254 254 391.46615 Mezzanine Total 1044 k Mezzanine N -S Diaphragm 907 k Mezzanine E -W Diaphragm 790 k South 0 0 0 0 0 0 0 0 0 0 0 0 391.4662 East 0 0 0 0 0 0 47 51 51 51 51 West East 64 73 73 73 73 73 73 73 73 73 73 73 OK 0 0 0 0 64 64 64 64 64 64 64 64 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 252/377-4868 ambengIgiambeng.com Lateral Design Using IBC 2000 (Cont.) eismic Design (cont.) Seismic Design Member Values Flexible Diaphragms: Direction Level Member N -S Lo Roof Shear Wall N -S Lo Roof Diaphragm v=V/LN-swan N -S N -S E -W Lo Roof Shear Wall E -W Lo Roof Diaphragm v=V/LF-w wan Viler wan 149.2 k Vow wall 130.32 k Vperwall 93.09 k Lo Roof Drag Lo Roof Chord Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/22/2006 203.68 kips 0.600 kif @ End Wall wload on wart 0.930832 kif 0.524 kif @ 0.374 klf @ 0.600 kif of drag 56.793 kips 11965 k -ft T = C = MN -S d N -S Wall Length E -W E -W N -S N -S N -S N -S E -W E -W E -W E -W Rigid Diaphragms: N -S E -W Vper wall Vper wall Vper wan Lo Roof Lo Roof 162.5 k 112.81 k 109.32 k Drag Chord wload on wall T = C = ME -w d 5-W Wall Length Hi Roof Shear Wall Hi Roof Diaphragm v=V/LN-s Wan Vper wall Vper weir Vper well Hi Roof Drag Hi Roof Chord 38.5 k 21.07 k 21.07 k 210.67 ft 203.68 kips 0.507 kif @ End Wall 1.306695 kif 0.352 klf @ 0.341 klf @ 0.507 klf of drag 31.497 kips 10100 k -ft 320.67 ft 50.88 kips 0.777 kif @ End Wall wload on wall 0.424159 klf 0.426 kif @ 0.426 kif 0.777 kif of drag 35.219 kips 1743 k -ft T = C = MN -S dN-S Wall Length Hi Roof Shear Wall Hi Roof Diaphragm v=V/LE.wwalr Veer wan 29.8 k Vperwall29.77 k Viler wall 29.77 k Hi Roof Drag Hi Roof Chord Mezz. Total Shear Mezz. Total Shear T=C= dW wall Length 49.5 ft 50.88 kips 0.164 klf @ End Wall Wload on wars 1.202999 kif 0.164 kif @ 0 ft from end wall 0.164 kif @ 0 ft from end wall 0.164 klf of drag 2.032 kips ME.W 368 k -ft Page: L7 248.67 ft wall 20.33 ft from end wall 60.33 ft from end wall MN -s 11965 k -ft 320.67 ft wall 38 ft from end wall 40.67 ft from end wall ME -W 10100 k -ft 49.5 ft wall 41 ft from end wall 41 ft from end wall MN -S 1743 k -ft 181.33 ft wall ME -W 368 k -ft 181.33 ft 145.29 kips 126.62 kips AMBROSE ENGINEERING, INC. W67 14222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4668 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Job: KDS-Tukwila, WA Page: L8 Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral Design Load Comparison, Wind and Seismic: (Allowable Stress Design after Load Combinations) Load Combo Dir. Level Element EQ' On aincrease EQ EQ/1.4 WL WL*1.3 Controls Value Units N -S Lo Roof Shear Wall 203.7 1 1 203.7 145.5 55.0 71.5 EQ 145.5 k N -S Lo Roof Diaphragm 0.600 1 1 0.600 0.429 0.221 0.288 EQ 0.429 kif from wall 20.33 ft 0.524 1 .1 0.524 0.374 0.193 0.251 EQ 0.374 kif 60.33 ft 0.374 1 1 0.374 0.267 0.138 0.179 EQ 0.267 klf N -S Lo Roof Drags 0.600 2 0.833 1.000 1.000 0.221 0.288 EQ 1.000 kif N -S Lo Roof Chord 56.8 1 1 56.8 40.6 20.9 27.2 EQ 40.6 k E -W Lo Roof Shear Wall 203.7 1 1 203.7 145.5 37.1 48.2 EQ 145.5 k E -W Lo Roof Diaphragm 0.507 1 1 0.507 0.362 0.116 0.150 EQ 0.362 kif from wall 38 ft 0.352 1 1 0.352 0.251 0.080 0.104 EQ 0.251 klf 40.67 ft 0.341 1 1 0.341 0.244 0.078 0.101 EQ 0.244 klf E -W Lo Roof Drags 0.507 2 0.833 0.844 0.844 0.116 0.150 EQ 0.844 kif E -W Lo Roof Chord 31.5 1 1 31.5 22.5 7.2 9.3 EQ 22.5 k N -S Hi Roof Shear Wall 50.9 1 1 50.9 36.3 13.1 17.1 EQ 36.3 k N -S Hi Roof Diaphragm 0.777 1 1 0.777 0.555 0.266 0.345 EQ 0.555 klf from wall 41 ft 0.426 1 1 0.426 0.304 0.145 0.189 EQ 0.304 kif 41 ft 0.426 1 1 0.426 0.304 0.145 0.189 EQ 0.304 klf N -S Hi Roof Drags 0.777 2 0.833 1.295 1.295 0.266 0.345 EQ 1.295 klf N -S Hi Roof Chord 35.2 1 1 35.2 25.2 12.0 15.7 EQ 25.2 k E -W Hi Roof Shear Wall 50.9 1 1 50.9 36.3 3.8 5.0 EQ 36.3 k E -W Hi Roof Diaphragm 0.164 1 1 0.164 0.117 0.021 0.028 EQ 0.117 kif from wall ft 0.164 1 1 0.164 0.117 0.021 0.028 EQ 0.117 klf ft 0.164 1 1 0.164 0.117 0.021 0.028 EQ 0.117 kif E -W Hi Roof Drags 0.164 2 0.833 0.274 0.274 0.021 0.028 EQ 0.274 kif E -W Hi Roof Chord 2.0 1 1 2.0 1.5 0.3 0.3 EQ 1.5 k N -S Mezz. Shear Wall 46.1 1 1 46.1 32.9 29.6 38.5 WL 38.5 k N -S Mezz. Diaphragm 145.3 1 1 145.3 103.8 59.3 77.1 EQ 103.8 k E -W Mezz. Shear Wail 46.1 1 1 46.1 32.9 7.8 10.1 EQ 32.9 k E -W Mezz. Diaphragm 126.6 1 1 126.6 90.4 15.5 20.2 EQ 90.4 k *For drags/collectors a 1.2 stress increase is allowed when using the overstrength factor. When using this factor, the typical 1.33 stress increase is not allowed additionally. This table increases the earthquake drag Toads by 1.33, so a comparison between wind and earthquake loads can be made and the 1.33 increase can be taken in member design. *A -1/2 reduction in the overstrength factor has been used for the flexible diaphragms where the factor is > 2. Member Design Notes: N Bond Beam as Chord Member (Answer with Y or N, case sensitive) AMBROSE ENGINEERING, INC. W67 14222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262377-4868 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Member Design Lo Roof N -S Direction Job: KDS-Tukwila, WA Page: L9 Job #: 06-392 Designer: MTB Date: 9/22/2006 Diaphragm: At End v 0.429 kif 36/7 + VSC @ 24"o/c [707] Away from wall 20 ft v 0.374 klf 36/5 + VSC © 24"o/c [604] 60 ft v 0.267 kfl 36/5 + VSC @ 24"o/c [604] Chord: Mas. Reinf. Steel Tension/Compression T '4aregd 1.33(.6Fy) Asreq•d Asregrd 40.6 k L 3x3X1/4 1.27 m` 1.41 in` N/A Bars in BB (2) 3x1/4" Splice Plate Welds I•d 11.05 in 3/16 inch 12 in 3/16 inch fillet weld Iwreq'd 8.29 in 1/4 inch Iwreq•d 6.63 in 5/16 inch T t 33(X61hs inch weld)*.92(k/in) Drag: (Use only when necessary, MUST LIST LONGER DRAG LENGTHS FIRST) 9 in 1/4 inch fillet weld 7 in 5/16 inch fillet weld Description: Description: "Vmax Length Load (kips) Special Joist On drawings PDrag 1.000 k PDrag 1.000 k PDrag 1.000 k Pflrag 1.000 k PDrag 1.000 k Conn./Splice Plate Asreq•d in` Conn./Splice Plate Mas. Reinf. Asreq'd in` Bars in BB Conn./Splice Weld lwreq'd in 1/4 inch in 1/4 inch fillet weld Iwreq•d in 5/16 inch in 5/16 inch fillet weld Tie Plate Asreqd in` Tie Plate Tie Plate Weld lwreq•d in 1/4 inch in 1/4 inch fillet weld Iwreq•d in 5/16 inch in 5/16 inch fillet weld 1) max Length Load (kips) Special Joist On drawings PDrag 1.000 k PDrag 1.000 k PDrag 1.000 k Conn./Splice Plate Asreq'd in` Conn./Splice Plate Conn./Splice Weld Iwreq•d in 1/4 inch in 1/4 inch fillet weld Iwreq'd in 5/16 inch in 5/16 inch fillet weld Tie Plate Asreq'd in- Tie Plate Tie Plate Weld Iwreq'd in 1/4 inch in 1/4 inch fillet weld Iwreq'd in 5/16 inch in 5/16 inch fillet weld AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4668 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Member Design Lo Roof E -W Direction Diaphragm: At Front End At Back End Away from wall 38 ft Chord: Mas. Reinf. Steel Drag: Description: Description: 41 ft Tension/Compression Asreq'd 1.33(.6F,) Welds T Iwr`q' 1 33(t16ths inch weld)*.92(k/in) Asreq'd Asreq'd lwreq'd lwreq'd lwreq'd Job: Job #: Designer: Date: • 0.640 klf ✓ 0.362 klf ✓ 0.251 klf ✓ 0.244 kfl 22.5 k 0.70 In - 0.78 in' 6.13 in 3116 inch 4.60 in 1/4 inch 3.68 in 5/16 inch KDS-Tukwila, WA Page: L10 06-392 MTB 9/22/2006 36/7 + VSC @ 24"o/c [707) 36/5 + VSC @ 24"o/c [604] 36/5 + VSC @ 24"o/c [604] 36/5 + VSC @ 24"o/c [604] L 3x3x114 N/A Bars in BB 3X1/2" Splice Plate 7 in 3/16 inch fillet weld 5 in 1/4 inch fillet weld 4 in 5/16 inch fillet weld (Use only when necessary, MUST LIST LONGER DRAG LENGTHS FIRST) PDrag PDrag Ppreg PDrag PDrag Wall Conn. Angle Epoxy Anch Conn. Conn./Splice Weld Thru Plate Tie Plate Weld PDrag PDrag PDrag Conn./Splice Plate Conn./Splice Weld Tie Plate Tie Prate Weld vmax 0.844 0.844 0.844 0.844 0.844 Asreq'd #req'd Iwreq'd 'wreq'd Asregtd lwreq'd lwreq'd %max 0.844 0.844 0.844 Asreq'd lwreq'd lwreq'd Asreq'd lwreq'd lwreq'd Length Load (kips) 181.33 153.12 140.33 118.50 100.33 84.72 60.33 50.94 20.33 17.17 5.33 In - 20.77 anchors 31.28 in 1/4 inch 25.03 in 5/16 inch 4.12 in` 24.21 in 1/4 inch 19.37 in 5116 inch Length Load (kips) in' in 1/4 inch in 5/16 inch In` in 1/4 inch in 5/16 inch Conn On drawings N/A k N/A k N/A k N/A k N/A k 3/4"x8" Conn. Plate N/A 3/4" dia. Epoxy Anch. 32 in 1/4 inch fillet weld 26 in 5/16 inch filet weld Thru Plate 25 in 1/4 inch fillet weld 20 in 5/16 inch fillet weld Special Joist On drawings k k k Conn./Splice Plate in 1/4 inch fillet weld in 5/16 inch fillet weld Tie Plate in 1/4 inch fillet weld in 5/16 inch fillet weld AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Member Desiqn Hi Roof N -S Direction Diaphragm N/A At Ends At X -Bracing N/A Chord: Mas. Reinf. Steel ni Roof E -W Direction Job: KDS-Tukwila, WA Page: L11 Job #: 06-392 Designer: MTB Date: 9/22/2006 3 -Sided Diaphragm' N (Y or N, case sensitive) 3 -Sided Moment N/A k -ft 41 ft 41 ft 41 ft Tension/Compression T Asreg'd 1.33(.6F7 ) Welds Diaphragm: At End Away from wall Chord: Mas. Reinf. Steel lwreq'd = 1.33( Asreq'd Asreq'd Iwreq'd Iwreq'd Iwreq'd T ✓ 0.304 kif u 0.251 klf ✓ 0.304 kif ✓ 0.304 kfl 25.2 k 0.79 in' 0.88 in` 6.85 in 3/16 incl 5.14 in 1/4 inch 4.11 in 5/16 inch 115 ths inch weld) *.92(k / in) 49.5 ft wall 36/5 + VSC @ 24" [604] 36/5 + VSC @ 24" [604] L 3x3x1/4 N/A Bars in BB 3"x1/2" Splice Plate 7 in 3/16 inch fillet weld 6 in 1/4 inch fillet weld 5 in 5/16 inch fillet weld 3 -Sided Diaphragm' N (Y or N, case sensitive) 3 -Sided Moment N/A k -ft O ft O ft Tension/Compression Welds T Asreq'd - 1.33(.6Fy ) Asreq'd Asreq'd !weld II 'wreq'd 'weld T v 0.117 kif v 0.117 kif v 0.117 kfl 1.5 k 0.05 in - 0.05 in` 181.3 ft wall 36/5 + VSC @ 24" [604] L 3x3x1/4 N/A Bars in BB 3"x112" Splice Plate 0.40 in 3/16 inch 1 in 3/16 inch fillet weld 0.30 in 1/4 inch 1 in 1/4 inch fillet weld 0.24 in 5/16 inch 1 in 5/16 inch fillet weld ureq'd 1.33( ths inch weld) * .92(k / in) Page 38 of 57 Report ER-2O78P (12/01102) TABLE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE PLBT -36 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOKT"' SYSTEM'"-' °.a Continued SIDELAP ATTACH - SPAN (ft -In.) GAGE MENT 4'-0" 5•-0" 6'-0h1 7'-0U• 8'4" 9'-0" 10'-0" 11'-0" 12'-0" 3615 WELD PATTERN AT SUPPORTS 22 VSC @ 24" VSC@ 18" q 676 604 524 497 451 439 409 _ _ F 9.9+7811 11.9+56R 14.5+42R 16.5+34R 19.3+28R 21.2+23R 24.2+20R - _ q 722 639 557 523 499 461 449 - _ F 9.4+78R 11.4+56R 13.8+42R 15.8+34R 17.7+28R 20.4+23R 22.2+20R - - VSC @ 12" q 761 670 611 570 540 517 500 - - F 9.1+78R 11.0+56R 12.9+42R 14.7+34R 16.6+28R 18.4+23R 20.3+20R - - VSC @ 8" q 826 748 678 646 608 593 570 - - F 8.6+78R 10.1+56R 11.9+42R 13.3+34R 15.1+28R 16.4+23R 18.1+20R - - VSC @6" q 881 792 734 694 666 644 628 - - F 8.2+78R 9.7+56R 11.2+42R 12.6+34R 14.0+28R 15.3+23R 16.7+20R - - VSC @ 4" q 973 885 828 790 762 742 727 - - F 7.7+78R 9.0+56R 10.2+42R 11.4+34R 12.6+28R 13.7+23R 14.8+20R - 20 VSC @ 24" q 1000 884 764 718 650 629 585 575 544 F 7.6+54R 9.2+39R 11.2+29R 12.9+23R 15.1+19R 16.7+16R 19.1+14R 20.6+12R 23.1+10R VSC q 1060 930 807 754 715 658 639 623 590 F 7.3+54R 8.8+39R 10.8+29R 12.4+23R 14.0+19R 16.1+16R 17.7+14R 19.2+12R 21.4+10R VSC @ 12" q 1111 971 879 815 769 733 706 685 668 F 7.0+54R 8.5+39R 10.1+29R 11.6+23R 13.1+19R 14.7+16R 16.2+14R 17.7+12R 19.2+10R VSC 8" q 1197 1073 967 916 859 835 800 787 688 F 6.7+54R 7.9+39R 19.4+29R 10.6+23R 12.0+19R 13.2+16R 14.6+14R 15.7+12R 17.1+10R VSC @6" q 1269 1131 1042 980 936 903 878 818 688 F 6.5+54R 7.7+39R 8.9+29R 10.0+23R 11.2+19R 12.4+16R 13.5+14R 14.6+12R 15.7+10R VSC 4" q 1390 1254 1166 1107 1064 1033 990 818 688 F 6.1+54R 7.1+39R 8.2+29R 9.2+23R 10.1+19R 11.1+16R 12.0+14R 12.9+12R 13.9+10R 18 VSC @ 24" VSC @ 18" q 1667 1457 1256 1171 1058 1017 944 924 873 F 5.0+31R 6.0+22R 7.4+17R 8.5+13R 10.1+11R 11.2+9R 12.9+8R 14.0+7R 15.7+6R q 1755 1525 1319 1223 1152 1060 1024 995 942 F 4.8+31R 5.8+22R 7.1+17R 8.2+13R 9.4+11R 10.8+9R 12.0+8R 13.1+7R 14.7+6R VSC @ 12" q 1829 1584 1424 1313 1232 1171 1124 1087 1057 F 4.7+31R •5.7+22R 6.7+17R 7.8+13R 8.9+11R 10.0+9R 11.1+8R 12.2+7R 13.3+6R VSC @ 8" q 1953 1733 1553 1461 1365 1320 1262 1238 1057 F 4.5+31R 5.3+22R 6.3+17R 7.2+13R 8.2+11R 9.0+9R 10.1+8R 10.9+7R 11.9+6R VSC @ 6" q 2057 1817 1662 1555 1478 1421 1378 1257 1057 F 4.4+31R 5.2+22R 6.0+17R 6.9+13R 7.7+11R 8.5+9R 9.4+8R 10.2+7R 11.0+8R VSC @ 4" q 2233 1996 1844 1740 1666 1612 1521 1257 1057 F 4.2+31R 4.9+22R 5.6+17R 6.3+13R 7.0+11R 7.7+9R 8.4+8R 9.1+7R 9.8+6R 16 VSC @ 24" q 2284 1987 1711 1589 1435 1377 1278 1249 1179 F 3.6+20R 4.3+14R 5.3+11R 6.1+8R 7.2+7R 8.1+6R 9.3+5R 10.2+4R 11.5+4R VSC @ 18" q 2396 2073 1792 1656 1557 1432 1381 1341 1269 F 3.5+20R 4.2+14R 5.1+11R 5.9+8R 6.8+7R 7.9+6R 8.7+5R 9.6+4R 10.8+4R VSC @ 12" q 2490 2149 1927 1772 1660 1576 1511 1461 1421 F 3.4+20R 4.1+14R 4.9+11R 5.6+8R 6.4+7R 7.3+6R 8.1+5R 8.9+4R 9.8+4R VSC @ 8" q 2648 2340 2092 1963 1832 1769 1690 1658 1478 F 3.3+20R 3.9+14R 4.6+11R 5.2+8R 6.0+7R 6.6+6R 7.4+5R 8.0+4R 8.8+4R VSC @ 6" q 2781 2447 2232 2084 1978 1900 1841 1759 1478 F 3.2+20R 3.8+14R 4.4+11R 5.0+8R 5.6+7R 6.3+6R 6.9+5R 7.5+4R 8.1+4R VSC @ 4" q 3005 2676 2466 2322 2221 2148 2094 1759 1478 F 3.1+20R 3.6+14R 4.1+11R 4.6+8R 5.2+7R 5.7+6R 6.2+5R 6.7+4R 7.3+4R See Page 39 for footnotes (continued) Page 39 of 57 Report ER -2078P (12101102) TABLE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (plf), AND FLEXIBILITY FACTORS, P, FOR TYPE PLB*"-36 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOKTM SYSTEM1'23AA6- Continued sIDEL4P ATTACH - GAGE !WENT SPAN (Ft4n.) SA" 6'-0" T-0" 6'-0" 9'-0" 10'-0" 11'4" 12'-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC 24" q 792 707 620 F 8.1+22R 7.8+17R 9.2+15R 592 544 535 505 8.8+12R 10.0+11R 9.5+10R 10.5+9R VSC @ 18" q 836 743 655 F 6.5+22R 6.6+17R 7.7+15R 621 599 561 554 7.6+12R 7.6+11R 8.4+10R 8.2+9R VSC 12" VSC @8" VSC @ VSC CD 4" q 873 774 713 F 5.6+22R 5.9+17R 6.1+15R q 936 853 784 F 4.7+22R 4.8+17R 5.0+15R q 988 898 844 F 4.3+22R 4.4+17R 4.5+15R q 1077 992 944 F 3.8+22R 3.9+17R 3.9+15R 673 6.3+12R 757 5.0+12R 811 4.5+12R 917 3.9+12R 646 6,4+11R 724 5.1+11R 790 4.5+11R 901 3.9+11 R 628 6.5+10R 718 5.1+10R 778 4.5+10R 894 3.9+10R 616 6.5+9R 701 5.2+9R 753 4.6+9R 753 3.9+9R 20 VSC Cip 24" VSC (g2. 16" VSC @ 12' q 1156 1025 897 F 6.3+15R 6.2+12R 7.3+10R q 1216 1074 944 F 5.1+15R 5.3+12R 6.1+10R q 1266 1117 1023 F 4.5+15R 4,7+12R 4.9+10R 852 7.0+9R 892 6.1+9R 962 5.1+9R 782 8.0+8R 857 8.1+8R 921 5.2+8R 766 7.6+7R 802 6.7+7R 893 5.3+7R 722 8.4+6R 789 6.7+6R 874 5.3+6R 721 8.1+6R 782 6.6+6R 818 5.4+6R 688 8.8+5R 688 7.1+5R 688 5.4+5R VSC (418" g 1351 1224 1120 F 3,8+15R 3,9+12R 4.1+10R 1078 1028 1016 990 818 688 4.1+9R 4.2+8R 4.2+7R 4.3+6R 4.2+6R 4.3+5R VSC { 6" g 1422 1284 1202 F 3.5+15R 3.6+12R 3.6+10R 1150 1119 1099 990 3.7+9R 3.7+BR 3.7+7R 3.8+6R VSC4" q 1542 1413 1338 F . 3.1+15R 3.2+12R 3.2+10R 1295 1270 1223 990 3.2+9R 3.2+8R 3.2+7R 3.2+6R 818 3.8+6R 818 3.2+6R 688 3.8+5R 686 3.2+5R 16 VSC @ 24" VSC 18" VSC 12" VSC @ 8" q 1871 1651 1443 F 4.3+9R 4.3+7R 5,0+6R q 1961 1724 1515 F 3.6+9R 3.7+7R 4.3+6R q 2038 1789 1635 F 3.2+9R 3.3+7R 3.5+6R q 2166 1952 1783 F 2.7+9R 2.8+7R 2,9+6R 1364 4.9+5R 1427 4.3+5R 1534 3.6+5R 1711 2.9+5R 1252 5.5+4R 1368 4.3+4R 1466 3.7+4R 1631 3.0+4R 1224 5.3+4R 1279 4.7+4R 1420 3.7+4R 1610 3.0+4R 1154 5.9+3R 1258 4.7+3R 1389 3.8+3R 1521 3.1+3R 1150 5.7+3R 1245 4.7+3R 1257 3.8+3R 1257 3.1+3R 1057 6.2+3R 1057 5.0+3R 1057 3.9+3R 1057 3.1+3R VSC q 2274 2044 1907 F 2.5+9R 2.6+7R 2.6+6R 1822 1770 1738 1521 1257 1057 2.7+5R 2.7+4R 2.7+4R 2.7+3R 2.7+3R 2.8+3R vsC G 4" q 2455 2240 2116 F 2.3+9R 2.3+7R 2.3+6R 2044 2002 1878 1521 1257 1057 2.3+5R 2.4+4R 2.4+4R 2.4+3R 2.4+3R 2.4+3R 16 VSC 24" q 2524 2227 1948 F 3.2+5R 3.2+4R 3.7+4R 1843 1692 1657 1564 ` 1561 1478 3.7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R VSC C p 18" q 2845 2325 2044 F 2.7+5R 2.8+4R 32+4R 1926 1849 1731 1704 1690 1478 3.2+3R 3.2+3R 3.6+2R 3.6+2R 3.6+2R 3.8+2R VSC 412 12" q 2746 2412 2205 F 2.4+5R 2.5+4R 2.6+4R 2071 1982 1922 1882 1759 1478 2,7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R VSC @8" VSC 8" VSC q 2917 2530 2403 F 2.1+5R 2.1+4R 2.2+4R q 3060 2752 2570 F 1.9+5R 2.0+4R 2.0+4R q 3301 3013 2849 F 1.8+5R 1.8+4R 1.8+4R 2308 2.2+3R 2458 2.1+3R 2755 1.8+3R 2203 2.3+3R 2391 2.1+3R 2704 1.8+3R 2178 2.3+2R 2351 2.1+2R 2628 1.9+2R 2126 2.4+2R 2129 2.1+2R 2129 1.9+2R 1759 2,4+2R 1759 2.1+2R 1759 1.9+2R 1478 2.4+2R 1478 2.1+2R 1478 1.9+2R VSC = Verco sidelap connection. 2 The dimension from the first and last sidelap connection within each span is to be no more than one-half of the specified spacing. 3 R Is the vertical span (L) of deck units divided by the length (L,) of the deck sheet R = 4 The flexibility II/ribbons shown in Table 7 may be used as a guide In lieu of rational analysis of the anticipated deflections. 6 Interpolation of diaphragm strength between adjacent spans is permissible. For Interpolated lengths, use diaphragm flexibility factor for the closest span length. Diaphragm shear values for sidelap fasteners placed at spacings other than those in the table should be determined based on the number of fasteners In each span. AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4968 ambeng®ambeng.com Lateral Design Using IBC 2000 (Cont.) Mezzanine Diaphragm: (Cont.) Mezzanine Center of Mass Areas Basic Mezzanine Bumpout Areas Removed Center of Mass: N -Soo, E -W com 23.61 ft 88.26 ft Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/22/2006 N -S E -W Area N-SCist E-Wdtst 49.5 181.33 8975.835 24.75 90.665 0 0 0 0 0 8036 ft2 N -S E -W Area N-Sd;st E-Wd;st 0.00 0.00 0.00 0.00 0.00 ft2 �c+_�th-!'ic5t [-logit Corner Mezzanine Center of Rigidity Shear Wall Rigidity and Direction of Rigidity Wall 11ATotaI Dir of R d drrom cor RN -8 RE -w 1 39453.1 N -0.302 36.81144 39453.1 0 2 115363.5 E 50.7 0 0 115363.5 3 9767 N 180.43 143.9206 9767 0 4 796.8 N 95.06 58.55056 796.8 0 5 0 0 0 165380.4 50016.9 115363.5 Center of Rigidity: N -Scor E -W cor Rd 1452325.24 0 1405672.15 46653.0898 0 Rd' 53462177 0 2.02E+08 2731565 0 2.58E+08 U4 Page: 1.4e "Enter rigidity from calculations on wall stiffness calculation page manually. For direction of rigidity (Dir of R), enter a capital N of E for either rigid in N -S direction of E -W direction. For the value "d", the distance must be put in for the opposite direction as rigidity. If a wall is rigid in the E -W direction, the distance north from the south most point is entered. 50.70 ft 36.51 ft AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ombeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Mezzanine Diaphragm: (Cont.) Vy=ERp Rd VT = Rd 2 Job: KDS-Tukwila, WA Page: 1#1.7 LIS Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral N -S 103.782 k Lateral E -W 90.4395 k Lateral N -S Lateral E -W Wall RN -s RE_w Rd Rd` Vv VT Vv VT Vmax 1 -wail Vmax 1 39453.1 0 1E+06 5E+07 81.86273 35.46 0.00 15.02 117.32 45.42 2.583 2 0 115364 0 0 0 0.00 90.44 0.00 90.44 111.4 0.812 3 9767 0 1E+06 2E+08 20.26592 34.32 0.00 14.54 54.59 49.5 1.103 4 796.8 0 46653 3E+06 1.65331 1.14 0.00 0.48 2.79 49.5 0.056 5 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.000 50016.9 115364 3E+08 103.782 90.4395 Shear Dowels: (Based on AC1 318-99, 11.7.4 Shear Friction) OVn = qA,f fy p p = 0.6.?. =.85 #3 Dwl @ 6 " o/c #3 DwI @ 18 " o/c #3 Dwl © 18 " o/c *For calculation of allowable shear toad for each from the table above is a E/1.4 or W value. The the loads in the table should be multiplied by 1.4 for comparison to the table values. cl)vn Ovn (Dv„ klf 6.732 2.244 2.244 va Va Va klf 4.809 1.603 1.603 dowel spacing, ultimate Toads must be used. The v max RoVn value is the strength. For an ultimate comparison, for E or 1.3 for W. Instead, The cV„ was divided by 1.4 Torsional Moments: (must include 5% of wall length for accidental torsion, 1617.4.4.4) Lateral N -S Load E-Wx,,, E -W LE.w Chord Members: Lateral N -S Pu wu Mu d T=C ASfeq No 3 -Sided 103.78 k 88.26 ft 36.51 ft 181.33 ft 60.818 ft 6311.8 k -ft Torsion Arm,d MTN-s 103.78 k 145.29 k Not 3 -Sided 0.801 klf 3293.3 k -ft 49.5 ft 66.53 k 1.23 in` @ Opng d 16.25 ft T=C 202.66 k 3.75 in` Asreq _ W 2 t�� ail Mdiaphragm" 8 3 #6 Bar(s) N/A Bar(s) Lateral E -W Load N -So,,, N -S LN -s No 3 -Sided 90.44 k 23.61 ft 50.70 ft 49.5 ft Torsion Arm,d 29.57 ft MTN-S 2674 k -ft Lateral E -W Pu wu M„ d T=C Asreq @ Opng d T=C Asreq 90.44 k 126.62 k 2.558 klf 783.4 k -ft 181.33 ft 4.322 k 0.08 in` O ft k in` 3 -Sided TT 2 wu`iva!! Mdiaphragm� 2 2 #6 Bar(s) N/A Bar(s) AMBROSE ENGINEERING, INC. W57 N222 Evergreen Blvd. Cedarburg, WI 53012 252/377-7602 FAX 252/377-4858 ambeng@ambeng.com Lateral Design Using IBC 2000 (Cont.) Component Design Wind Loads: Job: KDS-Tukwila, WA Page: We Job #: 06-392 Designer: MTB Date: 9/22/2006 Height 28.25 ft Exposure C ft Basic Wind Speed 85 mph Interior Zone Horizontal Load 16.5 psf Table 1609.6.2.1(2) End Zone Horizontal Load 16.5 psf Zone 4- Interior Zone Importance Factor Height and Exposure Coefficient 1 Zone 5- End Zone 1 Interior Zone Design Pressure 16.5 psf End Zone Design Pressure 16.5 psf Seismic Loads: Seismic Factor, Sas Seismic Factor, SD1 Seismic Design Category Importance Factor Factor for Wall Anchorage Weight of the Wall I^I Rorapet Hi 1 tri Farce L Lo Il 4 f l rie_I tc Hl irll•lall Lo /-1Slolo to t I zz Worst Case Wall Loading hparapet to 6.76 ft hparapet hi 1.96 ft 0.801 hwall to 19.07 ft hmeu to hi 17.29 ft 0.735 hslab to meu 11.58 ft D 1 0.8 .4 for Category A and B, 0.8 for Category C, D, E, F 90 psf Wall Design Pressure Wall Anchorage Pressure Parapet Design Pressure Parapet Anchorage Pressure 28.836 psf 57.672 psf 86.508 psf 115.344 psf Architectural Component: Fp = 0.4ap5 iRp D1 I1 Fp max = 1.6SDS IPWP Fp.„ = 0.3SDSIPWP ap 2.5 Table 1621.2 Rp 2.5 Rpanchors 1.5 z 19.07 ft h 19.07 ft 1p 1 Wall Below Roof Wall Parapet Use Parapet Anchors Use Fp = 0.4IESDsww Anchorage Fp = 0.4IESDsw All Categories Category A, B Fp = 1.21 ESDs wW Category C, D, E, F Fp Fpmax Fpmin Fp Fp Fpmax Fpmin Fp *See IBC Section 1621.1.7 for component anchorage design for shallow anchors. 0.9612 W 1.2816 W 0.2403 W 0.9612 W 1.602 W 1.2816 W 0.2403 W 1.2816 W AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com .ateral Design Using IBC 2000 (Cont.) Component Reactions: Low Roof Job: KDS-Tukwila, WF Page: Job #: 06-392 Designer: MTB Date: 9/22/2006 EQ EQ/1.4 WL WL*1.3 Controls Value Use Low Roof 0.585 0.418 0.289 0.376 EQ 0.418 kif 0.418 klf High Roof 0.383 0.274 0.150 0.195 EQ 0.274 klf 0.274 kif Low Roof Anchors 1.468 1.049 0.289 0.376 EQ 1.049 kif 1.049 klf High Roof Anchors 0.645 0.461 0.150 0.195 EQ 0.461 klf 0.461 klf Fp= 400SDsIE F' min F min 1 .4 Check Deck Perpendicular To Wall as Subdiaohraam w 0.418 kif Span 40 ft Depth 19.33 ft V 8.3571 k/end v 0.4323 klf M 83.571 k -ft T=C 4.3234 k Joist Girder Ties Fipmin 0.229 kif 36/7 + VSC @ 24" [7071 (Diaphragm Pattern) W Ltrib. well Use Maximum PJG 0.418 39.33 16.43432 17 k Grids G PJG 0.418 39 16.29643 17 k Grids 13 P JG 0.418 33.5 13.99821 14 k Grids C P JG 0.418 32.5 13.58036 14 k Grids D, E, F Tie Plates Asreq'd 0.57 int (2) 3" x 1/4" Tie Plate(s) Weld ireq'd 4.48 of 3/16 in 5 in. of 3/16 inch weld 3.36 of 1/4 in 4 in. of 1/4 inch weld Wall Anchors Anchor 112 "0 Epoxy Anchors © Shear 0 Ib Shear Allowable 2450 Ib Tension Allowable 2400 Ib / l max Ta + Y max Va With Lateral 3266.667 lb 3200 Ib 3 _< 1 .0 24 " o/c Tmax 2098 lb Anchor Design Checks Shear 0.00 OK Tension 0.87 OK Shear + Tension 0.49 OK AMBROSE ENGINEERING, INC. W67 F4222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.cam Lateral Design Using IBC 2000 (Cont.) Low Roof (Cont.) Check Joists Perpendicular To Wall as Subdiaphradm LAS Job: KDS-Tukwila, WA Page: jet,' Job #: 06-392 Designer: MTB Date: 9/22/2006 w 0.418 kif Span 40 ft Depth 37 ft V 8.357143 klend 0.225869 kif 36/5 + VSC © 24" [604] (Diaphragm Pattern) M 83.57143 k -ft T=C 2.258687 k Tie Joists w L.trib.,,,,all Use Maximum PTJ 0.418 40 16.71429 17 k Grids 3, 4, 5, 6, 7, 8 PTJ 0.418 30.17 12.60675 13 k Grids 2, 9 PTJ 0.418 0 0 k Grids PTJ 0.418 0 0 k Grids Tie Plates Asreq'd Weld ireq'd 0.58 in2 4.55 of 3/16 in 3.41 of 114 in Special Joists Spacing Use Pspl 0.418 5 2.089286 2.1 k Iregd 0.854 of 1/8 in 3"x114" Tie Plate(s) 5 4 in. of 3/16 inch weld in. of 1/4 inch weld 1.0 in. min.of 1/8 inch AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, W! 53012 262/377-7602 Fax 262/377-4868 ambeng@ombeng.com '_ateral Design Using IBC 2000 (Cont.) High Roof Check Deck Perpendicular To Wall as Subdiaphragm w 0.274 kif Span 49.5 ft Depth 20.33 ft ✓ 6.770893 k/end • 0.333049 kif M 83.7898 k -ft T=C 4.121485 k Joist Girder Ties w Maximum PJ0 0.274 P.,o 0.274 149 Job: KOS-Tukwila, WA Page: Ir.2'r Job #: 06-392 Designer: MTB Date: 9/22/2006 36/7 + VSC @ 24" [707] (Diaphragm Pattern) Lab. wall Check Joists Perpendicular To Wall as Subdiaphragm w 0.274 kif Span 40 ft Depth 40.5 ft V 5.471429 k/end v 0.135097 kif M 54.71429 k -ft T=C 1.35097 k Use 0 0 k Grids N/A 0 0 k Grids N/A 36/5 + VSC @ 24" [604] (Diaphragm Pattern) Tie Joists W 1-trib. watt Use Maximum PTS 0.274 40 10.94 11 k Grids 3, 4, 5 PTJ 0.274 30.17 8.254 9 k Grids 2 Special Joists Spacing Use Pspl 0.274 5 1.368 1.4 k Iregtd 0.559 of 1/8 in 1.0 in. min.of 1/8 inch GONNEGTION SGHEDULE DOUBLE ANGLE ,dog: t�bS- va13 bis>lgSf? D�-re 4./t/UO3 SINGLE PLATE I. PROVIDE CONNECTION TYPE SHOWN ON PLAN 1NITH NUMBER OF BOLTS SCHEDULED, TO SUPERSIDE TYPICAL MEMBER DEPTH CONNECTION, ADD ROIN OF BOLTS AS REQUIRED. 2. CONTRACTOR OPTION TO USE DOUBLE ANGLE OR SINGLE PLATE CONNECTION UNLESS SPECIFICALLY NOTED. TT'FIGAL BEAM CONN. SCHEDULE USI 1CONNEGTION TYPE TYPICAL MEMBER DEPTH NUMBER OF DIA. A3255C BOLTS WELD A NUMBER OF i" DIA.A3255G BOLTS CONN. T. + WELD B I 8 TO 10 2 !4" 2 416" !a" 12 TO 14 3 1,4" 3 4f6" 14" 3 16 4 114" 4 114° 4 5A 15 5 14" 5 rte" x'16" Van 21 5 " 5 4f5" ;Ce." 55 24 6 ;'u," 6 1+5' ," 1 6A 1 21 6 41b4 6 ." " 65 HI ' J 30 i" 1" 4i6" q 1." 14" q18 �_" ..� 16 — 12 44" 14" 12 -- 15 15 1" 14" 15 — L 16 16 14" Y{" i8 I. PROVIDE CONNECTION TYPE SHOWN ON PLAN 1NITH NUMBER OF BOLTS SCHEDULED, TO SUPERSIDE TYPICAL MEMBER DEPTH CONNECTION, ADD ROIN OF BOLTS AS REQUIRED. 2. CONTRACTOR OPTION TO USE DOUBLE ANGLE OR SINGLE PLATE CONNECTION UNLESS SPECIFICALLY NOTED. TT'FIGAL BEAM CONN. SCHEDULE USI AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com Single Shear Plate Connection Job: KDS- Job #: Designer: SMP Date: 4/1/2003 Type Typical Member Depth Rows of 1" Dia. A325SC Bolts Conn. Plate (in.) Plate Length (in.) Weld B Design Check Capacity (k) Plate Weld Bolt Plate Bearing Final Design 1.) 2.) C 3.) C 4.)' 5.) Strength (kips) 2 8 to 10 2 5/16 6 1/4 , 27.0 } 18.9 0.787 15.8 1.18 21.1 ' 43.5 15.8 3 12 to 14 3 5116 9-4114 _ 40.5 . 38.6 1.073 29.9 2.23 31.6 65.3 29.9 ' 4 16 4 5116'. 12 1/4 54.0 60,5 1.26 44.5 3.32 42.1 87.0 42.1 5A 5B 18 5 3/8 15 114 81.0 83.4 1.39 59.0 4.40 � 63.2 130.5 59.0 21 _ 5 3/8 15 1/4 81.0 83.4 ' 1.39 ' 59.0 4.40 63.2 130.5 59.0 6A 24 5 1/2 15 5116 108.0 104.3 • 1.39 59.0 4.40 84.3 174.0 59.0 6B 27 6 5/8 18 5/16 162.0 132.3 1.47 73.0 5.45 126.4 261.0 73.0 7 30 7 5/8 21 5/16' 189.0 154.4 " 1.47 73.0 5.45 147.5 304.5 73.0 Design Checks: db (in) 1.) Plate Capacity 1 Ro=0.4(36)xLxt 2.) Weld Capacity Ro=DxLxC 3.) Bolt Capacity Rb = C x r,, Lph,„ = 3° x n (bolts) L = plate length t plate thickness D = weld size in sixteenths of an inch rq = 13 .4 x (Single shear bolt capacity ) 4.) Net Shear Fracture Capacity =0.308)k-n�dp+ 116 )]t 5.) Plate Bearing Capacity Rbtplate x db xnxl.2xFu F, = 58 k (A 36 Grade Plate ) D = weld size in sixteenths of an inch l AMRROSE= ENGINE=ERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377--4868 arrtbeng@arnbeng.com Liouble Angle Connection Job: KDS- Job #: Designer: SMP Date: 4/1/2003 Type Typical Member Depth Rows of 3/4" Dia. A325SC Bolts Angle Length (in.) k- value a- value Weld A Design Check Capacity (k) Bearing on Supported Angle Weld Supported Weld Supporting Bolt Angle Bearing Beam / 1.) C 3.) C 4.) 5.) 6.) Inch Thick. 2 8 to 10 2 6 0.50 0.46 1/4 54.0 1.12 18.9 0.787 30.0 47.6 65.3 117 3 12 to 14 9 0.33 0.32 1 /4 81.0 77.8 1.08 38.6 1.073 45.0 71.4 97.9 176 _ 4 16 12 0.25 0.25 1/4 108.0 100.8 1.05 1 60.5 1.26 60.0 95.2 130.5 234 5A 18 15 0.20 0.20 1/4 135.0 122.4 1.02 83.4 . 1.39 75.0 118.9 163.1 293 5B 21 5 15 0.20 0.20 1/4 135.0 122.4 1.02 83.4 r 139 75.0 118.9 ' 163.1 293 6A 24 5 15 0.20 0.20 5/16 135.0 122.4 1.02 104.3 1.39 75.0 118.9 163.1 293 6B 27 6 18 0.17 0.17 5/16 162.0 144.0 1 ' 132.3 1.47 90.0 142.7 195.8 351 7 30 7 21 0.14 0.15 5/16 189.0 168.0 1 154.4 1.47 105.0 166.5 228.4 410 Design Checks: Supported db (in) 3/4 Angle 4 3112 5116 Weld 1/4 1.) Angle Capacity Beam Support t Ro =0.4(36)xLxt La,gie = 3" x n (bolts) 1 Weld Capacity (Welded to Supported Beam) Ro=2xDxLxC L = angle length 3.) Weld Capacity (Welded to Supporting Beam) R0=DxLxC L = angle length t = angle thickness D = weld size in sixteenths of an inch 4.) Bolt Capacity (Bolted to Supported Beam) (Bolted to Supporting Beam Similar with Single Shear, but 2X Bolts) Rb = N x ry r, = 15 .0 k (Double shear bolt capacity ) 5.) Net Shear Fracture Capacity R„=2x0.308)fr-n(dy+ l�b)1t 6.) Angle Bearing Capacity Rb=2xtangle x db xnx1.2xFu 7.) Bearing Capacity of Beam Web Per Inch Thickness R =tr,eb x db xnx1.2xFL, F = 58 k (A 36 Grade Plate ) F,, = 65 k (Grade 50 Beam ) 6.) Angle Bearing Capacity Rb=2xtangle x db xnx1.2xFu 7.) Bearing Capacity of Beam Web Per Inch Thickness R =tr,eb x db xnx1.2xFL, F = 58 k (A 36 Grade Plate ) F,, = 65 k (Grade 50 Beam ) AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, W{ 53012 262/377-7602 FAX 262/377-4S68 ambeng@arrsbeng.corn Double Angle Connection Job: KDS- Job #: Designer: SMP Date: 4/1/2003 Type 2 Typical Member Depth 8 to 10 Rows of 314" Dia. A325SC Bolts 2 3 12 to 14 3 4 16 4 5A 18 5 5B 21 5 6A 6B 7 5 6 7 Angle Length On.) Bolted to Supported Beam Final Design Strength (kips) 6 18.9 9 38.6 Bolted to Supporting Beam Final Design Strength (kips) 30.0 45.0 Bearing on Supported Beam / inch Thick. 117 176 15 75.0 15 75.0 15 75.0 18 90.0 21 105.0 75.0 75.0 75.0 90.0 105.0 293 293 293 351 410 AMBROSE ENGNEERING, INC. Job: Job #: Data: NtiC;(1 Psce: • By: Checked: • J VM i .m•25 Sx= ;co o \)jt., 9-,t4hi. Cey-r-• 31-4.5 14 3.Dr5c. k 344 t 1 --:-Pt_.• akfi T7- ;`.:•,`, ! • 1.7 t _ - r-.4..,•04-_ '•• }.7 `NGINEER3ntG DATA LOAD AND DEFLECTION TABLES. FOR STEEL STRINGERS, RISERS AND SUSTFe5ADS SEE GENERAL •SELoW 101 DEPTH SECTIONS FIBER STRESS A 20,000 PSI FIBER STRESS�22,000 A" 'iv ori" 1f t !1 hi 2" 'Ye /IL" "/- /a" 211" !." 1 I I1 gram Msc10 11/4" [%L" ''/ 11/2 .f 1 11 II MCID Weights Ib. per 11. Web Thickness, in. ' Area, sq.1nches 1, i❑' 5, In. 6.38 .1875 1.88 15.6 3.12 8.5 .25 2.5 20.8 4.16 10.6 .3125 3.13 26.04 5.21 12.8 .375 3.75 31.25 6.25 8.03 .1875 2.3 . 25.9 '5.2 14.41 .1875 4.24 42.9 8.58 12.58 3.79 37.7 7.52 14.78 4.34 47.6 9.52. 23.8 6.99 88.2 17.65 6.5 .15 1.91 22.1 4.4 13.0 3.82 44.2 8.8 • 8.4 .17 2.46 32.0 5.4 16,8 4.92 64.0 12.8 SPAN DEFL. (In.) TOTAL ALLOWABLE UNIFORM LOAD IH KIPS DEFL. (in.) TOTAL ALLOWABLE UNIFORM _(feel) 6 7 8 9 10 11 12 13 14 15 16 .07 .: ;10 .13 .17 .21 .25 .30 .35 .41 .47 .53 6.9 5.9 5.2 4.6 4.2 3.8 3.5 3.2 3.0 2.8 2.6 9.3 7.9 6.9 6.2 5.5 5.0 4.6 4.3 4.0 3.7 3.5 11.6 9.9 8.7 7.7 6.9 6.3 5.8 5.3 5.0 4.6 4.3 13.8 11.9 10.4 9.3 8.3 7.6 7.0 6.4 5.0 5.6. 5.2 11.6 9.9 8.7 7.7 6.9 6.3 5.8 5.3 5.0 4.5 4.3 19.1 16.4 14.3 12.7 11.5 10.4 9.5 8.8 8.2 7.6 7.2 16.7 14.3 12.5 11.1 10.0 9.1 8.4 7.7 7.2 6,7 6.3 21.2 18.2 15.9 14.1 12.7 11.6 10.6 9.8 9.1 8.5 7.9 39.3 33.7 29.5 26.2 23.5 21.4 19.7 18.1 16.8 .08 ,11 .15 .18 .23 .28 .33 .38 .45 10.8 9.2 - 8.1 7.2 6.5 5.9 5.4 5.0 4.6 21.5 18.4 16.1 14.3 12.9 11.7 10.7 9.9 9.2 15.6 13,4 11.7 10.4 9.4 8.5 7.8 7.2 6.7 31.2 26.8 23.4 20.8 18.8 17.0 15.6 14.4 13.4 15.7 14.7 .51 .58 4.3 4.0 3.8 3.5 3.4 3.2 8.6 8.1 7.6 7.2 6.8 6.4 6.2 5.9 5.5 5.2 4.9 4.7 12.4 11.8 11.0 10.4 9.8 9.4 17 18 19 20 .60 .67 .75 .83 2.4 2.3 2.2 2.1 3.3 3.1 2.9 2.8 4.1 3.9 3.7 3.5 - 4.9 4.6 4.4 4.2 4.1 3.9 3.7 3.5 6.7 6.4 6.0 5.7 5.9 5.6 5.3 5.0 7.5 7.1 6.7 6.4 13.9 13.1 12.4 11.8 •66 .74 .82 .91 T See N drawings K below R Y 9.25 .1875 .375 ,1875.125 .26 \ 9.12 .19 .44 .68 8.62 .25 ..69 .25 .85 8.0 .44 1.0 .34 1.39 _ 9.12 .19 .44 .125 .180 9.12 .19 .44 .125 1.125 8.62 .25 .69 .25 2.84 8.62 .25 .69 .25 1.50 SYMBOLS Kir- . T FOR CHANNEL DIMENSIONS LY; 1 7 LOADS IN KIPS AND DEFLECTIONS FOR SHEET STEEL RISERS -ill- 9; , 4.21 2=341 14 5 1 0;20 3 V K -Center o{ r Uri yify--0- N 1}.. - --- GENERAL NOTES Allowable loads and deflections listed In tables are based on fiber stresses at column headings and apply to laterally braced members. Stringers are considered to be laterally braced by attached treads and risers. For stresses other than those listed, loads will be proportionately smaller or larger. Loads below heavy lines will cause deilec• tions exceeding 11380 of span. Deflectic^s for loads Tess than ;hose listed will be propor• lionalely less; see example at tower right of iacina Dace. SECTION LOADS AND DEFLECTIONS FOR VARIOUS SPANS Thickness 1 6 34' 44" 56' 66' 78" 88" 100' 16 6a;e (.0598) . 3.05 0.88 ,_ 3.7 2.9 2.3 1.9 1.6 1.4 1.3 14 gage (,0,7747) 3.80 1.09 4.6 3.6 2.5 2.4 2.0 1.34 1.6 12 page (.1046) 5.34 1.53 6.5 5.0 3.9 3.3 2.8 2.5 2.2 10 page (.13.45) 8.58 1.83 8.0 6.2 4.8 4.1 3.5 3.1 2.7 Deflection, 3 , inches .021 .D36 .058 .081 .113 .143 .186 Total allowatle uniform load (1'v') 'n'kips and deflection (3 ) in inches for sheet steel risers with turned edges. Riser supported laterally by bolted connections. Minimum boll size Is 1;4`, ,maximum spacing 15.. Allowable fiber stress used in calculations 18,000 pet. Weight cf material is not included. Vi_lnhs ..L ... e�.t ,•i SG .+ l't,^i'•�s;f 5.14 1 ENGINEERING DATA 1-4,g 12" DEPTH v i; •v i 1 :,J iti J FIBER STRESS = 20,000 PSI 1" f�•1f¢" Cia =At" 1` 1: i.. �u xj ^' 'FIBER STRE55 = 22,000 ?S F ti" AL" r I r 14 C,2 11/2" ! tII 7" r Cit i5.3 .24 1.49 i7.4 13.5 30.6 8.98 134.8 27.0 7.65 .1875 2.25 27.0 4.5 10.2 12.8 15.3 9.33 16.85 .25 .3125 .375 .1875 .1875 3.0 • .375 • 4.5 2.68 4 95. 36.0 45.0 54.0 41.9 59.8 6.0 7,5 9.0 7,D 11.6 18.25 5.35 82.4 13.73 30.9 9.09 165.0 27.5 10 3.10 55.4 9.23 21.2 6.2 110.8 18.46 20.7 .282 6.09 129 ' 41.4 12.18 258 21.5 43.0 i.OAD IN KIPS DEFL. (in.) TOTAL ALLOWABLE UNIFORM LOAD IN KIPS DEFL. TOTAL (in.) UNIFORM LOAD IN KIPS 33.0 ,28.3 €24.8 22.0 19.8 i8.0 i6.5 15.2 14.1 66.0 56.6 49.6 44.0 39.6 36.0 33.0 30.4 28.2 13.2 12.4 11.6 I " 0 y.9 26.4 24.8 23.2 22.0 20.8 19.8 .06 .06 .11 .14 .17 .21 .25 .29 .34 .39 .44 .50 .55 .62 .69 10.0 8.6 7.5 6.7 6.0 - 5.5 5.0 4.6 4.3 4.0 3.8 3.5 3.3 3.2 3.0 13.3 11.5 10.0 8.9 8.0 7.3 6.7 6.2 5.7 5.3 5.0 4.7 4.2 4.1 16.7 14.3 12.5 11.1 10.0 9.1 8.3 7.7 7.1 6.7 6.3 5.9 5.6 5.3 20.0 17.2 15.0 13.3 12.0 10.9 10.0 9.2 8.6 5.0 5.0 7.5 7.0 6.7 6.3 6.0 15,5 13,3 11.7 10.4 9.3 8.5 7,8 7.2 6.7 6.2 5.8 5.5 5.2 4.9 25.8 22.2 19.4 17.2 15.5 14.1 12.9 11.9 11.1 10.3 9.7 9.1 6.6 8.2 30.6 26.2 22.9 20.4 18.4 16.7 15.3 • 14.1 13.1 61.2 52.5 45.9 40.8 36.7 33.4" 30.6 28.2 26.2 12.2 24.5 11.5 23.0 10.8 21.6 10.2 20. 9.7 19. 4.7 7.7 9.2 18.4 .07 .09 .12 .15 .19 .23 .27 .32 .37 .43 .49 .55 22.6 19.3 16.9 15.0 13.5 12.3 11.3 10.4 9.7 9.0 8.5 8.0 6.8 45.2 38.6 33.8 30.0 27.0 24.6 22.6 20.8 19.4 18.0 0 52.6 45.0 39.4 35.0 31.5 28.7 26.3 24.3 22.5 21.0 19.7 18.5 17.5 16.6 15.8 105.2 90.0' 78.8 70.0 63.0 57.4 52.6 • 48.6 45.0 42.0 39.4 37.D 35.0 33.2 31.6 8.0 8.0 .44 .44 1.0 1.0 .34 .34 .634 , 2.625 10.63 .25 .69 .25 .83 9.75 .50 1.12 .38 1.50 5 .259 10.63 .25 .69 .25 1.50 9.75 .50 1.12 .38 .698 9.75 .50 1.12 .38 3.0 LOADS AND DEFLECTIONS FOR SHEET STEEL RISER - SUETREADS 2" 10" 7" DETERMINING TION UNDER LIGHTER LOADS ti Span Wall Slringtr Ii moi• . it Span ti I Face Stringer SECTION LOADS AND DEFLECTIONS FOR VARIOUS SPANS 'Thickness I r t S" 34' 44' 56' 66' 78" 68'. 100" 7. 16gage (.0595) 101 1.60 6.8 5.2 4.1 • 3.5 3.0 2.5 2.3 1.14 gage( .0747 { 14.2 2.12 9.0 7.0 5.5 4.6 3.9 3.5 3.1 12 gage (.1046) L 19.7 2.97 12.6 9:7 7.8 6.5 5.5 4.9 4.3 10 gage (.1345) f 24.9 3.74 15.8 12.2 9.5 8.2 6.9 6.1 5.4 Alec#ion, a , Inoses .011 .019 .030 .043 .059 .075 .097 Total allowable uniform loads (W) in kips and deflections ( A) in inches for Sheet steel riser with subtread and concrete fill Without metal mesh reinforc- Riser supported laieraiiy by bolted connections or welding (see page Minimum bolt size 1/4", maximum spacing 15'. Design fiber stress 1:,000 psi. Weight of material not included. Span in feel given in the fable is the horizonfal distance between supports. METHOD OF DETERMINING DEFLECTION: Assume stair 4`0" wide, with a 10'0" span of twelve. 10" treads. Live load 100 psf, dead load 50 psi. Total load 150 x 4 x 10 = 5,000 Ib. Load on one stringer = 1/2 of 6,000 or 3,000 Ib. From table, 10 MC x 8.4, 10' span, has allowable load of 9.4 kips and a deflection of 0.23 inches. Deflection = 3,000 {actual load} x .23" = 9,400 (allowable Isadj Concentrated Toads ;uch as header reactions wilt in. crease deflections. See examples, pages 5-3, 5-4 and 5.5 for deflection calculations. 5.15 AMBROSE 7A ENGINEERING, INC. Jab #: Page: .'667 Da-te: By: Ghae€ed. f rt`, k v.I , ase 1 Y f .£63;)C.a-;) 1 13 .-k Ms c ,yam tir • ; ; t 41 p6 'Q EL .62i I /11 _______IF _ (.1.- \y,;,,.k a+,474 1. 44 \--D(‘14'S/9J" ti- QIN L L rik".6 ` e • ' AMBROSE ENGINEERING, INC. 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('S.L-ts ' . . , •.... . , ri...?..._!.. ..c c., , ,. , r . • ' 1. r - r , i • r ,r: .1 „.....____1 , . • __: .. , • : . c' -- 0 ,13.t ri--*--)--,L. ,,EL91 --'• > pst , A. ?: , - 1?7,-_,- - • , • , ....- - 7 .. ,_ .. IT ,-......7?- • . ,-^ , l: 4,-' 1 i,.. -t -V. ' ' . ' ' . , •• , _ . ',-.*:,•-.1-.Z47--'=...' . *7jr.., .. ,b... . L . r , .., ef • . L.•• , 5 rz:2, ,_ 7. I_ :.- ... 4,- ..---.. ..,.... :::-"t.,..s, - ,,_,). ":)_,t t't,-X • i 1;:•.', -1--",' .., •••:-.. - _ ,.. li U, tAlf• ( l'--) 4 1,,E,.- < s''' • t / ,_ , "ft- 1/.1:3,1_--/- , -2--.,:v .. Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 f Rev: 580014 User. KW -0604188, Ver 5.8.0, 1-Dea2003 (c)1983-2003 ENERCALG Engineering Software Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description :Tukwila, WA Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1151 Cantilevered Retaining Wall Design Page 1 06-362_calcs.ec ..TU RET WALLS Description TU Dock Retaining Wali - WW - BL Criteria Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Soil Density Wind on Stem j Surcharge Loads 3.33 ft 2.00ft 0.00: 1 16.00 in 125.00 pcf 0.0 psf i Design Summary Total Bearing Load = 2,803 lbs ...resultant ecc. = 2.91 in rSoil Data Allow Soil Bearing - 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingijSoil Friction Soil height to ignore for passive pressure = 0.450 Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width = 0.00 in Key Depth Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Heel = 100.0 psf Surcharge Over Toe = 0.0 psf NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Top Stem Fy = 60,000 psi 0.0018 1.00 ft 3.50 4.50 15.00 in 0.00 in = 0.00 in Stem Construction Soil Pressure @ Toe = 824 psf OK Soil Pressure © Heel = 422 psf OK Allowable = 3,000 psf Soll Pressure Less Than Allowable ACI Factored @ Toe = 1,154 psf ACI Factored @ Heel = 590 psf Footing Shear @ Toe = 0.2 psi OK Footing Shear @ Heet = 18.9 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 7.58 OK Sliding = 4.56 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force - 495.9 lbs less 100% Passive Force= - 1,001.0 lbs less 100% Friction Force= - 1,261.3 lbs Added Force Req'd - 0,0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = 1,154 = 556 248 308 = 0.20 = 93.11 = #5@ 12.00 in = #5@16,00 in = None Spec'd 590 psf Oft-# 3,237 ft-# 3,237 ft-# 18.86 psi 93.11 psi sem.<.. . Design height Wall Material Above "Hr Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable ft= Stem OK 0.00 Concrete 11.25 # 5 12.00 Edge lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy 0.049 489.1 631.6 12,846.4 4.3 107.5 18.50 6.00 135.9 9.44 psi = psi = Other Acceptable Sizes & Spacings Toe: Heel: Key 4,000.0 60,000.0 Rev: 580014 User. KW -0604188, Ver 5.8.0, 1- 2003 (c)1983-2003 ENERCALC Engineering Software Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Job # 06-392 Date: 3:06AM, 13 OCT 06 Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wail Design Page 2 ■ 06-392_celcs.ecw:TU RET WALLS f Description TU Dock Retaining Wall - WW - BL Summa of Overturnin & Resistin Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = 495.9 1.73 Total Resisting/Overturning Ratio 855.6 495.9 O.T.M. = 855.6 7.58 Vertical Loads used for Soil Pressure = 2,803.0 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = 1,067.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = Soil Over Toe = 166.7 Surcharge Over Toe = Stem Weight(s) = 725.0 Earth @ Stem Transitions = Footing Weight = 843.7 Key Weight = Vert. Component = Total = 3.22 3,436.3 0.00 0.50 83.3 1.47 1,064.8 2.25 1,898.4 2,803.0 lbs R.M.= 6,482.9 0 Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Rev: 58P014 User. KW -0604488, Ver 5.0.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software 1^Sf Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Page 1 06-392_calcs.ecwTU RET WALLS Description TU Compactor Screen Wall - WW - BL Retained Height = 3.33 ft Wall height above soil 8.00 ft Slope Behind Wali = 0.00: 1 Height of Soil over Toe = 16.00 in Soil Density = 125.00 pcf Wind on Stem [Surcharge Loads Design Summary 62.0 psf Total Bearing Load ...resultant ecc. 3,212 lbs 16.22 in Soil Pressure @ Toe = 1,865 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning = 1.72 OK Sliding = 2.47 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 991.9 lbs less 100% Passive Force= - 1,001.0 lbs less 100% Friction Force = - 1,445.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK 2,612 psf 0 psf = 14.8 psi OK 16.2 psi OK 93.1 psi [Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingliSoil Friction Soil height to ignore for passive pressure = 3,000.0 psf Method 35.0 = 0.0 300.0 0.0 ft = 0.450 = 0.00 in Surcharge Over Heel = 100.0 psf NOT Used To Resist Sliding & Overturning Top Stem Stem Construction f Footing Design Results Toe Heel Factored Pressure = 2,612 0 psf Mu' : Upward = 4,966 0 ft-# Mu': Downward - 1,198 2,381 ft-# Mu: Design = 3,769 2,381 ft-# Actual 1 -Way Shear = 14.78 16.18 psi Allow 1 -Way Shear = 93.11 93.11 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear....Actual Shear Allowable Bar Develop ABOVE Ht. Bar Lap/Hook BELOW Ht. Wall Weight Rebar Depth 'd' Masonry Data Footing Strengths & -Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width = Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth _ 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Fy = 60,000 psi 0.0018 2.20 ft 2.80 5.00 ft= Stem OK 0.00 Concrete 7.25 # 6 10.00 Center 0.886 lbs= 1,332.3 ft-# = 6,814.8 7,687.8 psi = 30.6 psi = 107.5 in = 22.20 in = 10.04 87.6 in = 3.63 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Temi Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data psi = psi = fc psi = 4,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Heel: Key: Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 53012 P: 262-377-7602 F: 262-377-4868 Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:06AM, 13 OCT 06 Description : Tukwila, WA Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 LRev: 580014 User. KW -0604188, Ver 5.8.0, 1 -pec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 I 06-392_calea.ecw.TU RET WALLS Description TU Compactor Screen Wall - WW - BL Summa of Overturnin • & Resistin Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad = 495.9 1.73 855.6 496.0 8.58 4,257.2 Total = 991.9 O.T.M. = 5,112.7 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 3,212.3 lbs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial bead Load on Stern = Soil Over Toe = 366.3 Surcharge Over Toe = Stem Weight(s) = 992.8 Earth @ Stem Transitions = Footing Weight = 937.5 Key Weight Vert. Component = 915.7 3.90 3,572.2 Total 0.00 1.10 2.50 2.50 402.6 2,482.0 2,343.7 3,212.3 Ibs R.M.= 8,800.6 PILe - "b Supplemental Structural Desigrf Calculations For: A New Kohl's Store Tukwila, WA Developed By: REVIEWED FOR CODE COMPLIANCE r to 2 2001 City Of Tukwila BUILDING DIVISION Kohl's Department Stores, Inc. N56 W17000 Ridgewood Dr. Menomonee Falls, WI 53051 Calculations Prepared By: Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 P h : 262-377-7602 Fax: 262-377-4868 Job #06-392 October 12, 2006 Revised December 19, 2006 Store Type: 2F -BL -TU Prototype E7[PIREStoa . J ,3 4b6F i trci z' 1 31'1 CNI Fr' f4 se. AMBRC >SE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4665 ambeng@ambeng.com Gravity Loads Roof Wind Design Seismic Design Bul!din• P Low Roof ve DL LL (Input all bold items) 15 psf 25 psf Height 28.25 Exposure Basic Wind Speed End Zone Horizontal Load Interior Zone Horizontal Load Importance Factor Height and Exposure Coefficient C 85 17 17 1 1 Job: Job #: Designer: Date: Mezzanine mph psf psf End Zone Design Pressure Interior Zone Design Pressure 17.0 psf 17.0 psf SS S1 1.334 Site Class E 0.459 Importance Factor Q 4:14ect 10,lot KDS-Tukwila, WA Page: L1 06-392 MTB 9122/2006 DL LL All h procedure Table 1604.5 Fa 0.9 Fy 2.4 1 Seismic Use Group Seismic Factor, SDS &itic'Factor, S01 wall b r. ` hparapet to Total h E -W Length N -S Length Hi Roof/ Mezzanine Lateral in N -S nslab to mea hmezz to hl hparapet hi Total h E -W Length N -S Length Exna Area E -W Length N -S Length ft 21.64 7.89 29.53 320.67 248.67 ft 11.58 18.083 1.17 30.833 181.33 49.5 0 0 Centroid E -W Distance 0 N -S Distance 0 *Measured from southwest most corner of hi roof/ mezzanine 0.801 0.735 _2 ''SDS = 3 'SMS Lateral in E -W hall to hparapet to Total h Lateral in E -W nslab to mezz hmezz to hi hparapet hi Total h 181.33 (total with 49.5 extra area) •,�,.t r, SMS SM1 50 psf 125 psf 1.201 1.102 2 SD1 = 3 `M1 ft 19.07 6.76 25.83 Area ft 11.58 17.29 1.96 30.83 80187 tr Area 8976 f Tributary Height of Wali For Wall Weight Calculation Low Roof Low Roof Hi Roof/ Mezz. Mezz. High Roof ft 19.7 16.83 10.21 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedorburg. WI 53012 262/377-7602 FAX 262/377-4568 ambeng@ambeng.com ,ateral Design Using IBC 2003 (Cont) Wind Design Edge Strip Length,a Low Roof Lateral N -S 10% of E -W Wall Length 10% of N -S Wall Length 40% Eave Height aurin High Roof -Mezzanine Lateral N -S 10% of E -W Wall Length 40% Eave Height aurin MWFR End Zone Length, 2a Low Roof Lateral N -S Lateral E -W 12.8 ft 32.07 ft 24.87 ft 11.81 ft 12.83 ft 12.3 ft 18.13 ft 12.33 ft 7.253 ft 25.654 ft 20.664 ft Job: KDS-Tukwila, WA Page: L2 Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral E -W 10.3 ft 10% of E -W Wall Length 32.07 ft 10% of N -S Wall Length 24.87 ft 40% Eave Height 10.33 ft a,rOn 9.947 Lateral E -W 4.95 ft 10% of N -S Wall Length 4.95 ft 40% Eave Height 12.33 ft ami„ 3ft Interior (ft) High Roof -Mezzanine 269.3628 Lateral N -S 207.342 Lateral E -W Ind Loads to Diaphragm (kfl)- based on continuous wall assumption Low Roof Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone High Roof- Mezzanine Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone Total Wind Loads Low Roof h Roof Mezzanine Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W wroof wfound 0.343 0.160 0.343 0.160 wraof wfound 0.298 0.142 0.298 0.142 w,a,f wmezz 0.145 0.327 0.145 0.327 wroof Wmej2 0.155 0.314 0.155 0.314 Total Shear Shear Per Wall 109.99 k 54.99 k 74.10 k 37.05 k 26.29 k 13.15 k 7.67 k 3.84 k 59.29 k 29.65 k 15.54 k 7.77 k wfound 0.052 0.052 wfo„,4 0.055 0.055 24.67 ft 9.9 ft End Zone (k) Half Interior (k) 8.80 6.16 3.58 1.53 8.07 3.11 46.20 30.89 9.57 2.30 21.58 4.66 Interior (ft) 132 29.7 Total Moment 4408.8 k -ft 2303.4 k -ft 596.0 k -ft 47.5 k -ft 1344.0 k -ft 96.2 k -ft AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 252/377--4868 ambeng®ambeng.com Lateral Design Using IBC 2003 (Cont.) Wind Design Wind Design Member Values Flexible Diaphragms: Direction Level Member N -S Lo Roof Shear Wall N -S Lo Roof Diaphragm v=VJL, we ✓ 48.02 k ✓ 34.30 k N -S Lo Roof Drag N -S Lo Roof Chord T = C = MN_s _ d N -S Wall Length E -W Lo Roof Shear Wall E -W Lo Roof Diaphragm v=V/LE-wwail ✓ 25.73 k ✓ 24.93 k E -W Lo Roof Drag E -W Lo Roof Chord T=C= li�E-. -. d E -W War Length N -S Hi Roof Shear Wall N -S Hi Roof Diaphragm v=V/LNs wan ✓ 7.20 k ✓ 7.20 k N -S Hi Roof Drag N -S Hi Roof Chord E -W E -W T=C= MN_S di, -S Wag length Hi Roof Shear Wall Hi Roof Diaphragm v=V/LE_wwan ✓ 3.84 k ✓ 3.84 k E -W Hi Roof Drag E -W Hi Roof Chord Rigid Diaphragms: N -S Mezz. E -W Mezz. Total Shear Total Shear T =C= E -w d E -W Waif Lg+h Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/2212006 54.99 kips 0.221 klf © End Wall 0.193 klf i@ 0.138 klf @ 0.221 klf of drag 20.928 kips 4408.80 k -ft 210.67 ft 37.05 kips 0.116 klf @ End WaII 0.080 klf @ 0.078 klf @ 0.116 klf of drag 7.183 kips 2303.42 k -ft 320.67 ft 13.15 kips 0.266 klf @ End Wall 0.145 klf @ 0.145 klf @ 0.266 klf of drag 12.040 kips 595.96 k -ft 49.5 ft 3.84 kips 0.021 klf © End Wall 0.021 klf @ 0.021 klf @ 0.021 klf of drag 0.262 kips 47.47 k -ft 181.33 ft 59.29 kips 15.54 kips Page: L3 20.33 ft from end wall 60.33 ft from end wail 38 ft from end wail 40.67 ft from end wall 41 ft from end wall 41 ft from end wall 0 ftfromendwall 0 ft from end wall 6 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 252/377-7602 FAX 262/377_4868 ambeng@ambeng.com Job: KDS-Tukwila, WA Page: L4 Job #: 06-392 Designer: MTB Date: 9/22/2006 ateral Design Using IBC 2003 (Cont) Seismic Design Seismic Use Group 1 Importance Factor, lE 1.00 Seismic Factor, Sos 0.801 Seismic Design Category D Table 1616.3 (1) Seismic Factor, Sp, 0.735 Table 1616.3 (2) Seismic Force Resisting System: . ectal Reinforced Concrete Shearwalls R 4 Table 1617.6 f2a 2.5 Height Limit 16Mk,: 44Lfens.:r..rI , h bet v v,RdHe 5 be5ek ovN' iStg, Base Shear: Cs 0.160 Use Cs = 0.160 Soy C, m = R C$max 0.562 T IE 34 Ta 0.26 sec Ta = CTh„ hn 30.83 ft (Highest Level of Building) CT 0.020 From 1617.4.2.1 Cfma = 0.044SpsIE Csmin 0.035 (For Seismic Design Category E or F, additional analysis is required) V = C3W V 661.4 k Vertical Distribution of Base Shear: Diaphragm Distribution: Level wpxNv wpxE-W Level wx hx wwh% Cvx F% Cvx(ALT) Fx(ALT) Fx (MAX) Foundation 0 0 0 0.00 0 0.00 0.0 0.0 Lo Roof 2627 20.355 53483 0.68 448.1 0.64 420.9 448.1 Hi Roof 457 29.267 13361 0.17 111.9 0.11 73.1 111.9 Mezzanine 1044.4 11.58 12094 0.15 101.3 0.25 167.3 167.3 4128.4 78938 1 661.371 661.3713 727.3539 OK wpx FpNs Fps FpE_W Diaphragm Forces min. max. FpE_W min. max. F'pN_s F'pE.W Lo Roof 1863 2028 2627 317.8 298.5 597.0 345.9 324.9 649.9 317.8 345.9 Hi Roof 345 267 457 84.6 55.3 110.5 65.5 42.8 85.6 84.6 65.5 Mezzanine 907 790 1044 145.3 145.3 290.6 126.6 126.6 253.2 145.3 126.6 E F, Fyea: = d.31ESDs W pr F 0.3204 wpx F- '-r w ps nn`px w, Fpxmin .0.21 ES DsW px Fpxmin 0.1602 wpx AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com Lateral Design Using IBC 2003 (Cont.) Seismic Design (cont.) Job: KDS-Tukwila, WA Page: L5 Job #: 06-392 Designer: MTB Date: 9/22/2006 W Calculation: (Dir. column, must be filled with a capitol N,S,W, or E; Enter sizes in feet, weight in pounds) Directional Running Totals (kips) Foundation Dir. Description Weight Length Height Total North South West East N/A 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 o 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 OK [Foundation Total 0k Lo Roof Dir. Description Directional Running Totals (kips) Weight Length Height Total North South West East S TU Panel 90 141.83 15 191.4705 0 191 0 0 S TU+Porc. Tile 100 55.58 14.83 82.42514 0 274 0 0 S Cntr Stud Scrn WI 20 47.17 4.67 4.405678 0 278 0 0 S Studs+dlsply glass 20 96 23.67 45.4464 0 324 0 0 S Studs+entrance 20 68 26.83 36.4888 0 360 0 0 S Add'I Stud +EIFS 20 816 1 16.32 0 377 0 0 W TU Panel 90 248.67 16.3 364.7989 0 377 365 0 W Studs @ Front 20 4.67 23.67 2.210778 0 377 367 0 W TU @ Front 90 6.25 15 8.4375 0 377 375 0 W Add9 Stud +EIFS 20 673 1 13.46 0 377 389 0 N TU Panel 90 139.33 17 213.1749 213 377 389 0 N HIILo Stud Wall 10 181.33 5.21 9.447293 223 377 389 0 E TU Panel 90 248.67 16.3 364.7989 223 377 389 365 E Studs CO Front 20 4.67 23.67 2.210778 223 377 389 367 E TU © Front 90 6.25 14.83 8.341875 223 377 389 375 0 223 377 389 375 80187 1 1202.805 1363.4374 1363.437 OK Roof RTUs Canopies 15 9 25 3550 1 31.95 586 2 29.3 Low Roof Total 2627 k Lo Roof N -S Diaphragm 1863 k Lo Roof E -W Diaphragm 2028 k AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-496B ambeng@ambeng.com iteral Design Using IBC 2003 (Cont) Seismic Design (cont.) Job: Job #: Designer: Date: W Calculation: (Dir. Column must be filled with a capitol N,S,W, or E) Hi Roof Dir. Description Weight Length S HULo Stud Wall 10 181.33 W TU Panel W Add'I Stud +EIFS N TU Panel N Add'I Stud +EIFS E TU Panel E Add'I Stud +EIFS Roof Trolley 90 20 90 20 90 20 49.5 666 181.33 666 49.5 182 15 8976 40 525 Height Total 5.21 9.447293 0 10.61 47.26755 1 13.32 10.21 166.6241 1 13.32 10.61 47.26755 1 3.64 0 0 0 1 134.64 1 21 KDS-Tukwila, WA 06-392 MTB 9/22/2006 Page: L6 Directional Running Totals (kips) South West East 9 0 0 9 0 0 9 47 0 9 61 0 9 61 0 9 61 0 9 61 47 9 61 51 9 61 51 9 61 51 9 61 51 300.8865 OK North 0 0 0 0 167 180 180 180 180 180 180 300.88653 Hi Roof Total 457 k Hi Roof N -S Diaphragm 345 k Hi Roof E -W Diaphragm 267 k Mezzanine Dir. Description W TU Panel W Add'I Stud +Brk N TU Panel N Add'I Stud +Brk E TU Panel Floor DL 25% Floor LL Weight 90 45 90 45 90 Length 49.5 13.5 181.33 18 49.5 50 8036 31.25 8036 Directional Running Totals (kips) Height Total North 14.44 14.44 14.83 14.83 14.44 1 1 64.3302 8.7723 242.0212 12.0123 64.3302 0 0 0 0 0 0 0 401.8 251.125 0 0 242 254 254 254 254 254 254 254 254 254 391.46615 Mezzanine Total 1044 k Mezzanine N -S Diaphragm 907 k Mezzanine E -W Diaphragm 790 k South 0 0 0 0 0 0 0 0 0 0 0 0 391.4662 West 64 73 73 73 73 73 73 73 73 73 73 73 OK East 0 0 0 0 64 64 64 64 64 64 64 64 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Bfvd. Cedarburg, WI 53412 262/377-7602 FAX 262/377-4565 ombeng@ambeng.com Lateral Design Using IBC 2003 (Cont.) Seismic Design (cont.) Seismic Design Member Values Flexible Diaphragms: Direction Level Member N -S Lo Roof Shear Wall N -S Lo Roof Diaphragm v=V/LN-S W II Vper wan 158.9 k Vper wall 138.73 k Vper waft 99.10 k N -S Lo Roof Drag N -S Lo Roof Chord E -W E -W E -W E -W N -S N -S N -S N -S E -W E -W E -W E -W Wad on wall T=C= d N -S Wan Length Lo Roof Shear Wall Lo Roof Diaphragm v=V/LEwwan Vper wail Vper wall Vper wan Lo Roof Drag Lo Roof Chord 173.0 k 120.10 k 116.38 k Hi Roof Shear Wall Hi Roof Vper wall Vper wall Vper wall Hi Roof Drag Hi Roof Chord Wioad on wall T =C= E -W = dE-WWadLengrb 320.67 ft 55.97 kips 0.855 kif @ End Wall 0.466575 klf 0.468 klf @ 0.468 klf @ 0.855 klf of drag 38.741 kips 1918 k -ft Job: KDS-Tukwila, WA Page: L7 Job #: 06-392 Designer: MTB Date: 9/22/2006 224.05 kips 0.639 klf @ End Wall 0.990927 kif 0.558 klf @ 0.399 klf @ 0.639 kif of drag 60.460 kips 12737 k -ft 210.67 ft 224.05 kips 0.539 kif @ End Wall 1.391055 kif 0.375 klf @ 0.363 klf @ -0.539 kif of drag 33.531 kips 10752 k -ft Diaphragm v=V/LNswau 42.3 k 23.17 k 23.17 k Hi Roof Hi Roof Vper wall Vper wau Vperwall Hi Roof Drag Hi Roof Chord wload on wall T -C = MN -s dN-s Watt Length Shear Wall Diaphragm v=V/LE.w Waft 32.8 k wload on wall 32.75 k 32.75 k T,,C= ME -W = d_W Waif Length Rigid Diaphragms: N -S Mezz. Total Shear E -W Mezz. Total Shear 49.5 ft 55.97 kips 0.181 kif @ End Wall 1.323299 klf 0.181 klf @ 0.181 klf @ 0.181 klf of drag 2.235 kips 405 k -ft 181.33 ft 145.29 kips 126.62 kips 248.67 ft wall 20.33 ft from end wall 60.33 ft from end wall MN -5 12737 k -ft 320.67 ft wall 38 ft from end wall 40.67 ft from end wall ME -W 10752 k -ft 49.5 ft wall 41 ftfromendwall 41 ft from end wall MNs 1918 k -ft 181.33 ft wail 0 ft from end wall 0 ft from end wall ME -W 405 k -ft AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Gedorburg. WI 53012 262/377-760Z FAX 262/377-4668 ambeng@ambeng.com .ater Lateral Design Using !SC 2003 (Cont) Job: KDS-Tukwila, WA Page: L8 Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral Design Load Comparison, Wind and Seismic: (Allowable Stress Design after Load Combinations) Load Combo EQ EQ/1.4 WL WL*1.3 Controls Dir. Level Element EQ' Qo aincrease Value Units N -S Lo Roof Shear Wall 224.0 1 1 224.0 160.0 55.0 71.5 EQ 160.0 k N -S Lo Roof Diaphragm 0.639 1 1 0.639 0.456 0.221 0.288 EQ 0.456 klf from wall 20.33 ft 0.558 1 1 0.558 0.399 0.193 0.251 EQ 0.399 klf 60.33 ft 0.399 1 1 0.399 0.285 0.138 0.179 EQ 0.285 klf N -S Lo Roof Drags 0.639 2 0.833 1.065 1.065 0.221 0.288 EQ 1.065 klf N -S Lo Roof Chord 60.5 1 1 60.5 43.2 20.9 27.2 EQ 43.2 k E -W Lo Roof Shear Wall 224.0 1 1 224.0 160.0 37.1 48.2 EQ 160.0 k E -W Lo Roof Diaphragm 0.539 1 1 0.539 0.385 0.116 0.150 EQ 0.385 kif from wail 38 ft 0.375 1 1 0.375 0.268 0.080 0.104 EQ 0.268 kif 40.67 ft 0.363 1 1 0.363 0.259 0.078 0.101 EQ 0.259 klf E -W Lo Roof Drags 0.539 2 0.833 0.899 0.899 0.116 0.150 EQ 0.899 klf E -W Lo Roof Chord 33.5 1 1 33.5 24.0 7.2 9.3 EQ 24.0 k N -S Hi Roof Shear Wall 56.0 1 1 56.0 40.0 13.1 17.1 EQ 40.0 k N -S Hi Roof Diaphragm 0.855 1 1 0.855 0.610 0.266 0.345 EQ 0.610 klf from wall 41 ft 0.468 1 1 0.468 0.334 0.145 0.189 EQ 0.334 klf 41 ft 0.468 1 1 0.468 0.334 0.145 0.189 EQ 0.334 klf N -S Hi Roof Drags 0.855 2 0.833 1.424 1.424 0.266 0.345 EQ 1.424 klf N -S Hi Roof Chord 38.7 1 1 38.7 27.7 12.0 15.7 EQ 27.7 k E -W Hi Roof Shear Wall 56.0 1 1 56.0 40.0 3.8 5.0 EQ 40.0 k E -W Hi Roof Diaphragm 0.181 1 1 0.181 0.129 0.021 0.028 EQ 0.129 kif from wall ft 0.181 1 1 0.181 0.129 0.021 0.028 EQ 0.129 kif ft 0.181 1 1 0.181 0.129 0.021 0.028 EQ 0.129 klf E -W Hi Roof Drags 0.181 2 0.833 0.301 0.301 0.021 0.028 EQ 0.301 klf E -W Hi Roof Chord 2.2 1 1 2.2 1.6 0.3 0.3 EQ 1.6 k N -S Mezz. Shear Wall 50.7 1 1 50.7 36.2 29.6 38.5 WL 38.5 k N -S Mezz. Diaphragm 145.3 1 1 145.3 103.8 59.3 77.1 EQ 103.8 k E -W Mezz. Shear Wail 50.7 1 1 50.7 36.2 7.8 10.1 EQ 36.2 k E -W Mezz. Diaphragm 126.6 1 1 126.6 90.4 15.5 20.2 EQ 90.4 k *For drags/collectors a 1.2 stress increase is allowed when using the overstrength factor. When using this factor, the typical 1.33 stress increase is not allowed additionally. This table increases the earthquake drag loads by 1.33, so a comparison between wind and earthquake Toads can be made and the 1.33 increase can be taken in member design. *A -1/2 reduction in the overstrength factor has been used for the flexible diaphragms where the factor is > 2. Member Design Notes: N Bond Beam as Chord Member (Answer with Y or N, case sensitive) AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 Fax 262/377-436B ambeng@ombeng.corn Lateral Design Using IBC 2003 (Cont.) Member Design Lo Roof N -S Direction Diaphragm: Chord: 1j rw;rI la/m/426 Job: KDS-Tukwila, WA Page: L9 Job #: 06-392 Designer: MTB Date: 9/22/2006 At End v 0.456 kif 36/7 + VSC @ 24"o/c [707] Away from wall 20 ft v 0.399 kif 36/5 + VSC @ 24"o/c [604] 60 ft v 0.285 kfl 36/5 + VSC © 24"o/c [604] Tension/Compression Mas. Reinf. Asreq'd SteelAsreq'd — Asreq•d 1.33(.6F,) Welds Iwreq'd 1•wreq'd l req'd T lwreqd - 43.2 k L 8x4X1/2 LLH Grid H 1.35 In` 1.50 in` (2) 3x1/4" 11.76 in 3/16 inch 8.82 in 1/4 inch 7.06 in 5/16 inch T 1.33(X6ths inch weld) *.924k/in) Drag: (Use only when necessary, MUST LIST LONGER DRAG LENGTHS FIRST) 12 in 3/16 inch fillet weld 9 in 1/4 inch fillet weld 8 in 5/16 inch fillet weld Description: Description: v„, Length Load (kips) Special Joist On drawings Pomp 1.065 k Ptireg 1.065 k Pprag 1.065 k PDrag 1.065 k PDrag 1.065 k Conn./Splice Plate Asreq'd in- Conn./Splice Plate Mas. Reinf. Asreq'd in Bars in BB Conn./Splice Weld Iwreq'd in 1/4 inch in 1/4 inch fillet weld Iwreq'd in 5/16 inch in 5/16 inch fillet weld Tie Plate Asreq•d in` Tie Plate Tie Plate Weld Iwreq•d in 1/4 inch in 114 inch fillet weld Iwreq'd in 5/16 inch in 5/16 inch fillet weld v, Length Load (kips) Special Joist On drawings PDrag 1.065 k PDrag 1.065 k PDrag 1.065 k Conn./Splice Plate Asreqd in` Conn./Splice Plate Conn./Splice Weld Iwreq'd in 1/4 inch in 1/4 inch fillet weld Iwreq'd in 5/16 inch in 5/16 inch fillet weld Tie Plate Asreq'd En- - Tie Plate Tie Plate Weld Iwreq.d in 1/4 inch in 1/4 inch fillet weld lwreq'd in 5/16 inch in 5/16 inch fillet weld 7 6 rt L. r 043), 4j";\$t%1.1141 {. t i. V 13q I O nI 0 I i 1 I �ii• ••unciiur man d..l� -- '- W. Li 1 1 I I 1 43 (5 1 6S 6O 8.7 6b 7(� 73 7.7 err, F 1 W .. � 1 =1s'V 4o0t1 4,11 KOHL'S - TUKWILA, WA 8700 BOUT) CENTER PARKWAY 1WWKA. WA DIMS DEVELOPED !Y: K0HLS DEPARTMENT STORES, INC. N56 WO77D DOD DRNE DE WL.S.MEOONsq S7031 DO 2OI T)120 PAI MO 1¢34121 11152 111'111111111111111111111111 Inch I;j1 Inch 1/18 ICOTTi8 Since 1872T. •WO nU.nilun�nliliiii�lluliiu.�11i1lilii�litiliiii iliiliiiiiIi lliiii�itiiliiil�linliitl ltiiliflIIIIiilitiiIIIillIiii I1111HIIllllllllllilllllilll ,p IIiITiiiJII,1►11 III 111,11511.1,i1:111111111 -11-1111T61 114, I I AiMBROSE EN t'O R r ERrNG MA rD cO.4.t1ER•:E CT u;E+co EEIN33UnD.`I 64012 rt1 P21 S7:.:i.7_ Ib12J:7?-0 7A xN rFlyy:mt,-�mmn OHS wTCK OM fln V.swp CMOS fC000(KS ND. DATE 9Y DESDPRI ON 8 e SGA L• SKEET: PROJECT 11 C6-007 ORO, BY KRD COW !Y: PWS 6.00. su?NT1A:1 10/12/06 0 CO AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4666 ambengeambeng.com teral Design Using IBC 2003 (Cont.) Member Design Lo Roof E -W Direction Diaphragm: At Front End At Back End Away from wall Chord: Mas. Reinf. Steel Drag: Description: Description: 38 ft 41 ft Tension/Compression r T `Yarcg'd-1.33(.6F0 Welds !word 1.33(116ths inch weld) •.92(k I in) (Use only when necessary, MUST LIST LONGER DRAG LENGTHS FIRST) Asreq'd Asreq'd lwreq'd Iwreq'd Iwreq'd Job: Job #: Designer: Date: ✓ 0.681 klf ✓ 0.385 klf ✓ 0.268 klf ✓ 0.259 kfl 24.0 k 0.75 in` 0.83 in` 6.52 in 3/16 inch 4.89 in 1/4 inch 3.91 in 5/16 inch T A '4eJ /1104 KDS-Tukwila, WA Page: L10 06-392 MTB 9/22/2006 36/7 + VSC @ 24"o/c [707] 36/5 + VSC @ 24"o/c [604] 36/5 + VSC @ 24"olc [604] 36/5 + VSC @ 24"o/c [604] L 3x3x1/4 N/A Bars in BB 3X112" Splice Plate 7 in 3/16 inch fillet weld 5 in 1/4 inch fillet weld 4 in 5/16 inch fillet weld Pow Pdrag PD,a9 Ppiag Pomo Wall Conn. Angle Tie Channel Conn./Splice Weld Thru Plate Tie Plate Weld Porag Drag PDQ Conn./Splice Plate Conn./Splice Weld Tie Plate Tie Plate Weld VMaX 0.899 0.899 0.899 0.899 0.899 Asreq'd Asreq'd iwreq'd 'wreq'd Asreq'd Irvreq'd Iwreq'd Vines 0.899 0.899 0.899 Asreq'd lwreq'd IwreQ'd Asreq'd lwreq'd Iwreq'd Length 181.33 140.33 Load (kips) 163.00 126.15 100.33 90.19 60.33 54.23 20.33 18.28 5.67 in` 5.67 in` 33.30 in 1/4 inch 26.64 in 5/16 inch 4.39 in` 25.77 in 1/4 inch 20.62 in 5/16 inch Length Load (kips) Conn L 8x4x1/2 MC 8x20 On drawings N/A k N/A k N/A k NIA k N/A k onn. Angle onn. Tie Channel in 1/4 inch fillet weld in 5/16 inch fillet weld ru Plate in 1/4 inch fillet weld See above in 1/4 inch in 5/16 inch In` in 1/4 inch in 5116 inch 21 in 5/16 inch fillet weld Special Joist On drawings k k k Conn./Splice Plate in 1/4 inch fillet weld in 5/16 inch fillet weld Tie Plate in 1/4 inch fillet weld in 5116 inch fillet weld 1 3 1 0 0 BB 0 ID 1 0 0 000 0 ek 0 8 8 0 42 11 43 0 5 0 0 Se CL) 8 0 1 1 I'l 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 IT1) I 1 1 11 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 111111111111111111111111111M111. I I 1 Inch 1./16 1 , ..., ,,,,,, 1,I.;'• ,.....54,44'.4.7—,a..." A '4; Ig..„ ;; „ . ...: .''..... Since ipa,. ' • ,:Ft0itgt.t,..,A,* ' ,,,,,. *-:'.v.•:, .: : ....; ... NasrcoTTP, -,•6:".11'•''''';?A?'.°•!44i.'':‘1.: ''. Z.4.H•14.4-.4 IlhifilinilIIIIEl. 1 il, idZIIi. iiiltii1i.iII. ii.',.i..*if!.i.i.9il 1 1e.1,0yt,\1.2111 .III••';••?I•:•,I.'tIII,I113I,I..,I,k-;I III il'f11111'ilI lil, iiist . 6C 1111Z11 11. 111111I1V11111N11O.1 1 0 1;--Cied1—c--1 5're e„ KOHL'S - TUKWILA, WA r730 SCUTICENTER PAIWWAY W.ACWLA WA 16•411 OEVELOMD 1(0113DEPARTI,t0 sons, 184 #V RCOEWOCO ca 18)84848 cAtiallICCOGN1.1.151 79.: 78/.1 FAX 3l217,3,1% 11152 ,N7 2 2, __ 0 , , , __ , AMBROSE ENGINEERLNG WP1112!SCOMMC4.,,E s.q.IF1E. 'G4 e..F.i.V,J.1!/30. 11512 T..1 "cum: T.01.1 .wtAX.t .e Inc,rAtod moon., -62 18,,8,t AO. [WE BVOESCRJ.LoN 0 0 STALC: S.CV: DRO.C.7.T e.0,04 B,A,O C..1) P.. WS 3,00. Su4.110., 1O/11/:$ \..,%.7 _ _ 'ill tA------ ii .1,- inowl'il _ „-1 ...> 4 11111 not 11111....., 1 81! 111 ... 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Z.4.H•14.4-.4 IlhifilinilIIIIEl. 1 il, idZIIi. iiiltii1i.iII. ii.',.i..*if!.i.i.9il 1 1e.1,0yt,\1.2111 .III••';••?I•:•,I.'tIII,I113I,I..,I,k-;I III il'f11111'ilI lil, iiist . 6C 1111Z11 11. 111111I1V11111N11O.1 1 0 1;--Cied1—c--1 5're e„ KOHL'S - TUKWILA, WA r730 SCUTICENTER PAIWWAY W.ACWLA WA 16•411 OEVELOMD 1(0113DEPARTI,t0 sons, 184 #V RCOEWOCO ca 18)84848 cAtiallICCOGN1.1.151 79.: 78/.1 FAX 3l217,3,1% 11152 ,N7 2 2, __ 0 , , , __ , AMBROSE ENGINEERLNG WP1112!SCOMMC4.,,E s.q.IF1E. 'G4 e..F.i.V,J.1!/30. 11512 T..1 "cum: T.01.1 .wtAX.t .e Inc,rAtod moon., -62 18,,8,t AO. [WE BVOESCRJ.LoN 0 0 STALC: S.CV: DRO.C.7.T e.0,04 B,A,O C..1) P.. WS 3,00. Su4.110., 1O/11/:$ AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ombeng.com A3eJ 0-/M/O6 Job: KDS-Tukwila, WA Page: L11 Job #: 06-392 Designer: MTB Date: 9/22/2006 ateral Design Using IBC 2003 (Cont.) Member Design Hi Roof N -S Direction 3 -Sided Diaphragm' N (Y or N, case sensitive) 49.5 ft wall Diaphragm: At Ends Away from wall N/A Chord: Mas. Reinf. Steel Hi Roof E -W Direction 3 -Sided Moment NIA k -ft 41 ft 41 ft Tension/Compression Asreq'd Welds T 1.33(6Fy) l,.rc°d 1.33(6 the inch weld)*.92(k/in) Asreq'd Asreq'd Iwreq'd Iwreq'd Iwreq'd T ✓ 0.610 klf ✓ 0.334 kif ✓ 0.334 kfl 36/7 + VSC © 24"o/c [707] 6/5 + VSC Q 24"o/c [604] 27.7 k L 3x3x1/4 0.86 in` N/A Bars in BB 0.96 in` 3"x1/2" Splice Plate 7.54 in 3/16 incl 8 in 3/16 inch fillet weld 5.65 in 1/4 inch 6 in 1/4 inch fillet weld 4.52 in 5/16 incl 5 in 5/16 inch fillet weld Diaphragm: At End Away from wall Chord: Mas. Reinf. Steel 3 -Sided Diaphragm' Y (Y or N, case sensitive) 181.3 ft wall 3 -Sided Moment 1158.0 k -ft N/A ft N/A ft Tension/Compression Welds T Asrry'd = 1.33(.6Fy) Asreqd Asreq'd 'we!'d creq'd Iwreq'd T ✓ 0.258 klf ✓ N/A kif ✓ N/A kfl 36/5 + VSC @ 24"olc [604] 6.4 k L 3x3x1/4 0.20 in - 0.22 in` N/A Bars in BB 3"x1/2" Splice Plate 1.74 in 3/16 incl 2 in 3/16 inch fillet weld 1.30 in 1/4 inch 2 in 1/4 inch fillet weld 1.04 in 5/16 ince 2 in 5/16 inch fillet weld 1.33('6ths inch weld)* .92(k /in) Page 38 of 57 Report ER -2078P (12101102) TABLE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (plf), AND FLEXIBILITY FACTORS, F, FOR TYPE PLEA -36 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOKT"" SYSTEM1•43A5.5 Continued SIDELAP ATTACH - GAGE MEM' SPAN (ft -In.) 4'-0" 5'-0" 6'-0" T-0" 8'-0" 9'-0" 10'0" 11'-0" 12'-0" 3615 WELD PATTERN AT SUPPORTS 22 VSC 24" q 676 604 524 497 451 439 409 - F 9.9+78R 11.9+58R 14.54-42R 16.5+34R 19.3+28R 21.2+23R 24.2+20R VSC © 18" q 722 639 557 523 499 461 449 F 9.4+78R 11.4+56R 13.8+42R 15.8+34R 17.7+28R 20.4+23R 22.2+20R VSC12' q 761 670 611 570 540 517 500 - - F 9.1+78R 11.0+56R 12.9+42R 14.7+34R 16.6+28R 18.4+23R 20.3+20R VSC © 8" q 826 748 678 646 608 593 570 F 8.6+78R 10.1+56R 11.9+42R 13.3+34R 15.1+28R 16.4+23R 18.1+2DR VSC C 6" q 881 792 734 694 666 644 628 F 8.2+78R 9.7+56R 11.2+42R 12.6+34R 14.0+28R 15.3+23R 16.7+20R VSC © 4" q 973 885 828 790 762 742 727 F 7.7+78R 9.0+56R 10.2+42R 11.4+34R 12.6+28R 13.7+23R 14.8+20R - 20 VSC i 24" VSC ©18" q 1000 884 764 718 650 629 585 575 544 F 7.6+54R 9.2+39R 11.2+29R 12.9+23R 15.1+19R 16.7+16R 19.1+14R 20.6+12R 23.1+10R q 1060 930 807 754 715 658 539 623 590 F 7.3+54R 8.8+39R 10.8+29R 12.4+23R 14.0+19R 16.1+16R 17.7+14R 19.2+12R 21.4+10R VSC al12' q 1111 971 879 815 769 733 706 685 668 F 7.0+54R 8.5+39R 10.1+29R 11.6+23R 13.1+19R 14.7+16R 16.2+14R 17.7+12R 19.2+10R VSC 8" VSC©6" q 1197 1073 967 916 859 835 600 787 688 F 6.7+54R 7.9+39R 19.4+29R 10.6+23R 12.0+19R 13.2+16R 14.6+14R 15.7+12R 17.1+10R q 1269 1131 1042 980 936 903 878 818 68B F 6.5+54R 7.7+39R 8.9+29R 10.0+23R 112+19R 12.4+16R 13.5+14R 14.6+12R 15.7+10R VSC 4. q 1390 1254 1166 1107 1064 1033 990 818 688 F 6.1+54R 7.1+39R 8.2+29R 9.2+23R 10.1+19R 11.14-16R 12.0+14R 12.9+12R 13.9+10R 18 VSC Q24* q 1667 1457 1258 1171 1058 1017 944 924 873 F 5.0+31R 6.0+22R 7.4+17R 8.5+13R 10.1+11R 11.2+9R 12.9+8R 14.0+7R 15.7+6R VSC 18" q 1755 1525 1319 1223 1152 1060 1024 995 942 F 4.8+31R 5.8+22R 7.1+17R 8.2+13R 9.4+11R 10.8+9R 12.0+8R 13.1+7R 14.7+6R VSC © 12" q 1829 1584 1424 1313 1232 1171 1124 1087 1057 F 4.7+31R 5.7+22R 6.7+17R 7.8+13R 8.9+11R 10.0+9R 11.1+8R 12.21-7R 13.3+6R VSC 8' q 1953 1733 1553 1461 1365 1320 1262 1238 1057 F 4.5+31R 5.3+22R 6,3+17R 7.2+13R 8.2+11R 9.0+9R 10.1+8R 10.9+7R 11.9+6R VSC ©6" VSC Q 4" q 2057 1817 1662 1555 1478 1421 1378 1257 1057 F 4.4+31R 5.2+22R 6.0+17R 6.9+13R 7.7+11R 8.5+9R 9.4+8R 10.2+7R 11.0+6R q 2233 1996 1844 1740 1665 1612 1521 .1257 1057 F 4.2+31R 4.9+22R 5.6+17R 6.3+13R 7.0+11R 7.7+9R 8.4+BR 9,1+7R 9.8+6R 16 VSC © 24" VSC © 18" q 2284 1987 1711 1589 1435 1377 1278 1249 1179 F 3.6+20R 4.3+14R 5.3+11R 6.1+BR 7.2+7R 8.1+6R 9.3+5R 10.2+4R 11.5+4R q 2396 2073 1792 1656 1557 1432 1381 1341 1269 F 3.5+20R 4.2+14R 5.1+11R 5.9+8R 6.8+7R 7.9+6R 8.7+5R 9.6+4R 10.8+4R VSC (a 12' q 2490 2149 1927 1772 1660 1576 1511 1461 1421 F 3.4+20R 4.1+14R 4,9+11R 5,6+6R 6.4+7R 7.3+6R 8.1+5R 8.9+4R 9.8+4R VSC 8" q 2648 2340 2092 1963 1832 1769 1690 1658 1478 F 3.3+20R 3.9+14R 4.6+11R 5.2+8R 6.0+7R 6.6+6R 7.4+5R 8.0+4R 8.8+4R VSC (ID 6' q 2781 2447 2232 2084 1978 1900 1841 1759 1478 F 3.2+20R 3.8+14R 4.4+11R 5.0+8R 5.6+7R 6.3+6R 6,9+5R 7.5+4R 8.1+4R VSC 4" q 3005 2676 2466 2322 2221 2148 2094 1759 1478 F 3.1+20R 3.6+14R 4.1+11R 4.6+8R 52+7R 5.7+6R 6.2+5R 6.7+4R 7.3+4R See Page 39 for footnotes (continued) Page 39 of 57 Report ER -2073P (12/01/02) TALE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (plf), AND FLEXIBILITY FACTORS, F, FOR TYPE PLE3Tu-36 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOKT'" SYSTEM1'2,3,+.1.1Continued SIDELAP ATTACH - GAGE 14 {ENT SPAN (ft -In.) 4'-0' 5-0" 6'0" 7'-0" 8'40" 9'-0" 10'-0" 11'-0" 12'-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC a 24" q F 792 707 620 592 544 535 505 8.1+22R 7.8+17R 92+15R 8.8+12R 10.0+11R 9.5+10R 10.5+9R VSC © 18" q 836 F 8.5+22R 743 655 621 599 561 554 8.6+17R 7,7+15R 7.6+12R 7.8+11R 6.4+10R 8.2+9R VSC © 12" q 873 774 713 673 648 628 618 F 5.8+22R 5.9+17R 6,1+15R 6.3+12R 6.4+11R 6.5+10R 8.5+9R VSCB" q 936 853 784 757 724 718 701 F 4.7+22R 4.8+17R 5.0+15R 5.0+12R 5.1+11R 51+10R 5.2+9R VSC 6" q 988 898 844 811 790 778 753 F 4.3+22R 4.4+17R 4.5+15R 4.5+12R 4.5+11R 4.5+10R 4.6+9R VSC4' q 1077 992 944 917 901 894 753 F 3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11R 3.9+10R 3.9+9R 2D VSC 0 24' q 1156 1025 897 852 782 766 722 721 688 F 6.3+15R 6.2+12R 7.3+10R 7.0+9R 8.0+BR 7.6+7R 8.4+6R 8.1+6R 8.8+5R VSC C2 18' q 1216 1074 944 692 857 802 789 782 688 F 5.1+15R 5.3+12R 8.1+10R 6.1+9R 6.1+8R 8.7+7R 6.7+6R 6.6+6R 7.1+5R VSC © 12" q 1266 1117 1023 962 921 893 874 818 688 F 4.5+15R 4.7+12R 4.9+10R 5.14-9R 5.2+8R 5.3+7R 5.3+6R 5.4+6R 5.4+5R VSC 8" q 1351 1224 1120 1078 1028 1016 990 818 688 F 3.8+15R 3.9+12R 4.1+10R 4.1+9R 4.2+8R 4.2+7R 4.3+6R 42+6R 4.3+5R VSC © 6" q 1422 1284 1202 1150 1119 1099 990 818 688 F 3.5+15R 3.6+12R 3.8+10R 3.7+9R 3.7+8R 3.7+7R 3.8+6R 3.8+6R 3.8+5R VSC4" 18 VSC 024' VSC 011 18' q 1542 1413 • 1338 1295 1270 1223 990 818 888 F . 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.248R 3.2+7R 3.2+6R 32+6R 3.2+5R q 1871 1651 1443 1364 1252 1224 1154 1150 1057 F 4.3+9R 4.3+7R 5.0+6R 4.9+5R 5.5+4R 5.3+4R q 1961 1724 1515 1427 1368 1279 F 3.6+9R 3.7+7R 4.3+6R 4.3+5R 4.3+4R 4.7+4R 5.9+3R 1258 4.7+3R 5.7+3R 1245 4.7+3R 6.2+3R 1057 5.0+3R VSC @12' q 2038 1789 1635 1534 1466 1420 1389 1257 1057 F 3.2+9R 3.3+7R 3.5+6R 3.6+5R 3.7+4R 3.7+4R 3.8+3R 3.8+3R 3.9+3R VSC 8' q 2166 1952 1783 1711 1631 1610 1521 1257 1057 F 2.7+9R 2.8+7R 2.9+6R 2.9+5R 3.0+4R 3.0+4R 3.1+3R 3.1+3R 3.1+3R VSC 6" q 2274 2044 1907 1822 1770 1738 1521 1257 1057 F 2.5+9R 2.6+7R 2.6+6R 2.7+5R 2.7+4R 2.7+4R 2.7+3R 2.7+3R 2.8+3R VSC © 4' q 2455 2240 2116 2044 2002 1878 1521 1257 1057 F 2.3+9R 2.3+7R 2.3+6R 2.3+SR 2.4+4R 2.4+4R 2.4+3R 2.4+3R 2.4+3R 16 VSC © 24" q 2524 2227 1948 1843 1692 1657 1564 ' 1581 1478 F 3.2+5R 3.2+4R 3.7+4R 3,7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R VSC 018" q 2645 2325 2044 1925 1849 1731 1704 1690 1478 F 2.7+5R 2.$+4R 3.2+4R 3.2+3R 3.2+3R 3.6+2R 3.8+2R 3.8+2R 3.8+2R VSC 12" q 2746 2412 2205 2071 1982 1922 1882 1759 1478 F 2.4+5R 2.5+4R 2.6+4R 2.7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R VSC 8° q 2917 2630 2403 2308 2203 2178 2126 1759 1478 F 2.1+5R 2.1+4R 2.2+4R 2.2+3R 2.3+3R 2.3+2R 2.4+2R 2.4+2R 2.4+2R VSC 6" q 3060 2752 2570 2458 2391 2351 2129 1759 1478 F 1.9+5R 2.0+4R 2.0+4R 2.1+3R 2.1+3R 2.1+2R 2.1+2R 2.1+2R 2.1+2R VSC 124' q 3301 3013 2649 2755 2704 2628 2129 1759 1478 F 1.8+5R 1.8+4R 1.8+4R 1.8+3R 1.8+3R 1.9+2R 1.9+2R 1.9+2R 1.9+2R VSC = Verco sidefap connection. 2 The dimension from the first and last sidefap connection within each span is to be no more than one-half of the specified spacing. 9 R fa the vertical span (L„) of deck units dfvlded by the length (L,) of the deck sheet: R 4 The flexibility limitations shown in Table 7 may be used as a guide In lieu of rational analysis of the anticipated deflections. b interpolation of diaphragm strength between adjacent spans is permissible. For interpolated lengths, use diaphragm flexibility factor for the closest span length. Diaphragm shear values for sidefap fasteners placed at spacings other than those in the table should be determined based on the number of fasteners In each span. AMBROSE ENGINEERING, INC. W67 14222 Evergreen Blvd. Cedorburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ornbeng.com Lateral Design Using IBC 2003 (Cont) Mezzanine Diaphragm: Wali Rigidity T= Pier @ Top of Wall N= Pier Not @ Top of Wall V= Shear Load b= Wall Thickness E=Mod. of Elasticity Table Guidelines: Level 2---4 Level I -4 �1evi:sed fI�ja� Job: KDS-Tukwila, WA Page: L14 Job #: 06-392 Designer: MTB Date: 9/2212006 kA,=lateraktiffness /e= b( 7.02*E h� h +3 L)L 1 Example: Wall I A 'All bold items must be filled in. The level number refers to the vertical level of the group of piers on the wall. Each pier must be listed individully, even if two exact pier occur. Wail Level Pier T or N h (ft) L (ft) h/L 1/A (k) EVA eie1ei Hiatal 1 A N 11.58 27.75 0.417 19726.568 1 B N 11.58 27.75 0.417 19726.568 39453.137 0.0000253 0.000025 1 A N 7.33 19.73 0.372 22412.468 2 1 B N 7.33 5.92 1.238 4655.295 2 1 C N 7.33 6.75 1.086 5757.392 2 1 D N 7.33 2.67 2.745 903.280 2 1 E N 7.33 8.67 0.845 8319.655 2 1 F N 7.33 7 1.047 6091.202 2 1 G N 7.33 19 0.386 21509.124 2 1 H N 7.33 22 0.333 25208.098 2 1 1 N 7.33 18 0.407 20267.666 2 1 J N 7.33 13.67 0.536 14822.405 2 1 K N 7.33 2.6 2.819 846.554 2 1 L N 7.33 20.4 0.359 23239.600 2 1 M N 7.33 6.07 1.208 4853.372 2 1 N N 7.33 10 0.733 10077.395 168963.506 0.000 2 2 0 N 4.25 19.73 0.215 39817.495 2 2 P N 4.25 22 0.193 44531.375 2 2 Q N 4.25 19 0.224 38298.582 2 2 R N 4.25 19 0.224 38298.582 2 2 S N 4.25 22 0.193 44531.375 2 2 T N 4.25 18 0.236 36215.023 2 2 U N 4.25 19.6 0.217 39547.122 2 2 V N 4.25 20.4 0.208 41210.188 2 W N 4.25 20.4 0.208 41210.188 363659.928 0.000 0.000 1 A N 8 5.6 1.429 3628.440 3 1 B N 8 5.17 1.547 3130251 3 1 C N 8 1.67 4.790 210.205 3 1 D N 8 1.67 4.790 210.205 3 1 E N 8 3.33 2.402 1239.942 3 1 F N 8 4.33 1.848 2205.075 10624.119 0.000 3 2 G N 3.58 24.77 0.145 59845.435A N1 ��� 3 2 H N 3.58 25.33 0.141 61216.930 121062.365 0.000 0.0009413 Y748.000 9766.993 ! 748.000 0.001 0.001 748.000 ity _- 0.000 #DIV/01 3 ` Total 125878.404 eat:Ck. t 8A•ideottrfi*ULIA Units system: E• nglish Current Date: 12/19/2006 1:34 PM Fife name: S:12006dwg106-392 KDS #11152 - Tukwila, Wa CALCS ONLYIIICalcsIRAM106-392_Une 3.8_Rev 12-19-06.adv Com n Address: W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 /0,0-0 Li4 .Tx=0.001071 [in] Tx=0.001218 [in] (in) AMBROSE ENGINEERING, INC. W57 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262377-4668 ambeng@ambeng.com Lateral Design Using IBC 2003 {Cont} Mezzanine Diaphragm: (Cont) Mezzanine Center of Mass Areas Basic Mezzanine Bumpout Areas Removed Center of Mass: N-S,om 23.61 ft E -W 88.26 ft Mezzanine Center of Rigidity N -S 49.5 0 E -W 181.33 0 N -S E -W Shear Wall Rigidity and Direction of Rigidity Job: Job #: Designer: Date: Area 8975.835 0 8036 Area q.00 0:00 0.00 0.00 0.00 j IVB KDS-Tukwila, WA Page: L15 06-392 MTB 9/22/2006 ft2 ft2 N-Sdist 24.75 E-Wdist 90.665 0 0 N-Sdist E-Wdist iN South-West Most Corner 11ATotai Dir of R d dfrom cor RNs RE -w 51,J1 39453.1 N -0.302 36.68944 39453.1 0 SW 2 115363.5 E 50.7 0 0 115363.5 SW 3 9767 N 180.43 144.0426 9767 0 i3mcCic 748 N 90.73 54.34256 748 0 5 0 0 0 6 165331.6 49968.1 115363.5 Center of Rigidity: N -Scor E -W cor Rd Rd` 1447511.97 53108397 0 0 1406863.73 2.03E+08 40648.2383 2208930 0 0 2.58E+08 *Enter rigidity from calculations on wall stiffness calculation page manually. For direction of rigidity (Dir of R), enter a capital N of E for either rigid in N -S direction of E -W direction. For the value "d", the distance must be put in for the opposite direction as rigidity. If a wall is rigid in the E -W direction, the distance north from the south most point is entered. 50.70 ft 36.39 ft CO LO CsJ 20'-4" to 4 SP @ 6-0 = 24'-0" 139.-4" 20.-0" C.O.A. 2.- S U E 181 Actied 1-1k‘k 66 Lik, / 4P lq SF. L. @ 6.-0" = 54k r Cz,ked<9;t1f4, cy4 St—to (1.516-0,-A.,, Czvavoc D'atIre's 1‘1P4, FUCfr €4. Ikm . . . -•1.)111L11 )••[1'-1•'1111111111,•1..111.11:11•.11T14T•'-'J[1:' 11:11 :1:..11 •1..:IT '..:il%l ittP:1I1111111T. 1l1.111)11!..-1-, 1-. 1-.11,..,111...,1.112ti'_:6/Ifich 1/16 7:•„H'' • ..: • ,...„ ,, ., ,•.. • ; . ,.. • - . ' ' -.: • . NilESTCOrr' :...',...•/;'t,f;-'' , .,-7 ,,.., , .. , • ....., , •• . ; : i, . • '. , i ' •-• •., - .. . . .. S1nce1872n. '.' " -. , '1':::.,••• , 11.1.11111111111111.11111111.1.11.1.11.1111.1111.111 Hp1111 iiiiliiii iiiiliiii 11111111: AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ombengQambeng.com ateral Design Using IBC 2003 (Cont) Mezzanine Diaphragm: (Cont.) Rd VT = E Rd 2 MT Job: Job #: Designer: Date: Lateral -S 103.782 k Lateral E -W 90.4395 k Lateral N -S Lateral E -W 6 . all RNs RE_W Rd Rd` V„ VT' V„ VT 5u 1 39453.1 0 1E+06 5E+07 81.94268 35.49 0.00 15.00 9U 2 0 115364 0 0 0 0.00 90.44 0.00 54) 3 9767 0 1E+06 2E+08 20.28571 34.49 0.00 14.58 134 -ace, 4 -->748 0 40648 2E+06 1.553569 1.00 0.00 0.42 0 0 0 0. 0 0.00 0.00 49968.1 115364 3E+08 103.782 ' 90.439 Shear Dowels: (Based on ACI 318-99, 11.7.4 Shear Friction) OV n =OAf.f fd i=0.62 .85 #3 Dwl © #3 Dwl #3 Dwl cQ 6 " o/c 18 " o/c 18 " o/c 44 Wgia.6 KDS-Tukwiia, WA Page: L17 06-392 MTB 9/22/2006 €.11. = IU3)3 ai✓' K 51.3 (.)5' = Is bt max '-wall 17.43 45.42 0.44 111.4 .78 49.5 .55 49.5 V„ 2.585 0.812 1.107 0.052 himi +.4.1) 1.�t" (t6�.5tIs� 6X cDvn 6.732 (Dv„ 2.244 Ovn 2.244 t -0c kif Ox' 4.809 1.603 1.603 *For calculation of allowable shear load for each dowel spacing, ultimate loads must be used. The v,,,a, from the table above is a EI1.4 or W value. The TV„ value is the strength. For an ultimate comparison, the loads in the table should be multiplied by 1.4 for E or 1.3 for W. Instead, The DV„ was divided by 1.4 for comparison to the table values. Torsional Moments: (must include 5% of wall length for accidental torsion, 1617.4.4.4) Lateral N -S Load E-Woom E -W LE -W No 3 -Sided 103.78 k 88.26 ft 36.39 ft 181.33 ft Torsion Arm,d 60.94 ft MTNs 6324.5 k -ft Chord Members: Lateral N -S 103.78 k P„ 145.29 k Not 3 -Sided wu 0.801 klf Mu 3293.3 k -ft d 49.5 ft T=C 66.53 k Asreq 1.23 in` 3 #6 Bar(s) Dpng d 0 ft T=C k Asreq in` N/A Bar(s) Lateral E -W Load N -S „, N -S, LN.S Yes 3 -Sided 90.44 k 23.61 ft 50.70 ft 49.5 ft Torsion Arm,d 29.57 ft MTNs 2674 k -ft Lateral E -W Pu wu M„ d T=C Asreq @ Opng d T=C Asreq 90.44 k 126.62 k 2.558 kif 3133.7 k -ft 181.33 ft 17.28 k 0.32 in` Oft k in` 3 -Sided 2 #6 Bar(s) N/A Bar(s) AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedar -burg. WI 53012 262/377-7602 FAX 262/377-4668 ombeng@ombeng.aom Lateral Design Using IBC 2003 (Cont.) Component Design Wind Loads: Height Exposure Basic Wind Speed Interior Zone Horizontal Load End Zone Horizontal Load Importance Factor Height and Exposure Coefficient Job: KDS-Tukwila, WA Page: L18 Job #: 06-392 Designer: MTB Date: 9/22/2006 28.25 ft Cft 85 mph 16.5 psf Table 1609.6.2.1(2) 16.5 psf Zone 4- Interior Zone 1 Zone 5- End Zone 1 Interior Zone Design Pressure 16.5 psf End Zone Design Pressure 16.5 psf Seismic Loads: Seismic Factor, Sips Seismic Factor, SD1 Seismic Design Category Importance Factor Factor for Wall Anchorage Weight of the Wall 0.801 0.735 D 1 0.8 90 psf Wall Design Pressure Wall Anchorage Pressure Parapet Design Pressure Parapet Anchorage Pressure 28.836 psf 57.672 psf 86.508 psf 115.344 psf Architectural Component: F _ 0.4a DsWp (1+ 2 7-2z) ) P r In Fpm = 1.6SDs IPWP Fp,ie = 0.3SDSJPWP Worst Case Wall Loading hparapet to h„,aii io 6.76 ft 19.07 ft hParapet Lo h wall Lo hs✓oropet H; h Mezz to ki h Slob iq Mezz Newel. hi 1.96 ft hmeu to ht 17.29 ft hslab to rnea 11.58 ft .4 for Category A and B, 0.8 for Category C, D, E, F Wall Below Roof Wall FP = 0.4IESDSww Anchorage FP = 0.4I.SDsww Ail Categories Category A, B FP = 0.8IES Ds W Category C, D, E, F Parapet Fp 0.9612 W Fpmax 1.2816 W Fpmin 0.2403 W Use Fp 0.9612 W ap 2.5 Table 1621.2 Parapet Anchors Fp 1.602 W Rp 2.5 Fpm 1.2816 W Rpanchors 1.5 Fpmin 0.2403 W z 19.07 ft Use Fp 1.2816 W h 19,07 ft Ip 1 "See IBC Section 1621.1.7 for component anchorage design for shallow anchors. AMBROSE ENGINEERING, INC. W67 h222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4665 ambengeambeng.com i_ateral Design Using IBC 2003 (Cont.) Component Reactions: Low Roof Job: KDS-Tukwila, WE Page: L19 Job #: 06-392 Designer: MTB Date: 9/22/2006 EQ EQ/1.4 WL WL*1 .3 Controls Value Use Low Roof 0.585 0.418 0.289 0.376 EQ 0.418 kif 0.418 klf High Roof 0.383 0.274 0.150 0.195 EQ 0.274 kif 0.274 kif Low Roof Anchors 1.468 1.049 0.289 0.376 EQ 1.049 klf 1.049 kif High Roof Anchors 0.645 0.461 0.150 0.195 EQ 0.461 kif 0.461 kif Fp�;n = 400SDsIE F' p min F mia 1 .4 Check Deck Perpendicular To Wall as Subdiaphragm w 0.418 kif Span 40 ft Depth 19.33 ft V 8.3571 k/end v 0.4323 kif M 83.571 k -ft T=C 4.3234 k Joist Girder Ties F'pmin 0.229 kif 36R + VSC @ 24" [707] (Diaphragm Pattern) w 1-trib.,wali Use Maximum PJG 0.418 39.33 16.43432 17 k Grids G PJG 0.418 39 16.29643 17 k Grids B PJG 0.418 33.5 13.99821 14 k Grids C PJG 0.418 32.5 13.58036 14 k Grids D, E, F Tie Plates Aid 0.57 in2 (2) 3" x 1/4" Tie Plate(s) Weld I 'd 4.48 of 3/16 in 5 in. of 3/16 inch weld 3.36 of 114 in 4 in. of 1/4 inch weld Wall Anchors Anchor 1/2 "0 Epoxy Anchors Shear 0 Ib With Lateral Shear Allowable 2450 Ib 3266.667 Ib Tension Allowable 2400 Ib 3200 Ib (Tmax 3V + max G 1 .0 TQ Va 24 " o/c T,,,a� 2098 lb Anchor Design Checks Shear 0.00 OK Tension 0.87 OK Shear + Tension 0.49 OK AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ambeng0ambeng.com Lateral Design Using IBC 2003 (Cont.) Low Roof (Cont.) Check Joists Perpendicular To Wall as Subdiaohragm Job: KDS-Tukwila, WA Page: L20 Job #: 06-392 Designer: MTB Date: 9/22/2006 w 0.418 klf Span 40 ft Depth 37 ft V 8.357143 k/end 0.225869 klf 36/5 + VSC Q 24" [604] (Diaphragm Pattem) M 83.57143 k -ft T=C 2.258687 k Tie Joists w t -trio. wan Use Maximum PTJ 0.418 40 16.71429 17 k Grids 3, 4, 5, 6, 7, 8 Ptr 0.418 30.17 12.60675 13 k Grids 2, 9 PTJ 0.418 0 0 k Grids PTJ 0.418 0 0 k Grids Tie Plates Asreqd 0.58 in2 3"x114" Tie Plate(s) Weld Ireged 4.55 of 3/16 in 5 in. of 3/16 inch weld 3.41 of 114 in 4 in. of 1/4 inch weld Special Joists Spacing Use PSS 0.418 5 2.089286 2.1 k 0.854 of 1/8 in 1.0 in. min.of 1/8 inch AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedorburg. WI 53012 262/377-7602 FAX 262/377-4868 ambengOambeng.cam •.ateral Design Using IBC 2003 (Cont.) High Roof Check Deck Perpendicular To Wall as Subdiaphraam w 0.274 kif Span 49.5 ft Depth 20.33 ft V 6.770893 klend v 0.333049 kif M 83.7898 k -ft T=C 4.121485 k Joist Girder Ties Job: KDS-Tukwila, WA Page: L21 Job #: 06-392 Designer: MTB Date: 9/22/2006 36/7 + VSC @ 24" [707] (Diaphragm Pattern) w Ltrib. wall Use Maximum PJG 0274 0 0 k Grids N/A PSG 0.274 0 0 k Grids N/A Check Joists Perpendicular To Wall as Subdiaphragm w 0.274 klf Span 40 ft Depth 40.5 ft V 5.471429 klend v 0.135097 kif M 54.71429 k -ft T=C 1.35097 k Tie Joists Maximum PTJ PTJ Special Joists Po I ,d 36/5 + VSC @ 24" [604] (Diaphragm Pattem) w l-trib. wan Use 0274 40 10.94 11 k Grids 3, 4, 5 0.274 30.17 8.254 9 k Grids 2 Spacing Use 0.274 5 1.368 1.4 k 0.559 of 118 in 1.0 in. min.of 118 inch Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 P: (262) 377-7602 F: (262) 377.4868 AlAhleci Wog '* Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:34PM, 19 DEC 06 Description : Tukwila, WA Scope Rey. 580002 Uses K+-0190. Ver 5.8.0,1 -Nov -2006 Concrete Shear Wall Design (c)1983-2006 ENERCALC Engineering Software Description SW typ V=173k/1.4 Page 1 05.392 caks.ecw:SW 12-19.06 General Information Total Wall Height Concrete Weight Live & Short Act Separately 25.670 ft 145.000 pcf Code Ref. ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 0.1140 4 0.0014 0.00 psf LAPPlied Loads AemiszliaisonsissIss Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program Is according to ACI 318-02 C.2 Short Term Lateral Loads... Vertical Loads... Dead 42.000 #1 Load 123.600 k Height - 17.667 ft #1 Live Short Term Vertical Horiz. 116.000 k 17.667 69.670 ft Wall Data Bottom Analysis Height 0.00ft Wall Offset ( datum) ft Wall Length 139.330 ft Wall Thickness 7.250 In fc : Concrete 4,000.0 psi Fy : Rebar 60,000.0 psi Effective Depth 16.000 ft Wall Analysis Vs : Story Shear Ms w/ Lat Right Ms w/ Lat Left Uplift @ Left End Uplift © Right Vu = Vs ` Factor(s) Vu : Applied Nu : Axial Mu : Moment vc * .85 vn:max = 10 * sgrt(fc) * .6 Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 159.32 k 2,642.3 k -ft -2,641.9 k -ft k k 223.047 k 160.23 psi 497.46 k 3,699.23 k -ft 186.124 psi 379.47 psi psi psi psi psi Bottom 223.05 k 0.22 in2 022 in2 3,699.23 k -ft 4.64 in2 Footing fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.000 in 12.00 in 2.000 ft Footing Dimensions Dist. Left Wall Length Dist Right Total Ftg Length Kern Width 0.670 ft 139.330 ft 0.670 ft 140.670 ft 23.445 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 P: (262) 377-7602 F: (262) 377-4868 d AV, ti• ioio6 tai Title : Kohl's Department Stores Job # 06-392 Dsgnr: MB Date: 3:34PM, 19 DEC 06 Description : Tukwila, WA Scope : Rev; 580002 User: KW -0604190, Vet 5.6.0, 1 -Nov -2006 (c)1963-2006 ENERCALC Engineering Software Description SW typ V=173k/1.4 Concrete Shear Wall Design Page 2 06-392 wlcs.ecw:SW 12.19-06 Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads 512.12 k 0.79 k -ft 2,801.20 k -ft 2,801.62 k -ft 0.002 ft -5.470 ft 5.471 ft ACI Eq. C-1 751.77 k 1.28 k -ft 0.002 ft ACI Ea. C-2 & C-3 716.97 k 3,920.87 k -ft 3,923.08 k -ft -5.469 ft 5.472 ft Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check Overtumine Moment 2,801.41 k -ft 2,801.41 k -ft © Left End of Footing 0.000 psi Right End of Footing 0.000 psi Bending Design Mu Ru 62 Left End of Footing 1.41 k -ft 9.67 psi 6 Right End of Footing 1.41 k -ft 9.67 psi Min, As%= 0.0018 Resistine Moment 27,861.26 k -ft 27,860.84 k -ft Allowable Stability Ratio 9.945: 1 9.945 :1 93.113 psi As 1 Read As Read 0.0018 0.389 in2 0.0018 0.389 1n2 LSoII Pressures Soil Pressures Service Static Soil Pressure © Left 1,820.17 Static Soil Pressure (0 Right 1,820.41 Soil Pressures w/ Short Term Load Applied To Left cp Left Side of Footing Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right Left Side of Footing trp Right Side of Footing ACI Ea. C-1 2,671.90 psf 2,672.29 psf Service 2,244.97 psf 1,395.61 psf Service 1,395.54 psf 2,245.03 psf ACI Eq, C-2 & C-3 3,142.83 psf 1,953.97 psf ACI Ea. C-2 & C-3 1,953.64 psf 3,143.17 psf ACI Factors (Per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"I "1.4" Factor or Seismic 1.400 0.900 1.300 Add"I "0.9' Factor for Seismic 0.900 88888 0 0 0 0 0 88888 00000 8-1 88880 0.... i 00 00 0 00000 00000 s- s- O w O 0 0 2 N A 0 0 gxg gg 055,1 ! 0 1s 0AN 8 M23 M22 V3 V2 g 1 0000 0000 0000 0000 0000 0 0 0 0 0 0 r r 00, — 222* N A r N S op0 a tvitszcail.tooftvz, .1440(1 0/0‘ Lasi E pV O V 0 8 z0 0 8 0 9 1 8 8 8 8 4 8 t4 8 5 00 g 112 2 Ngg8 3� y ~ U O V x. 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O .114209 420724 0.0020 40060 O 10000 000000 00000 21020 O 031 0.0116 0,6000 1!4611 LONG■ O .40110 O 0211 446 10.1 40 11.7601 0.040 0070* 106.11100.1030. 0.710VN40.01402.)02 1 01714 4040 0.10402 2 01200 4020 0,0110 1 .1140* 401020 0.00400 O 14011 16000 0000 0.611 4.020 0.60 0602 O 002 001212 43000 0.11000 140000 4454 .100000 61.7101 1000 000.1.040.111 0010 101104 732 1 07011 22 121 2 01000 4610 O 7.1012 0013411 02006 O 000 41030 0562 O 016 0.30 01021 O 0006 01020 013000 0.006 100000 0,07011 40001 040011 910 7.000 111111 O 4000101.1.0445 0111040. 100101 114 1 0 064 111111■ 2 04000 1.4041 ! 1700 24000 O 00000 10060 100000 101000 410011 6100* 61[000 010600 0.00000 0.00000 06110 O 70902 0.06* 0.6010 0106 110 1000106 117061 0010170 110.701.100411.70.10/44.7102114 714 1 *1654 01420 2 01000 14111 1 113200 4006 010000 10200 11011 11002 01600 210011 610000 00411 O 130* 0.0* 0.20 0162 0100 O 1206 4.0000 4110 0621 1036041 014101007111.0010214 132 110.10 1 0 61 1154 1111 O 2.00110 14111 6 1170111 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10/02 2 070611 131134 1 -11340 617601 40000 10.000 010011 1.40000 0020 00100 1360 1.02 10030 O 0000 01003 102* 10030 00000 0.0002 0602 11IY 01601 1110241 001601203...10070017200.01 1 11100 106111 2 0120 11402 ■ .1040 13.761 07002 110000 0102* O 5000 2.6000 0000 0060 6.011 O .00000 10000 01000 010000 4.000 O OON 00000 01611 6114 210111 117041 CY0/4041C1410/41710a100* 1 11013 1616 2 6000 1,0004 0 -1040 1271113 140000 10670 670200 001101 110000 11000 4620 O 0030 O 0200 O 5020 12001 1622 0122 01002 0.2[00 01003 004 010000 101641 O 2010100071.0104.720222711.071211 7 26107 12.22201- 2 .09612 01020 011701 O 4.0330 3011111 O 1270 0.00000 01062 0000 04160 0,0600 O 7002 0/1130 01020 0120 11.000 06230 O 0000 O 10110 010011 0,020 !1111 00110 0.7201 004600111001./0011702030.0.76 1 2400 010* 2 606* 21101 O -2030 11460 140011 00000 O 0101 2.60 0.2706 1000 01[06 0006 010000 0.04000 010000 020000 O 13* 0.0300 0.04011 5444 0.066 41.71114 O 0120 020000 O 100 0.0001 03155140 000741.00100.715AM.7$4.70 113327 122201 0.00000 0.00000 003000 0.00000 2 0.0000 4.11731 0.00000 0.00000 0.40000 020000 5 .23307 30.15511 0.0000 05000 0000 0.0000 BUY 0.00000 01.76641 00000 0.0000 0000 0200 00.4104424-1.101.4013•41.7327.1410.714_ 2007 13.9005 0.000 20000 00000 220000 2 0000000 4.11771 0.000 0.00000 0.00000 0.0000 0 -3.0307 35.11510 0.0000 0.0000 0.00000 0.0000 OILY 0.0000 11.70141 00000 0200 0.000 0.00000 Cane* 01:211.011040.2522/410.231-11 1 1.0113 525110 0.0000 00000 0.0000 0.0000 2 062631 4.15034 0200 00000 0.0006 0.0000 5 -1.05115 1270711 0.0000 0.0000 0000 050000 144 00003 1631541 0.0000 000000 0000 0200 C40411131411100.002441.70E0140.714 1 1.01413 0.05+10 0.000 00000 00000 000000 2 0.00000 1.75654 00000 400000 0.00000 0000 6 •100115 1271511 0.00000 0.0000 0.000 020000 OWI 0.000 70.30341 0.410000 0.00000 000500 020009 044.4111022111141.002041.7602/010.712 1 1.05412 40510 0.00000 00000 00000 0.0000 2 0010 1.0001 0.0000 0.0000 0000 0.0000 5 401413 1271011 02000 00000 0000 00000 000 00000 1433211 00000 00000 00005 0.000 Ca- lb --010201.41 .07552N40.712o070(1 1 253307 1240201 0.00000 000000 0.0000 0.0000 2 0.00000 4.11731 0.00000 0.000 0.0000 0.0000 O .20007 3410012 100000 000000 000000 00000 009 0000 51.70011 0.900 0.0000 00000 0.000 0102010121032/.020•41.7022110.75L40.7140 26307 17.9001 0.000 00000 00000 0.000 2 00000 1.11721 0.000 020021 02000 0.61005 O -20307 30.11011 0.000 02000 0.0000 0.0000 0004 0.00000 197001 0.0000 0.0000 020000 0.0000 Cwlslnn 0 00*1.0004.79209.7g4.7511 1 207307 240201 0.0000 00700 00000 0.0000 2 00000 4.11731 0.0000 0.00050 0000 0.000 6 443347 30.51015 0.00090 0200 003900 0.09905 O 404 00000 51.70011 0.0000 02000 00000 00000 P[gel3 S MIOw10C121. 1 0013040 2000 310 00 0 117 00 0.000 02000 0.0000 2 02000 0.03301 019000 0.00000 0.0000 01000 6 -0.62/1 717110 00000 0.0000 00000 0.000 0104 0200 0703100 0.00000 0000 0.000 0.0000 02441009 1 4001NYM 1 00344 7.0117 021090 0000 0.0000 0.00000 2 00000 0.03151 090300 0.0000 0.0000 0.0000 6 460710 7.97100 0.00099 91000 9.00004 0.0000 6751 0000 11.0104 00000 0.00200 0.0000 0000 C2•411200 1343•11111343511 + 0.0300 10157 0.0000 0.00030 000000 000000 2 0.000 013311 0.0099 020000 0.000 400405 6 4.032+1 7.0710 0=07 020(00 00000 0.06000 NYI 9.500 11.53164 51000 0000 060090 0.4000 0110150 41e4.0.010 1 0204500 023117 0.0000 0.000 0.00000 0.01000 2 DAM. 005701 60066 62066 030660 0.6006 6 4.0240 717101 0.0000 0.6000 0.000 0.000 NIM 02000 1163604 00000 0.0000 0.00000 000000 C041010102011.0.1020475011744.710/101 + 4.1751 471370 0.0002 0.000 00000 0.0000 2 0.00000 017012 0.001 020010 020000 0,0000 5 451710 1617017 0.0000 0.000 00000 0100 0101 .112000 1105604 00000 0.00000 -0.0000 0.00000 W 016203 0210000030704757'l0.70000 1 113321 11.02650 0000 0000 09000 0.0006 3 0.0000 00704 06000 00000 006060 00060 6 401794 0.1706 0.0000 06000 0000 0.001 449/ 1155049 111014 0000 0.0000 0.9000 0.000 (402100 0711b2004.73 W/ 14 4 72710 2 1 063340 103117 0.0000 0.0000 0.0000 060000 2 920000 0.00701 020X0 0.0000 015000 0.0000 5 .013240 76711 0.00000 0.0000 000090 00000 MIN 0.0109 11.0304 0000 00000 06000 0.00000 03 044 0012.5.19003.709011.0.7504211 1 0,0374 303117 000003 000400 00000 900000 2 4.00000 003551 0.00000 00000 0.0000 0600 5 002240 717100 0.0000 0.0000 0.0000 0.0000 6001 0.0000 11,1004 000000 403000 090000 00000 CM1M00C1.0.07 4 437serF.1151r 417435 41.10502 02000 00000 0.0000 600010 2 0.0000 0.0004 0.0000 02005* 90000 0000 5 •162207 77.00612 0.9000 000109 0.000 0.0X0 44.0 10.5000 11.0100 001000 000950 020060 0.0000 R901501 001460.10000.133-00•0 356.10# 1 0 11.33010 17.2117 00000 0.0000 02000 02000 2 0.000 01717 0.0000 003004 00000 510000 1 410071 411100 0000 5.0001 0000 0000 2000 44.5000 1103034 020000 0.0000 011000 0.0000 704900071550.110.0.70E1'039.7002. 1 0.65216 300117 0.000 00000 totem 050000 2 50600 053101 1000 06000 01000 000000 6 40740 7.7100 0.0000 0.0000 06010 00000 MIN 0.0000 71.6304 0.000 0.0000 0.000 1100 01101100 051100.51:061.71 6010103111211 1 001446 103117 000100 9000 0.0600 01000 2 02000 015301 00000 0.06000 0.0000 6.700 5 4.0000 717110 40006 01600 01006 61600 01144 0.0000 1111000 0.04000 0000 610000 01000 i`g n O E$ WyE i W z 0 Et En afi b S$ aS W S 1.z Ple RE; Ebel Cs Check 1 3 Es 8 Si 1.e 37 5 Rs ag tl tl AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedar -burg. WI 53012 262/377-7602 FAX 262/377-4666 ambeng®ambeng.com eral Design Using IBC 2003 %, DL 15 psf LL 25 psf Gravity Loads Roof Wind Design Seismic Design Du„ ding Parameters Low Roof (Input all bold items) Height 28.25 Exposure Basic Wind Speed End Zone Horizontal Load Interior Zone Horizontal Load Importance Factor Height and Exposure Coefficient C 85 17 17 1 1 w ww*ca.' 1flgq, Job: KDS-Tukwila, WA Page: L1 Job #: 06-392 Designer: MTB Date: 9/22/2006 PAZ Copt, Per ! ft No. Mezzanine mph psf psf c DL •50 psf_ 125 Psf ssia L All h procedure • Table 1604.5 End Zone Design Pressure Interior Zone Design Pressure 17.0 psf 17.0 psf Se 1.334 Site Class Si 0.459 Importance Factor E Fm 0.9 FY 2.4 1 Seismic Use Group Seismic Factor, SDS Seismic Factor, S01 0.801 0.735 Lateral in N -S hwall lo hparapet Total h E -W Length N -S Length Hi Roof/ Mezzanine Lateral in N -S nelab to mezz hmezz to hi hparapet hi Total h E -W Length N -S Length Extra Area E -W Length N -S Length 21. . 4� 7.8 29.5 320. 7 Of �.tICWlIa 248.7 City Area 5UILDINGL DIVI ft Lateral inSEI-OWN ft 11.58 nslab to rnezz 11.58 18.083 hniezzio N 17.29 1.17 hparepet 1.96 30.833 Total h 30.83 181.33 181.33 (total with 49.5 49.5 extra area) Area 2 SDs = 3 SMs REVIEWED FOR CODE COMPLIANCE P ■air+r+kil E -W P 10 rapet lo TorIh SMS SM1 [EXPIRES ft 19.0 6.76 25.83 1.201 1.102 'S D1 — 2 `SMI 2$293037 e k tal .v P In N RE 991x0 co 0 0 0 4 Centroid E -W Distance N -S Distance 0 0 *Measured from southwest most comer of hi roof/ mezzanine 4 :7G2r Hi ri___ t f; 80187— 0` 8976 ft` Tributary Height of Wall For Wall Weight Calculation Low Roof ft Low Roof 19.7 Hi Roof/ Mezz. Mezz. High Roof 16.83 10.21 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd, Cedarburg, Wf 53012 262 3- 7�2 FAX 252/377-486B ambeng@ambeng.com Lateral Design Using IBC 2003 (Cont.) Wind Design -- Edge Strip Length,a ow ' oof rlI -$ rW WaII Length S Wall Length ▪ ''_40% Ea a Height f;art ; � F 'of -Mezzanine • N -S 10% of E -W Wall Length 40% Eave Height amin MWFR End Zone Length, 2a Low Roof Lateral N -S Lateral E -W 12.8 ft 32.07 ft 24.87 ft 11.81 ft 12.83 ft 12.3 ft 18.13 ft 12.33 ft 7.253 ft 25.654 ft 20.664 ft Job: Job #: Designer: Date: KDS-Tukwila, WA Page: L2 06-392 MTB 9/22/2006 Lateral E -W 10.3 ft 10% of E -W Wall Length 32.07 ft 10% of N -S Wall Length 24.87 ft 40% Eave Height 10.33 ft a,ran 9.947 Lateral E -W 4.95 ft 10% of N -S Wall Length 4.95 ft 40% Eave Height 12.33 ft amfn 3 ft Interior (ft) High Roof -Mezzanine 269.3628 Lateral N -S 207.342 Lateral E -W Wind Loads to Diaphragm (kfl)- based on continuous wall assumption 4 � f Low Roof, i Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone High Roof- Mezzanine Lateral in N -S End Zone Interior Zone Lateral in E -W End Zone Interior Zone Total Wind Loads Low Roof High Roof Mezzanine Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W Lateral in N -S Lateral in E -W wroof Mound 0.343. 0.160 0.343 0.160 wroof wfound 0.298 0.142 0.298 0.142 Wroof wmezz 0.145 0.327 0.145 0.327 wroof wmezz 0.155 0.314 0.155 0.314 Total Shear Shear Per Wall 109.99 k 54.99 k 74.10 k 37.05 k 26.29 k 13.15 k 7.67 k 3.84 k 59.29 k 29.65 k 15.54 k 7.77 k wfound 0.052 0.052 wfound 0.055 0.055 24.67 ft 9.9 ft End Zone (k) Half Interior (k) 8.80 46.20 6.16 30.89 3.58 9.57 1.53 2.30 8.07 21.58 3.11 4.66 Interior (ft) 132 29.7 Total Moment 4408.8 k -ft 2303.4 k -ft 596.0 k-‘,4 47.5 k -ft 1344.0 k -ft 96.2 k -ft AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-486B ambengOambeng.com teral Design Using IBC 2003 (Cont.) Wind Design Wind Design Member Values Flexible Diaphragms: Direction Level N -S Lo Roof N -S Lo Roof Member Shear Wall Diaphragm v=V/Lwswall ✓ 48.02 k ✓ 34.30 k N -S Lo Roof Drag N -S Lo Roof Chord T = C = Mx -s = dN-S WE Length E -W Lo Roof Shear Wail E -W Lo Roof Diaphragm v=V/LE.W WaIl ✓ 25.73 k ✓ 24.93 k E -W Lo Roof Drag E -W Lo Roof Chord N -S N -S T=C= E -W d E -w Wall Length Hi Roof Shear Wall Hi Roof Diaphragm v=V/LN-swall ✓ 7.20 k ✓ 7.20k N -S Hi Roof Drag N -S Hi Roof Chord E -W Hi Roof E -W Hi Roof dx-s Fran Le.gr6 Shear Wall Diaphragm v=VILE W wan ✓ 3.84 k ✓ 3.84 k E -W Hi Roof Drag E -W Hi Roof Chord Rigid Diaphragms: N -S Mezz. E -W Mezz. Total Shear Total Shear T=C= ME" — d E -w Wall Law* Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/22/2006 Page: L3 54.99 kips 0.221 kif @ End Wall 0.193 kif @ 20.33 ft from end wall 0.138 kif @ 60.33 ft from end wall 0.221 kif of drag 20.928 kips 4408.80 k -ft 210.67 ft 37.05 kips 0.116 kif @ End Wall 0.080 kif @ 38 ft from end wall 0.078 kif @ 40.67 ft from end wall 0.116 klf of drag 7.183 kips 2303.42 k -ft 320.67 ft 13.15 kips 0.266 kif @ End Wall 0.145 klf @ 41 ft from end wall 0.145 kif @ 41 ft from end wall 0.266 kif of drag 12.040 kips 595.96 k -ft 49.5 ft 3.84 kips 0.021 kif @ End Wall 0.021 kif @ 0 ft from end wall 0.021 kif @ 0 ft from end wall 0.021 kif of drag 0.262 kips 47.47 k -ft 181.33 ft 59.29 kips 15.54 kips AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedorburg. WI 53012 262/377-7602 FAX Z62/377-4565 ambeng4ambeng.corn Lateral Design Using IBC 2003 (Cont.) Seismic Desian Seismic Use Group Seismic Factor, SDS Seismic Factor, SD, Base Shear: ILiKtru: ,c*& i}%l9I &1264,4e61. i//o7 Job: KDS-Tukwila, WA Page: L4 Job #: 06-392 Designer: MTB Date: 9/22/2006 1 Importance Factor, IE 1.00 0.801 Seismic Design Category D Table 1616.3 (1) 0.735 Table 1616.3 (2) Seismic Force Resisting System: Special Reinforced Concrete Shearwalls R 5 Table 1617.6 Ca 2.5 Cd 5 Height Limit 160 Cs = SDS R IE Cs 0.160 Use Cs = 0.160 CC = SD1 Csmax 0.562 s max R T /E Te 0.26 sec Ta = CThfl hi, 30.83 ft (Highest Level of Building) CT 0.020 From 1617.4.2.1 Csmin = O.O44SDSIE Csmin 0.035 (For Seismic Design Category E or F, additional analysis is required) V = CSW V 661.4 k Vertical Distribution of Base Shear: Diaphragm Distribution: Level wx hx Wxhx C,X Fs Cvx(Al 7) Fx(ALT) Fx (MAX) Foundation 0 0 0 0.00 0 0.00 0.0 0.0 Lo Roof 2627 20.355 53483 0.68 448.1 0.64 420.9 448.1 Hi Roof 457 29.267 13361 0.17 111.9 0.11 73.1 111.9 Mezzanine 1044.4 11.58 12094 0.15 101.3 0.25 167.3 167.3 4128.4 78938 1 661.371 661.3713 727.3539 OK FpNS Level wpxNS wpxE-W wpx FpN-s min. max. FpE.W FpE-w Diaphragm Forces min. max. F'pNS F'pE_w Lo Roof 1863 2028 2627 Hi Roof 345 267 457 Mezzanine 907 790 1044 Fps = 317.8 298.5 84.6 55.3 145.3 145.3 597.0 345.9 324.9 649.9 317.8 345.9 110.5 65.5 42.8 85.6 84.6 65.5 290.6 126.6 126.6 253.2 145.3 126.6 Fpxmax Fpxmin 0.3204 wpx 0.1602 wpx AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com viiiw,teral Design Using IBC 2003 (Cont.) Seismic Design Icont.) Job: KDS-Tukwila, WA Page: L5 Job #: 06-392 Designer: MTB Date: 9/22/2006 W Calculation: (Dir. column must be filled with a capitol N,S,W, or E; Enter sizes in feet, weight in pounds) Directional Running Totals (kips) Foundation Dir. Description Weight Length Height Total North South West East N/A 0 0 0 0 0 0 0 O 0 0 0 o o 0 0 o o 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 Foundation Total 1 Ok Lo Roof Dir. Description 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 0 0 o o 0 o o 0 0 0 0 0 0 0 0 OK Directional Running Totals (kips) Weight Length Height Total North South West East S TU Panel 90 141.83 15 191.4705 0 191 0 0 S TU+Porc. Tile 100 55.58 14.83 82.42514 0 274 0 0 S Cntr Stud Scrn WI 20 47.17 4.67 4.405678 0 278 0 0 S Studs+disply glass 20 96 23.67 45.4464 0 324 0 0 S Studs+entrance 20 68 26.83 36.4888 0 360 0 0 S Add', Stud +EIFS 20 816 1 16.32 0 377 0 0 W TU Panel 90 248.67 16.3 364.7989 0 377 365 0 W Studs @ Front 20 4.67 23.67 2.210778 0 377 367 0 W TU © Front 90 6.25 15 8.4375 0 377 375 0 W Add'i Stud +EFS 20 673 1 13.46 0 377 389 0 N TU Panel 90 139.33 17 213.1749 213 377 389 0 N HALO Stud Wall 10 181.33 5.21 9.447293 223 377 389 0 E TU Panel 90 248.67 16.3 364.7989 223 377 389 365 E Studs @ Front 20 4.67 23.67 2.210778 223 377 389 367 E TU @ Front 90 6.25 14.83 8.341875 223 377 389 375 0 223 377 389 375 15 80187 1 1202.805 1363.4374 1363.437 OK Roof RTUs Canopies 9 3550 1 31.95 25 586 2 29.3 Low Roof Total 2627 k Lo Roof N -S Diaphragm 1863 k Lo Roof E -W Diaphragm 2028 k AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4B63 ambeng@ambeng,com Lateral Design Using IBC 2003 (Cont.) Seismic Design (cont.) Job: KDS-Tukwila, WA Page: L6 Job #: 06-392 Designer: MTB Date: 9/22/2006 W Calculation: (Dir. Column must be filled with a capitol N,S,W, or E) Hi Roof Directional Running Totals (kips) Dir. Description Weight Length Height Total North South West East S Hi/Lo Stud Wall 10 181.33 5.21 9.447293 0 9 0 0 0 0 9 0 0 W TU Panel 90 49.5 10.61 47.26755 0 9 47 0 W Add'l Stud +EIFS 20 666 1 13.32 0 9 61 0 N TU Panel 90 181.33 10.21 166.6241 167 9 61 0 N Add'I Stud +EIFS 20 666 1 13.32 180 9 61 0 E TU Panel 90 49.5 10.61 47.26755 180 9 61 47 E Add'I Stud +EIFS 20 182 1 3.64 180 9 61 51 0 180 9 61 51 0 180 9 61 51 0 180 9 61 51 15 8976 1 134.64 300.88653 300.8865 OK Roof Trolley 40 525 1 21 Hi Roof Total 457 k Hi Roof N -S Diaphragm 345 k Hi Roof E -W Diaphragm 267 k Directional Running Totals (kips) Mezzanine Dir. Description Weight Length Height Total North South West East W TU Panel 90 49.5 14.44 64.3302 0 0 64 0 W Add'I Stud +Brk 45 13.5 14.44 8.7723 0 0 73 0 N TU Panel 90 181.33 14.83 242.0212 242 0 73 0 N Add'i Stud +Brk 45 18 14.83 12.0123 254 0 73 0 E TU Panel 90 49.5 14.44 64.3302 254 0 73 64 Floor DL 25% Floor LL 50 8036 31.25 8036 0 254 0 73 64 0 254 0 73 64 0 254 0 73 64 0 254 0 73 64 0 254 0 73 64 0 254 0 73 64 0 254 0 73 64 1 401.8 391.46615 391.4662 OK 1 251.125 Mezzanine Total 1044 k Mezzanine N -S Diaphragm 907 k Mezzanine E -W Diaphragm 790 k AMBROSE ENGINEERING, INC. W67 N222 Evergreen 6tvd. Cedarburg, Wf 53012 262/377-7602 FAY 262/377-4868 ombengOambeng.com eral Design Using IBC 2003 (Cont) Seismic Design (cant) Seismic Design Member Values Flexible Diaphragms: Direction Level Member N -S Lo Roof Shear Wall N -S Lo Roof Diaphragm v=V/LNs wall N -S N -S Vperwall Vper wall Vper wall Lo Roof Drag Lo Roof Chord 158.9 k 138.73 k 99.10 k E -W Lo Roof E -W Lo Roof E -W E -W N -S N -S N -S N -S Vper wall Vper wan Wload on wall T = C = MN -s d N -S Wall Length Shear Wail Diaphragm v=V/LE-w Wall 173.0 k 120.10 k Vper wan 116.38 k Lo Roof Drag Lo Roof Chord Hi Roof Shear Wall Hi Roof Vper wall Vper wall Vper wan Hi Roof Drag Hi Roof Chord wload on wan T=C= ME-" dE-w Wall Length Diaphragm v=1//14s Wan 42.3 k 23.17 k 23.17 k wload on wall Job: Job #: Designer: Date: KDS-Tukwila, WA 06-392 MTB 9/22/2006 224.05 kips 0.639 kif © End Wall 0.990927 kif 0.558 kif @ 0.399 kif @ 0.639 kif of drag 60.460 kips 12737 k -ft 210.67 ft 224.05 kips 0.539 kif @ End Wall 1.391055 kif 0.375 kif @ 0.363 kif @ 0.539 klf of drag 33.531 kips 10752 k -ft 320.67 ft 55.97 kips 0.855 kif © End Wall 0.466575 kif 0.468 kif @ 0.468 kff @ 0.855 klf of drag 38.741 kips T = C = MN -S - 1918 k -ft d N -S wdl Length E -W Hi Roof Shear Wall E -W Hi Roof Diaphragm v=V/LE.wwall Vper wall 32.8 k 'Mood on wan Vper w„ 32.75 k Vper wail 32.75 k E -W Hi Roof Drag E -W Hi Roof Chord ME -w T -C- _ dE-W Wall Length 1 Diaphragms: N -S Mezz, Total Shear E -W Mezz, Total Shear 49.5 ft 55.97 kips 0.181 klf @ End WaII 1.323299 kif 0.181 kif 0.181 klf 0.181 klfofdrag 2.235 kips 405 k -ft 181.33 ft 145.29 kips 126.62 kips Page: L7 248.67 ft wall 20.33 ft from end wall 60.33 ft from end wall MNs 12737 k -ft 320.67 ft wall 38 ft from end wail 40.67 ft from end wall ME -W 10752 k -ft 49.5 ft wall 41 ft from end wall 41 ft from end wall MN -s 1918 k -ft 181.33 ft wall 0 ft from end wall 0 ft from end wall MEM 405 k -ft AMBROSE ENGINEERING, INC. W57 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.cam Later Lateral Design Using IBC 2003 (Cont) !:tet, I1,, Job: KDS-Tukwila, WA Page: L8' Job #: 06-392 Designer: MTB Date: 9/22/2006 Lateral Design Load Comparison, Wind and Seismic: (Allowable Stress Design after Load Combinations) La • mbo Dir. Level Element EQ' Da aincrease EQ 0.7EQ WL NIA Controls [Value Units N -S Lo Roof Shear Wall 224.0 1 1 224.0 156.8 N -S Lo Roof Diaphragm 0.639 1 1 0.639 0.447 from wall 20.33 ft 0.558 1 1 0.558 0.391 60.33 ft 0.399 1 1 0.399 0.279 N -S Lo Roof Drags 0.639 2 0.833 1.065 1.065 N -S Lo Roof Chord 60.5 1 1 60.5 42.3 E -W La Roof Shear Wall 224.0 1 1 224.0 156.8 E -W Lo Roof Diaphragm 0.539 1 1 0.539 0.378 from wall 38 ft 0.375 1 1 0.375 0.262 40.67 ft 0.363 1 1 0.363 0.254 E -W Lo Roof Drags 0.539 2 0.833 0.899 0.899 E -W Lo Roof Chord 33.5 1 1 33.5 23.5 N -S Hi Roof Shear Wall 56.0 1 1 56.0 39.2 N -S Hi Roof Diaphragm 0.855 1 1 0.855 0.598 from wall 41 ft 0.468 1 1 0.468 0.328 41 ft 0.468 1 1 0.468 0.328 N -S Hi Roof Drags 0.855 2 0.833 1.424 1.424 N -S Hi Roof Chord 38.7 1 1 38.7 27.1 E -W Hi Roof Shear Wall 56.0 1 1 56.0 39.2 E -W Hi Roof Diaphragm 0.181 1 1 0.181 0.126 from wall ft 0.181 1 1 0.181 0.126 ft 0.181 1 1 0.181 0.126 E -W Hi Roof Drags 0.181 2 0.833 0.301 0.301 E -W Hi Roof Chord 2.2 1 1 2.2 1.6 N -S Mezz. Shear Wall 50.7 1 1 50.7 35.5 N -S Mezz. Diaphragm 145.3 1 1 145.3 101.7 E -W Mezz. Shear Wall 50.7 1 1 50.7 35.5 E -W Mezz. Diaphragm 126.6 1 1 126.6 88.6 55.0 0.221 0.193 0.138 0.221 20.9 37.1 0.116 0.080 0.078 0.116 . 7.2 13.1 0.266 0.145 0.145 0.266 12.0 3.8 0.021 0.021 0.021 0.021 0.3 29.6 59.3 7.8 15.5 EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ 156.8 k 0.447 kif 0.391 kif 0.279 kif 1.065 kif 42.3 k 156.8 k 0.378 kif 0.262 kif 0.254 kif 0.899 kif 23.5 k 39.2 k 0.598 kif 0.328 kif 0.328 kif 1.424 klf 27.1 k 39.2 0 0.126 kif 0.126 kif 0.126 kif 0.301 kif 1.6 k 35.5 k 101.7 k 35.5 k 88.6 *For drags/collectors a 1.2 allowable stress increase is allowed when using the overstrength fac o *A-1/2 reduction actor has been used for the flexible diaphragms where the factor is > -"92) Member Design Notes: N Bond Beam as Chord Member (Answer with Y or N, case sensitive) AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com 'erel Design Using IBC 2003 (Cont.) Member Design Lo Roof N -S Direction Diaphragm: Chord: Mas. Reinf. Steel Description: Description: At End Away from wall 20 ft 60 ft Tension/Compression Asreq'd06Fy ) Welds Asreq'd Asreq'd Iwreq'd Iwreq'd Iwreq'd v v v zurvhccog leis tob f,i.4 IMO) Job: KDS-Tukwila, WA age: L9 Job #: 06-392 Designer: MTB Date: 9/22/2006 0.447 ktf 0.391 kif 0.279 kfl 36/7 + VSC C 8"o/c 1853] 36/5 + VSC © 24110/c [604) 36/5 + VSC Q 24"o/c [604) Bars in BB lice Plate Grid B® 15.20 in 3/16 inch 11.40 in 1/4 inch 2 in 5/16 inch 16 in 3/16 inch fillet weld 12 in 114 inch fillet weld 10 in 5/16 inch fillet weld 1 wr`O 6thsinchweld) * .9201 in) I when necessary,M LIST LONGER DRAG LENGTHS FIRST) (Use only PDrag Pnrag PDrag PDrag PDrog Conn./Splice Plate Mas. Reinf. Conn./Splice Weld Tie Plate Tie Plate Weld PDrag Porn PDrag Conn./Splice Plate Conn./Splice Weld Tie Plate Tie Plate Weld 1.065 1.065 1.065 1.065 Asreq'd 1.065 Asreq'd Asreq'd l lwreq'd Iwreq'd Asreq'd lwreq'd Lreq'd V„,„, 1.065 1.065 1.065 Asreq'd Iwreq'd Iwreq'd Asreq'd Iwreq'd Iwreq'd Length Load (kips) Special Joist On drawings k k k k k irr Conn./Splice Plate In` Bars in BB in 1/4 inch in 1/4 inch fillet weld in 5/16 inch in 5/16 inch fillet weld in` Tie Plate in 1/4 inch in 1/4 inch fillet weld in 5116 inch in 5/16 inch fillet weld Length Load (kips) Special Joist On drawings k k k Conn./Splice Plate in 1/4 inch in 5/16 inch In - in 114 inch in 5/16 inch in 1/4 inch fillet weld in 5/16 inch fillet weld Tie Plate in 1/4 inch fillet weld in 5/16 inch Ellet weld 0 0 0 0 .0 \Y"0/1.1.1 41/0* cc- ! 0 s5P err,- cu.-7rf, • 9.24i1%lect 1716.ti pit Sst: \)=4144v‘ 1 J 1 • \CD ® 81 0 ® ; I Jr1L111111)1.111111) 11,1.111i111Inr.h 1/10. STC�IV •••iihipiliiti Hum IlllIliiiIilIiIEiii iiiiliiii iiiilipujjj:ilii:i1;1111111 . • V4G`1.3K 51 ' .61 CIMIMMME11•11•00MMIMOW 10' 0 Add. 1blit,i1r4 Lpf KOHL'S - TUKWIL. WA 17200 BOLITHUNTEA PARKWAY 1110MLA WA 1101 DEVELOPED n KOHL'S DEPARTMENT STORES, K 7774 W0M0 WW1= DANE KNO7177A2 FALL% WOLONS11 13017 7V 000 003.7771 72:0.211731.7= 11152 IA A.MBROSE ENGINEERING sti:+t 1(11 AF2A111311IT0.911 VJ1ll 7T0:DI%11!'91T-41:1 I. TowLAN00 7A1 DANmo WES !MUM= 1747 7-0 S77177at0.4 000a , 1;4 103.0 000000100 ARNWIN NO. DATE RTI CESOLATION SLIALts SAM: ARCJECT 7, 1-312 0077'. IITOOM C -r40 000170 2.00. MA' ,:/12/017 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedorburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com sera! Design Using IBC 2003 (Cont.) Member Design Lo Roof E -W Direction Diaphragm: At Front End At Back End Away from wall Chord: 38 ft 41 ft Tension/Compression Mas. Reinf. Steel Asreq'd Drag: Description: Description: Welds T Asreq'd Fy) Aareq'd l - Iwre'd lwreq'd Iwreq'd Job: Job #: Designer: Date: ✓ 0.668 klf ✓ 0.378 klf ✓ 0.262 klf ✓ 0.254kfl T 23.5 k In` 1.09 in` 8.50 in 3/16 inch 6.38 in 1/4 inch 5.10 in 5/16 inch w6thsinchweldj *.928(k/in) (Use only when necessa , UST LIST LONGER DRAG LENGTHS FIRST) clu Fcar.4ct A. �7 KDS- ukwila, A P ge: L10 06-392 MTB 9/22/2006 36/7 + VSC Q 24"o/c [707] 36/5 + VSC @ 24"o/c [604] 36/5 + VSC @ 24"olc [604] 36/5 + VSC @ 24"o/c [604] L 3x3x1/4 N/A Bars in BB 3X112" Splice Plate 7 in 3/16 inch fillet weld in 114 inch fillet weld in 5/16 inch fillet weld PDQ PDrag PDrag PDrag PDrag Wall Conn. Angle Tie Channel Conn./Splice Weld Thru Plate Tie Plate Weld PDrag PDrag PDrag Conn./Splice Plate Conn./Splice Weld Tie Plate Tie Plate Weld vr„ 0.899 0.899 0.899 0.899 0.899 Asreqd Aareq'd Iveretd l req'd Aareq'd Iwreq'd Iwreq'd Vmax 0.899 0.899 0.899 Asreq'd I .d lwreq'd Asreq'd lwreq'd Lq'd Length 181.33 140.33 100.33 60.33 20 Load (kips) Conn 163.001i3.9 .4)- Lsel6Wii 126.151113.K MI I .��ii�y,, 'its 90.19113.41-7 tfieJll€ rI'9 54.23/13.4'4.0 We...6 61ts i H�I.kusaS&h. 7.55 In 7.55 In` 44.29 in 1/4 inch 35.44 in 5/16 inch 5.84 in` 34.28 in 1/4 inch 27.42 in 5/16 inch Length oa in` in 1/4 inch in 5/16 inch In` in 1/4 inch in 5/16 inch tV.G . =I1.>5" On drawing r N/A k44i`4 (04.-„G' f N/Atkq 1�e,c) 0/4 N/A k N/A k 7.t+� N/A k L 8x4x3/4 onn. Ang e MC10x28.5 . onn. Tie Channel i , 114 inch fillet weld 36 i 5/16 inch fillet weld See above 1' ru Plate 35 i 1/4 inch fillet weld 28 ,116 inch fillet weld pecial Jalk On drawings k k k Conn./Splice Plate in 1/4 inch fillet weld in 5/16 inch fillet weld Tie Plate in 1/4 inch fillet weld in 5/16 inch fillet weld AA 0 oo F �o gcs !�g� � CJ . 93 B7 1' 4 1 42 43 I' i1111111 I11111 1 111111II 11.1 inch vis :. 1I Slna Orr t8p7., ". L_IL rE ._1 Bb d ) 77 1.11 11iI1IIlL.1I1l1111]1I161:. 11 i 111110 IinliiIIIIIII�I�IIIIIIIIIIIIIIIIIIIIIIII(iiluIIIIIIIIIIIIIIIII�lllll 0 0 BB KOHL'S - TUKWILA, WA 17200 eoUTMCEHTER PARKWAY TUKWILA. WA owe D BV: MILSDEVELOMILS DEPAMMENT STORES, INC. Mt WOD101e0fiEW000OWE LIINAC11EE FMM&W00077 P 57051 7f1• DMA 710.7000 FAX 0417300.700 11152 A.MBR.OSE ENGINEER NG '7.7 'ww N215 Cclt\4EF1•:E c r 81I'17 7077 !:E':A.Rsun:i. /a 4.712 12114.7.7 7P0. DATE 177 OESCR,P710V SCALE, S.EET: A70.007 17 00-302 Men e✓: [7C 0.4D 9":11\'5 _ DS. Su9VRA, 'C/12/:e AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com teral Design Using IBC 2003 (Cont.) Member Design Hi Roof N -S Direction Diaphragm: At Ends Away from wall N/A Chord: Mas. Reinf. Steel Hi Roof E -W Direction �j m c( ti/b6 Job: 14)DSS--Tukwila, Page: LI1 Job #: 06-392 Designer: MTB Date: 9/22/2006 3 -Sided Diaphragm' N (Y or N, case sensitive) 49.5 ft wall 3 -Sided Moment N/A k -ft 41 ft 41 ft Tension/Compression Welds v v Asreq'd Asreq'd Lreq'd Iwregb Iwreq'd T 0.598 kif 0.328 kif 0.328 kfl 27.1 k in' 126 in` 36/7 + VSC © 24"o/c [7071 36/5 + VSC @ 24"olc [604] L 3x3x1/4 N/A Bars in BB 3"x1/2" Splice Plate 9.83 in 3/16 incl 7.37 in 1/4 inch 5.90 in 5/16 incl 10 8 6 thsinchweld) *.928k/in) 3 -Sided Diaphragm' Y or N, case sensitive) 3 -Sided Moment N/A k -ft Diaphragm: At End Away from wall 0 ft Chord: Mas. Reinf. Steel Oft Tension/Compression Welds Asreq'd(16 F. ) AAsreq''d Aeraq'd 0.126 klf 0.126 Id 0.126 kfl 1.6 k in - 0.07 in` in 3/16 inch fillet weld in 1/4 inch fillet weld in 5/16 inch fillet weld 181.3 ftwall 36/5 + VSC @ 24"olc [604] L 3x3x1/4 N/A Bars in BB 3"x1/2" Splice Plate 0.57 in 3/16 inct 0.43 in 1/4 inch 0.34 in 5116 incl• 1 W'QX6thsinchwe1d *.920/in) 1 1 1 in 3/16 inch fillet weld in 1/4 inch fillet weld in 5/16 inch fillet weld Page 38 of 57 Report ER -2078P (12101/02) TABLE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (pff), AND FLEXIBILITY FACTORS, F, FOR TYPE PLB' -38 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOK1 ' SYSTEM'.ZM0.6 Continued SIDELAP SPAN (ft -in.) ATTACH - GAGE MENT 4'-0" 5'-0" 6'-0" T.0" 8'.0" 9'-0" 10'-0" 11'-0" 12'.0" 36/5 WELD PATTERN AT SUPPORTS 22 VSC Q 24" q 676 604 524 497 451 439 409 - - F 9.9+78R 11.9+56R 14.5+42R 16.5+34R 19.3+28R 21.2+23R 24.2+20R VSC Q18 q 722 639 557 523 499 461 449 F 9.4+78R 11.4+56R 13.8+42R 15.8+34R 17.7+28R 20.4+23R 22.2+20R - VSC Q 12" q 761 670 611 570 540 517 500 - F 9.1+78R 11.0+56R 12.9+42R 14.7+34R 16.6+28R 18.4+23R 20.3+20R - - VSC Q 8' q 826 748 678 646 608 593 570 F 8.6+78R 10.1+56R 11.9+42R 13.3+34R 15.1+28R 16.4+23R 18.1+20R VSC Q6" q 881 792 734 694 666 644 628 - F 8.2+78R 9.7+56R 11.2+42R 12.6+34R 14.0+28R 15.3+23R 16.7+20R VSC Q 4" q 973 885 828 790 762 742 727 F 7.7+78R 9.0+56R 10.2+42R 11.4+34R 12.6+28R 13.7+23R 14.8+20R - 20 VSC Q 24' VSC Q 18' q 1000 864 764 718 650 629 585 575 544 F 7.6+54R 9.2+39R 11.2+29R 12.9+23R 15.1+19R 18.7+16R 19.1+14R 20.6+12R 23.1+10R q 1060 930 807 754 715 658 639 623 590 F 7.3+54R 8.8+39R 10.8+29R 12.4+23R 14.0+19R 16.1+16R 17.7+14R 19.2+12R 21.4+10R VSC q 1111 971 879 815 769 733 706 685 666 F 7.0+54R 8.5+39R 10.1+29R 11.6+23R 13.1+19R 14.7+16R 16.2+14R 17.7+12R 19.2+10R VSC Q 8" q 1197 1073 967 916 859 835 800 787 688 F 6.7+54R 7.9+39R 19.4+29R 10.6+23R 12.0+19R 13.2+16R 14.6+14R 15.7+12R 17.1+10R VSC Q6" q 1269 1131 1042 980 936 903 878 818 688 F 6.5+54R 7.7+39R 8.9+29R 10.0+23R 11.2+19R 12.4+16R 13.5+14R 14.6+12R 15.7+10R VSCQ4" q 1390 1254 1166 1107 1064 1033 990 818 688 F 6.1+54R 7.1+39R 8.2+29R 9.2+23R 10.1+19R 11.1+16R 12.0+14R 12.9+12R 13.9+10R VSC Q 24" q 1667 1457 1256 1171 1058 1017 944 924 873 F 5.0+31R 6.0+22R 7.4+17R 8.5+13R 10.1+11R 11.2+9R 12.9+8R 14.0+7R 15.7+6R VSC Q 18" q 1755 1525 1319 1223 1152 1060 1024 995 942 F 4.8+31R 5.8+22R 7.1+17R 8.2+13R 9.4+11R 10.8+9R 12.0+8R 13.1+7R 14.7+6R VSC Q 12" 18 VSC Q8" q 1829 1584 1424 1313 1232 1171 1124 1087 1057 F 4.7+31R 5.7+22R 6.7+17R 7.8+13R 8.9+11R 10.0+9R 11.1+8R 12.2+7R 13.3+6R q 1953 1733 1553 1461 1365 1320 1262 1238 1057 F 4.5+31R 5.3+22R 6.3+17R 7.2+13R 8.2+11R 9.0+9R 10.1+8R 10.9+7R 11.9+6R VSC Q6' q 2057 1817 1662 1555 1478 1421 1378 1257 1057 F 4.4+31R 5.2+22R 6.0+17R 6.9+13R 7.7+11R 8.5+9R 9.4+8R 10.2+7R 11.0+6R VSC Q 4" q 2233 1996 1844 1740 1666 1612 1521 .1257 1057 F 4.2+31R 4.9+22R 5.8+17R 6.3+13R 7.0+11R 7.7+9R 8.4+8R 9.1+7R 9.8+6R 16 VSC Q 24" q 2284 1987 1711 1589 1435 1377 1278 1249 1179 F 3.6+20R 4.3+14R 5.3+11R 6.1+8R 7.2+7R 8.1+6R 9.3+5R 10.2+4R 11.5+4R VSC Q 18" q 2396 2073 1792 1656 1557 1432 1381 1341 1269 F 3.5+20R 4.2+14R 5.1+11R 5.9+8R 6.8+7R 7.9+6R 8.7+5R 9.6+4R 10.8+4R VSC (a 12" q 2490 2149 1927 1772 1660 1576 1511 1461 1421 F 3.4+20R 4.1+14R 4.9+11R 5.6+8R 6.4+7R 7.3+6R 8.1+5R 8.9+4R 9.8+4R VSC Q 8" q 2648 2340 2092 1963 1832 1769 1690 1658 1478 F 3.3+20R 3.9+14R 4.6+11R 5.2+8R 6.0+7R 6.6+6R 7.4+5R 8.0+4R 8.8+4R VSC Q6" q 2781 2447 2232 2084 1978 1900 1841 1759 1478 F 3.2+20R 3.8+14R 4.4+11R 5.0+8R 5.6+7R 6.3+6R 6.9+5R 7.5+4R 8.1+4R VSC 4" q 3005 2678 2466 2322 2221 2148 2094 1759 1478 F 3.1+20R 3.6+14R 4.1+11R 4.6+SR 5.2+7R 5.7+6R 8.2+5R 6.7+4R 7.3+4R See Page 39 for footnotes (continued) Page 39 of 57 Report ER -2078P (12101/02) TABLE 19 -ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE PLBn -36 DECK WITH SIDELAPS CONNECTED WITH THE PUNCHLOKT'' SYSTEM' -'m- Continued SIDELAP SPAN (ft -in.) ATTACH - GAGE MEN' 4'-0" 5'-0" 13.'-0" 7'-0" 8'-0" 9'.0" 10'-0" 11'41" 12-0" 3611 WELD PATTERN AT SUPPORTS 22 VSC 0 24" q 792 707 620 592 544 535 505 - - F 8.1+22R 7.8+17R 9.2+15R 8.8+12R 10.0+11R 9.5+10R 10.5+9R - -. VSC @ 18" q 836 743 655 621 599 561 554 - - F 6.5+22R 8.6+17R 7.7+15R 7.6+12R 7.6+11R 8.4+10R 8.2+9R - - VSC ©12" q 873 774 713 673 648 628 615 F 5.6+22R 5.9+17R 6.1+15R 5.3+12R 6.4+11R 6.5+10R 6.5+9R VSC 08" q 936 853 784 757 724 718 701 F 4.7+22R 4.8+17R 5.0+15R 5.0+12R 5.1+11R 5.1+10R 5.2+9R VSC 6° q 988 898 844 811 790 778 753 - F 4.3+22R 4.4+17R 4.5+15R 4.5+12R 4.5+11R 4.5+10R 4.6+9R VSc 4" q 1077 992 944 917 901 894 753 F 3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11R 3.9+10R 3.9+9R - 20 VSC24' q 1156 1025 897 852 782 766 722 721 688 F 8.3+15R B.2+12R 7.3+10R 7.0+9R 8.0+BR 7.6+7R 8.4+6R 8.1+6R 8.8+5R VSC © 18' q 1216 1074 944 892 857 802 789 782 688 F 5.1+15R 5.3+12R 6.1+10R 6.1+9R 6.1+8R 6.7+7R 6.7+6R 6.6+6R 7.1+5R VSC © 12" VSC 8' q 1266 1117 1023 962 921 893 674 818 688 F 4.5+15R 4.T+12R 4.9+10R 5.1+9R 5.248R 5.3+7R 5.3+6R 5.4+6R 5.4+5R q 1351 1224 1120 1078 1028 1018 990 818 688 F 3.8+15R 3.9+12R 4.1+10R 4.1+9R 4.2+8R 4.2+7R 4.34-6R 4.2+6R 4.3+5R 18 VSC 0 6" VSC 4' VSC 0 24" VSC c, 18' q 1422 1284 1202 1150 1119 1099 990 818 688 F 3.5+15R 3.6+12R 3.6+10R 3.7+9R 3.7+SR 3.7+TR 3.84-6R 3.8+6R 3.8+5R q 1542 1413 1338 1295 1270 1223 990 818 688 F . 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+BR 3.2+5R q 1871 1651 1443 1364 1252 1224 1154 1150 1057 F 4.3+9R 4.3+7R 5.0+6R 4.9+5R 5.5+4R 5.3+4R 5.9+3R 5.7+3R 6.2+3R q 1961 1724 1515 1427 1368 1279 1258 1245 1057 F 3.6+9R 3.7+7R 4.3+6R 4.3+5R 4.3+4R 4.7+4R 4.7+3R 4.7+3R 5.0+3R VSC © 12' VSC©8" q 2038 1789 1635 1534 1466 1420 1389 1257 1057 F 3.2+9R 3.3+7R 3.5+6R 3.6+5R 3.7+4R 3.7+4R 3.8+3R 3.8+3R 3.9+3R q 2166 1952 1783 1711 1631 1610 1521 1257 1057 F 2.7+9R 2.8+7R 2.9+6R 2.9+5R 3.0+4R 3.0+4R 3.1+3R 3.1+3R 3.1+3R VSC6" VSC CD 4" q 2274 2044 1907 1622 1770 1738 1521 1257 1057 F 2.5+9R 2.8+7R 2.8+6R 2.7+5R 2.7+4R 2.7+4R 2.7+3R 2.7+3R 2.8+3R q 2455 2240 2116 2044 2002 1878 1521 1257 1057 F 2.3+9R 2.3+7R 2.3+6R 2.3+5R 2.4+4R 2.44-4R 2.4+3R 2.4+3R 2.4+3R 18 VSC CD24' q 2524 2227 1948 1843 1692 1857 1564 ' 1551 1478 F 3.2+5R 3.2+4R 3.7+4R 3.7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R VSC 18' VScCa12 q 2645 2325 2044 1926 1849 1731 1704 1690 1478 F 2.7+5R 2.8+4R 3.2+4R 3.2+3R 3.2+3R 3.6+2R 3.6+2R 3.6+2R 3.8+2R q 2746 2412 2205 2071 1982 1922 1882 1759 1478 F 2.4+5R 2.5+4R 2.6+4R 2.7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R VSC 08" q 2917 2630 2403 2308 2203 2178 2126 1759 1478 F 2.1+5R 2.1+4R 2.2+4R 2.2+3R 2.3+3R 2.3+2R 2.4+2R 2.4+2R 2.4+2R VSC © 6' q 3060 2752 2570 2456 2391 2351 2129 1759 1478 F 1.9+5R 2.0+4R 2.0+4R 2.1+3R 2.1+3R 2.1+2R 2.1+2R 2.1+2R 2.1+2R VSC Q4" q 3301 3013 2849 2755 2704 2626 2129 1759 1478 F 1.8+5R 1.8+4R 1.8+4R 1.8+3R 1.8+3R 1.9+2R 1.9+2R 1.9+2R 1.9+2R i VSC x Verco sIdelap connection. 2 The dimension frorn the first and fast sidetap connection within each span is to be no more than one-half of the specified spacing. 9 R Is the vertical span (L,) of deck units divided by the length of the deck sheet R = 4 The flexibility limitations shown In Table 7 may be used as a guide in lieu of rational analysis of the anticipated deflections. 6 Interpolation of diaphragm strength between adjacent spans is permissible. For interpolated lengths, use diaphragm flexibility factor for the closest span length. 6 Diaphragm shear values for sidelap fasteners placed at spacings other than those In the table should be determined based on the number of fasteners In each span. AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ambengOambeng.com Lateral Design Using IBC 2003 (Cont) Mezzanine Diaphragm: Wall Rigidity T= Pier @ Top of Wall N= Pier Not @ Top of Wall V= Shear Load b= Wall Thickness E=Mod. of Elasticity Table Guidelines: Level 2--? Level l ►V etv:seet'e7 x 11 7 Job: KDS-Tukwila, WA Page: L14 Job #: 06-392 Designer: MTB Date: 9/22/2006 kN =lateraktiffnes 70= b(consi}*E Example: Wall I Wall Level Pier T or N h (ft) L (ft) h/L 1 1 A N 11.58 27.75 0.417 1 1 B N 11.58 27.75 0.417 2 1 A N 7.33 19.73 0.372 2 1 B N 7.33 5.92 1238 2 1 C N 7.33 6.75 1.086 2 1 ID N 7.33 2.67 2.745 2 1 iE N 7.33 8.67 0.845 2 1 F N 7.33 7 1.047 2 1 G N 7.33 19 0.386 2 1 H N 7.33 22 0.333 2 1 I N 7.33 18 0.407 2 1 J N 7.33 13.67 0.536 et 2 1 K N 7.33 2.6 2.819 3 2 1 L N 7.33 20.4 0.359 1 M N 7.33 6.07 1208 2 1 N N 7.33 10 0.733 2 2 0 N 4.25 19.73 0.215 2 2 P N 4.25 22 0.193 2 2 Q N 4.25 19 0.224 2 2 R N 4.25 19 0.224 2 2 S N 4.25 22 0.193 2 2 T N 4.25 18 0.236 2 2 U N 4.25 19.6 0217 2 2 V N 4.25 20.4 0.208 2 2 W N 4.25 20.4 0.208 3 1 A N 8 5.6 1.429 3 1 B N 8 5.17 1.547 1 C N 8 1.67 4.790 1 D N 8 1.67 4.790 1 E N 8 3.33 2.402 1 F N 8 4.33 1.848 3 2 G N 3.58 24.77 0.145 3 2 H N 3.58 25.33 earkkt 1 A N (V -3J *Ali bold items must be filled in. The level number refers to the vertical level of the group of piers on the wall. Each pier must be listed individully, even if two exact pier occur. 114 (k) EVA kevel ATMs]19726.568 19726.568 39453.137 0.0000253 0.000025 22412.468 4655.295 5757.392 903.280 8319.655 6091.202 21509.124 25208.098 20267.666 14822.405 846.554 23239.600 4853.372 10077.395 168963.506 0.000 39817.495 44531.375 38298.582 38298.582 44531.375 36215.023 39547.122 41210.188 41210.188 363659.928 0.000 0.000 3628.440 3130.251 210.205 210.205 1239.942 2205.075 10624.119 0.000 59845.435 61216.930 121062.365 0.000 0.000 9766.993 748.000 748.000 0.001 0.001 748.000 0.000 #DIV101 Total 125878.404 94r3 Ambrose Engineering, Inc. Units system: English Current Date: 12/19/2006 1:34 PM File name: 6:12006dwg \ 06-392 KOS #11152 - Tukwila. Wa CALCS ONLYIRCalcs\RAM106-392_Une 3.8 Rev 12-19-06.adv Com. n n Address: W66 N215 Commerce Ct. Suite 100 Cedarbu WI 53012 a ed et• u4A nk0.001.42 [In] .M41301071 (inj Otgectier •frftvi. lot146 11' Lave" 1/0,0337 V.it4n1 see, SL+ 1.14 Tx -a.001218 [in] 71x.13 [in] ezu;Aai AMBROSE ENGINEERING, INC. Job: Tukwila, WA Page: 1.15 Job #: 06-3 06-392 W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.cam Designer: MTB Date: 9/22/2006 Lateral Design Using IBC 2003 (Cont.) Mezzanine Diaphragm: (Cont.) Mezzanine Center of Mass Areas N -S E -W Area N-Sdist E-Wdist Basic Mezzanine 49.5 181.33 8975.835 24.75 90.665 Bumpout 0 0 0 0 0 Areas Removed Center of Mass: N -Scorn E -W com 23.61 ft 88.26 ft Mezzanine Center of Rigidity 8036 ft2 N -S E -W Area N-Sdist Q..00 0:00 0.00 0.00 Shear Wall Rigidity and Direction of Rigidity 0.00 ft2 E-Wdi,t 110Totar Dir of R d dim cor RNs RE.w Rd Rd' S. 1 39453.1 N -0.302 36.68944 39453.1 0 1447511.97 53108397 S W 2 115363.5 E 50.7 0 0 115363.5 0 0 SW 3 9767 N 180.43 144.0426 9767 0 1406863.73 2.03E+08 1.. 748 N 90.73 54.34256 748 0 40648.2383 2208930 5 0 0 0 0 0 6 165331.6 49968.1 115363.5 2.58E+08 *Enter rigidity from calculations on wall stiffness calculation page manually. For direction of rigidity (Dir of R), enter a capital N of E for either rigid in N -S direction of E -W direction. For the value "d", the distance must be put in for the opposite direction as rigidity. If a wall is rigid in the E -W direction, the distance north from the south most point is entered. Center of Rigidity: N -Scor 50.70 ft E -W„, 36.39 ft \ to 20'-4" 20'- 139.-4" • • •' • .1 •• 3.5 181' • 20.-0" / 20'- 0" / 23.-0" / 11:: 1 / 4 " .47r T 4 SP 6.-0" = 24.-0" 2'-11" SF 4PLicc: ' @ 6.-0" = 544 'PLIC C-O•ki. .1 • C5D •i Act4e4 t4\Gc2, L 42.-0" 17.-0" 4 SP. @ = 2 3'- 0" C,04. C.W6r 0{11g 9kbly 4 L1"(14€10-•¢.... CS,tat/4 ONIlve"'" fr44 7 SP. 24'-8" 17.-3" 14.-10" 6.-0" L&Fe'J O4 5'-8" Inch 1/16 11 NVESTCOTTP • ' Sinceap. :.19111.1::11111'1171111.1111111111'111111111.1.1'11.1%Iiirli'lilitliiii:1:11 11;111.111 16'111111111 .1111111,111111-1 I) 11 11 5.1 '6 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 252/377-7602 FAX 262/377-4868 ambeng@ambeng.com feral Design Using IBC 2003 (Cont) Mezzanine Diaphragm: (Cont.) Vv=FP _ Rd VT Rd2MT RN -5 RE -w Rd 39453.1 0 1 E+06 5E+07 0 115364 0 0 9767 0 1E+06 2E+08 -*748 0 40648 2E+06 0 0 0 0 49968.1 115364 3E+08 Rd` Job: Job #: Designer: Date: Lateral -S 103.782 k Lateral E -W 90.4395 k Lateral N -S Lateral E -W Vv VT' Vv 81.94268 35.49 0.00 0 0.00 90.44 20.28571 34.49 0.00 1.553569 1.00 0.00 0 0.00 0.00 103.782 90.439 Shear Dowels: (Based on ACI 318-99, 11.7.4 Shear Friction) OVn =CA,ffyp p=0.62 t$ = .85 #3Dwl@ #3 DwI @ #3 DwI @ 6 " o/c 18 "o/c 18 " o/c 15.00 0.00 14.58 0.42 KDS-Tukwila, WA Page: LI7 06-392 MTB 9/22/2006 � r Fbrt.i.04mascot. fK a " r -c t, 0.. -:103,8"a -OS) = Acv qtr = 51.3 (as) = 1S1 a1 17.43 45.42 0.44 111.4 .78 49.5 55 49.5 Vmax 2.585 0.812 1.107 0.052 '44.4)-- 31)11/44.n ._ y kvmt.tii Lbs-�415�t�/� 0(533 - °'C ,fir 01'c-> ti/ 4 Lis a klf CFO cl)v„ 6.732 )va 2.244 CDva 2.244 va 4.809 va 1.603 va 1.603 *For calculation of allowable shear Load for each dowel spacing, ultimate Toads must be used. The v from the table above is a E/1.4 or W value. The cl)Vn value is the strength. For an ultimate comparison, the loads in the table should be multiplied by 1.4 for E or 1.3 for W. Instead, The c1V„ was divided by 1.4 for comparison to the table values. Torsional Moments: (must include 5% of wall length for accidental torsion, 1617.4.4.4) Lateral N -S Load E -Wo m E -W„,. LE -W Chord Members: Lateral N -S Pu wu M„ d T=C Asreq rpng d T=C A5req No 3 -Sided 103.78 k 88.26 ft 36.39 ft 181.33 ft Torsion Arm,d 60.94 ft Mrn,s 6324.5 k -ft 103.78 k 145.29 k 0.801 klf 3293.3 k -ft 49.5 ft 66.53 k 1.23 in` Oft k in` Not 3 -Sided 3 #6 Bar(s) N/A Bar(s) Lateral E -W Load N -S„,,, N -S cor LN.s Yes 3 -Sided 90.44 k 23.61 ft 50.70 ft 49.5 ft Torsion Arm,d 29.57 ft M ,5 2674 k -ft Lateral E -W Pu wu Mu d T=C Asreq @ Opng d T=C Asreq 90.44 k 126.62 k 2.558 klf 3133.7 k -ft 181.33 ft 17.28 k 0.32 in - 0 ft n`Oft k in` 3 -Sided 2 #6 Bar(s) N/A Bar(s) AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedorburg, WI 53012 262/377-7602 FAX 262/377-4868 ambeng@ambeng.com Lateral Design Using IBC 2003 (Cont.) Component Design Wind Loads: • Height Exposure Basic Wind Speed Interior Zone Horizontal Load End Zone Horizontal Load Importance Factor Height and Exposure Coefficient Interior Zone Design Pressure End Zone Design Pressure Seismic Loads: Seismic Factor, Sas Seismic Factor, SD1 Seismic Design Category Importance Factor Factor for Wall Anchorage Weight of the Wall 28.25 ft Cft 1 0.801 0.735 D 0.8 90 psf esu:J 1147 Job: KDS-Tukwila, WA Page: L18 Job #: 06-392 Designer: MTB Date: 9/22/2006 Parapet Lo hwaii Lo In Parapet Hi ...th Mezz to Hi f l Slab to Mezz Wall Design Pressure Wall Anchorage Pressure Parapet Design Pressure Parapet Anchorage Pressure 28.836 psf 57.672 psf 86.508 psf 115.344 psf Architectural Component: F, P =0 Aa DsWP (1+ 21 (!L') Fpmax = 1.6SDS IPWP Fpmn = 0.3SDsIPWP hparapet b hwali to 8.83 ft parapet hi 2.75 ft 17 ft hmea to hl 16.5 ft hslab to mezz 11.58 ft .4 for Category A and B, 0.8 for Category C, D, E, F Wall Below Roof Wall Fp = 0.4IESDSWW Anchorage Fp = 0.4IESDsw� All Categories Category A, B Fp = 0.81 E S DS w„ Category D, E, F Parapet Fp 0.9612 W Fpm 1.2816 W Fpmin 0.2403 W Use Fp 0.9612 W ap 2.5 Table 1621.2 Parapet Anchors Fp 1.602 W Rp 2.5 Fp1.2816 W Rparxhors '1.5 Fpmin 0.2403 W z 19.07 ft Use Fp 1.2816 W h 19.07 ft Ip 1 AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg. WI 53012 262/377-7602 FAX 262/377-4868 ambengeambeng.com ! terar Design Using IBC 2003 (Cont.) nent Reactions: Job: KDS-Tukwila, WW Page: L19 Job #: 06-392 Designer: MTB Date: 9/22/2006 EQ 0.7*EQ WL NIA Controls Value Use Low Roof Anchors 1.132 0.792 0.338 EQ 0.792 kif 0.792 kif Low Roof Parapet Anchors 1.019 0.713 0.323 EQ 0.713 kif High Roof Anchors 0.649 0.454 0.194 EQ 0.454 klf 0.454 klf High Roof Parapet Anchors 0.318 0223 0.101 EQ 0.223 kif Low Roof Check Deck Perpendicular To Wall as Subdiaphragm F'p,in 0.196 kif w 0.792 kif Span 40 ft Depth 19.73 ft V 15.848 k/end v 0.8032 klf M 158.48 k -ft T=C 8.0324 k Joist Girder Ties 36/7 + VSC © 8" [853] (Diaphragm Pattern) w i -alb, wall Use Maximum PJG 0.792 39.33 31.16509 32 k Grids G PJG 0.792 39 30.9036 31 k Grids B PJG 0.792 33.5 26.5454 27 k Grids C PJG 0.792 32.5 25.753 26 k Grids D, E, F Tie Plates A•d 1.44 in2 (2) 3" x 1/4" Tie Plate(s) Weld Ireq•d 11.19 of 3/16 in 12 in. of 3/16 inch weld 8.40 of 1/4 in 9 in. of 1/4 inch weld Wall Anchors Anchor 1/2 "0 Epoxy Anchors @ 24 " o/c T,,, 1585 lb Shear 0 lb With Lateral Shear Allowable 7370 Ib 9826.667 Ib Tension Allowable 3935 lb 5246.667 lb Anchor Design Checks Shear 0.00 OK Tension 0.40 OK Shear + Tension 0.14 OK AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 arnbeng@ambeng.com Lateral Design Using IBC 2003 (Cont) Low Roof (Cont.) Check Joists Pe . endicular To Wall as Subdia. hra • m (.6 PLAsest 114/0 Job: KDS-Tukwila, WA Page: I_20 . Job #: 06-392 Designer: MTB Date: 9/22/2006 w 0.792 kif Span 40 ft Depth 37.4 ft V 15.848 Wend v 0.423743 kif 36/5 + VSC © 24" [604] (Diaphragm Pattern) M 158.48 k -ft T=C 4.237433 k Tie Joists W Leib. wall Use Maximum PTJ 0.792 40 31.696 32 k Grids 3, 4, 5, 6, 7, 8 PTJ 0.792 30.17 23.90671 24 k Grids 2, 9 PTJ 0.792 0 0 k Grids PTS 0.792 0 0 k Grids Tie Plates Asreq'd 1.47 int 35;1/4" Tie Plate(s) Weld Ireq'd 11.48 of 3/16 in 8.61 of 1/4 in Special Joists Spacing Use P6o 0.792 5 3.962 4 k Irec.d 2.135 of 1/8 in 12 in. of 3116 inch weld 9 in. of 1/4 inch weld 3.0 in. min.of 1/8 inch AMBROSE ENGINEERING, INC. W67 N222 Evergreen Blvd. Cedarburg, WI 53012 262/377-7602 FAX 262/377-4868 arnbengeambeng.corn iteral Design Using IBC 2003 (Cont.) High Roof Check Deck P - isendicular To Wall as Subdiaphraam &Rev:a 11,407 Job: KDS-Tukwila, WA Page: L21 Job #: 06-392 Designer: MTB Date: 9/22/2006 w 0.454 klf Span 49.5 ft Depth 19.73 ft V 11.24393 k/end v 0.56989 kif 36/7 + VSC @ 24" [707] (Diaphragm Pattern) M 139.1436 k -ft T=C 7.052386 k Joist Girder Ties Maximum PJG PJG W 1-kib. wall Use 0.454 0 0 k Grids N/A 0.454 0 0 k Grids N/A Check Joists Perpendicular To Wall as Subdiaphragm I w 0.454 Id Span 40 ft Depth 49.5 ft V 9.086 k/end v 0.183556 kif M 90.86 k -ft T=C 1.835556 k Tie Joists 36/5 + VSC @ 24" [604] (Diaphragm Pattern) W '-trib. wall Use Maximum PTJ 0.454 40 18.17 19 k Grids NIA Pt; 0.454 30.17 13.71 14 k Grids N/A Special Joists Pspl ILea'd Spacing Use 0.454 5 2.272 2.3 k 1235 of 1/8 in 2.0 in. min.of 1/8 inch Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 P: (262) 377-7602 F: (262) 377-4868 10114(4 / Title : Kohl's Department Stores Job # 06-y92 Dsgnr: MB Date: 3:34PM, 19 DEC 06 Description : Tukwila, WA Scope : Rev. 560002 User: KW -0604190, Ver 5.8.0, 1 -Nov -2006 Concrete Shear Wall Design (c)1983-2006 ENERCALC Engineering Software Description SW typ V=173k11.4 Page 06-382_calcs.etw SW 12-1 General Information Total Wall Height Concrete Weight Live & Short Act Separately 25.670 ft 145.000 pcf Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Seismic Factor Seismic Zone Min Wall As% for Bending Overburden Weight 0.1140 4 0.0014 0.00 psf Applied Loads eteNikk Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Lateral Loads... Load #1 123.600 k Height 17.667 ft Vertical Loads... Dead #1 42.000 Uve Short Term 116.000 k Vertical Hpriz. 17.667 69.670 ft Wall Data 1 Analysis Height Wall Offset Wali Length Wall Thickness fc : Concrete Fy : Rebar Effective Depth Wall Analysis Bottom 0.00 ft ( datum) ft 139.330 ft 7.250 in 4,000.0 psi 60,000.0 psi 16.000 ft Vs : Story Shear Ms w! Lat Right Ms w/ Lat Left Uplift © Left End Uplift © Right Vu = Vs' Factor(s) Vu : Applied Nu : Axial Mu : Moment vc ` .85 Bottom 159.32 k 2,642.3 k -ft -2,641.9 k -ft k k 223.047 k 160.23 psi 497.46 k 3,699.23 k -ft 186.124 psi vn:max = 10 • sgrt(fc) * .6 379.47 psi psi psi psi psi Vu Horizontal As Req'd Vertical As Req'd Mu : Actual Bending As Req'd Bottom 223.05 k 0.22 int 0.22 int 3,699.23 k -ft 4.64 in2 Footing fc Fy Rebar Cover Footing Thickness Width 3,000.0 psi 60,000.0 psi 3.000 in 12.00 in 2.000 ft Footing Dimensions Dist Left Wall Length Dist. Right Total Ftg Length Kem Width 0.670 ft 139.330 ft 0.670 ft 140.670 ft 23.445 ft Ambrose Engineering, Inc. W66 N215 Commerce Ct. Suite 100 Cedarburg, WI 53012 P: (262) 377-7602 F: (262) 377-4868 Title : Kohl's Department Stores Dsgnr: MB Description : Tukwila, WA Scope : Rev: 580002 User. KW -0604190. Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Concrete Shear Wall Design Job # 06-392 Date: 3:34PM, 19 DEC 06 Page 2 06-392 cafcs.ecw:SW 12-19-06 Description SW typ V -173k11.4 Wall & Footing Stability... Total Vertical Loads Overturning Moments... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Resultant Ecc. Fom Centerline... No Lateral or Short Term Loads Lat & ST Loads Applied to Left Lat & ST Loads Applied to Right Service Loads 512.12 k 0.79 k -ft 2,801.20 k -ft 2,801.62 k -ft 0.002 ft -5.470 ft 5.471 ft ACI Ea. C-1 751.77 k 1.28 k -ft 0.002 ft ACI Ea. C-2 & C-3 716.97 k 3,920.87 k -ft 3,923.08 k -ft -5.469 ft 5.472 ft Overall Wall & Footing Stability Overturning Stability Lateral Loads Applied to Left Lateral Loads Applied to Right One -Way Shear Check Left End of Footing et Right End of Footing Bending Design r Left End of Footing Right End of Footing Min. As % = 0.0018 Overturnlna Moment 2,801.41 k -ft 2,801.41 k -ft Mu 1.41 k -ft 1.41 k -ft 0.000 psi 0.000 psi 9.67 psi 9.67 psi Reslstina Moment 27,861.26 k -ft 27,860.84 k -ft Allowable As % Rea'd 0.0018 0.0018 Stability Ratio 9.945: 1 9.945: 1 93.113 psi As Re. ' 0.389 in2 0.389 in2 Soil Pressures Sou Pressures Static Soil Pressure © Left Static Soil Pressure © Right Service 1,820.17 1,820.41 Soil Pressures w/ Short Term Load Applied To Left tig Left Side of Footing Right Side of Footing Soil Pressures w/ Short Term Load Applied To Right el Left Side of Footing Right Side of Footing r., ACI Ea. C-1 2,671.90 psf 2,672.29 psf Service 2,244.97 psf 1,395.61 psf Service 1,395.54 psf 2,245.03 psf ACI Ea. C-2 & C-3 3,142.83 psf 1,953.97 psf ACI Ea. C-2 & C-3 1,953.64 psf 3,143.17 psf ACI Factors (per ACI 318-02, applied Internally to entered loads) ACI C-1 & C-2 OL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST : 1.400 1.700 1.600 1.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"i "1.4" Factor for Seismic 0.900 Adel ''0.9" Factor for Seismic 0.900 1.300 1.400 00000 00000 00000 �00�0 .-0000 1 $5 2 1 9 88888 66666 58888 66666 xpX UX .x� O O 6 O OAkk 01,000 N 0 f 0 0000 0000 0000 0000 0000 0000 0 0 r 0 0 .ip N 0 V 0 20 414:0 , A IdIqt 1{ 0 V 31 f 9 8 6 8 0 8 a 8 8 8 H 8 a Z N 1 000000 888888 600660 888888 .p=d.PwO 888s .1-p40000 Ambrose Engineering, Inc. 17107701st 1,010 01..x0000 11'10400070000 00.004: 8120070001-302 NOS 011112+ 1.01031NY 000l0041.171C0400711600912_11,0 MAW 12.1001.44 Orrin, Achr.: 7100010 Common= 02 4/1.100. 0.1414.0.114012 Load Bids al:1MM Cone :Odr 170•01 warm Y • Ird mltlabl la W rrW.4101-1.0001 me) Lend conditions O 4414103 0r411bn °a14 0010..0 O Mei b4 • 1110 red V 0.10 .14 / 4000.s O RIB Br 100 1M1d M 0 parr 000. 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Q1/05 O .012' 7.401 20.0077 00000 0.00000 0.0000 4.1600 4.0100 06000 0.4010 4.110 00000 00000 41000 0.0000 0.00000 010000 0.00000 00010 bur 02001 Mr61p1100.001rmot 0.00002 O 0004 0.40000 49010 101 1000 c..01100400.41000 O 0001 01000 19100 11000 0.0021 0411 0.001 C001111461101.016 1444 0000 0411 4.0000 0411 001200 0111 O 0012 0 0000 Pgel 0.00003 O1r14004110.1111020.001.4 440514 41 45121 2 02200 01041 S .0 MU 1141001 0,00000 040200 0.0111 O .00303 0.000 00000 4010 110000 0.40003 0.00400 010000 0.00000 1110 .710200 041000 14.416:01101046104116 20.40* 1 110070 1141011 2 01000 40411 1 7.08322 -1141011 000000 000000 010100 0.00000 000000 0.0000 O 10000 0.00000 0 00000 0.00000 0010 2.011 000000 O 0000 O 0040 2010 OJY 1401110 00000 Lay104..7 W,0404M 0o r 02.10.. 0010 O .00000 0.0010 0010 4151 09100 0.011 1200016001,600104110104.10.• 0.0010 O .1001 0121 0.131 1001 00000 AMMO 000116•400041100042 0.01* 00010 0.4001 41100 4110 0401 010000 0111 104016041104410100110 orgara 0.101 0.0001 000000 O 1010 4104 04010 0.1010 2+43500 000,120. -17.10111 2 01003 f •010710 000000 -*10M0 190611 1477671 01010 0.101 010000 0001 00011 MOM 0.011 010020 02001 00000 00300 00010 0.00000 01000 0010 00000 0401 .01.114 or1w1100071010 X 04000 1 000001 7 0.0000 1 MOMS 000000 MAMBO 4.00702 51.720744 000000 4011 O .00000 0.101 220602 O 10000 0.40000 010000 41001 00110 0.40000 02021 0001 400000 0.110 O .00000 0400 00000 01010 0011.120K010Yp0•lw1. 0.1000 000000 0.0010 0.121 O 00 01001 000000 Crr.0.0.Q i. Y 048020 0.1001 0000 0100 104 0.040 0.0030 Cr0006 E.p01304 21044600 O 0011 00110 4.1111 0101 41111 00010 00010 11:414014100111 1020100.. 0.101 000000 0.0000 010200 111.7 0.001 010000 100030 01110 00000 001011 0.0160 61104.4.510 11100 7 0010 ! 41044 107114 10104 13-16111 O .0001 41002 O 0261 0.00000 0010 00000 00001 10010 0.0000 416100 010000 0.000 1511 01110 1436141 011012. 004301A000.11L 1 x0/20 8 000000 / 4.15100 1417221 4.000 041001 1102000 10211 64010 0000 AWWO 40010 40000 12010 01011 01100 420000 4,0000 0141 041 06100 1,20617 fr01401C0.1a10.1144R 1 Lauri 020202 1 .111411 161111 1.51124 1171411 016161 010016 O 01000 13110 00000 0.40003 00000 11003 O 1000 092100 1.000 O 0060 0.0001 O 1000 03000 S UM 10000 10.0041 O 11400. 1014.1910.1105 1 1.00011 010610 ! .7140 11100 1.0104 127.01/1 11100 01000 142461 41010 0.00100 0001 04001 06000 410000 412000 140000 411000 O 00100 6.00600 0.1100 111.161 410000 1421111 0•0011061120401.1111/41.110 1 1.040 2 1.1020 0 -1.440 10/01 110.4 1270511 112020 10001 O 006 012000 100000 000044 O 000 00100 120005 00000 0.00000 0000 092222 011001 001001 O 210. APO 4.0010 141140 C0100030 00001.010.4711.00 5611 1.07707 112101 2 10000 111130 / 451001 W104 00002 110610 00001 11012 O 1610 020.0 001006 0.0.20 6110 40261 41061 4000 04.00 00001 44.61 0000. 1111 2200110 01.7041 090001.0 267.120G4.7L44.710 1 2xMOM237 MOM 2 120210 410731 6 48107 101010 000000 O 1000 010010 410000 000.0 410006 61201 1110000 000000 00000 01013 11000 442004 410020 1.10001 1000 0.0200 61.7041 100041$01 1.110.0.71..474 1 moor 124011 3 11010 411111 1 4001 0510510 010000 0.00000 01001 4.0010 1.40020 100100 1.2010 114000 120200 020000 41620 410120 0.10500 1.10000 O 10201 110000 1141 0,110 4,7001 1.00000 000020 11000 0.000. 114•01001101101.1110.1.1110110 1 4412E 4.40727 2 MOW 1.1471 / 40030 24.1100 1121 09000 00300 1021 0100 400000 O 901 0/11 010200 000000 04000 020000 3151 .1100000 410010111C11.1A1oM1aw011 01/161 7 00000 O 117400 10141 110114 1.1701 1.7471 00000 00200 01001 O 021 0101 0.00000 11010 003.00 000000 0.00200 01000 0.011 1101 O 10002 01100 09000 6111 1000002 1400341 <0.014.4 0C1101140/1.411100 1 1041) 2 00000 1 -1114.7 14311/ 010134 1214411 40100 0.10000 00000 0.00000 1110 O 1410 01011 01000 0111 4.00000 00010 00001 2.00020 0.0000 492000 x0123 11110 010000 41141 00•010/1101$0,14011.4110111 1 14140 s 0111 O .IDEM 100104 21000 1070511 120® O .00000 10122 0112000 O .00000 O 000 40100 1010 0.0000 00200 0.02000 403000 4121 a ammo 0111 00021 0010 0201100 1010441 C1ab20 00101.110041.1110106 1 1.1411 7 010020 / .4140 011105 1144 127/011 00/04 00000 O 1000 1,110 O 0200 O 1010 60000 0100 09410 MOM O 2010 10100 000000 0011 O 40000 5111 102005 202041 0090 00[14.1.140.1100000 1 1940 2 01101 1 4.0140 440000 111144 125171 11 000 .00010 00.100 0.0.00 O 100. Orn 0000 O .4100 014300 0.00000 O 1010 O 0000 01601) 4.00000 6041 100 42100 1410161 0100,.6011.1.011001414 P 1 .11100 444116 7 09161 14111 / .1011171 3261610 1400 O 11010 04011 O 0110 1.0010 010010 0.00061 0,110 0000 1100 01001 0.0000 4000 O 5140 0.0314 010612 401 410000 13001014C04.14.0EOr 1 • 1.5100 { 22044 141011 311-1 04790 4000 04000 01000 O 1161 0100 6.0002 00010 01000 0/4400 010000 010000 0.011 O 10000 000M 0041 0101 00010 1111 000010 04.110 0.04000 O 1002 A00000 0.1200 lbl W llon 04-0.000.1102251 f 1.05113 505114 2 000000 155231 5 .0.01413 1274111 400600 0,06000 01000 010000 000000 0.00000 0.00000 0.00000 0.00000 0,700 400000 4.70700 MIN 000060 11,30211 0000 0C2001.010.1.060211 1.05115 2 0.00000 S .1.00111 005101 151424 127.511 0.00006 0.00600 0,000 0 00000 600000 0000 010000 000000 0.00000 0.062 00000 0.66030 000000 400106 000000 606000 0000 0,0000 1131011 C011111 412210.00000.710101.6.710. 1 .261761 11030 z 00000 4.13502 ! -16290 40.71001 006060 010006 0.00660 0.0000 0.00000 00000 0.00066 0.00000 6.46666 00000 000000 0.00000 O .01070 010000 6.00000 O 00000 SUM .1513000 51.7001 44002012522201.02430.711136076.040 .304 1 0.4530 054211 I 0.00000 11415 ! 17005 21.51122 40606 0.0064 0.0000 0000 0,2 0.010 04600 10004 006600 000230 01001 0.4300 0.0000 O 00000 O .00000 0.0004 11111 .11.70000 . 1010341 0:011136101601.0013.70.7011.110.7111 1 4.0110 .104200 2 00000 4.0070 5 .0710 21113E 01400 0.0606 0144 00664 0.0000 0.404 61000 0.66030 000006 0.00000 01000 00300 011060 60000 0202 O .604 0011 -11.20000 00.22511 0e01107 013.1.01010.73117001021R 19 8 1 45450 -.1120 2 0.0000 1.50205 6 170403 2134322 0.030* 0.0000 0.03020 0.0000 0004 0.00000 010000 0.46000 0000 0.40000 021** 0.0034 O 0000 0.06300 0.0040 02.21 41.2000 10.2231 C40200n OC2i.1.04000.70M11P'00.ML*.7SL0 1 .210701 37040 2 0040 4.1042 O 455201 01.1000 0,706 0.000* O 40000 016000 0.3000 0.00030 0.0064 M230 006000 017000 0.0000 0.01000 6.406 400000 040000 00411 -1031000 51.7231 07010001 00300120000.7900044.7624.075/ 1 .106201 37046 2 001000 4.15512 5 124220 4011020 0200 01304 0.0000 0.00000 000102 000000 3,000 00000 0034 000336 0.002 0100* 0202 020064 O .0046 SLIM -111500 51.10241 O 20000 014* Pages 020 0.06000 000,1002705.000.0.70340,7014t740 1 410701 700000 2 0.2000 4.12202 5 4]700 42.71520 0.00000 0.200 O 00660 0.00000 0.60001 0.66000 0.00000 000000 0.00000 00000 0.00000 600000 41111 -1115230 11.71041 C.400100.4450.1.000.072/002.41.76. 1 1.22014 21,06730 2 0,001 460100 5 10104 2100007 0.00000 O 0000 010000 016600 000000 0.00000 O 07066 0.000 O .00000 0.01000 00000 6.00000 0000 0.01000 0.16660 0.00700 SUM 1158000 01.70041 Co 1502fI.16m0.05 16N6.7$R / 0.10420 130110 2 010000 0.12602 { 1.0570 43100 0.60600 02000 0.00300 0.02390 016011 020060 000001 00000 000000 O 00000 10000 00000 4640 0.000 01602 603000 SUM 1120000 *520341 C10000 SCX.L100041.251102144.n. 1 101421 13.2320 ✓ 41050 11002 1,16370 412730 010000 4.4000 O .0000 4.00003 00036 0100006 00004 62340 3.00366 030230 000 100030 O 0410 O 0000 01406 0.00000 404 111000 1612341 137000103101.110010.751101300.710 1 110421 13.54020 2 0.0000 1.52.007 1 4.0070 432000 01404 01000 O 200* O 200* 603030 00000 000000 0004 O 1000 61330 4.00000 O 63636 160000 O 1604 0304 61010 0410 0151700 14.3431/ 030006220.10110.7110 04.71LN.75LR 1 11320 2110713 2 01004 4040 { 30114 :400007 00040 600206 0.0003 0002 0100* O 00000 10006 100000 0206* O 0000 0.002 O 4001 O 0000 0.0430 144111 01000 6114 113000 51.7001 C•60013232.11E000.70110400.75L0 6711 1 3.2230 2110733 x 0,4300 4,010 S 10114 21.60007 01400 010030 010030 01000 14000 440000 410000 140000 00030 O 04* 0.2* 04230 4114* 0301 0700* 6.46663 O 23 111804 4.70141 O 0161.01135010100l.700000.70420711 1 0.223/1 21.00737 2 01103 4.01101 5 34100 73.0007 4.00036 O 006* 0.0000 0.446 00000 016000 60000 600000 0.0030 04000 0,000 0,660 62000 O ,00 04030 41000 6111 113100 512041 0.0040 410000 Pagee 040000 0200* 600m 102300.01010.751151110.01. 1 243307 0145451 2 0.0000 4.11731 O 213307 43.16015 O 1000 0,40 4000 01403 0.40003 0.000 01000 000000 O 002 0.00000 0.00000 1.00004 6114 60000 11.1141 C0007 002F1.00134/2205710.71L1 1 105412 6,100 2 0,000 1.1016 s -11413 727011 410300 036066 44004 4,000 0.000 0.000 004(0 0430(0 0010 0,001 040* 0.006* 000002 413000 040000 40000 004 01444 0430047 O 300601037.101070.751151170.701 1 11413 105100 1 000300 175024 { .01413 121011 0100* 01000 O 0000 640000 0.0200 0,200 0.044 04406 6.02030 0,006 006026 O 00500- 000070 .107006,40 640000 0414 000300 11.3101 007107111:31.1.0400.750000.111 f 70415 10101 2 00240 5006 1 -01413 12.7141 0070* O 0064 01030 0.0030 0000 02400 O 004 O 00000 4.4000 04460 0,000 O 1000 O .000 0.004 1214 0.03000 MM 07100 71.243/1 07•61160CC30146640711wPN.73L00.1a0 1 2=07 1245211 2 00110 4.100 1 413107 311415 0.0006 0.00030 0.00000 0,330 O .0000 0420* 1000* 0000 O .00366 00000 000000 0.00030 0.00000 0.06000 01200 0,2 110 01000 517041 G5100 11,..40.1.003111.75151014.111.14.76$ YP40.16L.6.150 1 112007 1249231 2 413000 4.11731 O '2.0201 2100 0.00000 00640 004002 00003 O .4700 0003* O .00000 40200 0.00000 0440 01100 0.0100 0.440 0.66000 0.30660 0.0000 000 0400 11.7001 C..11110 004101.18400.730/7/0.70.0.751 1 20.0 15 01 12241 2 00000 4.11731 s -211007 311410 0.006* 0400* 0.000* 0.02 0,304 0,033 0.0056 064 O .010 000000 0,000 0.010 100* 3.00000 4,600 O .010 O 101 0000* 11.70001 C300bn 0042.1.04040. f3 W 2200.16E 1 20307 13.41291 2 0.00020 111731 5 .21047 7111414 0,00 0,00060 6011 O 2001 00000 040000 00000 416600 0.000 0.00000 0000 O .0000 070000 0.002 000000 0.60006 31401 0.00000 61.7041 000230 000360 P3ge7 0.00000 60001 O 370100 0014001.76231'04067052 1 1.4540 00310 2 0.400 1,11004 5 -11415 127011 O 144 113000 1002 0.4300 0.43030 0.000 410630 0,300 020000 O ,1,* 0026 466636 52111 04000 103011 1230110110.40710019.111110100.71311 1 11011 100750 2 0.004 1.01001 5 -1.0413 11.70611 0.1360 040300 0.03000 004060 010000 0.6406 010000 0,600 0.8400 O .03030 1,00 1400 0,030 1000 O 00* 114 0.00.303 123011 130010 104 0 01.0 001,11 1040.711 1 1,00013 1010 x 0.0600 115104 5 41413 127001 41004 O ,000 630066 4.03660 410006 0.10001 0101* 01443 14003 0.0000 O 1020 17000 120000 44600 4206(0 1000 IPA* * 10000 1130341 001615301000.1.10.0.7510114078E00.70.2 1 24107 12.06261 7 0.0004 4.11721 1 .26207 75.1011 010300 0.40000 0110000 0.00300 0.400 0.00000 0006(0 0000* 0.11230 0/2000 04030 100000 010006 00630 001 0.0000 01.7641 440000001017.1.00004.71011200.73276,751 1 243307 1240211 2 41020 411181 5 -20701 71,11410 0.0400 0111 O 20020 O 10000 0,010 07600 0700* 0.30000 00040 0.0000 01001 00430 6.4000 56030 040020 6.00030 024 0,700 1.7001 *3-40034 00401.0400.7Rw1M.711w.71R 1 110337 1206261 2 0.0000 011731 S 401007 311010 4.1700 0.100 0100* 0.0000 0.43330 0.30006 01006 010000 0140* 0.0000 0411 0.00000 00130 0.1633 100000 O 0000 114.001 01000 01.1641 C3110400010.110.17001P00.75. 4 113107 12.401 2 0.006 4tlnt 1 .2.0307 110411 0.30230 O 0060 51014 O 3000 020700 040000 O 40060 00100 0000 020300 44400 100300 4400 111* 1030* 40000 0011 10010 01.7441 24000 .1010.1.101* 70M1910.76LR 1 1.0415 6.0611 3 0.00000 1.0134 5 -110405 127011 O 00000 O .0010 000000 0.1060 424020 00000 0,60 0,0004 010000 020000 01041 6000 043363 040000 00100 0000 MIM 0.100 4.1641 01000 O 0200 0.0130 111000 000500 SCJI.1.610.01101ZPATIM044 1 10113 101110 2 000000 1.503/ { .1101 1175111 00010 0.020 00001 000000 0.0000 04100 010000 0.60000 61200 0001 000000 00100 0111 00000 000901 01100 WAWA 0C041J00K7RID41791 10417 ■.000 2 0.0001 1.75011 5 .10413 117111 o 00700 0.6177 00000 01000 51000 00001 O .0200 0.0001 0.00000 1.0010 O 0002 1101 0000100 5.00000 10100 100 0.20110 10.31141 00010 1040060014.0/010.700.70.11 I 110117 1,40211 : 1102 4.11711 6 4.0107 30.1100 0.110 0.00000 O 0010 0.1000 9.101 0.110 0.9100 0.0000 0011 02001 O 1021 O 1017 9211 O 00000 00001 01000 0510 13060 01.77741 6074000 000110106.724000112.44.7011 1 31007 3100771 1 7 000 421771 r 4007 1.1114 00000 O 0001 0.011 O .00000 5.055 00100 O 122 O 0000 00000 01001 O .00000 0102 000000 O .111100 7.010 0071 0002 51.77745 D714 00 O'JM.77011.71004.74KT111 1 01001 1001 0 01010 4.11191 0 00730 311111 0.5000 0,0910 00000 00000 010000 00001 0.110 0.110 O 1301 0.171 0.00000 O .101 01001 O .0100 0.0017 0.110 0111 10010 51.0011 0001 0401144 OC10I.10.1760m20.7 L 1 2007 1011771 z 010000 4.11731 5 .21007 311111 O .00770 0200 7.0017 0001 O 111 O 4002 O 11.600 R0001 0000 10000 1 1006 02016 6110 HUM 91101 501 10000 5*1111 0010 0 0 011110 0.7070000011 1 11{41 10101 2 0.501 1!1024 { -1111 11711 02177 11000 000000 01000 0.510 00000 010000 01001 O 10000 0.500 110010 O 110 01 000 177000 *1000 1.117 010 0.110 /010011 1.2441 1 41CJi110041710000.31 1 11113 701177 S 00104 12410 ✓ -111413 1277511 4.000 0201 0.0001 010077 0.1000 0001 0200 O 1000 00010 O 0:00 0.101 02100 O 00000 0219 011 1210 30.6001 020000 O .0001 O 111 010010 C•04114111350.1.010411.71101300.7111170 1 10601 /1610 : 0uw1 1.7514 5 -105/13 13.70311 0 00006 0046 10100 000070 500200 0.7071 O 1010 100070 O .1000 O 0000 0.100 000000 O 40 00010 10.1041 014014.000701.00010.1011000•0.711.411.7YR 11301 11401 ! 0!0000 4.1031 7 -31007 16.10011 0701 0.00000 0.0000 00100 17001 0.6000 0.00000 00001 0000 0001 00000 0010 O 001 0.701 O 110 0.0100 00,100 00020 61.7101 0500 1120101.10100.717421611.01.40.714 1 1011 1!.05001 2 0011 4.1111 / -05407 3017710 0.0100 O 0010 O .0010 O 1100 O 0002 0000 0.0000 10000 02200 0071 9.0100 0.0010 0010 O 1700 5.110 0.M9W O 006 *1000 411541 0.00000 0.010015C1241.10001.1W60401.11/411.7101 1 1711 110301 2 010500 4.11711 O 4.3077 311111 021510 10070 O 1200 O .01001 0.6001 O .0000 0.202 0.9100 0.07000 0111 O 1010 0110 0.611 01017 051 *111 61.71/1 010000 014411440:11341201005m25.151113154120.. 4 1 .670 .01 0 ,x4 2 0012 41176 { .1247031 00.20/24 1110 0.00000 0.502 000000 0010 0.1000 O 1101 0010 150000 00010 1000 O 110 0.00000 1001 O 0010 ♦111 -10100 01.011 O 4144 001410040.71000 04.00YRK70LR 1 00177 42410 7 02100 101/6 6 .1024777 271100 010000 60000 11009 5.510 O 019 020000 00000 O 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1 -11470 0004 00000 10000 1011 00007 0001 /1000 0.0100 0.100 00000 010070 0010 0110 1111 00.0000 51.7141 0.0017 000001611010017100*70Y00/70L 1 +110771 2740301 2 00002 01/71 / 7.1112 1.111 1.110 0.1000 1.5077 09® 0201 1110 16001 7.® 0111 010770 1110 02.00.1 0000 02100 1101 30151 131060 117101 06110 3010.10.17010M1.7270*.71111 1 *701 0.0410 i 02010 0.41341 O 171100 40111 01010 100000 2201 0.0000 10101 0100 140070 01001 O 101 01012 000100 010100 90000 O 1002 {06W 00010 000 *000 *3101 1000 00111004 0C7014240.70•JOM4.71YR4/.70 1 77.71757 1114771 2 0.100 1011 O 07111 4.0000 02000 00010 0002 0220 02000 01200 O .0200 O 100 1.0100 1110 1.1000 0111 O 1000 O 001 O 10000 0124 101000 530511 707704107} 1211100.701040731Y1M.7S1 1 *30010 7721056 2 01000 124141 1 17111 744077 110000 1.0000 1001 0201 O 010 *111 06600 0001 04010 0010 00010 000770 0.1101 40000 01101 10041 *000 0301 0.1000 0040110740101017101017111111.71L4171173151 1 0170 274177 0 1 0100 3 01031 401430 0001 5 71017 611413 0.00000 0011 01110 0111 100000 0.9707 0.110 O 901 9000 1000 0.0010 O 10 *601 51.701 011000 010000 O .110 1>r0m1107i51¢0.73115042IYNN.7&K710 1 127300 37.711 2 / 0006 2 0200 416071 6.011 1 7.1012 111.33111 6.0010 6220 010000 020 500000 O 201 0210 0711 0020 60000 *004 10000 01.7011 0401 O 400000741.1[M0.7lEi0M6.7017140 7**7M 1 1.1111 27401 000000 1 0201 4.01430 01000 O 71017 00.3111 0.0000 0100 1.5000 0100 O 2770 O 000 0202 0.60000 O 4170 O .110 0210 O 421 02000 051 77.001 14.1141 130411140.1C1141.110124111122505714. f 1111 111•61 2 /.0701 4.11731 ! 4033077 3017716 0.001 1010 0017 0102 10000 00000 000000 0.0027 000000 O 010 O .000 O 0010 O .102 O .0000 01100 01000 00 ▪ 61® 11.7111 114010100141.110017RaM.71 R 1 1.1413 10011 2 9111 1.11x6 1 -1001 127111 COMM 9.6610 0.0017 9.101 0200 O /060 11666 O 1010 0.116 O .500 O 0000 010000 00000 100/00 0210 102001 11020 020010110041.14101.711300.71111 1 11100 1110 1 11011 11104 1 -10111 10701 11010 1020 1001 61000 011110 O 0000 O 1120 06000 0010 O 000 1100 O 110 6202 11.000 00000 0101 0111 303100 004510.0:5141.1101341.711225.5751 7 /1100 01167 2 11000 51104 6 -146410 1277711 01010 0104 0111 0= 00100 010100 07710 17701 O 00000 01001 02001 0.00000 01771 104000 O 20 1214 AIM 0101 117141 0000 13011104500 001062M/.71N.711RR 1 21007 01061 2 0000 4.1711 4 1160 10/7715 O 00000 0000 1.110 0,0.0 1011 O .7701 O .110 00001 0000 O 0500 00000 010000 O 210 101620 O 1000 075 01006 51.77771 09100 (0 104 022101.00044.110300.7061.10 ! 01007 120001 O 11001 01731 6 .11017 311117 10510 04002 O 00 O 011 0000 000 000 01061 0.010 00001 0111 010000 O 1100 01060 1000 4100 611001 O 002 00010 0210 .3.0008051.1.0013•0.7102p0.701,1100 1 2.05307 12,1001 2 0!030 111/31 5 .2.0AOT 3514015 010000 0,00000 0.3000 0.4030 O .0003 0.0030 0.00000 020000 0.030 00005 000000 5.05005 3041 100000 51.70511 001.01•0 0C5.1.5W0.70E214-75L 2.592 12,15201 _ 2 0.0030 1.11711 s -2.51307 14.1910 000050 0.0003 0 030 0.55005 00000 0 0100 00300 0.00000 0.00500 0.00600 0.05000 0.40000 0.00000 0.0030 000000 000500 O 1701 0.00500 00.7041 050.655100.1.050.0.7507:704.711./5 100113 5.311 2 5.000 1.45674 S .1.0001 12.70001 000000 0.00000 0.0000 O 053 0.033 00000 5.00000 0.0000 05050 0.0003 00003 000000 0033 O .0300 O .3000 000000 5105 0.00000 4.5101 C00011014101.1.1101610.71 50000.7141 1 1.0510 50353 2 0.00000 1.14034 7 -12413 1271511 e 5550 0.543 5.05500 0.0300 O 0550 0.0003 000 0 5 00005 05504 043500 0.0100 005000 05005 O .0030 040050 02030 O 040 00053 155501 015020, 010 1.0OD0*700ZM+a.740 1 105411 005155 0203 1.4334 • -1.0413 12.74011 000000 O 205 00005 0 ams 00500 O .30W 4.0400 0000 110000 0!053 0,00500 02000 0.0030 O 055 0.4005 0.03000 24.141 0.50004 105541 Csn1Na, 0110.1J0000.75EIIM0.751407YA 1 207717 1$10201 2 0.0050 111771 5 20307 35.1311 0.00000 0.5100 0.050 00000 0.00000 O .00003 0.0302 0.5005 000000 5.9500 0.05000 0.5145 0.505 02005 0250 0.5055 SUM 0.0050 57.70011 Carom. 010 .1.0000.7351000.7Aq.750 1 213307 1249201 2 090000 111731 4 -103307 35.194 4.05001 0.5505 010051 02000 5.5000 0.01000 0.1500 4155 0.0530 02000 4.0030 403000 0.0050 0.0000 00100 0.50000 001 0.00000 01.70041 5450400, 5154010000.702214.1.70040.7611 1 10707 12_4011 2 3.005 4.11731 4 x5907 71.1510 00001 005000 0.00000 5.0435 000000 010500 0.5500 60005 0.00000 000000 0.0005 005000 0.07000 O 2000 4200 SUM 0.00000 4.7641 0.500 0055 Pag013 2030 0.00000 2420002 00115J0D42011 1 41600 2 0.0000 5 4.10510 4442 9.00000 010000 000000 0.00050 405772 0.4003 4.0000 0.00005 0!000 *.3100 022000 500000 0.0030 0!030 14.11 -10.5000 11.2004 01015002-0.4001051111 1 1.0525 0.030 1 5.9374 14,10040 000534 -3.77173 O !030 00000 000000 0353 0.55050 5.0003 O !053 5.55000 0!003 0.00000 0.01000 0.00000 O .00000 0!0000 0.00000 0.4350 00114 01033 11.50105 100141500014,500550 0!120 60.00060 6 ALCM 3.3117 0!3301 7.07106 00033 000000 010000 0.0006 0000 1.100130 0.5000 0.550 O !030 0!035 0200 3200 O .330 0553 02500 O ,001 YtY 0.0003 10.0004 74.0101 01501545150401211 1 0.{035 2 0.04000 5 2=0 22117 0.63361 727106 0.530 0.500 0230 0005 O .550 0.5550 0.0103 0.00005 510040 41000 01450 405050 SNOOD 0.300D 0.550 M0050 5401 00031 71,014 000010000000.01101030 1 -12.]504 2 0.500 s -0.0902 .013/10 4.112 2145551 00330 0.0000 00000 001000 0330 O 0100 0.00000 1250 4153 5205 00000 071005 5!300 ammo exam 000001} MUM -71505 113004 40701000.0.0GD0E0l 1 1x57 5 2 0200 a 1247311 222 0,401 -15.10711 0.0000 O 230 DOOM 0.000 104000 005000 0211000 0.00000 02020 0955 8900 O 2001 00500 0.5100 0.020 02500 • 75.0005 113704 0551101 01107400104020 1 0.074 2 0.5000 5 41.0710 216117 41091 73715 4.00000 2110260 O 16060 010000 00500 500040 01540 O .00000 5.00503 2052 005002 0205 0.32200 O 010 u5W 1111 00005 11,5000 01010001.0.5D1E1M 1 40104 I 0.0000 5 4.55!00 2.10112 0.511 5.2100 O 201 0205 0125 0.01010 0455 000043 06020 05-00 0550 0.4000 02450 00050 *MOOD 6555 0.000 02050 4Ul 00506 11.5554 0001100 520600 P59014 0.00500 05555 21441624 1.1214210222/112 1 023240 5.5017 2 0000 03201 6 4.104 767100 02000 S.m05 02065 400000 0.43600 02001 000000 0.00000 20000 30.00 400043 11.0304 155501146 00341.0115414701 1 0!33400 2 0250 6 -0!574 x50117 0.03311 73715 00001 1050 4.0550 0.0=0 0x005 0!500 0550 0.550 0.205 00102 02300 000401 0000 •50504 00030 00000 4.01 0.0530 11.1300 C20212011105.41.00 0.550443 1 0132 6 0.3210 0.2117 0001 7.17106 00500 1.00100 0551 0.5000 000043 05550 0.0102 00050 0.03065 000500 LOM 0.0010 4x0000 410030 00000 0.0000 041 00000 04,120 CO2211123 26140.110 15 1 0=41 2 0.0000 6 4x3210 23117 210361 7.215 5200 440000 42006 00005 O 94500 O 10000 0.00000 O 0002 00005 100000 0.0550 09005 0.01020 0.00050 00010 500 02430 11.1204 0311005 0100140,161:6013220231.11 01113 1 .45201 366125 2 000002 02012 5 4N200 1622017 O 200 0.00000 0.50000 0.00050 O .00000 00200 0.5005 02100 0.0005 0.05000 0.000 O .010 O .0055 000000 20005 00500 001 -11.2200 1110604 00.* 02040 t 027255 11.0500 2 0200 0270 3 5.01714 431705 O 0500 001 0.00000 116000 0.00500 000050 0.05000 2055 O .0000 00000 5.001 0005 0.0550 0000* O 2000 O .00500 auy 111502 111121 Condlon001140.0W0.731YTP10.TA10:15 / 0 044 13117 2 0.505 0.3361 3 4.03340 7.215 O 2520 0.0055 0.0050 00005 O 0005 4.0451 O .00000 4.050 007000 000000 0.0000 00003 0.00050 09002 0,001 42000 Silt 0.022 11.61004 Common 0.750YP*.70N53 0.05240 705117 2 0.0055 02901 3 4690 7.215 0.0050 0.00000 005610 5.000 00000 400050 0250 0.012110 0055 0.0500 0.00000 0.00000 0,0050 11050 O 1100 41200 0410 0.00000 01.3004 0.00000 00005 0.0030 5501050045.1053000,012 f 4.2405 -41!437 2 03500 09524 O .10.42517 2201212 0.0100 0.5000 051000 O 055 015500 0,00500 05000 0232 0210 4.001 4220 0.220 21.21 -5.40000 112124 014•311222 021442.021:4021211420.111002 1 00.2525 11.43117 2 02 202 000 01 4 0.521 .7.1120 0305 O 2001 6512 0.00400 0.10000 001 0.002 O 5500 4.00001 0.0000 05545 100000 0.220 600000 0.0003 01410 SUM 105500 11,011 20.01110.0 OC10.0J4010.7R1M0.71040 1 0.2241 3.312 2 0.000 0.19751 4 9.024 7.47100 0250 5.50000 O ,0400 20566 O 110000 0.0050 01005 02000 100000 52030 0.2000 0.0550 022 4.020 0.050 42050 00M 4205 109403 D 0110505 C010q.201674ETF0 11271 1 0.334 72111 2 0.00002 01951 6 4.01241 1.2106 O 000 O 250 0.000 05525 0200 0250 0.45100 2=10 02000 02000 DRAW 00000 001000 0.400 540 0.00000 11!0040 O 00000 010700 1,0450 010005 1 F8 15 w ' W e �e rr ti lig 0 g K 1:4 14 4R :to F Ws R' RR m r Y. L w 2 WE 9 15 w" w1 r. SPECIFICATIONS KOHL's Department Store, Inc. JOB NO. 3079 REVIEWED FOR CODE COMPLIANCE i�nrwriiikuco F r6 - 2 2001 tek„ Kohl's at City Of Tukwila South Center Square• BUILDING DIVISION 17200 Southcenter Parkway Tukwila, WA 98188 Store # 11152 DATE: October 12, 2006 Prepared By: SCHRO[D[R and HOLT ARCH II[CTS, [JD. 244 N. Broadway Milwaukee, WI 53202 414-276-1760 414-276-1764 RECEIVED CRY OFT(JVIN1L OCT 16 7006 PERMIT CENTER KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 DOCUMENT 00002 PROJECT DIRECTORY ARCHITECT SCHROEDER AND HOLT ARCHITECTS 244 N. Broadway Milwaukee, WI 53202 414-276-1760 414-276-1764 fax Attention: David Baum E -Mail: dbaum@schroederandholt.com KOHL'S STRUCTURAL ENGINEER AMBROSE ENGINEERING W67 N222 Evergreen Blvd. Ste. 106 Cedarburg, WI 53012 262.377.7602 262.377.4868 Fax Attention: Bob Steckel E-mail: Dob.Steckel@ambeng.com KOHL'S MECHANICAL/PLUMBING/ELECTRICAL ENGINEERS LARSON BINKLEY, Inc. 8900 State Line Road, Suite 150 Leawood, KS 66206 913.383.2621 913.383.2831 Fax Attention: Robert A. Harris. P.E. E-mail: (gberth@larsonbinkley.com OWNER KOHL'S DEPARTMENT STORE, Inc. N56 WI7000 Ridgewood Dr. Menomonee Falls, WI 53051 262.703.7000 262.703.7105 Fax SITE DEVELOPER WIG PROPERTIES, LLC 4811 — 134th Place SE Bellevue, WA 98006 Attention: Mon Wig CODE USED: 2003 International Building Code (IBC) wI Washington State Amendments PROJECT DIRECTORY Section 00002 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 TABLE OF CONTENTS INTRODUCTORY INFORMATION Section 00001 Title Page Section 00002 Project Directory Section 00003 Table of Contents DIVISION 1— GENERAL AND CONTRACT REQUIREMENTS Section 00100 Supplementary Instructions to Bidders Section 00100A Attachment - Substitution Request Form Section 00120 Instructions to Bidders Section 00700 General Conditions of the Contract AttachmentA General Conditions of the Contract for Construction AIA Doc. A201-1987 (Kohl's) BUILDING SPECIFICATIONS DIVISION 1 - GENERAL REQUIREMENTS Section 01010 Summary of Work Section 01070 Abbreviations and Symbols Section 01160 Fumished by Owner Items Section 01220 Project Meetings Section 01300 Submittals Section 01300A Attachment -Submittal Requirements Section 01300B Attachment - Certification of Conformance Section 01410 Testing and Inspection Section 01530 Construction Site Barriers & Building Enclosures (Temporary Facilities) Section 01700 Project Closeout Section 01700A Attachment — Closeout Requirements DIVISION 2 - SITE WORK — BULDING RELATED Section 02150 Section 02200 Section 02520 Section 02810 Section 02900 SWPPP and Site Erosion and Sedimentation Control Structure Excavation and Trenching Concrete Sidewalks Irrigation System (SEE PLANS for Sheet Specifications) Landscaping (SEE PLANS for Sheet Specifications) DIVISION 3 - CONCRETE Section 03100 Concrete Formwork Section 03200 Concrete Reinforcement Section 03300 Cast -In -Place Concrete Section 03442 Tilt -Up Wall Panels DIVISION 4 - MASONRY Section 04100 Mortar and Masonry Grout Section 04200 Unit Masonry Section 04250 Masonry Veneer TABLE OF CONTENTS Section 00003 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No, 3079 October 12, 2006 DIVISION 5 - METALS Section 05000 Section 05210 Section 05300 Section 05400 Section 05425 Section 05700 Section 05800 Structural Steel Steel Joists and Joist Girders Steel Deck Lightgage Metal Framing Prefabricated Light Gauge Steel Roof Trusses Miscellaneous Metals Fences — Mezzanine/Stock Area DMSION 6 - WOOD AND PLASTICS Section 06100 Carpentry Section 06600 Fiber Reinforced Plastic (FRP) DIVISION 7 - THERMAL AND MOISTURE PROTECTION Section 07200 Insulation Section 07240 Exterior Insulation and Finish System (EIFS) Section 07270 Firestopping Section 07500 Section 07531 Section 07600 Section 07721 Section 07722 Section 07920 DMSION 8 - DOORS Section 08100 Section 08200 Section 08300 Section 08400 Section 08460 Section 08710 Section 08800 Mechanically Fastened TPO Roofing EPDM Membrane Roofing Flashing era Sheet Metal RafCCurbs Roof Accessories Sealants AND WINDOWS Metal Doors & Frames Wood Doors Special Doors (Overhead and Impact) Entrances and Storefronts Door Operators - Automatic Finish Hardware Glass and Glazing DMSION 9 - FINISHES Section 09250 Section 09260 Section 09290 Section 09300 Section 09305 Section 09510 Section 09650 Section 09660 Section 09680 Section 09800 Section 09900 Section 09960 Gypsum Wallboard Exterior Sheathing Gypsum Board Glass Fiber Reinforced Concrete (GFRC) Ceramic Tile Cement Board Acoustical Ceilings Resilient Flooring Laminated Flooring Carpeting Coating Systems Painting Vinyl Wall Covering TABLE OF CONTENTS Section 00003 - 2 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 DMSION 10 - SPECIALTIES Section 10160 Section 10200 Section 10260 Section 10440 Section 10820 Metal Toilet Partitions Louvers and Vents Wall and Comer Guards Building Signage Toilet Accessories DMSION 11 - EQUIPMENT Section 11160 Loading Dock Equipment DMSION 12 - FURNISHINGS Section 12690 Floor Mats DIVISION 13 - NOT USED DIVISION 14 - NOT USED DIVISION 15 — MECHANICAL - Refer to Mechanical Drawings for Specifications FIRE SPRINKLERS - See Plans for Automatic Sprinkler Protection Criteria DIVISION 16 — ELECTRICAL - Refer to Electrical Drawings for Specifications ,r APPENDIX I Geotechnical Data Report END OF TABLE OF CONTENTS TABLE OF CONTENTS Section 00003 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 00100A GENERAL CONTRACTOR'S SUBSTITUTION REQUEST FORM KOHL'S DEPARTMENT STORE, Inc. N56 W17000 Ridgewood Dr. Menomonee Falls, WI 53051 Phone: (262) 703-7000 Fax: (262) 703-7105 Attention: PROJECT: ; KOHL's Dept." Store, Inc -= Project Name, State, Store No .:r . Section No. SPECIFIED Product PROPOSED Substitution A. Does the substitution affect dimensions shown on Drawings? 1 YES NO B. Does the substitution affect other trades? YES NO C. Does the manufacturer's Warranty differ from that specified? YES NO D If you indicated "YES" to Items A, B or C above, attach a thorough explanation on your company letterhead. E If there are other major differences between proposed substitution and specified product, attach a thorough explanation on your c oMpany letterhead. 1 . F. The proposed substitution was used within the Iast 12 months on the following project Project Name: Location: Architect Phone No.: G* Has the proposed substitution been used on a Kohl's project within the Iast 24 months? YES NO If yes, which Kohl's project? All questions must be answered. Incomplete forms will not be reviewed. The undersigned states that the function, appearance and quality are equivalent or superior to the specified item. For use by Owner's Consultant 'r, Submitted by: Signature Date Accepted Accepted As Noted : Rejected Revise & Resubmit Firm BY Date:" Address: Remarks:" ... _ . . Phone Fax * See Requirements for Substitution Request page 2 of this Form. GENERAL CONTRACTOR'S SUBSTITUTION REQUEST FORM Section 00100A -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 REQUIREMENTS for SUBSTITUTION REQUEST A. Any prior acceptance of a substitution does not guarantee that the substitution will be currently accepted by Kohl's. B. To apply for acceptance of a substitution, the Contractor is required to submit to Kohl's the Substitution Request Form. C. The acceptance of the substitution by Kohl's is valid only when a response is given to the Contractor on the Substitution Request Form. D. The Contractor must meet all schedules regardless of whether the substitution was accepted or rejected by Kohl's. E. Contractor can submit the Substitution Request Form only upon prior verbal approval by Kohl's Project Manager. This verbal approval is not to be construed as an acceptance of the substitution. END OF FORM GENERAL CONTRACTOR'S SUBSTITUTION REQUEST FORM Section 00100A - 2 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 DOCUMENT 00100 SUPPLEMENTARY INSTRUCTIONS TO BIDDERS 1.01 GENERAL A. The following supplements modify, change, delete from or add to the "Instructions to Bidders", AIA Document A701, 1987 Edition. Where an Article, Paragraph, Subparagraph or Clause contained in the Instructions to Bidders is modified or deleted by these Supplementary Instructions to Bidders, the unaltered provisions of that Article, Paragraph, Subparagraph or Clause shall remain in effect. 1.02 ARTICLE 1 - DEFINITIONS A. Add Paragraph 1.10: 1.10 Instructions to Bidders, AIA Document A701 applies to Bidders and Sub - bidders. 1.03 ARTICLE 2 - BIDDER'S REPRESENTATIONS A. Add to Subparagraph 2.1.1: No allowance will be made for Bidder's failure to fully understand the regUlrements of the Contract Documents. B. Add to Subparagraph 2.1.3: Each Bidder shall carefully examine the site of the Project and the Bidding Documents. The Bidder shall become familiar with the location of the work, transportation facilities, kind and character of soil and terrain, kind of facilities required, and other matters that may affect the cost and time of completion of the Project. The Bidder must become familiar with Federal, State, County, and City laws, ordinances, codes, taxes and other matters which affect those engaged or employed on the work or the materials or equipment used. No allowances will be made In behalf of the Contractor, after the Contract Agreement Is signed, for errors or negligence In determining these conditions. 1.04 ARTICLE 3 — BIDDING DOCUMENTS A. Paragraph 3.1 COPIES: 1. Delete Subparagraph 3.1.1 in its entirety and substitute: 3.1.1 Bidding Documents are available from the General Contractor: Contractor to be determined. B. Paragraph 3.2 INTERPRETATION OR CORRECTION OF BIDDING DOCUMENTS: 1. In the third line of Subparagraph 3.2.2, change the word "seven" to "five working". SUPPLEMENTARY INSTRUCTIONS TO BIDDERS Document 00100 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. Add to Subparagraph 3.2.2: Conflicting requirements brought to the Architect's attention subsequent to five days prior to the date for receiving Bids will be subject to the Architect's decision and at no additional cost to the Owner. C. Paragraph 3.3 SUBSTITUTIONS: 1. Add to Subparagraph 3.3.1: Where several materials are specified under the same heading, selection shall be at the option of the Bidder. Where materials or products are specified accompanied with the phrase "Approved Substitution", or similar verbage, the Bidder may submit materials or products for approval in accordance with Subparagraph 3.3.2. 2. In the third line of Subparagraph 3.3.2, change the word "ten" to "seven working". 3. Add Clause 3.3.2.1 to Subparagraph 3.3.2: 3.3.2.1 Submit each request for substitution (one material or product perform) on the Kohl's "Substitution Request Form" Attachment : to this Section (either duplicated from the Project Manual or available from the Architect's office) together with a self- addressed, elfaddressed, self -stamped envelope. Submittals not accompanied by this form properly filled In and endorsed, will be discarded without review. NO EXCEPTIONS. Requests for substitution will be returned in the self-addressed, stamped envelope provided, at the Kohrs earliest convenience. D. Paragraph 3.4 ADDENDA: 1. Delete Subparagraph 3.4.1 in its entirety and substitute: 3.4.1 Addenda will be mailed or delivered to the General Contractor only. 1.05 ARTICLE 4 — BIDDING PROCEDURES A. Delete Article 4 in its entirety. 1.06 ARTICLE 5 — CONSIDERATION OF BIDS A. Delete Article 5 in its entirety. 1.07 ARTICLE 6 — POST -BID INFORMATION A. Delete Article 6 in its entirety. 1.08 ARTICLE 7 — PERFORMANCE BOND AND PAYMENT BOND SUPPLEMENTARY INSTRUCTIONS TO BIDDERS Document 00100 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 A Delete Article 7 in its entirety. END OF DOCUMENT SUPPLEMENTARY INSTRUCTIONS TO BIDDERS Document 00100 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 DOCUMENT 00120 INSTRUCTION TO BIDDERS The "Instructions to Bidders", AIA Document A701, 1987 Edition, is hereby made a part of this Project Manual by reference, except as amended or supplemented by Document 00100 - Supplementary Instructions to Bidders. END OF DOCUMENT INSTRUCTION TO BIDDERS Document 00120 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 DOCUMENT 00700 GENERAL CONDITIONS OF THE CONTRACT Attachment A: "General Conditions of the Contract for Construction" AIA Document A201, 1987 Edition, Articles 1-14 with amendments therein, is hereby made a part of this Project Manual, by reference. The above stipulated General Conditions as amended therein, apply to work executed in each of the Specification Divisions, 1 through 14, the Mechanical, Plumbing, and Electrical work, and the design/build Fire Protection work. END OF DOCUMENT GENERAL CONDITIONS OF THE CONTRACT Document 00700 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01010 SUMMARY OF WORK PART 1 - GENERAL 1.01 GENERAL REQUIREMENTS A. For the purpose of this Contract, wherever the word "Owner appears in these Specifications, it shall mean KQHL's Department Stores, Inc. or their Representatives. B. The word "Architect" as used throughout these Specifications, shall mean the Architect of Record, or Engineer of Record, as applicable. C. "Provide" means Furnish and Install, complete, as required and as approved by the Owner's representative. D. Contractor shall comply with dimensions on Drawings and notes indicating dimensions. Contractor shall verify all dimensions shown on the Drawings by actual measurement in field. DO NOT SCALE DRAWINGS. E. INFORMATION ON DRAWINGS TAKES PRECEDENCE OVER THE SPECIFICATIONS MANUAL IF THE DOCUMENTS HAVE CONFLICTING INFORMATION. , 1.02 SUMMARY OF WORK A. The Work consists of the construction of Kohl's Department Store, Inc. Retail Store building as indicated on Drawings, as specified and as required to complete the work. B. Materials fumished by Owner. 1. Flooring. a. Porcelain tile, setting and grouting materials. b. Carpet 2. Store Fixturing. 3. Conveyors. 4. Trolley system. 5. Aluminum Storefront a. Framing members. b. Doors. c. Hardware, with the exclusion of automatic door operators. 6. Toilet Accessories, with the exceptions as defined in Section 10820, and as shown on Drawings. 7. Rooftop HVAC Units, and related roof curbs. SUMMARY OF WORK Section 01010 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 8. Electrical Light Fixtures, exterior and interior - Building only. C. Definitions and Abbreviations (If shown on Drawings): Flooring Contractor. Under contract with General Contractor shall furnish and install flooring unless otherwise specified. Owner will fumish carpet and porcelain tile (including setting and grouting materials) for Contractor's installation. 2. Fixture Contractor. Under contract with Kohl's. Contractor shall furnish and install fixtures, as follows: a. Cash Wraps. b. Service Desk. c. Cash Room. d. Training Room. e. MDF Room. f. Security Room. g. Fitting Rooms. h. Coat racks. i. Cornices at Sales and Fitting Rooms. j. Miscellaneous floor fixtures (Cabinets only). 3. GCFGCI: General Contractor furnished, General Contractor installed. 4. TFFCI: Tenant (Kohl's) fumished, Fixture Contractor installed. 5. FCFFC1: Fixture Contractor furnished, Fixture Contractor installed. 6. Contractor shall be responsible for selected roofing system installation, to meet all roofing manufacturer's requirements. 1.03 QUALITY ASSURANCE A All work described in these Specifications or shown on the Drawings and all work necessary to complete finish of the work as described or shown shall be executed in a thoroughly substantial and workmanlike manner. All work shall be done by persons who are thoroughly experienced in their particular trade or crafts. 1.04. CONTRACTORS DUTIES A. Except as specifically noted, provide and pay for 1. Labor, materials and equipment. 2. Tools, construction equipment and machinery. 3. Water, heat, and utilities required for construction. Refer to Section 01530 for additional information. SUMMARY OF WORK Section 01010 - 2 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 4. Other facilities and services necessary for proper execution and completion of work. B. Pay legally required sales, consumer and use taxes. C. Secure and pay for, as necessary for proper execution and completion of work, and as applicable at time of receipt of bids: 1. Govemment fees, including building permit and all other permits. 2. Licenses. 3. Taxes or Assessments. 4. Utility connection fees. 5. Water meter(s) as indicated on Civil drawings. D. Give required notices. E. Comply with codes, ordinances, rules, regulations, orders and other legal requirements of public authorities having jurisdiction that bear on performance of Work. F. Promptly submit written notice to the Owners representative of observed variance of Contract Documents from legal requirements. 1. Appropriate modifications to Contract Documents will adjust necessary changes. G. Enforce stria discipline and good order among employees. H. All staking, both horizontal and vertical controls, to be performed by a licensed Engineer, licensed in the State in which the work is being performed. Engineers' fees shall be paid for and this work coordinated by General Contractor. I. Project Soils Engineer shall be the Engineer that prepared the Geotechnical Report (Appendix A) unless otherwise required by Owner. J. Certification of Building Lines and Pads: 1. General Contractor shall submit to the Owner, separate letters to certify the following: a. BUILDING LINES AND BENCHMARK CERTIFICATIONS: Immediately after staking. Certification that the principal lines have been established, and appropriate offset control points have been placed in accordance with the latest plans. b. FOUNDATION PAD COMPACTION CERTIFICATION (As required): immediately after building pad compaction. Certification by the Soils Engineer that the building pad has been compacted per Soils Report Recommendations. SUMMARY OF WORK Section 01010 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 c. BUILDING PAD LINE AND GRADE CERTIFICATION: Immediately after the building pad compaction. Certification by the CMI Engineer that the building pad has been constructed to 10 feet outside the Building and Appurtenances and at an elevation of + 0.10 ft of that given on the Contract Documents. 1) When the building and appurtenances are located within a distance equal to the height of an escarpment created by placing fill or a retaining wall, the limits of the Building Pad shall be increased by the height of the escarpment. 2. These letters of certification shall be on the Engineer's letterhead. No work shall proceed until these documents have been submitted and approved by Owner. General Contractor shall retain copies of all documents. K Certification of Foundation Locations: 1. General Contractor shall provide the Owner with a letter to certify the following: a. FOUNDATION LOCATION CERTIFICATION: Immediately after removing forms from footings. Certification that the foundations have been located in accordance with the latest approved plans. is 2. Thi Vetter of certification shall be submitted on the Engineer's letterhead. This is to be done at the General Contractors expense. No work shall proceed until these documents have been submitted and approved by Owner. L. Minor Rough Grading: 1. Provide minor rough grading as required. M. Provide Finish Grading as required and as indicated on the Drawings and Specifications. 1.05 CONTRACTORS USE OF PREMISES A. Confine operations at site to areas permitted by: 1. Law. 2. Local Ordinances. 3. Permits. 4. Contract Documents. 5. Lease Agreements. B. Do not unreasonably encumber site with materials or equipment. C. Assume full responsibility for protection and safekeeping of products stored on premises. D. Move stored products that interfere with operations of Owner or other Contractor. E. Obtain and pay for use of additional storage or Work areas needed for operations. SUMMARY OF WORK Section 01010 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 PART 2 — PRODUCTS — NOT USED PART 3 - EXECUTION 3.01 LAYING OUT WORK A. A licensed surveyor shall be retained by the Contractor to locate all general reference points and establish building locations on the site. The Contractor shall be responsible for protecting these reference points. B. The Contractor and Subcontractor shall lay out the work and be responsible for ail lines, elevations and measurements of buildings, utilities, and other work as required for the completion of the Work. Contractor shall lay out all work from dimensions given on plans. Contractor shall take measurements and verify dimensions of existing work, as applicable, that affect their work or to which the work is to be fitted. Contractor shall be responsible for the correctness of all measurements and shall verify all grades, lines, levels, elevations, and dimensions shown prior to commencing work. C. Contractor and Subcontractor shall consult Drawings and plan work so that excavated material, new building materials, etc., are not placed where they will interfere with the work of others. 3.02 CLARIFICATION OF INFORMATION A The Generat Contractor when possible should answer all Requests for Information received from the Subcontractor. If the answer is not found in the plans or specifications, the General Contractor shall forward the Request for Information to the Kohl's Construction Manager. The General Contractor May not contact Kohl's consultants directly without prior specific approval of the Kohl's Construction Manager. Subcontractors shall contact the General Contractor only. Subcontractors shall not contact Kohl's consultants directly. B. It is the intention of the Specification and the Drawings to provide a complete job in every respect. The Contractor shall be responsible for this result and to tum over the Project in complete operating condition regardless of whether the Drawings and Specifications cover every individual item in minute detail. C. Schedules of materials, diagrams of mains and risers may accompany the Drawings in order to accommodate the Contractor and to avoid a confusing amount of lettering on the Drawings. They are intended to be used in conjunction with the Drawings and Specifications, but are not to be interpreted as modifying or restricting such Drawings or the Specifications. Schedules of materials or room finishes are furnished as a reference only, and there is no guarantee that a schedule includes all of the work or materials required by the Drawings and Specifications. 3.03 COORDINATION A In the event of a discrepancy between this Section and portions of the Mechanical or Electrical Specifications relative to responsibilities in the correlation of the work of various trades, conditions outlined in this Section shall take precedence. SUMMARY OF WORK Section 01010 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. The Contractor shall coordinate the entire Work of the Project including without limitation, the work of the design/build contractor(s). C. The Contractor shall furnish and install in accordance with the progress schedule, all items pertinent to the Contract including conduits, outlets, sleeves, boxes and other materials and equipment to be built into work performed or to be performed by others. Contractor shall coordinate location of all sleeves penetrating construction work. D. in the event timely delivery of sleeves or other materials cannot be made and to avoid delay, affected trade may arrange to have boxes or other forms set at locations where piping or other material is to pass through or into slabs, walls or other work. Upon subsequent installation of sleeve or other material, the trade requiring same shall arrange to fill around them with materials as required by Contract. Labor costs only, thus resulting from filling about sleeves, shall be borne by trade responsible for installation of sleeves or other materials at no extra cost to Owner. E. Provide all curbs and blocking required for mechanical equipment and hatches where equipment manufacturer does not fumish such items. F. Provide all curbs or blocking required for conduit passing through a roof. G. Provide all base flashing; metal cap, or counter flashing required by ducts, pipes or conduits passing through a roof, as necessary for a complete installation. H. Contractor shall be responsible for making weathertight all joints about pipe sleeves, conduits and such in exterior wails, but it shall be the responsibility of the trade who provides the sleeve to make weathertight the joint within the sleeve, between the sleeve (or box) and material or item therein contained. Concrete bases or curbs required for mechanical, electrical or air conditioning equipment are included in architectural specifications. All anchor bolts, templates and such shall be fumished by the trade supplying the equipment. The Mechanical and Electrical Plans and Details are drawn to scale but are not generally dimensioned. Contractor shall verify all dimensions shown on the Drawings by actual measurement on the job. Contractor shall verify the equipment to be fumished by other trades. The Engineer reserves the right to make slight changes in the piping runs, ductwork or location of equipment without additional cost to the Owner. Changes may be necessary due to unforeseen structural interference or interference of other piping and equipment J. Items noted "N.I.C." (Not In Contract), "By Owner", or "Existing" shall not be included in Contract, but provision shall be made by the Contractor to allow installation of items noted. All finishes of floors, bases, wainscots, walls and ceiling behind, under and/or over these items shall he included in the Contract unless otherwise noted. 3.04 MEASUREMENTS AND ACCEPTANCE OF PRECEDING WORK A. Before ordering material or commencing the work, Contractor shall verify all measurements of the building and shall be responsible for the correctness of same. SUMMARY OF WORK Section 01010 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. No extra charges or compensation will be allowed on account of the difference between actual dimensions and measurements indicated on the Drawings. Before starting the work, Contractor shall examine all work performed by others to which their work adjoins or is applied and shall report in writing to the Owner's representative conditions that will impair satisfactory completion of the Contract C. Contractor shall report in writing to the Owner's representative, all defects in surfaces or construction that would prevent the successful completion of the Work in this Contract. The Owner's representative will instigate remedial action on such defects. Commencement of work by the Contractor on a surface or construction shall imply acceptance of such surface or construction. Failure to notify the Owner's representative of deficiencies or faults in preceding work will constitute acceptance thereof and waiver of all claims of its unsuitability. 3.05 CUTTING AND PATCHING OF WORK A. The Contractor shall do all cutting, fitting or patching of the work that may be required to receive or be received by work of others, whether or not shown on Drawings, to provide a complete job, and shall make good as directed by the Owner's representative, at no additional cost to Owner. Costs caused by defective or ill-timed work shall be borne by the Contractor. B. Contractor shall not endanger the existing work by cutting, excavating, or otherwise altering the existing work, and shall not cut or alter the work of others without the consent of Owner's representative. C. Contractor shall coordinate the work of all trades involved in the Work of this Contract. Provide all cutting and patching whether or not shown on the Drawings, as required for the completion of the Work. All additional patching and repairing of the finished work caused by the actions of the Contractor shall be done and paid for by the Contractor, as directed by the Owner's representative. D. Contractor shall obtain written approval from the Structural Engineer of Record before cutting, drilling or driving anchors into columns or post tensioned slabs. Damage to the structural members of the building by the Contractor shall be made good at the Contractor's expense. 3.06 PROTECTION OF WORK AND PROPERTY A Contractor shall at all times protect all work from damage by rain water, spring water, ground water, backing up of drains, or sewers, and all other water that may or could be admitted to the Work. Provide all pumps, other equipment etc., and perform all pumping necessary to keep the Work free of water. B. Contractor shall be responsible for closing openings in wails and/or roof, which would admit water to the building, that were made during executing the Work of this Contract C. Contractor shall provide protection of the work against weather, rain, wind, storms, frost, cold, or heat so as to maintain all work, materials, apparatus and fixtures free from injury and damage. SUMMARY OF WORK Section 011710 - 7 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 D. All work on the roof shall be done over planking or other substantial protection to spread construction Toads and to isolate traffic from the roof surface. Contractor shall provide such protection when working on the roof. 3.07 COLLABORATION WEBSITE INSTRUCTIONS A. Kohl's utilizes a document collaborative website where all development documents will be posted. 1. Kohl's approved Developers, Civil Engineers, Structural Consultants, MEP Consultants, General Contractors, Vendors, National Account Representatives, and Site Adapt Architects will be provided a password to gain an appropriate level of access. Site access will be controlled and passwords distributed by Kohl's Design and Construction Department. 2. Approved website users will be sent e-mail notifications when documents have been updated. As part of due diligence, it will be the user's responsibility to download and review any new or updated documents from the website. 3. Kohl's Department Stores assumes no responsibility for making sure that approved users are obtaining up-to-date documents. B. It is Contractor's responsibility to access Kohl's website for viewing, monitoring, printing and distribution of this documents to subcontractors under their contract. T. END OF SECTION SUMMARY OF WORK Section 01010 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01070 ABBREVIATIONS AND SYMBOLS PART 1 - GENERAL 1.01 DESCRIPTION A Abbreviations and symbols used on Drawings and in Specifications are grouped in three basic categories: 1. Abbreviations of reference standards. 2. Abbreviations of words and phrases. 3. Symbols. 1.02 ABBREVIATIONS OF REFERENCE STANDARDS A. When abbreviations of reference standards appear on Drawings or in Specifications, they shall represent technical societies, institutions, associations, governmental agencies and publications as listed below. The Construction Documents also contain their own set of abbreviations, which are an addition to the following list AA Aluminum Association MBC Associated Air Balance Council AAMA 3 : American Architectural Manufacturers Association AASHTO American Association of State Highway and Transportation Officials ABMA American Boiler Manufacturers Association ACI American Concrete Institute ACRI Air Conditioning and Refrigeration Institute ADA Americans with Disabilities Act ADC Air Diffusion Council AFI Air Filter Institute AGA American Gas Association AGCA Associated General Contractors of America, Inc. AGMA American Gear Manufacturers Association A.I.A. American Institute of Architects AIA American Insurance Association AIMA Acoustical and Insulating Materials Association AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ALSC American Lumber Standards Committee AMCA Air Movement and Control Association ANSI American National Standards Institute APA American Plywood Association API American Petroleum Institute AREA American Railway Engineering Association ARI Air Conditioning and Refrigeration Institute ASA Acoustical Society of America ASA American Standards Association ASAHC American Society of Architectural Hardware Consultants ASCE American Society of Civil Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning ABBREVIATIONS AND SYMBOLS Section 01070 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 ASME ASTM ATI AW1 AWPA AWPB AWS AWWA BHMA BIA BRI CABRA CACI CRSI CS CTI DFPA DLPA EI MA EPA ETL FGMA FHA FIA FM FMIA FPL FS FSIWA FTI GA GANA GTA HPMA 1BRM ICBG ICEA IEEE IES MAC MIA MUSFA MSS NAAMM NAFM NBFU NBS NCMA NEC NELMA -t; Engineers American Society of Mechanical Engineers ASTM International Asphalt Tile Institute Architectural Woodwork Institute American Wood Preservers Association American Wood Preservers Bureau American Welding Society American Water Works Association Builder's Hardware Manufacturers Association Brick Institute of America Building Research Institute Copper and Brass Research Association Compressed Air and Gas Institute Concrete Reinforcing Steel Institute U.S. Commercial Standards Cooling Tower Institute Douglas Fir Plywood Association Decorative Laminate Products Association Exterior Insulation Manufacturers Association Environmental Protection Agency Electrical Testing Laboratories Flat Glass Marketing Association Federal Housing Administration Factory Insurance Association Factory Mutual Engineering Division, Association of Factory Mutual Fire Insurance Companies Factory Mutual Insurance Agency Forest Products Laboratory Federal Specifications Federation of Sewage and Industrial Waste Associations Facing Tile Institute Gypsum Association Glass Association of North America Glass Tempering Association Hardwood Plywood Manufacturers Association Institute of Boiler and Radiator Manufacturers International Congress of Building Officials Insulated Cable Engineers Association Institute of Electrical and Electronics Engineers Illuminating Engineering Society Masonry Advisory Council Marble Institute of America Metal Lath/Steel Framing Association Manufacturers Standardization Society of the Valves and Fittings Industries National Association of Architectural Metal Manufacturers National Association of Fan Manufacturers National Board of Fire Underwriters National Bureau of Standards National Concrete Masonry Association National Electrical Code (NFPA pamphlet No. 70) Northeastern Lumber Manufacturers Association, Inc. ABBREVIATIONS AND SYMBOLS Section 01070 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 NEMA National Electric Manufacturers Association NEIL National Elevator Industry, Inc. NFC National Fire Code NFPA National Fire Protection Association NFPA National Forest Products Association NHLA National Hardwood Lumber Association NHPMA Northern Hardwood and Pine Manufacturers Association NPA National Particleboard Association NPCA National Paint and Coatings Association NRMCA National Ready Mixed Concrete Association NSC National Safety Council NSF National Sanitation Foundation NSSEA National School Supplies and Equipment Association NTMA The National Terrazzo and Mosaic Association, Inc. NWWDA National Wood Window and Door Association OSHA Occupational Safety and Health Administration PCA Portland Cement Association PCI Precast/Prestressed Concrete Institute PEI Porcelain Enamel Institute, Inc. PS Product Standard, U.S. Dept. of Commerce RIS Redwood Inspection Service RTI Resilient Tile Institute SAE Society of Automotive Engineers SBC State Building Code SBI -' : Steel Boiler Institute SCMA Southern Cypress Manufacturers Association SDI Steel Deck Institute SDI Steel Door Institute SJI Steel Joist Institute SMACNA Sheet Metal and Air Conditioning Contractors National Association SMFMA Sprayed Mineral Fiber Manufacturers Association, Inc. SPIB Southern Pine Inspection Bureau SPR Simplified Practice Recommendations, U.S. Dept. of Commerce SPRI Single Ply Roofing Institute SSMA Steel Stud Manufacturers Association SSPC Steel Structures Painting Council SWFPA Structural Wood Fiber Products Association SWI Sealant and Waterproofers Institute TCA Tile Council of America TEMA Tubular Exchange Manufacturing Association TIMA Thermal Insulation Manufacturers Association TPI Truss Plate Institute UBC Uniform Building Code UL Underwriter's Laboratories, inc. UPC Uniform Plumbing Code USCGS U.S. Coast and Geodetic Survey WCLIB West Coast Lumber Inspection Bureau WRI Wire Reinforcement Institute WWPA Western Wood Products Association ABBREVIATIONS AND SYMBOLS Section 01070 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 1.03 ABBREVIATIONS OF WORDS AND PHRASES A. Abbreviations of words and phrases applicable to this Project; other that listed above for reference standards, shall be as shown on the Drawings. 1.04 SYMBOLS A. Symbols representing construction materials and equipment applicable to this Project shall be as shown on the Drawings. END OF SECTION ABBREVIATIONS AND SYMBOLS Section 01070 - 4 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 SECTION 01160 FURNISHED BY OWNER ITEMS PART 1 - GENERAL 1.01 FURNISHED BY OWNER ITEMS A. Furnished by Owner items will be fumished by the Owner. 1. For the purpose of this Contract, wherever the word °Owner° appears in these Specifications, it shall mean KOHL's Department Stores, Inc. or their Representatives. B. Contractor shall provide installation of Fumished by Owner items and all project management functions, as defined under this and subsequent sections. KOHL's SOLE INVOLVEMENT IS SUBMITTAL OF PURCHASE ORDER. 1. Contractor shall cooperate with Furnished by Owner items' suppliers and shall provide supervision, equipment, material storage and handling, and warranty for materials. 2. Contractor shall notify the Owner's Project Manager of costs associated with changes in -the form of a Field Order. 3. Contractor shall contact National Account Representative in writing on company letterhead four weeks prior to scheduled installation of Fumished by Owner items. The letter shall include: a. ' Project Name. b. Owner's Project Number. c. Project Street Address. d. Project Phone Number & Fax Number. e. Exact dates items are needed on site. f. Specific shipping address. g. A 24—hour before -shipment phone number for carrier to call prior to leaving shipper's address or factory. C. Contractor shall provide all non -factory related devices and accessories required to support, mount, set or install Fumished by Owner items. D. Contractor shall include in their price, all labor and equipment rental necessary to completely install Furnished by Owner items. FURNISHED BY OWNER ITEMS Section 01160 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 E. Contractor shall coordinate delivery date and completion date for all Furnished by Owner items. Contractor shall alert the Owner's Project Manager of delays in Fumished by Owner item installations. F. Contractor shall perform warranty work. Contractor is required to include all management and labor required to perform warranty work during warranty period, whether materials are furnished by Contractor or by Owner. 1. Warranty work will include defining warranty components, ordering warranty components, installing or reinstalling warranty components, and all management and labor required to satisfy warranty issues. G. National Account Representative shall complete initial "take -off' taken from Bid sets posted on the website, indicating all materials to be shipped and confirm order with the Owner's Representative within thirty days of project bid date. 1. Contractor shall receive complete "take -off' indicating all materials to be shipped. Contractor is then responsible for confirming submittal materials and quantities with plans and specifications. A retum confirmation must be sent back to National Account Representative for final coordination of package contents. 2. Manufacturer is solely responsible for correctness of shipped materials and quantities,'r l� H. Contractor shall coordinate changes to materials and quantities after receipt of shipment, i.e., "take -offs" performed, equipment identified, counted, and notification made to National Account Representative. 1. Contractor shall place requests for materials through National Account Representative immediately upon receipt of revised plans. 2. Notification of material changes shall include quantity of additional material required or quantity of material deleted. 3. Requests by Contractor for additional materials from manufacturer will be approved by the Owner's Project Manager by fax or e-mail. 4. Associated charges for additional labor and components not fumished by manufacturer shall be submitted to the Owner's Project Manager for approval. I. Contractor shall be responsible for off-loading, inspection, counting, and checking shortages, protection and insurance of ail Furnished by Owner items. 1. Contractor shall receive equipment at site, review order for completeness, and inspect all cartons and pallets for damage and correct labeling. 2. Contractor shall check all materials and cartons or other containers for concealed damage. FURNISHED BY OWNER ITEMS Section 01160 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Contractor is responsible for identifying, processing, ordering and following shipment of all claims. Supplemental orders for replacement of shortages, damages, or concealed damage materials must be made to supplier within 48 hours of date of receipt of shipment at job -site. Claims submitted after this time will not be honored and will be considered lost or damaged at site, with full replacement being the responsibility of Contractor. 4. Contractor shall mark shortages and damaged materials on receiving bill and attach a copy with supplemental order to manufacturer. Contractor shall attach a copy of receiving bill to claim form from carrier, and shall submit it to the Owner's Project Manager. The claim shall include cost of return shipment of damaged materials to manufacturer. 5. The Contractor shall replace all materials broken or lost after receipt at no additional cost to the Owner. J. Contractor shall provide all retum shipments of unused materials whether fumished by Contractor or furnished by Owner to Contractor, as directed by Kohl's Project Manager. 1. Contractor shall keep equipment in original saleable condition and properly identified packaging. Damaged material cannot be sent back. 2. National amount Representative shall arrange necessary shipment back to manufacturer. K. Contractor shall remove all debris from the site when the job has been completed including all empty boxes, paper, and trash associated with the Furnished by Owner items. END OF SECTION FURNISHED BY OWNER ITEMS Section 01160 - 3 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01220 PROJECT MEETINGS PART 1 - GENERAL 1.01 SUMMARY A. This Section specifies administrative and procedural requirements for Project meetings, including but not limited to: 1. Construction Conferences. 2. Pre-installation/pre-application conferences. 3. Progress meetings. 1.02 RELATED SECTIONS A. Related Sections include without limitation: 1. Section 07500 - Mechanically Fastened TPO Roofing. 2. Section 09800 - Coating Systems. 1.03 CONSTRUCTION CONFERENCES r A. Schedule and• administer pre-installation/pre-application conferences at the Project site prior to each construction activity which requires coordination with other construction and are specifically identified in the Specifications. Conduct other similar meetings at the Contractor's discretion. 1. Notify the Owner in writing at least four (4) days in advance, of the time, date, and place of each conference. B. Attendees: As specifically identified in the Specification Sections identified in Paragraph 1.02 - Related Sections. Others as requested by the Contractor. 1. Review the progress of other construction activities and preparations for the particular activity under consideration at each pre-installation/pre-application conference. 2. Record significant discussions, and agreements and disagreements of each conference, and the approved schedule. Promptly distribute the record of the meeting to everyone concerned, including the Owner's representative. 3. Do not proceed with the installation/application if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of Work and reconvene the conference at the earliest feasible date. PROJECT MEETINGS Section 01220 -1 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 1.04 PROGRESS MEETINGS A. Schedule and administer weekly construction progress meetings throughout progress of the Work. B. Make physical arrangements, prepare agenda, and distribute notice of each meeting to participants and to Owner's representative, 4 days in advance of meeting date. C. Preside at meetings, record minutes, and distribute copies within 3 days after meeting to participants and to entities affected by decisions at meetings, with 2 copies to Owner's representative. D. Location of Meetings: Contractor's field office. E. Attendance: Contractor, job Superintendent, Subcontractors, and suppliers as appropriate to agenda; Owner's representative, professional consultants may attend as appropriate. F. Minimum Agenda: 1. Approval of minutes of previous meetings. 2. Review of Work progress. 3. Field observations, problems, and decisions. 4. Identification of problems which impede planned progress. 5. Review of submittals schedule and status of submittals. 6. Review of off-site fabrication and delivery schedules. 7. Maintenance of progress schedule. 8. Corrective measures to regain projected schedules. 9. Planned progress during succeeding work period. 10. Coordination of projected progress. 11. Maintenance of quality and work standards. 12. Effect of proposed changes on progress schedule and coordination. 13. Other business relating to Work. G. Issues that materially affect the Project, i.e., cost, time, quality, shall be immediately brought to the Kohl's Project Managers attention. If Kohl's Project Manager is not physically present, the job superintendent shall contact the Project Manager by phone. PART 2 - PRODUCTS - NOT USED PART 3 - EXECUTION - NOT USED END OF SECTION PROJECT MEETINGS Section 01220 - 2 SUBMITTALS tr + z Z 0 en El SUBMITTAL REQUIREMENTS J 0 W W 0 ILI m E a co c▪ o 2 • z co• rit a W a w` H 5 to W 1 ce 44 V J lli M 0 It O - zi X1.1 N co c D O u-ts 0 m� ▪ J O fU yr p• 0 w u) X X XC X X Xt X X K X K K K k K Shoring design Concrete mix design, fiber mesh est results Certificate of Conformance Shop drawings Mix designs, slump tests, fiber mesh, admixtures, curing compounds, test results, product data Concrete mix design, admixtures, calculations, shop drawings, panel dimensions, openings, reinforcement, connections, lifting devices, samples, finishes Mix design, product data, mortar adhesive, test reports Product data, certificate of compliance, anchors, reinforcement, wall ties and accessories, test results, texture and color samples mock-up Manufacturer's product data, wall ties and accessories, samples, material safety data sheets, mock-up Structural Steel Shop drawings, primer, connections, weights and shapes, erection drawings Strudure Excavation and Trenching to i 8 Concrete Formwork Concrete Reinforcement # II 0 Tilt -Up Wall Panels Mortar and Masonry Grout t• 7 Masonry Veneer II- 02520 SpQ'� Q 4 03300 N 0 O i N 8 0 0 ILI m E a co c▪ o 2 • z co• rit a W a w` H 5 to W 1 ce 44 V J lli M 0 It O - zi X1.1 N co c D O u-ts 0 m� ▪ J O fU yr p• 0 w u) 0 scgi C 0 C - m d • a Ca ct—J CO O O N N d 0 0 SUBMITTALS z a w e H re m v m SUBMITTAL REQUIREMENTS z 0 LLA MEP—Mechanical, Electrical, and Plumbing Engineer F z LU 2 W ft d LCA N a4 c 5• o • mg w == Cr) a) 3 (n 2 Z 6 LU 1 M • v c coa ifA _ w0co a O c- m woi x 1° 1 COIn 2 aj o n I.L. o W. 'fie 1 N r N O _1Y Q i se 8 2 J co i o z 0 X X X X X X XX Sr X X X X X X XXX X X Manufacturer's specifications, product data, shop drawings, design calculations Certificate of Conformance Certificate of Conformance Certificate of Conformance, shop drawings, welder certificates Manufacturer's framing calculations, shop drawings, Certificate of Conformance Fire Retardant Treatment certification, Certificate of Conformance Certificate of Conformance Certificate of Conformance Manufacturer's UL Firestop System data, material safety data sheets, Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Curb schedule, welder certificates, Certificate of Conformance Certificate of Conformance Steel Joists and Joist Girders Steel Deck Lightgage Metal Framing Miscellaneous Metals Fences — Meaanlne/Stock Area Carpentry o i Exterior Insulation and Finish System (EFIS) _ co e n m 1 T. Mech. Fastened TPO Roofing EPDM Membrane Roofing Flashing and Sheet Metal Roof Curbs Roof Accessories 05210 05300 O 0 I0 05700 05800 r O e� 0 07240 07270 § 0 07534 07600 07721 07722 MEP—Mechanical, Electrical, and Plumbing Engineer F z LU 2 W ft d LCA N a4 c 5• o • mg w == Cr) a) 3 (n 2 Z 6 LU 1 M • v c coa ifA _ w0co a O c- m woi x 1° 1 COIn 2 aj o n I.L. o W. 'fie 1 N r N O _1Y Q i se 8 2 J co i o z 0 SUBMITTALS w z O. W cc N SUBMITTAL REQUIREMENTS z 0 W 11 0 W 0 a E a H w Z 2 ▪ LU fs � • 5 ILI W � M �O cv7 • T C O w M • 3 U) 2 Z 5 W 1 2 O V c a L wa O O - ` w m j 2 u_ ✓ w, m $.r i 18 cn un O 8 �Y O J *3 c Y x x x x x x x x x x x x x x x x x Certificate of Conformance Shop drawings Certificate of Conformance Certificate of Conformance + Certificate of Conformance Certificate of Conformance Product data, Hardware Schedule, templates, Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Certificate of Conformance Product data, Certificate of Conformance m c2p a e a s Special Doors (Overhead & Impact) Entrances and Storefronts Door Operators -Automatic Finish Hardware F cry Gypsum wallboard Exterior Sheathing Gypsum Board Glass Fiber Reinforced Concrete (GFRC) F m a, Ti0 Resilient Flooring Laminated Flooring N O I08200 1 O O m r S I 09250 pp rd 09290 p O ri ingr 09510 09650 000 11 0 W 0 a E a H w Z 2 ▪ LU fs � • 5 ILI W � M �O cv7 • T C O w M • 3 U) 2 Z 5 W 1 2 O V c a L wa O O - ` w m j 2 u_ ✓ w, m $.r i 18 cn un O 8 �Y O J *3 c Y SUBMITTALS re z a w 2 V )0 V cc SUBMITTAL REQUIREMENTS w J 1- 1- z 0 F 0 w z O U w 0) LL 0 z W 1 STRUCT — Structural Engineer, MEP — Mechanical, Electrical, and Plumbing Engineer K J K K X K K X X X it sC XC X X Mfr. Certification and reports, Certificate of Conformance Certificate of Conformance Certificate of Conformance Manufacturer's product data, shop drawings Manufacturer's product data, Certificate of Conformance Manufacturer's product data, Certificate of Conformance Certificate of Conformance Certificate of Conformance No submittals required Manufacturer's product data, shop drawings Coating Systems 1 a Vinyl Wall Covering Metal Toilet Partitions Wail and Corner Guards Building Signage Toilet Accessories Loading Dock Equipment S u. Fire Sprinklers o o 0 o 0 0 an 0 0 o0 OD 0... e 1- 10820 o$ ' z O U w 0) LL 0 z W 1 STRUCT — Structural Engineer, MEP — Mechanical, Electrical, and Plumbing Engineer KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 GENERAL CONTRACTOR'S CERTIFICATION OF CONFORMANCE SECTION XXXXX — Section Name SECTION XXXXX — Section Name SECTION XXXXX — Section Name (Additional Sections may be added to this Form; GENERAL CONTRACTOR SHALL LIST ALL SECTIONS THAT APPLY) Project Address: Date: City, State, zip: BY SIGNING BELOW, THE GENERAL CONTRACTOR HEREBY CERTIFIES THAT ALL PRODUCTS AND MATERIALS FURNISHED FOR THE SECTIONS LISTED HEREIN ARE EXACTLY THE SAME AS THOSE SPECIFIED. General Contractor Company Name and Address: Signed by: Date: Typed Name and Title of Person signing Submit as follows: 1 (one) copy to the Kohl's Department Store, Inc. Construction Manager END OF CERTIFICATION GENERAL CONTRACTOR'S CERTIFICATION OF CONFORMANCE 01300E - Page 1 of 1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01300 SUBMITTALS PART 1- GENERAL 1.01 DESCRIPTION A. Provisions in this Section are mandatory procedures for preparing and submitting samples, shop drawings and product data. B. Wherever possible throughout the Contract Documents, the minimum acceptable quality of workmanship and materials has been defined either by manufacturer's name and catalog number or by reference to recognized industry standards. C. Procedures have been established for advance submittal of design data and for its review by the designated representative to ensure that the specified products are furnished and installed in accordance with the design intent. D. DESIGN DATA FOR DESIGN/BUILD PORTIONS OF THE WORK SHALL BE SUBMITTED TO KOHL's FOR REVIEW, with exceptions and clarifications as follows: 1. The Architect will not approve design data for design/build portions of the Work including Owner (tenant) fixtures, mechanical, plumbing, electrical and fire protection work. 2. Refer to Par. 1.01.E. for summary of Architect's review of Submittals. E. The Architect will receive and review only the following: 1. Architect will perform submittal review for design conformance and coordination only, for Structural Steel shop drawings only. 2. Other submittals received by the Architect will be destroyed and original sender will not be advised. G. The Architect will provide design coordination, if necessary. H. Kohl's Consultants: 1. Structural, Mechanical, Plumbing, Fire Protection, and Electrical Consultants are Kohl's consultants. 2. Kohl's will receive, review and approve all related consultants' submittals, with the exception of structural submittals. Refer to Section 01300A for submittal chart. 3. The Architect is required to review Structural Steel for design conformance, and Vertical Transportation for conformation of the dimension between floors. SUBMITTALS Section 01300 -1 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3075 October 12, 2006 I. Design data for design/build fire protection shall also be submitted to Kohl's insurance carrier, and the local Fire Agency having jurisdiction. 1. Kohl's Insurer Carrier contact: CNA Insurance. See Vendor Contact List on Sheet DS1 for contact information. 2. See Title Sheet of Plans for local Fire Agency submittal information. J. Contractor shall make all submittals of shop drawings, samples, requests for substitution, and other similar items, in strict accordance with the provisions of this Section of these Specifications. fC Contractor agrees that shop drawings submittals processed by the Kohl's representative are not change orders; that the purpose of shop drawing submittals by the Contractor is to demonstrate to the Kohl's representative that the Contractor understands the design concept that he demonstrates their understanding by indicating which equipment and material he intends to furnish and install, and by detailing the fabrication and installation methods he intends to use. L. Changes made to the Building Plans by Kohl's or their Architect after the initial Building Permit has been issued: 1. The Architect will supply the needed documents but will not be responsible for submittal for Plan Check agency, or for paying additional fees. This shall be don -le -by the General Contractor. 1.02 RELATED DOCUMENTS AND SECTIONS A. Contractual Requirements for Submittals: General Conditions and Supplementary Conditions. B. Section 01300A - Attachment - Submittal Requirements. C. Section 01300B - Certificate of Conformance. D. Section 01700 - Project Closeout. E. Section 01700A - Attachment - Closeout Requirements. PART 2 - PRODUCTS 2.01 SHOP DRAWINGS A. Shop Drawing Preparation: 1. Prepared by qualified detailer. SUBMITTALS Section 01300 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2005 2. identify details by reference to sheet and detail numbers shown on Contract Drawings. B. Scale Required: 1. Unless otherwise specifically directed by the Kohl's representative, make all shop drawings accurately to a scale sufficiently large to show all pertinent features of the items, their method of connection to the Work and the adjacent surfaces or materials. C. Type of Prints Required: 1. Unless otherwise instructed by the Kohl's representative, submit all shop drawings in the form of four (4) blueline or blackline prints of each sheet, stapled into sets. 2.02 MANUFACTURERS' LITERATURE A. Preparation: 1. Manufacturer's standard schematic drawings: a. Delete information which is not applicable to project 4 � b. -' : Supplement standard information to provide additional information applicable to Project 2. Manufacturer's catalog sheets, brochures, diagrams, schedules, performance charts, illustrations and other standard descriptive data: a. Clearly mark each copy to identify materials, products or models. b. Show dimension and clearances required. c. Show performance characteristics and capacities. d. Show wiring diagrams and controls where applicable. e. Where specific manufacturers products are identified as options, submittal shall designate product as "As Specified". See Section 2.05. B. Number of Copies Required: 1. Submit the number of copies which are required to be retained plus 2 copies which will be retained by the Kohl's representative. 2. Where copies are required for inclusion in closeout documents submit these in addition to the requirements specified above. SUBMITTALS Section 01300 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2.03 SAMPLES A. Sample Preparation: 1. Samples shall be sized to clearly illustrate: a. Functional characteristics of product or materials, with integrally related parts and attachment devices. b. Full range of color samples, except when specific color(s) are specified. 2. Field samples and 'mock-ups, when shown on the Drawings or specified in a particular Section: a. Erect at Project site at location acceptable to Owner's representative. b. Construct each sample or mock-up complete, including work of all trades required in finished work. c. Remove as directed, unless specific Section allows incorporation in the Work after acceptance. B. Accuracy of Sample` -t 1. Unless otherwise specifically directed by the Owner's representative, all samples shall be of the precise article proposed to be fumished. C. Number of Samples Required: 1. Submit all samples in the quantity which is required to be retumed plus one which will be retained by the Owner's representative. 2. After review, approved samples may be used in construction of Project. 2.04 COLORS A. General: 1. Unless the precise color and pattern is specifically described in the Contract Documents, whenever a choice of color or pattern is available in a specified product, submit accurate color charts and pattern charts for review and selection. B. Comparative Analysis: 1. Unless all available colors and patterns have identical costs, identical performance characteristics, and are identically suited to the installation, completely describe the relative costs and capabilities of each. SUBMITTALS Section 01300 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2.05 SUBSTITUTIONS A. Approval Required: 1. The Contract is based on the materials, equipment, and methods described in the Contract Documents. 2. The Owner's representative will consider proposals for substitutions of materials, equipment, and methods only when such proposals are accompanied by full and complete technical data and all other information required by the Owner's representative to evaluate the proposed substitution. 3. Do not substitute materials, equipment, or methods unless such substitution has been specifically approved in writing for this Work by the Owner's representative, and as noted in the Specifications. B. Approvals: 1. Where the phrase "Approved Substitution", "Equal Approved" or similar wording occurs in the Contract Documents, do not assume that material, equipment or methods will be approved as equal by the Owner's representative unless the item has been specifically approved in writing for this Work by the Kohl's Department Stores, Inc. f 2. Thellecision of the Kohl's representative will be final. C. Availability of Specified Items: 1. Verify prior to bidding that all specified items will be available in time for installation during orderly and timely progress of the Work. 2. In the event specified item or items will not be so available, so notify the Kohl's representative prior to receipt of bids. 3. Costs of delays because of non-availability of specified items, when such delays could have been avoided by the Contractor, shall be the responsibility of that Contractor. D. Where the phrase 'NO SUBSTITUTIONS' or similar wording occurs in the Contract Documents, the Contractor shall provide ONLY submittals for products and/or materials specified. 1. General Contractor shall furnish to Kohl's a Certificate of Conformance stating that all products and materials provided by the Contractor are the same as those specified, where No Substitution is allowed. Refer to Attachment to this Section: "Certificate of Conformance'. SUBMITTALS Section 01300 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2.06 MISCELLANEOUS A. Inspections and Test Reports: 1. Classify each as either "shop drawing" or "product data" depending upon whether report is uniquely prepared for this Project or a standard publication of workmanship control testing at point of production; process accordingly. B. Warranties: 1. In addition to copies desired for Contractor's use, furnish 2 executed copies for the Kohl's representative use plus additional copies for maintenance manuals, where required. Refer to Sections 01700 - Project Closeout, and 01700A - Attachment - Closeout Requirements for specific information. 2.07 PROJECT DESIGN/BUILD SUBMITTALS A. Preparation: 1. Prepare complete and accurate drawings and accompanying data including but not limited to: a. Plans. b. Details. c. ' = Schedules. 2. Drawings shall be signed by a registered Engineer, registered in the state in which the Project is located. B. Scale Required: 1. Plans and details shall be drawn to scales compatible with the Architectural Drawings for ease in coordination. C. Types of Prints Required: 1. Unless directed otherwise by Kohl's representative, submit drawings and accompanying data in the form of one sepia transparency or other transparent form of each sheet plus 2 blueline or blackline prints of each sheet. PART 3 - EXECUTION 3.01 COORDINATION OF SUBMITTALS A. General: 1. Prior to submittal for review, use all means necessary to fully coordinate all material, including the following procedures: a. Determine and verify all field dimensions and conditions, catalog numbers, and similar data, SUBMITTALS Section 01300 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 b. Coordinate as required with all trades and with all public agencies involved. c. Secure all necessary approvals from public agencies and others; signify by stamp or other means that all required approvals have been obtained. d. Clearly indicate all deviations from the Contract Documents. B. Grouping of Submittals: 1. Unless otherwise specifically permitted by the Kohl's representative, make all submittals in groups containing all associated items. 2. The Kohl's representative may reject partial submittals as not complying with the provisions of the Contract Documents. 3.02 TIMING OF SUBMITTALS A General: 1. Make all submittals far enough in advance of scheduled installation to allow sufficient time for reviews, securing necessary approvals, possible revision and resubmittal, placing orders, and securing delivery. 1: B. Delays: 1. Costs of delays occasioned by tardiness of submittals by the Contractor shall be the responsibility of that Contractor. 3.03 IDENTIFICATION OF SUBMITTALS A General: 1. Consecutively number all submittals. 2. Accompany each submittal with a letter of transmittal, in duplicate, showing the date of transmittal, Specifications Section or Drawing Number to which the submittal pertains, brief description of the material submitted, notification of deviations from Contract and the company name of the originator of the submittal. B. Resubmittals: 1. When material is resubmitted, transmit under a new letter of transmittal, and indicate by reference to previous submittal that this is a resubmittal. 3.04 PROCESSING OF SUBMITTALS A. Mechanical, Plumbing, Electrical and Fire Protection Subcontractors shall prepare their design data and then transmit it to the Contractor. B. Upon receipt of these submittals, the Contractor shall stamp, sign and transmit them SUBMITTALS Section 01300 - 7 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 as follows: 1. Typically send four (4) blackline prints to Kohl's. 2. All comments or corrections shall be incorporated into the final Construction Documents. C. Processing of design/build shop drawings is specified in Article 3.05. 3.05 PROCESSING OF SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES A. Each Subcontractor shall prepare, review and approve each submittal and then transmit it to the Contractor. SUBCONTRACTOR SHALL NOT SUBMIT DIRECTLY TO KOHL'S FOR REVIEW. B. Upon receipt of a submittal from a Subcontractor, the Contractor shall review submittal and proceed as follows: 1. If submittal is complete and in accordance with the Contract Documents, he shall stamp, sign and transmit it to the Kohl's representative. 2. In the case of Consultant shop drawings or product data as defined in Paragraph 1.01.H above, the Contractor, following their review, stamping and signing, &VII transmit the submittal directly to the Consultant and send a copy of the letter of transmittal to the Kohl's representative. 3. If the submittal is incomplete or not in accordance with the Contract Documents, the Contractor shall stamp the information "REJECTED" and return it to the Subcontractor for resubmission. The Contractor shall send a copy of the letter of transmittal to the Kohl's representative. 4. In the case of design/build fixture, mechanical, plumbing, electrical and fire protection shop drawings, the Contractor shall proceed as specified above. a. The burden of approval is upon the Contractor. b. The Kohl's representative may respond to design issues, material or product selection at Kohl's representative's discretion. C. Upon receipt of a submittal from the Contractor, the Kohl's representative will review, stamp, mark, initial, and date each submittal as follows: 1. "NO EXCEPTIONS TAKEN": This indicates that the submittal meets Contract Document requirements, the design intent, and the Owner's representative has no objections to the information included with the submittal. The submittal can be distributed by the Contractor. SUBMITTALS Section 01300 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. "MAKE CORRECTIONS NOTED": This indicates that the submittal is essentially acceptable in terms of Project requirements and design intent, but some minor aspect is incorrect, the Owner's representative has indicated a color or finish selection, or other comments have been added to the submittal. Resubmittal is not necessary; the submittal can be distributed and utilized as is. 3. "REJECTED": This indicates that the submittal is unacceptable. Reasons may include unacceptable manufacturer, incorrect model or product, or incomplete submittal as defined herein. The Owner's representative will note the reason for rejection and the submittal shall be retumed to the Subcontractor through the Contractor. The Subcontractor shall correct and resubmit as specified herein. 4. "REVISE AND RESUBMIT": This indicates that major corrections are required to the submittal; it may also indicate that a few changes of major significance need to be made. In this case, the submittal shall be returned to the Subcontractor through the Contractor. The Subcontractor shall correct and resubmit as specified herein. 5. "SUBMIT SPECIFIED ITEM": This indicates that the submittal is unacceptable. The reason for rejection is that product, material and manufacturer submitted should be as specified, where NO SUBSTITUTION is noted in the pertinent section of the Specifications. 3.06 DISTRIBUTION A. Shop Drawings shall be reproduced by the Contractor from the final, processed submittal bearing the Kohl's representative review stamp, or in the case of design/build shop drawings, the Consultant's and Contractors review stamp. B. The Contractor shall distribute reproductions of shop drawings to the following: 1. Subcontractor who prepared submittal (verify number of copies required). 2. Job site file. 3. Other affected Subcontractors. 4. Suppliers or fabricators. C. The Contractor shall retain the processed shop drawings for the record. D. Distribute samples and copies of product data which carry the Kohl's representative review stamp as directed by the Kohl's representative. 3.07 COMMENCEMENT OF WORK A. The manufacture or construction of applicable pieces of equipment, device or other items for which shop drawings, product data, or samples are required to be fumished, shall not commence prior to complete processing of the appropriate submittal. SUBMITTALS Section 01300 - 9 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. The Contractor or a Subcontractor who proceeds without a submittal bearing the Kohl's representative or Consultant's stamp, or in the case of design/build submittals, the Consultants and Contractor's review stamp, does so at their own risk. Kohl's shall maintain the right to reject work or materials provided without proper prior submittal. PART 4 — REQUIRED SUBMITTALS REFER TO SECTION 01300A "ATTACHMENT — SUBMITTAL REQUIREMENTS" FOR ALL SECTION SUBMITTAL LIST AND ADDITIONAL INFORMATION. 4.01 SECTION 02520 — CONCRETE SIDEWALKS A. Submit directly to Structural Engineer. 1. Concrete mix design. 2. Fiber Mesh independent laboratory test results and certifications. 4.02 SECTION 03200 — CONCRETE REINFORCEMENT A. Submit directly to Structural Engineer. 1. Shop Drawings: Fabrication and placing drawings for reinforcing steel, conforming to ACI SP -66. Include without limitation, bar bending diagrams and constructidtY joint locations. 4.03 SECTION 03300 — CAST -IN-PLACE CONCRETE A. Submit directly to Structural Engineer 1. Aggregate test reports and mix designs. a. Submit in duplicate to the Structural Engineer of Record, at least 14 days prior to placing concrete. b. Submit mix designs with appropriate historical data required by ACI 301 to meet minimum strength requirements. 2. Fly Ash: Submit certification of cement and certification of fly ash when used as a partial replacement. 3. Fiber Mesh independent laboratory test results and certifications. 4. Compressive strength test reports as specified in Section 03300, Par. 3.12. 5. Do NOT begin concrete production until approval of mix designs has been received. 6. Manufacturer's Literature: Materials description for products specified. SUBMITTALS Section 01300 -10 KOHL's Department Store, Inc.—Tukwila, WA Project No. 3079 October 12, 2005 4.04 SECTION 03442 — TILT -UP WALL PANELS A. Submit directly to Structural Engineer. 1. Shop Drawings: Prepared and stamped by a Professional Engineer, registered in the state in which the Project is located. Include without limitations: a. Panel dimensions. b. Openings. c. Finishes. d. Reinforcing and connection details. e. Lifting and erection inserts. f. Supporting hardware. g. Other items cast into panel. h. Show location of unit by same identification mark placed on panel. i. Show location of all items to be embedded in concrete. j. Additional reinforcement as result of panel erection. 2. Structural design calculations and concrete design mix prepared by a Professional Engineer, registered in the state where the Project is located. a. Calculations shall include a description covering erection procedures, additional reinforcement, lifting hardware and bracing. 3. Samples, deliver to the Project site: Three 12" x 12" square samples, 2" thick. a. Show each finish specified and transitions between finishes. b. It is the intent of this specification to match the finishes approved by the Architect If variations are proposed in the finishes or method of construction, cast additional samples as required to compare proposed changes. 4. Manufacturer's Instructions: For manufactured items used, submit the manufacturer's current recommended printed methods of installation, including limitations and safety precautions. 5. Submit test reports in accordance with Section 01410. 4.05 SECTION 04100 — MORTAR AND MASONRY GROUT A. Submit directly to Structural Engineer. 1. Manufacturer's Literature: Materials description, for cement, lime, and mortar adhesives. 2. Test Reports: Test reports on cement and mortar indicating compliance with specified standards. SUBMITTALS Section 01300 -11 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Mortar Design Mix: For property specification and off-site preblended dry mortar (each type if more than one type used) submit a laboratory design mix conforming to the specification requirements utilizing the materials proposed for the work. a. Indicate mix design proportions by weight of ail materials. b. Indicate laboratory tests for compression strength at 28 days in accordance with ASTM C109. 4. Grout Design Mix: Submit aggregate test reports and mix designs to the Structural Engineer in duplicate at least 14 days prior to placing grout. Submit mix designs with appropriate historical data required by ACI 301 to meet minimum strength requirements. Do NOT begin grout production until approval of mix designs has been received. 4.06 SECTION 04200 — UNIT MASONRY A. Manufacturer's Literature: Materials description, installation and maintenance instructions including but not limited to, anchors, joint reinforcement, and joint materials. 8. Test Reports: Reports on prism tests for concrete masonry units. C. Certification! Written certification that anchors and joint reinforcement, comply with requirements specified. D. Wall ties and accessories: Submit to Structural Engineer for approval. E. Kohl's Project Manager may require a sample pane! to be constructed at the Project site to review and verify the masonry products, as well as the joint pattem and spacing. 4.07 SECTION 04250 — MASONRY VENEER A. Manufacturer's Literature: Materials description, anchorage and fastener details, installation and maintenance instructions. B. Wall ties and accessories: Submit to Structural Engineer for approval. C. Samples, deliver to the Project site: 1. Furnish 5 full size units of each type proposed, including one comer unit, through range of color. 2. At least one unit shall represent the worst condition of that delivered to the site and incorporated in the work will exhibit. D. Material Safety Data Sheets: Comply with manufacturers MSDS and instructions for cutting masonry veneer. E. Mock -Up: Refer to Section 04250. SUBMITTALS Section 01300 -12 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 4.08 SECTION 05000 -STRUCTURAL STEEL A. Manufacturer's Literature including but not limited to, specifications for shop primer. B. Welding procedures and welders certification. C. Shop Drawings: Complete fabrication and erection details and schedules. 1. Submit as follows: a. Architect: 3 sets. b. Structural Engineer. 5 sets. 2. Shop Drawings shall have been thoroughly checked by fabricator before being submitted for review. Review is precautionary measure only and shall not relieve fabricator of full responsibility for correctness of materials, sizes, dimensions and details. 3. If structural sections and other details indicated on Drawings cannot be readily obtained, substitution of sections and other details of equal strength, which conform to requirements of design, may be made only if approved by the Structural Engineer of Record. 4. Fabrication= shall not proceed until shop drawings have been reviewed. Fabrication, assembly and erection shall conform to reviewed shop drawings. 4.09 SECTION 05210 - STEEL JOISTS AND JOIST GIRDERS A. Manufacturer's Literature: Specifications and design data. B. Welding procedures and welders certification. C. Shop Drawings: Show without limitation, joist layout and layout of welded studs at composite joists, details of bearing, anchorage, and bracing. D. Design Calculations: Submit calculations stamped by a Professional Engineer licensed in the State in which the Project is located, who certifies that the joists have been designed in accordance with SJI standard specifications. 1. This submittal shall also include submittals for special joists and composite joists shown on the Drawings, and joists and joist girders which require revisions due to increased mechanical loads and other Toads shown on the Drawings. 4.10 SECTION 05300 - STEEL DECK A. Certificate of Conformance. B. Shop Drawings: Show decking layout, openings required for other parts of the Work, support of decking at openings, sheet metal accessories, and fastening pattern. C. Alternate gauge deck and altemate fastening pattem to resist specified shears may be substituted, subject to the Structural Engineer's approval, at no additional cost to Owner. SUBMITTALS Section 01300 -13 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 4.11 SECTION 05700 - MISCELLANEOUS METALS A. Certificate of Conformance. B. Shop drawings detailing fabrication and erections of each metal fabrication indicated. Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items, Provide templates for anchors and bolts specified for installation under other sections. 1. Where installed metal fabrications are indicated to comply with certain design loadings, include structural computations, material properties, and other information needed for structural analysis that has been signed and sealed by the Professional Engineer licensed in the State where the Project is located, who was responsible for their preparation. 2. Provide shop drawings for exterior and interior stairs. C. Welder Certificates signed by Contractor certifying that welders comply with requirements specified. 4.12 SECTION 05800 - FENCES — MEZZANINE/STOCK AREA A. Certificate of Conformance. B. Manufacturer's calculations data for framing member diameter, thickness, and spacing to confirm compliance with applicable Toads and requirements of authority having jurisdiction. C. Shop Drawings: Show without limitations, locations, dimensions, anchoring and seismic fastening details. 4.13 SECTION 06100 - CARPENTRY A. Certificate of Conformance. B. Fire -Retardant Treatment: Submit certification by treating plant that fire -retardant treatment materials comply with governing codes and ordinances and that treatment will not bleed through finished surfaces. C. Should attachment not be shown on details, the Contractor should adhere to manufacturer's details and printed instructions for attachment, or receive direction from the Structural Engineer. 4.14 SECTION 07270 — FIRESTOPPING A. Certificate of Conformance. B. Product Data: Manufacturer's specifications and technical data for each material including the composition and limitations, documentation of UL Firestop systems to be used and manufacturer's installation instructions. SUBMITTALS Section 01300 -14 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Manufacturer's engineering judgment identification number and drawing details when no UL system is available for an application. Engineer judgment must include both project name and contractors name that will install Firestop system as described in drawings. D. Submit material safety data sheets provided with product delivered to job -site. 4.15 SECTION 07500 - MECHANICALLY FASTENED TPO ROOFING A. Certificate of Conformance. B. The Roofing Contractor shall submit a letter stating that he has reviewed all conditions of installation and installation details, and that installation is in compliance with manufacturer's UL and FM recommendations. Also that all materials used for the roof installation are acceptable to the roofing manufacturer. 4.16 SECTION 07721 - ROOF CURBS A. Certificate of Conformance. B. Curb manufacturer shall furnish Curb Schedule to Contractor identifying curb "Type" and roof penetration for which curb is to be used. Curb Schedule shall identify identical curbs as single "Tyrie" (Le. Type A - Exhaust Fans, etc.). C. Provide Welders certifications. 4.17 SECTION 08100 - METAL DOORS & FRAMES A. Shop Drawings: Show type of door and frame for each opening, full scale sections of typical members, dimensioned elevations, anchors, reinforcements, and other required components. 4.18 SECTION 08200 - WOOD DOORS A. Certificate of Conformance. B. Fire Rated Doors: Certificate of compliance with UL standards referenced. 4.19 SECTION 08710 - FINISH HARDWARE A. Certificate of Conformance. B. Hardware Schedule: Provide hardware schedule fist in "Hardware Groups", listing complete designation of every item required for each door opening. 1. List and describe each opening separately, except for hand, include doors with identical hardware in a single heading unless specified otherwise. Include door number, room designations, degree of swing, and hand. 2. List related details; include dimensions, door and frame material and other conditions affecting hardware. SUBMITTALS Section 01300 -15 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 92, 2006 3. Number hardware groups same as numbers specified. If variation is required or desired by the scheduler use suffix letters with the numbers or similar method to keep scheduled numbers specified herein in sequence. 4. List of hardware items; include manufacturer's name, quantity product name, catalog number, size, finish, attachments, and related details where applicable. 5. Mounting Height Schedule: Include mounting heights, where appropriate, for all hardware items listed in the hardware schedule. C. Furnish catalog literature for hardware listed by manufacturers not included in the Architects schedule. D. Samples of hardware: Deliver to the Project site as required by Kohl's. Samples shall be in the finish as specified, properly marked for identification and installation in the Project. 1. Tag all samples to identify item type, model number, manufacturer, hardware heading and opening. 2. AU approved samples may be returned to the Contractor in time for installation on the project. .tr E After reviev r -of hardware submittal, furnish templates to other trades for hardware items applied to their work. Clearly mark all templates with their respective heading number and supply complete information regarding item description, installation, fasteners, dimensions and other pertinent details affecting their installation and operation. 4.20 SECTION 09305 - CEMENT BOARD A. Certificate of Conformance. 4.21 SECTION 09800 - COATING SYSTEMS A. Certificate of Conformance. B. Reports: Coating manufacturer's pre -application report summarizing the visual inspection of the concrete walls to be coated, and corrections to be made prior to receiving written certification. C. Certification: Written certification from the manufacturer that applicator is approved to apply the silicone -emulsion masonry coating system on this Project. 4,22 SECTION 10960 - METAL TOILET PARTITIONS A. Manufacturer's Literature: Materials description and installation instructions. B. Shop Drawings. SUBMITTALS Section 01300 -16 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 4.23 SECTION 10260 - WALL AND CORNER GUARDS A. Manufacturer's Literature: Materials description, and installation instructions. B. Certificate of Conformance. END QF SECTION Section 01300A - ATTACHMENT — SUBMITTAL REQUIREMENTS TO FOLLOW SUBMITTALS Section 01300 -17 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01410 TESTING AND INSPECTION PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Kohl's will retain and pay for Testing and Inspection services. 1. Kohl's Project Manager will issue a 'Proposal for Engineering Services" to the testing laboratory to activate testing services. B. These tests are for the information and/or convenience of the Owner. The General Contractor and the Testing Contractor are solely responsible for materials and methods, and all conclusions and actions drawn whereupon shall be done at their own risk. C. The Testing Contractor shall provide copies of all reports and tests to those parties listed in this section. At the end of a particular testing phase such as compaction or concrete pours, the Testing Contractor shall be required to certify that all reports have been submitted and are true and correct. D. The requirement ofrthis section relates primarily to customized fabrication and installation procedures, not to the production of standard products. Quality monitoring services include testing and inspection and related actions, including reports performed by Testing Contractor and governing authorities. E. When tests indicate non-compliance with the Contract Documents, costs of specific tests associated with that non-compliance will be deducted by the Kohl's from the Contract Sum, subsequently the same testing laboratory shall perform retesting occasioned by the non-compliance, and the costs thereof shall be paid by the General Contractor. F. Testing and Inspection shall be provided without limitation for the following: 1. Soils. 2. Paving (Concrete/Asphalt). 3. Foundations. 4. Concrete Testing and Placement. 5. Reinforcing Steel (except mill reports). 6. Structural Steel and Joists (except mill reports). 7. Metal Deck. 8. Bolting. 9. Welding. 10. Roofing including deck attachments. 11. Exterior Paint (Mil thickness). G. Related Requirements in Other Documents of the Project Manual: 1. Inspections and testing required by laws, ordinances, rules, regulations, orders or approvals of public authorities: Conditions of the Contract. TESTING AND INSPECTION Section 01410 -1 KOHL's Department Store, inc, —Tukwila, WA Project No. 3079 October 12, 2006 H. Related Requirements specified in other Sections include but are not limited to: 1. Contractual Requirements: General Conditions, Supplementary Conditions. 2. Section 02220 - Structure Excavation and Trenching. 3. Section 03300 - Cast -In -Place Concrete. 4. Section 04200 - Unit Masonry. 5. Section 05000 - Structural Steel. 6. Section 05210 - Steel Joists and Joist Girders. 7. Section 05300 - Steel Deck. 1.02 QUALITY ASSURANCE A. Reference Standards: 1. ASTM International (ASTM). 2. International Building Code (IBC): a. Chapter 17 — Structural Tests and Special Inspections. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.03 QUALIFICATIONS OF TESTING LABORATORY A. Meet "Recommended Requirements for Independent Laboratory Qualification", published by American Council of Independent Laboratories. B. Independent Laboratory shall comply with ASTM E994 "Laboratory Accreditation System" and shall be recognized in the industry as specialized to the type of inspections and tests being performed. C. Meet basic requirements of ASTM E329 "Specification for Agencies Engaged in the Testing and/or of Materials Used in Construction". D. Meet basic requirements of ASTM D3740 "Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction". E. Authorized to operate in the State in which the project is located. F. Reports of all tests shall be signed by a qualified individual having professional registration in the state in which the project is being constructed. G. Submit copy of report of inspection of facilities made by Materials Reference Laboratory of National Bureau of Standards during the most recent tour of inspection, with memorandum of remedies of deficiencies reported by the inspection. H. Testing Equipment 1. Calibrated at reasonable intervals by devices of accuracy traceable to either: a. National Bureau of Standards. TESTING AND INSPECTION Section 01410 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 b. Accepted values of natural physical constants. PART 2 — PRODUCTS — NOT USED PART 3 - EXECUTION 3.01 TESTING LABORATORY DUTIES A. Cooperate with Kohl's representative and Contractor. Provide qualified personnel after due notice. Perform specified inspections, sampling and testing of materials and methods of construction. 1. Comply with specified standards. B. Ascertain compliance of materials with requirements of Contract Documents. C. Provide the Architect of Record a copy of the contractual provisions defining the testing laboratory's scope of services. D. Promptly notify Architect, Structural Engineer, Kohl's representative and Contractor of observed irregularities of deficiencies of work or products. E. Submit a list of each Individual test and inspection to be performed, to the following: 1. Kohl's Project Manager. 2. Site -Work Engineering Consultant 3. Contractor. 4. Building Official, when required by the local Authority having jurisdiction. 5. Architect of Record. F. Promptly submit 2 (or as directed) copies of written report of each test and inspection to Owner, Architect of Record, Structural Engineer, Kohl's representative and to the General Contractor. Each report shall include: 1. Date issued. 2. Project title and number. 3. Project address. 4. Testing Laboratory name, address and telephone number. 5. Name and signature of laboratory inspector. 6. Date and time of sampling or inspection. 7. Record of temperature and weather conditions. S. Date of test. 9. Identification of product and Specification section. 10. Location of sample or test in the Project. 11. Type of inspection or test. 12. Results of test and compliance with Contract Documents. 13. Interpretation of test results, when requested by Kohl's representative. F. Perform additional tests as required by Engineer of Record or Kohl's representative. TESTING AND INSPECTION Section 01410 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.02 LIMITATIONS OF AUTHORITY OF TESTING LABORATORY A. Testing Laboratory is not authorized to: 1. Release, revoke, alter or expand on requirements of Contract Documents. 2. Approve or accept a portion of the Work. 3. Perform duties of the Contractor. 4. Direct or advise the General Contractor or subcontractors in remedial work. 3.03 CONTRACTORS RESPONSIBILITIES A. Cooperate with laboratory personnel, provide access to Work, and to manufacturer's operations. B. Secure and deliver to the laboratory adequate quantities of representative samples of materials to be tested, as directed. C. Provide to the laboratory the preliminary design mix proposed to be used for concrete, and other materials' mixes, which require control by the testing laboratory. D. Furnish copies of product test reports as required. 1~. Furnish incidental labor and facilities: 1. Tofiravide access to work to be tested. 2. To obtain and handle samples at the Project site or at the source of the product to be tested. 3. To facilitate inspections and tests. 4. For storage and curing of test samples. F. Notify Laboratory sufficiently in advance of operations to allow for laboratory assignment of personnel and scheduling of tests. 1. When tests or inspections cannot be performed after such notice, reimburse Kohl's for laboratory personnel and travel expenses incurred due to Contractor's negligence. G. Make arrangements with laboratory and pay for additional samples and tests required, for Contractor's convenience. H. Pay for additional inspections, sampling and testing required when initial tests indicate work does not comply with Contract Documents. I. Pay for additional inspections, sampling and testing to verify the adequacy of work perforrned without prior notice, without proper supervision, and when contrary to standard construction practices. END OF SECTION TESTING AND INSPECTION Section 01410 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01530 CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) PART 1 - GENERAL 1.01 SUMMARY OF WORK A. This section specifies minimum requirements for temporary facilities, to ensure the possibility of construction processes including fabrication and installation of work at project site. Temporary facilities, enclosures and construction site barriers are defined to exclude tools and self-contained construction machines and equipment. B. Unless otherwise specified herein, temporary facilities shall be provided, maintained and paid for by the Contractor. On completion of the Project the Contractor shall remove these temporary facilities from the premises. C. The types of temporary construction facilities and protection include but are not necessarily limited to the following: 1 Staging and Perimeter Fencing. 2. Temporary Access Road. 3. Temporary Fire Protection. 4. Temporary'Enclosure. 5. Terr?porary Office. 6. Water Distribution. 7. First Aid facilities. 8. Temporary Sanitary facilities. 9. Dewatering Facilities and Drains. 10. Dust control. 11. Housekeeping. 12. Temporary Heat and Ventilation. 13. Temporary Power. 14. Temporary Lighting. 15. Construction Signs. 16. Traffic and parking control. 17. Security and Site safety. 1.02 QUALITY CRITERIA A Standards: Comply with NFPA Code 241 "Building Construction and Demolition Operations" and with ANSI "Safety Requirements for Construction and Demolition" standards. B. Comply with provisions of the International Building Code (IBC): 1. Chapter 33 -- Safeguards During Construction. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Use qualified tradesmen for installation of temporary construction facilities. Locate facilities where they will serve the total project construction work, and result in minimum interference with performance of the work. Relocate, modify and extend facilities during course of the work, to accommodate entre work of project. 1.03 JOB CONDITIONS A. Scheduled Uses: Provide temporary construction facilities ready for use at each location, at time first needed to avoid delays in performance of the work. Maintain, expand and modify as needed through progress of work and do not remove until no longer needed or replaced by authorized use of completed permanent facilities of project. B. Temporary Use of Permanent Facilities: Regardless of previously assigned responsibilities for temporary facilities, the Installer of each permanent facility shall assume responsibility for its operations, maintenance and protection during use as a construction facility prior to final inspection and assumed operation of the facility. C. Conditions of Use: Operate, maintain, control and protect temporary construction facilities to prevent overloading, freezing, pollution, contamination of water source, flooding, unsanitary conditions, hazardous exposures, fire, disease, erosion of site, damage or deterioration of completed work, public nuisances, and deleterious effects. D. Contractor shall Maintain equipment such as temporary stairs, barricades, ladders, ramps, scafloids, runways, derricks, chutes and the like, as required for proper execution of the Work. Such apparatus, equipment and construction she be as required by ail State and local laws applicable thereto. PART 2 - PRODUCTS 2.01 MATERIALS A. Materials may be new or used, but must be adequate in capacity for the required usage, must not create unsafe conditions, and must not violate requirements of applicable codes and local ordinance standards. B. Recycling or salvage of demolished building materials is recommended, as practicable. Contractor shall comply with applicable requirements of authorities having jurisdiction. PART 3 - EXECUTION 3.01 STAGING AND PERIMETER FENCING (As approved by Owner) A. Provide perimeter fencing around entire Building Pad to protect work in place, materials and equipment stored at the site, and existing facilities throughout the progress of the work. 1. Provide gates for Contractor's personnel and vehicular access during hours of operations, and for Fire Department access and emergency egress at all times, as approved by Authority having jurisdiction. 2. Maintain access to adjacent properties and existing facilities, at all times. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Maintain perimeter fencing until Substantial Completion, or as directed by Owners representative. B. Provide construction personnel parking area and fenced Contractors staging area. 1. Coordinate location and sequence of parking and staging area with the Owners representative. 2. Contractor shall allow for one relocation of parking and staging area during the course of the work at no additional cost to the Owner. C. Temporary Storage (As approved by Kohl's Project Manager): 1. Provide storage sheds as required. Coordinate location of the sheds with the Owners representative. 2. Contractor shall be responsible for storage of all materials and equipment. D. Provide a fenced staging area for Owners use a minimum of one week prior to date of Substantial Completion, as required by Kohl's Project Manager. Coordinate location and area size with Owner's representative. E. Perimeter and stagi ag area fencing shall not penetrate pavements. 3.02 TEMPORARY ACCESS ROAD A. Contractor shall provide and maintain all weather temporary access road around entire perimeter of all areas of the Work as required by Authorities having jurisdiction. 1. The access road shall not interfere with the progress of the Work. The temporary access shall be for the free use of all, including Subcontractors, vendors, and Owner's representative(s). 2. The temporary access road shall be adequate to sustain the Loads to be carried and shall be maintained in a useable condition at all times. B. Provide Fire Department access and emergency egress at all times, as approved by Authority having jurisdiction. 3.03 TEMPORARY FIRE PROTECTION A. Maintain existing fire protection system in operation at all times to minimize exposure of the public to hazard. Coordinate temporary shutdowns due to connections and testing with the Owners representative. B. Provide temporary water tanks, portable extinguishers, or other means to control fire as required by Authorities having jurisdiction. C. Provide fire resistant safety blankets, portable fire extinguishers, and other fire protection equipment during all potentially hazardous operations such as cutting, welding, etc. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.04 TEMPORARY ENCLOSURE A. Provide temporary enclosure where temporary heat is needed and permanent building enclosure is not yet completed or adequate for containment of temporary heat. Coordinate temporary enclosures with ventilating and drying -of -the -work requirements. B. Where temporary wood/plywood enclosure exceeds 100 square feet in area, use fire -retardant treated wood/plywood (UL labeled "A") for main sheathing, and use a minimum of non -treated wood framing and trim. 3.05 TEMPORARY OFFICE A. Provide a weatherproof office on the site with adequate heat and electric service for the safekeeping of drawings, records and supplies. This office shall be for the use of the Contractor and all Subcontractors. B. Telephone: 1. In the temporary office, the Contractor shall provide and maintain a telephone until the Work is completed. It shall be for the use of individuals performing all or a portion of the Work, and the Owner's representative. Ail long distance calls shall be paid for by the caller. 2. Provide tdlbphone answering machine and facsimile (Fax) machine, as required. 3.06 WATER DISTRIBUTION A. Provide drinking water for Contractor's personnel use, from a proved safe source, piped or transported as to be kept clean and fresh, and served from single service containers or satisfactory types of sanitary drinking stands or fountains. B. Do not use permanent water piping for distribution of non -potable water. 3.07 FIRST AID FACILITIES A. Provide and maintain adequate First Aid facilities and clearly visible signage identifying location of said facilities. 3.08 TEMPORARY SANITARY FACILITIES A. Provide temporary sanitary facilities for Contractor's personnel. Maintain facilities in a sanitary condition throughout the progress of the work. 3.09 DEWATERING FACILITIES AND DRAINS A. Provide temporary drainage and dewatering facilities and operations (not directly associated with performance of individual work items specified in Divisions 2 through 16). Maintain site, excavation and construction free of water. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 4 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 3.10 DUST CONTROL A. Provide water sprinkling, temporary enclosures and other approved means to limit the amount of dust and dirt rising and scattering in the air to the level required by authorities having jurisdiction. B. Do not use water when it may create hazardous conditions, ice, flooding, or storm water pollution. 3.11 HOUSEKEEPING A. All debris and demolished materials shall become the property of the Contractor and shall be removed and disposed of in a legal, environmentally safe manner off the Owner's property. B. Disposal shall be performed as promptly as practicable after debris and demolished materials are generated and shall not be left until the final clean-up period. 3.12 TEMPORARY UTILITIES - GENERAL A. Utility Permits: 1. Contractor shall pay for and make all necessary arrangements for the securing of‘temporary permits for the installation of electric Tight, power and water during the term of building operation under the Contract B. Electric Service: 1. Contractor shall provide, maintain, pay for and arrange with the local utility company for electrical service of adequate capacity for the needs of the Contractor and all Subcontractors on the site during the construction period, and until the takeover by Owner. C. Heating and Ventilating: 1. During the construction of the building and until the takeover by Owner, the Contractor shall provide, pay for and maintain all heat, fuel and services necessary to protect all work and materials against injury from dampness and cold. 3.13 TEMPORARY HEAT AND VENTILATION A. General: Provide temporary heat for curing or drying of work installed, or for protection of work in place, from adverse affects of low temperatures or high relative humidity. B. Heating Facilities: Temporary heating units shall be of approved types that will not damage building materials, and will not create fire hazard. C. Provide adequate ventilation as required to prevent accumulation of excess moisture in building and to keep temperature of building from exceeding ambient outdoor temperature by more than 10 degrees F, when such ambient temperature exceeds 70 degrees F. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 6 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 3.14 TEMPORARY POWER A. General: Provide a weatherproof, grounded, temporary power distribution system to accommodate performance of entire work of project, including but not necessarily limited to use of tools, equipment and electrical construction machines, operation of test equipment and test operation of building equipment and systems which cannot be delayed until permanent power connections are operable, temporary operation of other temporary facilities including permanent equipment and systems which must be placed in operation prior to use of permanent power connections, like pumps, HVAC equipment, elevators, and similar equipment. B. Run circuit wiring overhead and rise vertically in locations where it will be least exposed to possible damage from construction operations and result in least interference with performance of the work. C. Provide rigid steel conduit for wiring, which must be exposed on grade, floors, decks or other recognized exposures to damage or abuse. D. Provide overload -protected disconnect switch for each temporary power circuit located at power distribution center. 3.15 TEMPORARY LIGHTING A. Provide temporargf lighting system for safe work and traffic conditions in all construction areas, ramps, runways, exits, entrances, corridors, offices, shops, and storage areas while the work is in progress, as follows: 1. 10 Foot Candles (100 LUX), i.e., 150 -watt bulbs at approx. 13 feet O.C., suspended 8 feet high. a. Light bulbs shall be protected from damage by wire cages. B. Provide a weatherproof, grounded temporary lighting system in every area of construction work as soon as overhead floor/roof deck structure has been installed. C. Run circuit wiring overhead and rise vertically in locations where it will be least exposed to damage from construction operations. D. Do not expose on grade, floors or decks. E. Provide overload -protected disconnect switch for each temporary power circuit located at power distribution center. 3.16 CONSTRUCTION SIGNS A. Contractor shall erect Project sign as directed by Owner's representative_ B. Contractor shall erect Kohl's sign where directed, and return sign to Owner's representative at completion of Project. CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Contractor shall furnish, install and maintain all necessary signs required for the performance of the Work such as "Office", "Men", 'Women", "Danger", "High Voltage", etc. D. No signs, billboards or other advertisements shall be erected on the premises without the permission and approval of the Owner's representative. 3.17 KOHL'S "COMING SOON" SIGN A. Kohl's will provide "Coming Soon" sign. B. Contractor shall install the sign as instructed by Kohl's Project Manager. C. Contractor shall remove the sign on Construction Turnover date, and return it to Kohl's Project Manager. 3.18 OPERATIONS AND TERMINATION A. Supervision: Limit availability of facilities to essential uses, so as to minimize waste and abuse. B. Maintained Operations: Maintain operation of temporary enclosures, heating and ventilation on a twenty-four (24) hour per day basis to avoid possibility of damage to the work and temporary facilities. Prevent water filled piping and vessels from freezing, whether temporary or permanent, by either draining or by insulation or heating. C. Termination and Removal: When need has ended for each temporary construction facility or for a substantial element of facility, or when it has been replaced by authorized use of a permanent facility, or no later than time of completion, remove temporary facility. D. Contractor shall not use elevators and/or escalators for material delivery during construction. END OF SECTION CONSTRUCTION SITE BARRIERS & BUILDING ENCLOSURES (TEMPORARY FACILITIES) Section 01530 - 7 b to 2 1 STRUCT x c.) x Q KOHL'S .. )C x x x x x x x x x * X x X x X x OTHER CLOSEOUT SUBMITTALS 7 a Manufacturer's 5 year warranty Mill certificates, deck welding certification, joists girders, column schedule Manufacturer's 5 year warranty m CONTRACTORS GUARANTEE E STD STD � W STD STD STD so STD STD STD STD STD STD STD STD STD J F Structure Excavation and Trenching Concrete Sidewalks Concrete Formwork Concrete Reinforcement i o 0 8 4 1 a — a Mortar and Masonry Grout Unit Masonry Masonry Veneer to Steel Joists and Joist Girders go Lightgage Metal Framing [Prefabricated Light Gauge Steel Roof Trusses Miscellaneous Metals Fences — Mezzanine/Stade Area Carpentry m 3 w 11 02200 0 PS 0 fl 0N 11 03300 11 03442 iCil _._._ II 05000 11 05210 II 05300 0 L 0 0 0 0 a N MEP — Mechanical, Electrical, and Plumbing Engineer 1- z W 2 W 5 W is c C = o W O to o0 c _Io 2 0 O. W 01 v a ILI1/1I- r Eli C23 it a sae as m to o O 2UO erre to oO p0,g OOO O. w 2 STRUCT 2 0 2 a KOHL'S X X X X X X X X XX X X X X X X X X OTHER CLOSEOUT SUBMITTALS Manufacturer's 5 year warranty Manufacturer's standard warranty Manufacturer's 15 year,?otal System" warranty Manufacturer's 15 year 'total System` warranty Manufacturer's 20 year wafranty Manufacturer's 5 year warranty Manufacturers warranty for life of Installation Manufacturer's warranties: 10 & 7 years, operation & maintenance manuals Manufacturer's standard warranty Operation & maintenance manuals Manufacturers warranties: Insulating glass: 10 years, Mirrors: 5 years Manufacturer's warranties CONTRACTORS GUARANTEE 0 0 N 2 years E as N E co N STD t Qp y STD N CD y p N STD r 0) � STD QQ N STD W 1- 1= Exterior Insulation and Finish System (EIFS) Firestopping Mech. Fastened TPO Roofing EPDM Membrane Roofing Flashing and Sheet Metal U 1e Roof Accessories -g tT.o Metal Doors & Frames 0 U Special Doors (Overhead & Impact) Entrances and Storefronts Door Operators - Automatic Finish Hardware Glass and Glazing Gypsum Wallboard Exterior Sheathing Gypsum Board I Glass Fiber Reinf. Concrete (GFRC) I SECTION a0 0 0 0 07500 07531 07600 07721 07722 07920 08100 08200 08300 08400 0 0 08710 0 0 0 m 0 09290 ww W 2 • 1 X LSTRUCT1 1 V cc a u) J x 0Y X X X X X X X X X X X X X X X OTHER CLOSEOUT SUBMITTALS Replacement materials Manufacturer's 10 year warranty Replacementnnaterials Replacement materials Manufacturer's 10 year warranty, maintenance manual, replacement materials Manufacturer's and applicator's joint 5 year warranty, inspection report and sign -off, replacement materials, contractor's 5 year warranty Manufacturer's warranties, replacement materials Replacement materials Manufacturer's standard warranty Manufacturer's standard warranties Manufacturers 2 years warranty Manufacturer's warranty, test results, maintenance manuals .CONTRACTORS. GUARANTEE STD STD STD STD 0 - In 0 STD STD STD 0CO STD STD W m 0 E 8i m mc Acoustical Ceilings 0 S a Laminated Flooring Coating Systems c Vinyl Wall Covering Metal Toilet Partitions V 3 s Building Signage Toilet Accessories Loading Dock Equipment : 2 `O c a u7 Z 0 ILI tIF 09300 S0060 1 0 O 0 0 0 pmt 0 0 co O 0 0 O 0 0 � o IP 0 0 ro 0 00 0 0 II 10820 II11160 0 a CO END OF SECTION MEF — Mechanical, Electrical, and Plumbing Engineer H Z W W a Wc'� GC ' Q s �a • Li/ • W � o tS 0 H P I- 5 as 0 C z w I lawp mcH (0 03 so 200 000zix 5YU 15 N J �00 WYU KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 01700 PROJECT CLOSEOUT PART 1 - GENERAL 1.01 SUMMARY A. This Section includes requirements and administrative procedures for closing out of the Work. B. Definitions: 1. Closeout is hereby defined to include general requirements near end of Contract Time, in preparation for final acceptance, final payment, normal termination of contract, occupancy by Owner and similar actions evidencing completion of the work. Specific requirements for individual units of work are specified in sections of Division 2 through 16. 2. Time of closeout is directly related to "substantial completion", and therefore may be either a single time period for entire work or a series of time periods for individual parts of the work which have been certified as substantially complete at different dates. That time variation shall be applicable to other provisions of this section 3. Substantial Completion: a. Substantial Completion is the stage in the progress of the Work when the Work or designated portion thereof is completed in accordance with the Contract Documents, excepting only minor "punch -list" items the completion, repair or correction of which do not have a material, adverse affect on the work to be performed by Owner and the Owner can occupy or utilize the Work for its intended use. Substantial Completion shall not be deemed to have been achieved until a final certificate(s) of use and occupancy and other permits, approvals, licenses, are issued for the Project by the local authorities having jurisdiction thereof necessary for the beneficial occupancy of the Project and all other approvals required under the Contract Documents are obtained. Incomplete work, work in progress and/or materials on order ARE NOT considered punch -list items and constitute incomplete Work. PART 2 — PRODUCTS — NOT USED PART 3 - EXECUTION 3.01 CLEANING A. Contractor shall at the time of Possession by Kohl's of the Project conduct final inspection of sight -exposed interior and exterior surfaces, and of accessible concealed spaces. PROJECT CLOSEOUT Section 01700 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. One complete set of Record Drawings and calculations. Place in PVC tube next to fire risers, as directed by Kohl's Project Manager. 4.13 MISCELLANEOUS CLOSEOUT SUBMITTALS A. Contractor shall submit to the Kohl's Project Manager two (2) sets of keys each, for miscellaneous hardware and equipment, including but not limited to: 1. Restroom cabinet doors. 2. Electrical panels. 3. Smoke detector resets. B. At completion of the Project, General Contractor shall consolidate all surplus materials including without limitation, replacement materials, as defined in the previous sections herein, in one location to be determined by the Project Manager. END OF SECTION Section 01700A - ATTACHMENT — CLOSEOUT REQUIREMENTS TO FOLLOW tr PROJECT CLOSEOUT Section 01700 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 02150 SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL PART 1 - GENERAL 101 SUMMARY OF WORK A. Storm Water Pollution Prevention Plan (SWPPP): 1. Storm water pollution prevention system, as required by the Authority having jurisdiction. B. Site Erosion and Sedimentation Control, complete, including but not limited to: 1. Temporary and permanent erosion and sedimentation control systems. 2. Temporary and permanent slope protection systems. 3. Storm water drainage. C. SWPPP coordination during construction. D. Permits. E. Inspections. 1: 7.02 OWNER A. Owner will employ a Civil Engineer (hereafter referred to as "Civil Engineer of Record"), licensed in the State where the project is located. 1. Civil Engineer of Record shall prepare SWPPP for the Site. B. The Site owner and developer will be Wig Properties, LLC. PART 2 — STORM WATER PERMIT AND SWPPP COORDINATION DURING CONSTRUCTION 2.01 SITE OWNED AND DEVELOPED BY THE DEVELOPER (KID) A. Civil Engineer of Record shall prepare the SWPPP for the Site and submit a copy of the plan to Kohl's for review prior to construction. The SWPPP shall contain all the necessary sections, as noted in the attached sample forms, and any sections necessary due to State and/or Local requirements. A copy of the Developer's Notice of Intent (NOI) shall be included in the package for review. 1. The forms attached at the end of this Section are provided for information only. It is Contractor's responsibility to obtain documents required by the Authority having jurisdiction. B. The SWPPP must be prepared before the project begins. C. A copy of the Permit and of all completed paperwork must be included in the SWPPP. D. Any changes in the project during construction must be noted in the SWPPP. The SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -1 KOHL's Department Store, inc. --Tukwila, WA Project No. 3079 October 12, 2006 SWPPP must be kept current to reflect site conditions. E. The plans included in the SWPPP must be updated to show BMPs that are installed, areas of the site where final stabilization has occurred, and other information that affects storm water runoff from the site. F. The SWPPP, NOI, and completed inspection reports must be maintained in a central location at the project site. A sign must be posted at the entrance to the site which includes a copy of the NOI and the name and telephone number of a contact person for scheduling a time for viewing the SWPPP. G. A Notice of Termination (NOT) can be filed once all disturbed areas have been stabilized. Stabilized means that all paved areas are paved, all temporary storm water BMPs have been removed, and all open spaces have at least 70% vegetative coverage. 1. The 70% rule applies to the amount of vegetation that would occur in a natural state at the site. For example, if only 50% of open space would be covered with vegetation in a natural state, then 70% of 50% (or 35%) must have viable vegetation established prior to submitting an NOT for the project. 2. Hydroseeding is not considered viable vegetation. The vegetation must be established (Le., visible and growing) before the NOT can be submitted. H. Ail records related; fo the storm water program (the SWPPP, NOI, NOT, inspection reports) must -be retained by the permittee for at least 3 years after the NOT is submitted. 1. Prior to Building Pad handoff, the Developer will ensure that all storm water controls in Kohl's area of responsibility have been installed and maintained. J. At least fourteen (14) days prior to building pad handoff (or more or less, as required by a State or Local permit), Kohl's will submit NOl for the building pad area. Kohl's general contractor may also have to submit an NOI for the project, depending upon State requirements. 1. The project SWPPP will be modified to show Kohl's and Kohl's General Contractor as the "Operators" for this portion of the project. 2. Kohl's and Kohl's General Contractor will certify their participation in the SWPPP by signing the SWPPP as additional Operators. PART 3 — SITE EROSION AND SEDIMENTATION CONTROL 3.01 WORK DESCRIPTION A. The Work includes without limitation: 1. Installation of temporary and permanent erosion and sedimentation control systems. 2. Installation of temporary and permanent slope protection systems. 3.02 PROJECT CONDITIONS - ENVIRONMENTAL REQUIREMENTS SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 A. Required protection from erosion and sediment damage until final stabilization: 1. Protect adjacent properties, any identified endangered or threatened species or critical habitat, any identified cultural or historic resources, and receiving water resources. 3.03 MATERIALS A. Quick growing grasses such as wheat, rye, or oats. B. Silt fencing for sedimentation control. C. Erosion control blankets: 1. Biodegradable Curlex Blankets as manufactured by American Excelsior Company http:llwww.curlex.pomloro blankets.php 2. Or approved equal. D. Temporary mulches such as loose, straw, netting, wood cellulose, or agricultural silage. E. Rip -Rap. F. Temporary and Permanent Outfall Structures. 3.04 PREPARATION A. Review Construction Drawings and Storrn Water Pollution Prevention Plan. B. Revise SWPPP if required to address potential pollution from site identified after issuance of the SWPPP. C. Beginning of installation indicates acceptance of existing conditions. 3.05 INSTALLATION A. Place erosion control systems in accordance with Construction Drawings and SWPPP. B. Adhere to Construction Documents and Permits. C. Allow for specific site conditions at no additional cost to Owner. D. Deficiencies or changes on Construction Drawings or SWPPP shall be corrected or implemented as site conditions change. Changes during construction shall be noted in SWPPP and posted on Construction Drawings. E. Owner has authority to limit surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow and embankment operations and to direct Contractor to provide immediate permanent or temporary pollution control measures. F. Contractor shall maintain temporary erosion and sedimentation control systems as dictated by site conditions, as shown in Construction Documents, or as directed by Owner, or to control sediment until final stabilization, in accordance with requirements of SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 3 KOHL's Department Store, Inc. -Tukwila, WA Project No. 30T9 October 12, 2006 the Authority having jurisdiction, G. Contractor shall respond to maintenance or additional work ordered by Owner or Authority having jurisdiction immediately, but in no case, within not more than 7 days, at no additional cost to the Owner. H. Contractor shall incorporate permanent erosion control features, paving, permanent slope stabilization, and vegetation into project at earliest practical time to minimize need for temporary controls. 1. Permanently seed and mulch cut slopes as excavation proceeds to extent considered desirable and practical. J. Slopes that erode easily or that will not be graded for a period of 14 days or more shall be temporarily seeded as work progresses with wheat, rye, or oats application unless otherwise specified in the Construction Documents. !n the event it is not practical to seed areas, slopes must be stabilized with Geotextile fabric or other means to reduce the erosive potential of the area. K Install items in accordance with manufacturer's printed instructions, in locations shown on Drawings. L. Protect adjacent work areas and finish surfaces from damage during product installation. 3.06 ADJUSTING AND &-EANING A. Clean exposed surfaces as required. Replace damaged work as directed by Owner's representative, at no additional cost to Owner. PART 4 — QUALITY CONTROL 4.01 SITE CONTRACTORS RESPONSIBILITIES A. Developer's Site Contractor shall be ultimately responsible for quality of all Site work, their subcontractors, permits, inspections, coordination of the work, corrections as requested by Kohl's or the Authority having jurisdiction, and fines incurred due to actions by the Contractor or their subcontractors, as applicable. B. The Contractor agrees to indemnify, hold harmless and defend Kohl's against any liability, claims, damages, actions, cost and expense including without limitation, any fines, penalties, judgments, litigation cost and attomey's fees incurred by Kohl's due to any actions by the Developer or the Contractor or their agents related to the referenced work, scope of work, or any effect they may have upon the Site work. 4.02 KOHL'S GENERAL CONTRACTOR RESPONSIBILITIES A. Kohl's General Contractor shall monitor storm water pollution prevention system implementation and ensure that it is maintained and kept in place by the Developers Site Contractor until Kohl's construction is complete. END OF SECTION SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 STORM WATER POLLUTION PREVENTION PLAN (SWPPP) FOR: Project Name Location Date 1. Site and Activity Description A. Project Operators: Include information on the project operators, including the owner and general contractor. Include the name of the person who will have control over the storm water pollution prevention plan for both the owner and the contractor, with contact information for each. Ensure that the information includes the extent of the project that the operator has control over. Include other operators who may be part of a separate project, but part of the larger Common plan of development. For example, several entities may be building a shopping center under separate contracts and permits. The contact information for the additional operators should be included so that changes in the SWPPP along project boundaries can be coordinated. B. Nature of Construction Activity: Include a brief description of what is being constructed. For example, a 33 -acre subdivision of 130 single- family homes on 1/6 -acre lots, with a 2 -acre commercial reserve. C. Intended Schedule or Sequence of Major Activities on Site Which Will Disturb Soil: Include a schedule that indicates when the major activities that will disturb soil on the site will take place and how long they might last. D. Total Number of Acres of Property: E. Total Number of Acres That Will Be Disturbed: P. Offsite Borrow Areas or Stockpiles (YIN): G. If Yes, Describe Location of Offsite Areas: if there are areas where materials will be stored offsite, include the location of these areas and ensure they are covered with BMPs in this plan. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 5 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 H. Site Location Map: include a general location map such as a county highway map or USGS quadrangle map showing the boundary of the site and the locations of all waters of the US within one mile of the site. 1. General Soil Description at Construction Site: Include a brief description of the genera! soil types at the site. Include information about the potential for these soil types to erode once disturbed. This information can be obtained from a county soil survey or county soil handbook. J. Storm Water Runoff Quality Data From Site(if any): If any information is known about the runoff water quality before construction begins, or if there is a neighboring site that is contributing pollution to the site, include that information in this section. K. Location and Description of Any Asphalt and/or Concrete Plants Providing Support Solely to This Project: If a concrete or asphalt plant is set up to provide support to this project only, it must be included in the SWPPP and BMPs must be included for the plant, in accordance with the permit. If the concrete or asphalt is coming from a commercial site, this does not apply_ L. Name of Receiiring Water (or Receiving Storm Sewer System Operator? at or Near the Site that May Be Disturbed or Will Receive Discharges from Disturbed Areas of the Site: This information should include where the site discharges or outfalls. There may be several outfalls or discharge points on site that may include discharges to a roadside ditch, creek, bayou, or to a storm sewer system. M. Potential Pollutants & Sources of Pollutants on Construction Site: Include a description of potential pollutants based on the physical characteristics of the site such as sediment runoff, construction debris, oil products, trash and waste, etc. Include the sources of each of the listed pollutants. For example, sediment will come from the disturbance of soil during grading and general construction. Oil may come from construction vehicle leaks and spills. Ensure that storm water runoff from areas other than construction, especially from dedicated asphalt and concrete plants are also noted. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. Detailed Site Map(s): Include a site plan or maps that indicate the following (at a minimum): • Drainage patterns and approximate slopes anticipated after major grading activities. • Areas where soil disturbance will occur. • Locations of all major structural storm water controls (BMPs) either planned or in place. • Locations where stabilization practices are expected to be used. • Locations of off-site material, waste, borrow, fill, or equipment storage areas. • Surface waters (including wetlands) either adjacent or in close proximity. • Locations where storm water discharges from the site directly to a surface water body or storm sewer system. • Areas where final stabilization has been accomplished and no further construction -phase permit requirements apply. These are usually the site plans for the project, and will include more information than is shown above. The above items must be included on the plans and more information will be added as the project progresses. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 7 KOHL's Department Store, Inc, -Tukwila, WA Project No. 3075 October 12, 2006 3. Best Management Practices (BMPs) This section describes the management practices that will be used to reduce or minimize pollution in runoff from the site. At a minimum, the description must include erosion and sediment structural controls and stabilization practices. A. Erosion & Sediment Structural Controls: List the controls proposed to reduce erosion or collect sediment on site prior to discharge and describe how they will work. These controls can include compost berms, silt fence, construction exits, sediment basins and traps, inlet protection, and many others. Ensure that maintenance requirements of each of the BMPs used are understood and included in the maintenance section below. Controls must also be specified to limit the offsite transport of litter, construction debris and other materials from the construction site by wind or by storm water. B. Stabilization Practices: List the interim and permanent stabilization practices to be used on the site, including a schedule of when the practices will be implemented. Preserve existing vegetation where possible. Stabilization pia-tices may include temporary vegetation, mulching, geotextiles, and protection of existing vegetation. As part of this section, records must be kept that show the following items: • the dates when major grading activities occur, • the dates when construction activity temporarily or permanently ceases on a portion of the site; and, • the dates when stabilization measures are implemented. Stabilization must be initiated as soon as practicable on portions of the site where construction activities have temporarily or permanently ceased and must be implemented within 14 days after construction activity on that portion of the site has either temporarily or permanently ceased, unless earth disturbing activities will resume again within 21 days after activity has temporarily ceased. In and or semiarid areas, or during droughts, stabilization should be achieved as soon as practicable. C. Post -construction Controls: if the municipality that the site is being constructed in requires post -construction controls, such as vegetative buffers, conservations easements, infiltration devices, grass swales, or other measures, list the requirements and note the controls necessary for compliance with the requirements. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 8 KOHLts Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 4. Structural Control Practices Include a description of structural controls used to divert flows from exposed soils, to limit the contact of runoff and disturbed areas and to lessen the transport of sediment off-site. A. Sediment Basin(s): Sediment basins are required, where feasible, for common drainage locations which serve an area with 10 or more acres disturbed at one time. A temporary or permanent basin that provides storage for a 2 -year, 24-hour storm from each disturbed acre drained must be provided until final stabilization of the site. If data is not available for a 10 -year, 24-hour storm, a volume of 3,600 cubic feet per acre drained by the basin should be provided. If it is not feasible to construct this type of sediment basin due to site factors, it must be detailed in this plan why the basin was not feasible and other measures such as sediment traps, silt fences, compost berms, etc. can be provided. For areas less than 10 acres, smaller sediment basins and sediment traps should be used where possible. B. Other Practices:. Include a description of other controls used on the site to control the contact of storm water with disturbed areas such as curbs, berms, etc. At a minimum, controls are required on all side slope and down slope boundaries for the site. In addition, velocity dissipation devices must be placed at discharge locations and along the length of any outfall channel to provide a non- erosive flow velocity from the structure to a water course to that the natural features are maintained and protected. 5. Permanent Storm Water Controls If there are permanent storm water controls (such as storm water detention basins, vegetative buffers, grass swales, etc.) required or proposed for the project that will be used to control storm wafer pollution during construction, list them here with a description of how they will be used. Post construction storm water controls required by the municipality should also be listed here. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 9 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 6. Other Controls There are several other areas of storm water pollution that must be addressed by this plan. Each of the sections below must be included. A. Off-site Vehicular Tracking: A proper construction exit must be provided at each exit on the site. Care must be taken to limit any off-site tracking of soil from the project. List the exits on the site and how they will be protected. B. Description of Construction & Waste Materials to Be Stored On Site With BMPs for Control of Pollution from Storage Areas: Include a listing of materials that will be stored on site and how they will be protected from storm water. Include locations of dumpsters or trash points on the site and/or methods of off-site disposal of trash and materials from the site. C. Pollutant Sources from Other Areas with BMPs for Control of Pollution from These Areas: include a listing of areas such as laydown areas, storage areas for materials used on site, etc., that have the potential to pollute storm water and how the areas will be protected from storm water. sr D. Velocity oissipation: The permit requires velocity dissipation devices such as rock dams, compost berms, silt fences, etc., at discharge locations and along any outfall channels to ensure that the flows leaving the site are slowed down enough to not cause erosion or other degradation of receiving waters. List the outfall points and how velocity dissipation will be provided. 7. Approved State & Local Plans: A. Consistency With Local Requirements: List any local requirements (grading permit, etc.) and include documentation of compliance with them. B. Process for Updating SWPPP: The permit states that this plan must be updated as necessary to reflect any changes in the site plan, or changes made due to inspections or maintenance of BMPs. include a description of how this process will be handled. This could include keeping the SWPPP available at the construction site, including inspection reports in the plan, etc. Also include the names of the persons responsible for updating the SWPPP. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL. Section 02150 -10 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 8. Maintenance include a listing of each of the BMPs selected for the site and their maintenance requirements. A maintenance report may be created for this purpose, or the inspection reports can include it. Ensure that maintenance is performed as scheduled, or when an inspection reveals that maintenance is necessary. During the construction project, update this section of the plan with records or information showing maintenance was completed and when. 9. Inspections of Controls The permit requires "qualified" personnel to inspect the site and BMPs. Qualifications are left up to the operator to decide upon but must be included in this plan or on an inspection report such as included in Appendix A. A. Inspector identification & Qualifications: List the individuals, by name if possible, who will perform the inspections and include their qualifications. B. Areas to be inspected: List all areas that must be inspected including construction entrances and exits, material storage areas, discharge points, the site BMPs, and other areas that may need inspection. C. Frequency of Inspections: The permit requires inspections to occur at least oncelevery 14 calendar days and within 24 hours of the end of a storm event of % inches or more. In lieu of these requirements, the site can be inspected weekly and the rainfall requirement is then waived. D. Revisions to SWPPP as a Result of Inspection: Include how the SWPPP will be revised if inspections show that BMPs are not working. Revisions to the plan must be made within 7 days of the inspection showing deficiencies. Changes to the BMPs must be made as soon as possible. E. Inspection Reports: A report that summarizes the scope of the inspection, name and qualifications of the inspector, dates of inspection, and major observations relating to the implementation of the SWPPP must be made and retained as part of the SWPPP. The report must be signed by the responsible corporate official who signs the Site Notice or NO!. A typical inspection report is attached in Appendix A. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -11 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 10. Non -storm Water Discharges: The permit authorizes certain types of discharges (in addition to storm water discharges) that may occur at a typical construction site. Any of these discharges (with the exception of fire fighting discharges) that are anticipated to occur at the site must be described in this section. Appropriate BMPs must also be specified so that the discharge of these waters does not cany pollution off-site. A. Description of Anticipated Discharges: The permit authorizes these non -storm water discharges: i. Discharges from fire fighting activities ii. Fire hydrant flushings iii. Vehicle, external building, and pavement washwater where detergents and soaps are not used and where spills or leaks of toxic or hazardous materials have not occurred (unless properly cleaned up) and where the purpose of washing is to remove mud, dirt, and/or dust iv. Water used to control dust v. Potable water sources including water line flushing vi. Air conditioning condensate vii. Uncontaminated ground water or spring water, including foundation or footing drains where flows are not contaminated with industrial rhaterials such as solvents T: Any of these discharges that will occur on the site must be noted here and BMPs specified in the next section as noted above. B. BMPs to Control Pollution from Each Discharge: List the discharge and the BMP and include a description of how it will prevent the discharge of pollutants. For example if all discharges travel to a sediment basin, then the discharge of pavement washwater will also go to the sediment basin where the sediment in the washwater will settle out. Care must be taken to ensure that sufficient volume is allowed in the BMP so that the non -storm water discharge overtops or exceeds the design capacity of the BMP. 11 .Certification This section is where the owner and operators (usually the General Contractor and some subcontractors) sign off on the plan. You must review the permit to ensure that the proper people sign the proper documents. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -12 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 Owner Certification I certify under penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and compete. I am aware there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Date: Owner's Representative Printed Name & Title SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL. Section 02150 -13 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 Contractor Certification (General Contractor) I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification. Name Title Date Operator Certification (Other Operators - as necessary) I certify under penalty of law that 1 understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identfred as part of this certification. Name Title Date SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150- 14 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 Operator Certification (Other Operators — as necessary) certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification. Name Title Date SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -15 KOHL's Department Store, Inc. -.Tukwila, WA Project No. 3079 October 12, 2006 APPENDIX A - INSPECTION LOGS SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -16 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 (Name of Project) Storm Water Pollution Prevention Plan Inspection and Maintenance Report Form To be completed every 14 days and within 24 hours of a rainfall event of 0.5 inches or more OR every 7 days (or per State Permit Requirements, which may be different) Inspector: Date: Inspector's Qualifications: Days since last rainfall: Amount of last rainfall: inches Stabilization Measures Drainage Area '- ': Date Since ..- Lash . Disturbance. Date of Next : ''.Disturbance Stabilized? - (YeslHo `` Stabilized` Y-° Wtii2 -' _'; F`== AW:Gonditia e e.; .: T Stabilization required: To be performed by: On or before: SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -17 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 (Name of Project) Storm Water Pollution Prevention Plan Inspection and Maintenance Report Form Sediment Basinis . -:; ;a..ir.i..-...n 3:o. . yy�l��j� /�fr:�eP�:a =.qS, Mii t'>V■��:tL,.,. ::r•`'. me t :'s%t:; 9: :#F... 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"ti .,: oc, t . i 9 Ekitnd E :1=7 �=aa%ifi "`E. °mCµYd�.P CYf r;>d<... �.''_::=:.�:asea, Maintenance required for sediment basin: To be performed by: On or before: r Other Controls Stabilized Construction EntrancefExit(s tit/ir=F_'F"6Y4:&.YSa^k`.""•..y ":..fit; 9::Ik'^vYL%�:T ;:: ,Number g, "rv'`t n.�"'y�-�,'•.. ._ ...:: m"a s'., t,. i` a.. �#- .,« �. 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"ti .,: oc, t . i 9 Ekitnd E :1=7 �=aa%ifi "`E. °mCµYd�.P CYf r;>d<... �.''_::=:.�:asea, Maintenance required for entrance/exit: To be performed by: On or before: SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -18 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 (Name of Project) Storm Water Pollution Prevention Plan Inspection and Maintenance Report Form Perimeter Structural Controls Date: Silt Fence & Straw Bales Drainage ,..: - . ° ri ee . Perimeter : ...:e;.: . , ; . Has -Silt Reached 1/3 ,, . of Fence He ' ht? _ :_;..: "-- ' is Fence`Proerly Secured2 `'::. [s i iii of nc c f:W k = ° .. � Was io v ;OvertappinFg?y Maintenance required for silt fence/straw bales: To be performed by: On or before: SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 -19 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 (Name of Project) Storm Water Pollution Prevention Plan Inspection and Maintenance Report Form Changes required to the pollution prevention plan: Reasons for changes: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personrpl properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manages the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Inspector: Signature: Date: Operator: Signature: Date: SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 20 KOHL's Department Store, Inc. --Tukwila, WA Project No. 3079 October 12, 2006 IF NO INCIDENTS OF PERMIT NON-COMPLIANCE ARE NOTED, SIGN BELOW I certify under penalty of law that the construction project covered by this SWPPP is in compliance with the SWPPP and with the terms and conditions of the NPDES Construction General Permit. Inspector: Signature: Date: Operator: Signature: Date: yr SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 21 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 .sr 1 APPENDIX B - NPDESISTATE GENERAL PERMIT SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 22 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 sr APPENDIX C - FORMS AND DOCUMENTS Include copies of the NO!, acknowledgement form from the EPA or State, and other permit forms here. SWPPP AND SITE EROSION AND SEDIMENTATION CONTROL Section 02150 - 23 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 02200 STRUCTURE EXCAVATION AND TRENCHING PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Excavation and Trenching for the building as shown on Drawings and as specified, complete. Include without limitation: 1. Foundation excavation and backfill. 2. Trench excavation within building and extending 5 feet outside of building footprint, and backfill. 3. Excavation and final grading for truck dock well and concrete apron (As applicable — verify with Drawings). 4. Maintain and protect above and below grade utilities, which are shown or scheduled to remain. 5. Protect benchmarks, sidewalks, paving, and curbs from excavation equipment and'ehicular traffic. 6. Provide grading and compaction in accordance with recommendations of the Geotechnical Data report to complete the work on schedule. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Appendix I - Geotechnical Data Report(s). 2. Section 01410 - Testing and Inspection. 3. Section 02520 - Concrete Sidewalks. 4. Section 03300 - Cast -In -Place Concrete: For granular fill below interior building slab -on -grade. 5. Section 03442 -- Tilt -Up Wall Panels 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Association of State Highway and Transportation Officials (AASHTO). a. T 88 Particle Size Analysis of Soils. 2. American National Standards Institute (ANSI). STRUCTURE EXCAVATION AND TRENCHING Section 02200 -1 KOHL's Department Store, Inc, —Tukwila, WA Project No, 3079 October 12, 2006 3. ASTM international (ASTM). a. ASTM D422 Standard Test Method For Particle - Size Analysis of Soil. b. ASTM 0698 Laboratory Compaction Characteristics of Soil Using 3 3 Standard Effort {12,400 ft-lbf/ft (600 kN-m/m )}. c. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-IV/ft (2,700 kN-m/m )). d. ASTM D2216 Laboratory Determination of Water (Moisture) Content of Soil and Rock by mass. e. ASTM D2487 Classification of Soils for Engineering Purposes. f. ASTM D2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth). g. ASTM D3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). yr h. / : ASTM D4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 4. International Building Code (IBC): a. Chapter 18 — Soils and Foundations. b. Appendix J — Grading. 6. National Fire Protection Association (NFPA). a. NFPA 241 Standard for Safeguarding Construction, Alteration, and Demolition Operations. 7. State Department of Transportation (DOT). a. Standard Specifications for Construction and Materials. B. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on site. 1. The independent testing laboratory shall prepare test reports that indicate test location, elevation data, and test results. 2. Owner, Civil Engineering Consultant, and Contractor shall be provided with copies of reports within 96 hours of time that test was performed. In event that test performed fails to meet Specifications, the independent testing laboratory shall notify Owner and Contractor immediately. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2005 C. Costs related to retesting due to failures shall be paid for by the Contractor at no additional expense to Owner. Contractor shall provide free access to site for testing activities. D. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.04 SITE INFORMATION A. Subsurface conditions indicated in the Geotechnical Data report are not intended as representations or warranties of the continuity of such conditions. It is expressly understood that the Owner will not be responsible for interpretations or conclusions drawn there from by the Contractor. B. Additional soil investigations may be made by the Contractor at no cost to the Owner provided such operations are acceptable and approved in writing by the Geotechnical Engineer. C. General Contractor shall be required to verify all areas of building pad prior to construction. Contractor shall verify that the pad has been constructed to not vary more than 1-1/4" (0.10') above or 1-1/4" (0.10') below the design grades. Contractor shall certify in writing to the Owner's representative that building pad has been reviewed and accepted. Contractor shall assume full responsibility for all pad corrections necessary after work begins. 1.05 SEQUENCING AND SCHEDULING A. Schedule and coordinate backfill and compaction of soils placed against waterproofed foundations, as applicable, with appropriate trades and the General Contractor. PART 2 - PRODUCTS 2.01 SATISFACTORY SOIL MATERIALS A. Satisfactory soil materials shall be in accordance with the recommendations of the Geotechnical Data report and the requirements of the Geotechnical Engineer. 2.02 FILL MATERIALS A. Excavated material that is suitable, as defined by the Geotechnical Data report, may be used for fill and backfill. Provide additional fill material from off the site as may be required to produce designated lines and grades of fills, backfills and rough grades. Fills brought from off the site shall be tested and evaluated to conform to specifications for various uses as specified. All fill and topsoil materials brought from off-site shall be free of hazardous contaminants as defined by state and federal requirements. B. Fill materials shall be approved by the Geotechnical Engineer and conform to the following requirements, except as specifically indicated otherwise. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 3 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 1. Fill shall be earth, free of debris, cinders, combustibles, frost, ice, roots, sod, wood, cellulose, organic materials, and materials that may be subject to termite attack and as indicated in the Geotechnical Data report. 2. Top 18 inches of fills under topsoil of fawn and planted areas shall be earth, free of debris, cinders, frost, ice, sod, wood and roots over 1/4 inch in diameter. 3. Fill to be used under buildings and pavements shall be earth free of debris, cinders, combustibles, frost, ice, roots, sod, wood, cellulose, and organic materials and as indicated in the Geotechnical Data report. 4. All fill to replace excess excavation under footings and foundations shall be structural fill placed and compacted as specified in the Geotechnical Data report or minimum 2000 psi concrete meeting applicable requirements of Division 3 of these specifications. 2.03 COMPACTION REQUIREMENTS A. Provide the required minimum density of compacted fill in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. PART 3 - EXECUTION 3.01 SURFACE PREPARATION T A. Surface preparation shall be performed in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. B. Where vegetation exists, the site shall be stripped to a minimum depth of 2 inches or to such depth as directed by the Geotechnical Engineer, to remove all surface vegetation and organic laden topsoil. Stripped topsoil with an organic content in excess of 3 percent by volume shall be stockpiled for possible use in landscaped areas. 3.02 TRENCHING A. General: 1. Perform trenching required for the installation of items where the trenching is not specifically described in other Sections of these Specifications. 2. Make trenches open vertical construction with sufficient width to provide free working space at both sides of the trench and around the installed item as required for caulking, joining, backfilling, and compacting. 3. Depth: a. Trench as required conforming to the elevations shown on the Drawings. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 b. Where elevations are not shown on the Drawings, trench to sufficient depth to give a minimum of fill above the top of the service as recommended by the Geotechnical Engineer. B. Correction of Faulty Grades: Where trench excavation is inadvertently carried below proper elevation, backfill with approved material and then compact to provide a firm and unyielding subgrade meeting the approval of the Geotechnical Engineer and at no additional cost to the Owner. C. Trench Bracing: 1. Properly support trenches in strict accordance with pertinent rules and regulations. 2. Brace, sheet, and support trench walls so that they will be safe and that the ground alongside the excavation will not slide or settle, and that existing improvements whether on public or private property, will be fully protected from damage. 3. If damage to such improvements occurs, immediately make repairs and replacements necessary, meeting the approval of the Engineer and at no additional cost to the Owner. a r 4. Arra-hp bracing, sheeting, and shoring to eliminate stress on portions of the completed Work until the general construction has proceeded far enough to provide sufficient strength. 5. Removal of Trench Bracing: Take care in the installation and removal of sheeting, shoring, bracing and timbering to prevent collapse or caving of excavations faces being supported. D. Grading and Stockpiling Trenched Material: 1. Control the stockpiling of trenched material to prevent water running into the excavations. 2. Do not obstruct the surface drainage but provide diversion of storm and waste waters into existing gutters, other temporary drains, or surface drains. E. Trenching for Utilities: 1. Excavate trenches to cross-sections, grades and inverts as shown on the drawings. Deposit excavated materials a sufficient distance from the edge of trenches to prevent cave-ins or material falling or sliding into the trench. Keep trenches free of an accumulation of leaves, sticks, and other debris. Slope sides of trenches as necessary to comply with state and federal safety regulations. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. The maximum allowable width of trench measured at the top of pipe shall be the outside diameter of the pipe, exclusive of bells and collars, plus 24", inclusive of all timbers and shoring. Minimum width of trench shall be outside diameter plus '12". Whenever maximum allowable trench width is exceeded at the top of pipe, the Contractor may be required to embed or cradle the pipe in concrete in a manner satisfactory to the Geotechnical Engineer at no additional cost to the Owner. 3. Do not interfere with 45 degree bearing splay of foundations. 4. Hand trim for bell and spigot pipe joints. Remove loose material. 3.03 PROOFROLLING A. Execute proofrolling in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. 3.04 GRADING A. Earth excavation consists of the removal and disposal of pavements and other obstructions visible an the ground surface, material or classification indicated in the data on subsurface conditions, and all other materials encountered that are not classified as rock thavation or unauthorized excavation. B. Provide temporary ditches, pumps, etc., as required to maintain cut and fill areas dry. Maintain until no longer required, and then backfill to required new or original grades. Immediately prior to placing of other work, recheck base, fill voids and if necessary reroll to required density and compaction. C. Excavate cut areas within confines of site to required grades, levels, contours, and to sufficient depth necessary to obtain specified density when roiled and to depth required to allow for materials that are to be placed. When cut is in loose materials, before placing of cover materials, compact in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. D. Excavate fill, grade and compact the building pad in accordance with the requirements of the Geotechnical Engineer. E. Execute earth fill outside the perimeter of the building pad to required grades, levels, contours, and with allowance for cover materials with fill material as specified. Import additional acceptable fill as required to provide a complete work. F. The subgrade for paved areas shall be finished to elevations required to allow for sub -base and finished paving. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 6 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 G. Grading, including excavated and filed sections and adjacent transition areas shall be reasonably smooth, compacted and free from irregular surface changes. Degree of finish shall be that ordinarily obtainable from a blade -grader, except as otherwise specified. Tolerance for areas within 10 feet of buildings and all areas to be paved shall not exceed 0.10 feet above or below established subgrade. All ditch swales and gutters shall be finished to drain readily. Unless otherwise indicated on drawings, subgrade shall be evenly sloped to provide drainage away from building walls in all directions at a grade not less than 114 inch per foot. Provide roundings at top and bottom of banks and at other breaks in grade. H. Redress and re -compact all areas that settle below required grades because of traffic, precipitation, or storage loading before execution of other work required. I. Unauthorized excavation consists of removal of materials beyond indicated subgrade elevations not required by the Contract Documents. Replace unauthorized excavation as herein specified. J. Backfill and compact unauthorized excavation as specified for authorized excavations of the same classification. 3.05 DEWATERING A. Perform earthwork and site grading in a manner to prevent surface water and subsurface dr -ground water from flowing into excavations, and to prevent water and sedimentation from flooding the project site and surrounding area. B. Do not allow water to accumulate in excavations. Remove all water from excavations using dewatering methods, which will prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to the stability of subgrades and foundations. Provide and maintain pump, sumps, suction and discharge lines, and other dewatering system components necessary to convey the water away from the site to an appropriate discharge location. C. Convey water removed from excavations and rainwater to collecting or run-off areas. Provide and maintain temporary drainage ditches, sedimentation basins and other diversions. Do not use trench excavations for site utilities as temporary drainage ditches. D. The Contractor shall initiate and perform continuous removal of all standing water having a depth of 2" or greater within 24 hours of accumulation. Damage to the subgrade caused by failure of the Contractor to remove accumulated water shall be repaired and stabilized, as directed by the Geotechnical Engineer, at no additional cost to the Owner. 3.06 MATERIAL STORAGE A. Stockpile excavated materials classified as satisfactory soil material where directed, until required for fill. Place, grade and shape stockpiles for proper drainage. Stockpiles shall be compacted to at least 90 percent of the soil's maximum dry density to minimize water infiltration. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 7 KOHL'S Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 B. Excess soil material and waste materials, such as excavated material classified as unsatisfactory soil material, trash and debris, shall be removed and disposed of in a legal, environmentally safe manner off the Owner's property. 3.07 EXCAVATION FOR PAVEMENTS A. Perform excavation under pavement areas to comply with the cross-sections elevations and grades as shown on the drawings. B. For all paving to be placed over cut areas, excavate to required depths. Trim cuts accurately to provide for minimum design thickness of slabs. Process and compact cut areas in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. C. Execute earth fill to 5 feet beyond pavement line to required levels, grades and contours in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. Stockpiled materials shall not be located on subgrades that will require drying or processing. The subgrade shall be prepared as specified herein prior to stockpiling of materials. 3.08 REMOVAL OF UNSATISFACTORY SOIL MATERIALS A. Excavate unsatisfactory soil materials which extend below the required elevations, to the additional depth until satisfactory material is encountered. Satisfactory and unsatisfactory soil materials shall be as determined by the Geotechnical Engineer. B. No additional payment will be made or considered, unless the material encountered is so different from the Geotechnical Report that it could not be reasonably anticipated. C. Where the removal of unsatisfactory soil materials is due to the fault or negligence of the Contractor in their performance of earthwork and site grading operations, excavate the resulting unsatisfactory soil material and replace with compacted satisfactory soil material as required at no additional cost to the Owner. 3.09 MOISTURE CONTROL A. Provide sufficient equipment capable of adding or removing measured amounts of moisture to the soil material as determined by moisture/density tests for that particular soil type. Maintain the actual moisture content in the soil material at the time of compaction to within the limits specified by the moisture density curve. B. Where the subgrade or layer of soil material must be moisture conditioned before compaction, uniformly apply and mix the required amount of water into the soil in such manner as to prevent free water appearing on the surface during or subsequent to compaction operations. C. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified percentage of maximum dry density. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 D. Soil material that has been removed because it is too wet to permit compaction may be stockpiled or spread on the surface where directed and permitted to dry. Assist drying by discing, harrowing or pulverizing, until the moisture content is reduced to a satisfactory value, as determined by moisture/density tests. When accepted by the Geotechnical Engineer, the soil material may be used in compacted backfill or fill. 3.10 EXCAVATION FOR STRUCTURES A. Execute earth fill within perimeter of building pad to required levels, grades and contours in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. 1. Structures, as used in this Section, shall include concrete sidewalks as specified in Section 02520 of these Specifications. B. For all concrete slabs to be placed over cut areas, excavate to required depths. Trim cuts accurately to provide for minimum design thickness of slabs. C. Take proper care not to excavate beyond depths required. In the event excavations are carried below required depths without authorization, fill such excess excavations with structural fill placed and compacted as specified in the Geotechnical Data report. This structural fill shall be brought to required or indicated levels at no additional cost to the Owner. * T D. In the event bearing capacity at levels indicated are found insufficient, Engineer may order excavations carried to levels necessary to obtain proper bearings, in which case the contract sum will be adjusted accordingly. E. If ground water is discovered to exist within 12 inches below the bottom of the lowest floor slab the Contractor shall notify the Engineer who will determine if the underground structure and drainage as designed are adequate. If the Engineer deems it necessary to revise the scope of the work, such revision will constitute the basis for a negotiated change in the Contract Price. 3.11 BACKFILLING A. Do not . start backfilling until all other work in conjunction therewith has been completed, observed, approved and authorized by the Geotechnical Engineer. Before starting backfill work, remove debris, wood and other foreign matter from excavations. B. Backfilling includes excavations created by demolition operations, where applicable. C. Backfill trenches to contours and elevations with materials as shown on the plans and specified in the Geotechnical Data report. Systematically backfill to allow maximum time for natural settlement Do not backfill over porous, wet, frozen, or unstable subgrade surfaces. Do not disturb or damage utilities in trench. Maintain optimum moisture content of fill materials to attain required compaction densities in accordance with the Geotechnical Data report and the requirements of the Geotechnical Engineer. D. When temporary sheeting, shoring or bracing is removed, fill remaining voids with backfill material and compact to required density. STRUCTURE EXCAVATION AND TRENCHING Section 02200 - 9 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 E. Execute backfill to required levels, grades and contours with the same compaction requirements specified for the area. F. Excavations extending to depths greater than required by the drawings or the Geotechnical Data report for structures or pavements shall be backfilled in accordance with the requirements of the Geotechnical Data report. G. Redress and re -compact ail areas that settle below required grades before execution of other work required and leave solid and secure against future settlement. H. Contractor shall obtain written approval of Geotechnical Engineer prior to placing concrete slabs, pads, pavements, sidewalks and flatwork on subgrades. 3.12 FIELD QUALITY CONTROL A. Type and frequency of field tests shall be determined by the testing laboratory and the Geotechnical Report. Unless otherwise determined, minimum testing shall be as follows: 1. Field density tests shall be performed for every 2500 SF of each layer of compacted fill, or portion thereof. 2. Field densV tests shall be performed for every 100 LF of compacted backfill, or portion thereof. 3. Bearing capacities of soils relative to design Toads shall be verified. END OF SECTION STRUCTURE EXCAVATION AND TRENCHING Section 02200 -10 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 02520 CONCRETE SIDEWALKS PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Concrete Sidewalks adjacent to building, as shown on Drawings and as specified, complete. Include without limitation: 1. Concrete sidewalk composed of Portland cement concrete with reinforcement, constructed on a prepared subgrade or base course, as specified herein. B. Provide fiber mesh reinforcement as shown on Drawings and as specified herein. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 01410 - Testing and Inspection. 2. Section 02200 - Structure Excavation and Trenching. 3. Section 03300 - Cast -In -Place Concrete. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Association of State Highway and Transportation Officials (AASHTO). 2. American Concrete Institute (ACI). 3. ASTM Intemational (ASTM). 4. Federal Specifications (FS). 5. International Building Code (IBC): a. Chapter 19 — Concrete. B. State Highway Department specifications sections as applicable shall supersede respective items contained in this section. C. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. CONCRETE SIDEWALKS Section 02520 -1 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 1.04 PROJECT CONDITIONS A. Contractor shall maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize temporary striping, flagmen, barricades, warning signs, and warning lights as required. PART 2 PRODUCTS 2.01 MATERIALS A. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. 1. Use straight forms, free of distortion and defects. Use flexible spring steel forms or laminated boards to form radius bends as required. 2. Coat forms with non -staining type coating that will not discolor or deface surface of concrete. B. Welded Wire Mesh (If shown on Drawings): Welded plain cold -drawn steel wire fabric, ASTM A185. 1. Fumish in Ilk sheets, not rolls. C. Reinforcing Bars: Deformed steel bars, ASTM A615, Grade 40. D. Fiber Reinforcing (If shown on Structural drawings): Refer to Section 03200. E. Concrete Materials: Comply with requirements of Section 03300 for concrete materials, admixtures, bonding materials, curing materials, and other as required. F. Joint Fillers: Resilient premoided bituminous impregnated fiberboard units complying with ASTM D1751, FS HH -F-341, Type 11, Class A; orAASHTO M153, Type I. G. Joint Sealers: Non -priming, pourable, self -leveling polyurethane. Acceptable sealants are Sonneborn "Sonolastic Paving Joint Sealant", Sonnebom "Sonomeric CT 1 Sealant", Sonnebom "Sonomeric CT 2 Sealant", Mameco "Vulken 45", or Woodmont Products "Chem -Caulk". 2.02 MIX DESIGN AND TESTING A. Concrete mix design and testing shall comply with requirements of Section 03300. B. Design mix to produce normal weight concrete consisting of Portland cement, aggregate, water -reducing admixture, air -entraining admixture, and water to produce the following properties: 1. Compressive Strength: 3500 psi at 28 days, conforming to ASTM C150, unless otherwise indicated on the Drawings. 2. Slump Range: 3"-5" for normal concrete. CONCRETE SIDEWALKS Section 02520 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Air Entrainment: 5% to 8%. 2.03 FIBER MESH REINFORCEMENT A Fibermeshe InForce er as manufactured by SI Concrete Systems, Chattanooga, TN, (800) 635-2308 http://www.siconcretesystems.com/. 1. Or equivalent, as approved by the Structural Engineer. B. Before any concrete can be placed, submit to the Structural Engineer concrete mix design, fiber product material data, and independent laboratory test reports certifying that the fibers conform to these specifications, and meet or exceed the following: 1. ASTM C1116 Type 111, 4.1.3, Standard Specification for Fiber -Reinforced Concrete and Shortcrete. 2. ASTM C1399 Test Method for Obtaining Average Residual Strength of Fiber - Reinforced Concrete 345 psi using 9 beams from a single batch. C. Materials: 1. 100 percent virgin polypropylene fibrillated fibers containing no reprocessed olefin materials and specifically manufactured for use as concrete secondary reinforcement. 2. Fibers shall be manufactured in an ISO 9002 certified facility for use as concrete secondary reinforcement at a minimum of 1.5 pound per cubic yard. 3. Fibers shall have a specific gravity of 0.91, optimum gradation per manufacturer. 4. Fibers shall have UL classified fire rating and shall comply with all applicable codes, as required by the Authority having jurisdiction. 5. Concrete shall conform to ASTM C1116 and have residual strength of no less than 45 psi, using 9 beams from a single batch conforming to ASTM C1399 test method. D. Fibers shall be added at the concrete batch plant. 1. If requested by Kohl's, the fiber supplier shall provide a representative who will instruct the concrete supplier in proper batching and mixing of material for initial placement. E. Schedule: 1. 1.5#: Exterior hardscape sidewalks. CONCRETE SIDEWALKS Section 02520 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 PART 3 EXECUTION 3.01 INSTALLATION OF BASE COURSE A. Construct base course in a manner that will drain surface properly at all times and at same time prevent runoff from adjacent areas from draining onto base course construction. B. Compact base material to not less than 98% of optimum density as determined by ASTM D698, unless otherwise indicated on the Drawings, or the Geotechnical Report. C. Granular Base: Construct to thickness indicated on Drawings. Apply in lifts or layers not exceeding 8", measured loose. D. Sand/Shell Base: Construct to thickness indicated of Drawings. Apply in lifts or layers not exceeding 4", measured loose. 3.02 PREPARATION A. Proof -roll prepared base material surface to check for unstable areas. The concrete work shall begin after the unsuitable areas have been corrected and are ready to receive concrete. Compaction testing for the base material shall be completed prior to the placement of the concrete. B. Surface Preparatidri: Remove loose material from compacted base material surface immediatel7 before placing concrete. 3.03 INSTALLATION A. Form Construction: 1. Set forms to required grades and lines, rigidly braced and secured. 2. install sufficient quantity of forms to allow continuance of work and so that forms remain in place a minimum of 24 hours after concrete placement. 3. Check completed formwork for grade and alignment to following tolerances: a. Top of forms not more than 1/8" in 10'-0". b. Vertical face on longitudinal axis, not more than 114" in 10'-0". 4. Clean forms after each use, and coat with form release agent as often as required to ensure separation from concrete without damage. B. Reinforcement Locate, place and support reinforcement per Section 03200 of these Specifications, and as shown on Drawings. C. Concrete Placement: 1. Comply with requirements of Section 03300. 2. Do not place concrete until base material and forms have been checked for line and grade. CONCRETE SIDEWALKS Section 02520 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Moisten base material if required to provide uniform dampened condition at a time concrete is placed. Concrete shall not be placed around manholes or other structures until they are at the required finish elevation and alignment. 4. Place concrete using methods which prevent segregation of mix. Consolidate concrete long face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. 5. Deposit and spread concrete in continuous operation between transverse joints, as far as possible. If interrupted for more than % hour, place construction joint. 6. Curbs and Gutters: Automatic machine may be used for curb and gutter placement at Contractor's option. Machine placement must produce curbs and gutters to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not acceptable, remove and replace with formed concrete as specified. D. Joint Construction: Construct expansion, weakened -plane Control (contraction), and construction joints straight with face perpendicular to concrete surface. Construct transverse joints perpendicular to centerline, unless otherwise detailed. 1. Weakened -Plane Control (Contraction) Joints: Provide joints at a spacing of 5'-0" OC maximum each way. Construct control joints for depth equal to at least'/. of the concrete thickness, as follows: a. Form tooled joints in fresh concrete by grooving top portion with recommended tool and finishing edges with jointer. b. Form sawed joints using powered saws equipped with shatterproof abrasive or diamond -rimmed blades. Cut joints into hardened concrete as soon as surface will not be torn, abraded, or otherwise damaged by cutting action. 2. Construction Joints: Place concrete joints at end of placements and at locations where placement operations are stopped for period of more than 1/2 hour, except where such placements terminate at expansion joints. Construct joints using standard metal keyway -section forms. 3. Expansion Joints: Locate expansion joints at 40'-0" OC maximum each way. Provide premoided joint filler for expansion joints abutting concrete curbs, catch basins, manholes, inlets, structures, walks, and other fixed objects. E. Joint Fillers: Extend joint fillers full -width and depth of joint, and not less than %" or more than 1" below finished surface where joint sealer is indicated. if no joint sealer, place top of joint filler flush with finished concrete surface. Fumish joint fillers in one- piece lengths for full width being placed, wherever possible. Where more than one length is required, lace or clip joint filler sections together. F. Joint Sealants: Exterior pavement joint sealants shall be installed per manufacturer's recommendations. CONCRETE SIDEWALKS Section 02520 - 5 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 3.04 CONCRETE FINISHING A. After striking off and consolidating concrete, smooth surface by screeding and floating. Adjust floating to compact surface and produce uniform texture. After floating, test surface for trueness with 10'-0" straight edge. Distribute concrete as required to remove surface irregularities, and re -float repaired areas to provide continuous finish. B. Work edges of slabs, gutters, back top edge of curb, and formed joints with an edging tool, and round to 1" radius, unless otherwise shown. Eliminate tool marks on concrete surface, After completion of floating and troweling when excess moisture or surface sheen has disappeared, complete surface finishing. C. Concrete Finish: 1. Sidewalks: Medium Broom. 2. Ramps: Heavy Broom. 3.05 CLEANING AND ADJUSTING A. Sweep concrete pavement and wash free of stains, discolorations, dirt and other foreign material just prior to final inspection. B. Protect concrete `from damage until acceptance of work. Exclude traffic from pavement 8r'at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials. 3.06 FIELD QUALITY CONTROL A. An independent testing laboratory shall perform construction testing of in-place base courses for compliance with requirements for thickness and tolerance. Base course tolerances shall be verified to design elevation that allow for paving thicknesses as shown on Drawings. Contractor shall provide instruments and a suitable benchmark. 6. The following tests shall be performed on each type of material used as base course material: 1. Moisture and Density Relationship: ASTM D698 or ASTM D1557. 2. Mechanical Analysis: AASHTO T-88. 3. Plasticity Index: ASTM D4318. 4. Base material thickness: Perform one test for each 20,000 square feet in- place base material area. 5. Base material compaction: Perform one test in each lift for each 20,000 square feet in-place base material area. 6. Test each source of base material for compliance with applicable state highway specifications. CONCRETE SIDEWALKS Section 02520 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Field density tests for in-place materials shall be performed according to one of the following standards as part of construction testing requirements. 1. Sand Cone Method: ASTM D1556. 2. Balloon Method: ASTM D2167. 3. Nuclear Method: ASTM D2922. D. Testing: An independent testing laboratory shall randomly core the pavement at a minimum rate of one core per 20,000 square feet of paving. Core shall be tested for thickness and quality of aggregate distribution. END OF SECTION CONCRETE SIDEWALKS Section 02520 - 7 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 03100 CONCRETE FORMWORK PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Concrete Formwork as shown on Drawings and as specified, complete. include without limitation: 1. Formwork for building concrete. 2. Form ties and accessories. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 03200 2. Section 03300 3. Section 03442 4. Section 05300 - Concrete Reinforcement. - Cast -In -Place Concrete. - Tilt -Up Wall Panels. - Steel Deck. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Concrete Institute (ACI). a. ACI 347R, Recommended Practice for Concrete Formwork. b. ACI 301, Design criteria and construction tolerances. 2. American Institute of Steel Construction (AISC). a. Anchor bolt tolerances shall comply with AISC Manual of Steel Construction Allowable Stress Design Code of Standard Practice. 3. American Plywood Association (APA). a. Plywood shall conform to APA Form V345 for form design and strength. 4. ASTM International (ASTM). 5. International Building Code (IBC): a. Chapter 19 -- Concrete. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. CONCRETE FORMWORK Section 03100 -1 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 PART 2- PRODUCTS 2.01 MATERIALS A. Wood Form Sheathing: 1. Finish No. 1 (Concealed Below Grade Concrete): 3/4" exterior plywood, B -B Concrete Form Class II, PS -1-83. 2. Finish No. 2 (Exposed Non -Architectural concrete): Same as for Finish No. 1. 3. Finish No. 3 (Smooth Concrete): 3/4" exterior type, resin coated plywood, High Density Concrete Form Overlay, Class I, PS -1-83. B. Form Ties: Internal disconnect, or snap type, leaving metal no closer than 1" from surface of concrete or a hole no larger than 3/4" in diameter. 1. For finishes other than Nos. 1 and 2, ties shall be coil or snap -in type with plastic cones. C. Form Coating: A commercial product to facilitate stripping without staining or damaging concrete or impairing future concrete treatment. D. Chamfer Str ps: 314'rvinyi type with or without nailing flange. PART 3 - EXECUTION 3.01 FORMWORK CONSTRUCTION A. Forms, General: 1. Forms shall conform to shape, lines and dimensions shown on Drawings, be designed to resist the pressure and weight of the concrete, be properly tied and braced or shored so as to maintain position and shape, and be sufficiently tight to prevent leakage of concrete. 2. Forms shall be designed and constructed to facilitate easy removal without damage to exposed surfaces, and to provide smooth concrete surfaces free of off -sets. 3. Comers shall be true to lines and profiled as detailed. 4. Form joints that will be exposed to view shall be kept to a minimum and shall be located symmetrically within each modular unit. B. Before reinforcing steel is set, wood forms shall be coated with approved non -staining form oil, or wet with water (Except in freezing weather). Metal forms shall be coated with approved non -staining rust preventive form oil. Stained forms shall not be used. C. Provide temporary openings to facilitate cleaning and inspection immediately before depositing concrete. D. Form material shall be reviewed by the Structural Engineer before construction of CONCRETE FORMWORK Section 03100 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 forms. E. Forms for exposed concrete maybe reused only if the surfaces have not absorbed moisture and have not splintered, warped, discolored, stained, rusted or peeled, subject to Owner's and Engineer's approval. F. Exposed comers shall be chamfered unless otherwise shown. Where corners are chamfered, polyvinyl chloride or neoprene extruded comer strips shall be inserted in the forms. Comers which abut masonry walls shall not be chamfered. Splices and joints in chamfer strips shall be in accordance with the manufacturer's instructions. G. Place bulkheads where end of days work requires a joint in a wall, beam or slab. Reinforcing steel shall extend through the bulkhead. Joints shall be keyed for 1/2 of the member thickness unless otherwise directed. Location of bulkheads shall be approved by the Structural Engineer. H. Form openings in concrete as shown on Drawings or required by other trades to accommodate their work. Accurately place and securely support items to be built into forms. 1. Set and build into the Work the anchorage devices and other imbedded items required for other work that is shown on Drawings attached to, or supported by, cast -in-place concrete. Coordinate location and placement with other trades. sr 3.02 FORM REMOVAL ' A. Removal of forms and shoring shall be in accordance with ACI 318. B. Exercise special care when removing forms from exposed concrete surfaces. C. Results of job -cured cylinders per ASTM C31 shall be used as evidence that concrete has obtained required strength to allow removal of formwork. 3.03 TOLERANCES A. Forms shall be designed, constructed and maintained, and concrete shall be placed so as to ensure completed concrete work within the tolerance limits set in ACI 347R. 3.04 FIELD QUALITY CONTROL A. Check the lines and levels of the completed formwork before concrete is placed, and make whatever corrections or adjustments to the formwork necessary to correct deviations from the specified tolerances. B. Check formwork during the placement of the concrete to ensure that the forms, shores, tie rods and clamps have not been moved from the established line, level and cross section by concrete pouring methods and equipment. END OF SECTION CONCRETE FORMWORK Section 03100 - 3 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2008 SECTION 03200 CONCRETE REINFORCEMENT PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Concrete Reinforcement as shown on Drawings and as specified, complete. Include without limitation: 1. Steel reinforcing bars. 2. Welded wire fabric and reinforcing drawings. 3. Accessories. fabric, only when shown on Structural 4. Fiber Mesh Reinforcing, if shown on Structural drawings: Refer to Section 03300 for description. 1.02 RELATED WORK A. Related Work specified elsewhere: 1 1. Section 01410 - 2. Section 03100 3. Section 03300 4. Section 03442 5. Section 04200 1.03 QUALITY ASSURANCE A. Reference Standards: 1. Testing and Inspection. - Concrete Formwork. - Cast -In -Place Concrete. - Tilt -Up Wall Panels. - Unit Masonry. American Concrete Institute (ACI). a. b. c. Specifications for Structural Concrete for Buildings, ACI 301. Detailing Manual, ACI SP -66. Building Code Requirements for Reinforced Concrete, ACI 318. 2. ASTM international (ASTM). 3. American Welding Society (AWS). 4. CRSI Manual of Standard Practice (MSP). 5. International Building Code (IBC): a. Chapter 19 — Concrete. B. The reinforcement work shall conform to the Standards as listed, except when in conflict with the building code in force; in such event the building code shall govern. CONCRETE REINFORCEMENT Section 03200 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Welders' Certification: Shop and Project site welding shall be performed by certified welding operators. D. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver materials to site in good condition, in original unopened packaging, and with labels intact. Inspect materials upon delivery. B. Store reinforcing steel on supports above ground level. Keep covered with tarpaulins if there is a delay in use. Remove damaged and otherwise unsuitable material from Site and replace with new material, at no additional cost to Owner. C. Materials of each shipment shall be separated by size and shape, to be easily accessible for examination and identification. PART 2- PRODUCTS 2.01 MATERIALS A. New -Billet Steel Bir§: ASTM A615 and A706, Grade 60, unless otherwise shown. 1 1. Comply with ACI 301, Article 5.4.1 and CRSI MSP, Chapter 7 for fabrication tolerances. 2. Shop fabricate reinforcing bars. 3. Do not heat reinforcing for bending. 4. Bend bar # 6 size and larger in the shop only. 5. Use bending procedure that does not damage steel. B. Welded Wire Fabric, where shown on Drawings: ASTM A185, flat sheets. C. Steel wire, deformed for concrete reinforcement ASTM A496 and A497. D. Accessories: Provide bar supports and other accessories necessary to hold bars in proper position while concrete is being placed. Stakes not permitted within footing section and concrete pane!. CONCRETE REINFORCEMENT Section 03200 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2.02 FABRICATION A. General: Fabricate reinforcing bars to .conform to required shapes and dimensions, with fabrication tolerances complying with CRSI "Manual of Standard Practice". In case of fabricating errors, do not re -bend or straighten reinforcement in a manner that will injure or weaken the material. 1. Reinforcing steel shall be of the yield strength specified or scheduled on Drawings. B. Unacceptable Materials: Reinforcement with the following defects will not be permitted in the work. 1. Bar lengths, depths, and bends exceeding specified fabrication tolerances. 2. Bend and kinks not indicated on Drawings and final shop drawings. 3. Bars with reduced cross-section due to excessive rusting and other causes. PART 3 - EXECUTION 3.01 PREPARATION A. Clean reinforcement to remove loose rust and mill scale, earth, ice and other materials that reduce or destroy bond with concrete. 3.02 INSTALLATION I A. Place reinforcement according to the approved placement drawings. Use sufficient bar supports, ties, anchors and other accessories to hold bars securely in place. 1. Splice reinforcing bars only where indicated on the Drawings. a. Splices shall be lapped unless otherwise indicated on the Drawings. 2. Provide sufficient numbers of supports and of strength to carry reinforcement. Do not place reinforcing bars more than 2" beyond the last leg of continuous bar supports. Do not use supports as bases for runways for concrete conveying equipment and similar construction Toads. 3. Where chairs and other accessories are in contact with the formwork of exposed concrete, they shall be stainless steel legged, or plastic tipped unless otherwise approved by the Structural Engineer. B. install welded wire fabric in accordance with ACI 301, Articles 5.7.4, and as specified herein. Install welded wire fabric in as Fong lengths as practicable. Set on cubes. Lap adjoining pieces at least 1 (one) full mesh and lace splices with 16 gauge wire. Do not make end laps midway between supporting beams, or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps in either direction. CONCRETE REINFORCEMENT Section 03200 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. Field Adjustments: Adjust bar locations to avoid interference with inserts, sleeves and other reinforcing. When adjustment exceeds 25 percent of spacing within the plane or 1 (one) bar diameter perpendicular to the plane of the reinforcing, the layout shall be reviewed by the Structural Engineer. 1. No bars shall be placed while concrete is being poured. 2. No bars shall be bent after being partially embedded in hardened concrete, unless where specifically indicated. D. Coordinate and cooperate with other trades to ensure that reinforcing is in proper place, and that pipes, sleeves, conduit anchors, bolts, flashings, caulking grooves, slips and other inserts of other trades to be cast into concrete are securely placed before concrete is placed. E. The testing laboratory shall review reinforcing prior to placing concrete. Notify testing laboratory of intent to place concrete at least two (2) working days prior to placing. 3.03 TOLERANCES A. Reinforcing shall be protected by the following minimum thicknesses of concrete, unless otherwise indicated on Drawings: 1. Concrete ejainst ground without forms: 3" (bars). 2. Concrete against ground without forms: 2" (mesh). 3. Concrete against ground with forms: 2". 4. Concrete exposed to weather: 2". 5. Slabs not exposed to ground or weather 3/4". 6. Columns and beams not exposed to ground or weather. 1-112". 7. Walls not exposed to ground or weather 1". B. Place welded wire fabric or temperature reinforcing for slabs -on -grade at the center of the slab. C. Place reinforcing for Mezzanine floor on slab form as per Structural Drawings. Refer to Section 03300. END OF SECTION CONCRETE REINFORCEMENT Section 03200 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 03300 CAST -IN-PLACE CONCRETE PART 1 -GENERAL 1.01 SUMMARY OF WORK A. Provide Cast -In -Place Concrete as shown on Drawings and as specified, complete. Include without limitation: 1. Concrete materials. 2. Grout. 3. Moisture barrier. 4. Granular cushion below slabs. 5. Curing and sealing. 6. Patching and repairing. B. Provide fiber mesh reinforcement as shown on Drawings and as specified herein. 1.02 RELATED WORK A. Related Work specified elsewhere: it 1. AppIndix I - Geotechnical Data Report(s). 2. Section 01300 - Submittals. 3. Section 01410 - Testing and Inspection. 4. Section 02200 - Structure Excavation and Trenching. 5. Section 03100 - Concrete Formwork. 6. Section 03200 - Concrete Reinforcement. 7. Section 03442 - Tilt -Up Wall Panels. 8. Section 05000 - Structural Steel. 9. Section 05300 - Steel Deck. 10. Section 05700 - Miscellaneous Metals. 11. Section 07920 - Sealants. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Concrete Institute (ACI). a. ACI 117, Standard Tolerances for Concrete Construction and Materials. b. ACI 211, Recommended Practice for Selecting Proportions of Concrete. c. ACI 212.3R, Guide for Use of Admixtures in Concrete. d. ACI 301, Specifications for Structural Concrete for Buildings. e. ACI 302.1 R, Guide for Concrete Floor and Slab Construction. CAST -IN-PLACE CONCRETE Section 03300 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 f. ACI 304R, Guide for Measuring, Mixing, Transporting, and Placing Concrete. g- AC1 305R, Hot Weather Concreting; when maximum daily temperature exceeds 85 degrees or rapid drying conditions exist. (Evaporation rate exceeds 0.15 Ib/SF/hr, per Figure 2.1.5). h. AC1 306.1, Standard Specification. for Cold Weather Concreting; when freezing conditions or mean daily temperature below 40 degrees F is encountered. i. AC1 308, Standard Practice for Curing Concrete. J• ACI 318, Building Code Requirements for Reinforced Concrete. 2. ASTM International (ASTM). a. ASTM C311, Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete b. ASTM C618, Standard Specifications for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in ' Concrete. 3. International Building Code (IBC): a. Chapter 16 — Structural Design. b. Chapter 19 — Concrete. B. The concrete work shall conform to the Standards as listed, except when in conflict with the building code in force; in such event the building code shall govern. C. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A Mixing and Placing Concrete: Refer to Section 01410 - Testing and Inspection. 8. Deliver materials to site in good condition; packaged materials shall be in original unopened packaging, and with labels intact. Inspect materials upon delivery. C. Handle and store materials to prevent damage. Replace damaged materials at no additional cost to Owner. CAST4N-PLACE CONCRETE Section 03300 - 2 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 PART 2 -PRODUCTS 2.01 MANUFACTURERS A. Specified Manufacturers: Products of the following manufacturers are named in this Section to establish a standard of quality. No substitutions will be allowed on this Project unless so specified. 2.02 CONCRETE MATERIALS A. Portland Cement: ASTM C150 Type I, or Type II, unless noted otherwise on the Structural drawings. 1. Cement shall be uniform in color and from a single source. B. Provide Type V Portland cement if so recommended by the Geotechnical Report. C. Fly Ash: ASTM C618, Class C and F only, maximum of 15% by weight of cement. D. Aggregates. 1. Aggregate shall be from a single source. 2. For normalweight concrete exposed to weather, aggregates shall be: a. Coarse aggregate shall be crashed and graded conforming to ASTM C33 and C227, Class Designation 5S. b. Fine aggregate shall be natural sand conforming to ASTM C33 and C227. 3. For all other normal weight concrete, aggregates shall conform to ASTM C33 and C227. 4. Coarse aggregate shall be nominal maximum sizes indicated below, conforming to ASTM C33, Table 2 - Grading Requirement for Coarse Aggregates: a. Footings: 1-1/2". b. Slabs Tess than 2" thick and fill for masonry: 318". c. All other members: 1". E. Admixtures: Concrete admixtures shall comply with ASTM C494 (Water Reducing) or ASTM C260 (Air Entraining), produced by recognized manufacturers, subject to Structural Engineer's approval. 1. Air -Entraining Admixture (Added only to normal Portland cement concrete to meet requirements specified for air content): a. "Air Mix" by The Euclid Chemical Company. b. "MB -VR" or "Micro Air' by Master Builders. c. "Darex" by W.R. Grace & Co. d. "Sika AER" by Sika Chemical Company. CAST -IN-PLACE CONCRETE Section 03300 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. Water -Reducing Admixture: Type A. a. "Eucon WR -75" by The Euclid Chemical Co. b. "WRDA with Hycol" by W.R. Grace & Co. c. "Pozzolith" 122N or 344N by Master Builders. d. "Plastocrete" by Sika Chemical Company. 3. Water -Reducing, Retarding Admixture: Type D, when high temperatures, placing, or humidity conditions dictate. a. "Daratard HC" by W. R. Grace & Co. b. "Eucon Retarder -75" by The Euclid Chemical Co. c. "Pozzolith 100-XR" by Master Builders. d. "Plastiment" by Sika Chemical Company. 4. Water -Reducing, Accelerating Admixture: Type E. a. "Accelguard 80" by The Euclid Chemical Co. b. "Dara Set Accelerator" by W. R. Grace & Co. c. "Pozzutec 20" by Master Builders. 5. High -Range Water -Reducing Admixture (Superplasticizer): a. - Type F or G "Eucon 37" by The Euclid Chemical Co. b. "Pozzolith" 400N by Master Builders. c. "Sikament" by Sika Chemical Co. 6. Calcium chloride shall NOT be used. 7. Corrosion Inhibitor (As Applicable and as recommended by the Geotechnical Report): Provide corrosion inhibitor admixture for reinforced concrete in direct contact with corrosive soil. Refer to Geotechnical Report for soil data. a. RHEOCRETE® 222+, by Master Builders. Toll free: (800) MST -9990. http:/www.masterbuilders.com/eorise/mainlProductDocs/Documents/ Rheocrete222.pdf or approved equivalent. F. Water. Clean, free from deleterious substances. 2.03 SYNTHETIC FIBERS FOR INTERIOR SLABS -ON -GRADE -- MASONRY BUILDINGS ONLY A. Acceptable Products: 1. "Fibermesh® 300" by SI Concrete Systems, Chattanooga, TN, (800) 635-2308 htto:/fwww.siconcretesystems.com/ 2. "Grace Fibers" or "Grace MicroFiber" by W.R. Grace Construction http://www.na.graceconstruction.com/ 3. "Dramix Duomix" by Bekaert Corp. http://www.bekaert.com/building/ 4. "Tuf-Strand" by The Euclid Chemical Co. http://www.euclidchemical.com/ CAST -IN-PLACE CONCRETE Section 03300 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 5. Or equivalent, as approved by the Structural Engineer. B. Before any concrete can be placed, submit to the Structural Engineer concrete mix design, fiber product material data, and independent laboratory test reports certifying that the fibers conform to these specifications, and meet or exceed the following: 1. ASTM C1116 Type III, 4.1.3, Standard Specification for Fiber -Reinforced Concrete and Shortcrete. 2. ASTM C1399 Test Method for Obtaining Average Residual Strength of Fiber - Reinforced Concrete 345 psi using 9 beams from a single batch. C. Materials: 1. 100 percent virgin polypropylene fibrillated fibers containing no reprocessed olefin materials and specifically manufactured for use as concrete secondary reinforcement, plastic crack control. 2. Fibers shall be manufactured in an ISO 9002 certified facility. 3. Fibers shall have a specific gravity of 0.91, optimum gradation per manufacturer. 4. Fibers shall, have UL classified fire rating and shall comply with all applicable cods as required by the Authority having jurisdiction. 5. Concrete shall conform to ASTM C1116 and have residual strength of no less than 45 psi, using 9 beams from a single batch conforming to ASTM C1399 test method. D. Fibers shall be added at the concrete batch plant. 1. The fibers shall be added to the concrete mix at a dosage rate indicated on Plans or as recommended by the manufacturer, to meet the plastic crack requirements and the specified residual strength. 2. if requested by Kohl's, the fiber supplier shall provide a representative who will instruct the concrete supplier in proper batching and mixing of material for initial placement. 2.04 STEEL FIBER OR ALTERNATE HIGH VOLUME SYNTHETIC FIBER, FOR INTERIOR FLOOR SLABS IN CONCRETE TILT -UP BUILDINGS; MEZZANINE, LOADING DOCK SLABS AND COMPACTOR SLABS A. Acceptable Steel Fiber Products: 1. Novomesh 850° as manufactured by SI Concrete Systems, Chattanooga, TN, (800) 635-2308 jittp:llwww.siconcretesystems.com/ 2. "Duomix Duo 150" by Bekaert Corp. }Otto://www.bekaert.comlbuilding/ 3. Or equivalent, as approved by the Structural Engineer. CAST -IN-PLACE CONCRETE Section 03300 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. Alternate High Volume Synthetic Fiber Products: 1. "Strux 90140" by W.R. Grace Construction http:llwww.na.graceconstruction.coml 2. "Tuf-Strand SF" by The Euclid Chemical Co. http:llwww.euclidchemical.coml C. Before any concrete can be placed, submit to the Structural Engineer concrete mix design, fiber product material data, and independent laboratory test reports certifying that the fibers conform to these specifications, and meet or exceed the following: 1. ASTM A820, Standard Specification for Steel Fibers for Fiber -Reinforced Concrete. 2. ASTM C1116 Type I, 4, 1.1 and Type III, 4.1.3, Standard Specification for Fiber - Reinforced Concrete and Shortcrete. 2. ASTM C1399 Test Method for Obtaining Average Residual Strength of Fiber - Reinforced Concrete 380 psi using 9 beams from a single batch. D. Materials: 1. Steel Synthetic Fibers: A blend of cold drawn steel wire fibers conforming to ASTM A820, and graded multifilament polypropylene fibers of various lengths and thickrgsses, for use as post -crack control and plastic crack control reinforcing. 2. An alternate to the steel synthetic fibers is High Volume Synthetic Fibers, a blend of polypropylene and polyethylene fibers. 3. The synthetic fibers shall be manufactured in an ISO 9002 certified facility. 4. Fibers shall comply with all applicable codes, as required by the Authority having jurisdiction. 5. Concrete shall conform to ASTM C1116 and have residual strength of no less than 80 psi, using 9 beams from a single batch conforming to ASTM C1399 test method. E. Fibers shall be added at the concrete batch plant. 1. The fibers shall be added to the concrete mix at a dosage rate indicated on Plans or as recommended by the manufacturer, to meet the post -crack control and plastic crack control requirements, and the specified residual strength. 2. If requested by Kohl's, the fiber supplier shall provide a representative who will instruct the concrete supplier in proper batching and mixing of material for initial placement. CAST -IN-PLACE CONCRETE Section 03300 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2.05 OTHER MATERIALS A. Bonding Agent: 1. Epoxy type, 100 percent solids. a. "BurkEpoxy LV" by The Burke Co. b. "Daraweld" by W.R. Grace. c. "Duralbond" by Dural International Corp. d. "Euco Epoxy #452" by The Euclid Chemical Company. e. "Concresive Liquid LPL" by Master Builders. f. "Epobond" (L & M Construction Chemicals Co.); or "Sikadur Hi -Mod" (Sika Chemical Co.). B. Patching and Surfacing Compound: 1. Epoxy type, 100 percent solids. a. "BurkEpoxy Mortar" by The Burke Co. b. "Flexocrete" (dry, or damp surface) by Dural International Corp. c. "Euco Epoxy #460 Mortar" (dry or damp surface) by Euclid Chem. Co. d. "Epopatch" by L & M Construction Chemicals Co. e. "Concresive 1470" (dry or damp surface) by Master Builders. f. "Sikadur Lo -Mod Mortar" (dry or damp surface) by Sika Chem. Co. C. Moisture -Retaining Cover: One of the following, complying with ASTM C171. 1. Waterproof paper. 2. Polyethylene film. 3. Polyethylene -coated burlap. D. Liquid Membrane Curing and Sealing Compound: ASTM C309. 1. Type 1, VOC compliant, water-based acrylic sealer, for use on vertical and horizontal surfaces, guaranteed not to affect bond of applied finishes. a. "Dress & Seal WB" by L&M Construction Chemicals Co. b. "Aqua Cure VOX" by Euclid Chemical Co. c. "Kure -N -Seal W' by Sonnebom Building Products, ChemRex, Inc. E. Curing Paper 1. Standard brand, conforming to ASTM C171, Type I - Regular, Kure -N -Seal. F. Liquid Concrete Hardener and Dustproofer 1. "Lapidolith" by Sonnebom Building Products Division, ChemRex, Inc. 2. "Euco Diamond Hard" by The Euclid Chemical Co. CAST -IN-PLACE CONCRETE Section 03300 - 7 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 G. Joint Materials: 1. W Expansion Joint Filler: ASTM 01751 non -extruding type, fiber with asphalt binder. 2. Building Paper: ASTM D226; Type I (No. 15), asphalt -saturated, non- perforated felt. H. Grout: 1. Non -shrink, non-metallic, non-gaseous type, pre -mixed grout complying with CRD -C 621. a. "Euco N -S" by Euclid Chemical Co. b. "Duragrout" by L&M Construction Chemicals Co. c. "Set Grout' by Master Builders. d. "SikaGrout 212" by Sika Corp. I. Non -slip Abrasive: 1. Sintered aluminum oxide graded to pass a No. 12 sieve but retained on a No. 24 sieve. Minimum aluminum oxide content shall be 75 percent. J. Waterstop: 1. Self -adhering, self -healing, pre -molded, flexible joint material. a. 'Water Stop RX" by CETCO (formerly American Colloid Co.). K. Granular fills shall consist of well graded sand or gravel meeting approval of Soils Engineer as specified in the Geotechnical Report. 2.06 VAPOR BARRIER A. Vapor Barrier: Polyethylene sheet membrane material conforming to ASTM D4397 and ASTM E154. 1. Not less than 10 mils thick. 2. Seal vapor barrier laps, punctures, tears and penetrations with pressure - sensitive, waterproof adhesive tape 2 inches minimum width. Tape and adhesives shall be compatible with barrier. 2.07 PROPORTIONING AND MIXING CONCRETE A. Concrete Design: 1. The independent testing laboratory will test the proposed aggregate and concrete mixes for each type of concrete required. CAST -IN-PLACE CONCRETE Section 03300 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. The mixes shall be designed in accordance with ACI 301, Section 3.9, and ACI 211. The approved mix designs shall be used as long as aggregate characteristics and proportions remain unchanged. a. Upon significant changes in aggregate or proportions, prepare new mix designs, and submit to the Structural Engineer for approval. 3. Concrete Strengths: Refer to Structural Drawings. 4. Paving concrete shall be a minimum 3,500 psi conforming to ASTM C260, air - entrained. Refer to Drawings for additional information. 13. Concrete shall be ready mixed conforming to ASTM C94. Alternate procedures or methods shall be approved in writing by the Engineer of Record prior to use. C. Provide air -entraining admixture for exterior concrete in cold weather only. The total air content shall be 6% 61%. D. Slump shall be determined in accordance with ASTM C143 as follows: 1. For footings and walls: 3" but not more than 4" in field. 2. For slab -on -grade and over metal forms: 3W but not more than 5" in field for pump mix. l F. Additional water shall not be added at the site to "temper" concrete. G. Fly Ash: 1. Fly ash may only be used as a partial replacement for cement and shall not exceed 15% of the cement content by weight. 2. Fly ash shall not be used for exterior concrete exposed to view. PART 3 - EXECUTION 3.01 PREPARATION A. Concrete Work shall be coordinated with the work of the other trades to allow reasonable time to set sleeves, inserts and other accessories, which must be in position before concrete is placed. 1. In general, electrical conduits, which do not exceed 2" in diameter (o.d.) shall be placed between the upper and lower third of the thickness of the concrete in which it is embedded. Conduits in concrete shall not be placed closer together than 3 diameters on centers and minimum of 6" clear distance between openings, except at points of crossing and at cabinet boxes. 2. No pipe, conduit shall be allowed to be placed in the tilt -up wall panels and mezzanine metal deck. CAST -IN-PLACE CONCRETE Section 03300 - 9 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.02 VAPOR BARRIER INSTALLATION A. Unless noted otherwise in the Geotechnical Report, install vapor barrier as follows: Install vapor barrier under all interior concrete slab sub bases. Lap joints not less than 6 inches, (Unless otherwise recommended by the manufacturer or the Geotechnical Report) with top lap placed in direction of placing concrete, and seal with adhesive -backed polyethylene tape. a. If the slab is to be poured prior to the building roof being in place, the barrier shall be placed in sections so the sub base and slab can be poured immediately, for inclement weather protection. b. Avoid construction traffic both wheeled and pedestrian type across moisture barrier after installation insofar as practicable to avoid damage to moisture barrier. c. After careful examination of the vapor barrier, repair tears, holes and punctures in moisture barrier with same tape used to seal seams, then place granular fill aver vapor barrier. d. Compact granular fill as recommended in the Geotechnical Report. 3.03 PLACING CONCRETE A. Place concrete immediately after mixing. Deposit concrete in uniform, horizontal layers not more than 24" deep work around all reinforcing and in comers of fomes. Properly spade and puddle by use of rods, shovels and hand spades, and agitate by means of internal and/or external vibrators to obtain densest possible concrete without over - vibrating to the point where segregation results. Deposit concrete continuously until completion of each section or unit. 1. Concrete transported by truck mixer or agitator shall be completely discharged within 90 minutes (60 minutes for hot weather concreting) after water has been added to the cement. 2. Deliver concrete to the job in exact quantities required by the design mix. Should extra water be required before depositing the concrete, the Contractor shall authorize the addition of water. When additional water is added to the mix after leaving the batch plant it shall be indicated on the trip ticket and signed by the person responsible. Where extra water is added to the concrete, it shall be mixed thoroughly for 30 revolutions of the drum at mixing speed. Water may be added at the site only once to each batch. 3. Slump and cylinders will be taken by the Testing company after the addition of water. B. Avoid damage to moisture barrier when placing concrete. C. Clean construction joints and moisten just before placing additional concrete. D. In hot weather, to prevent the development of high temperatures in fresh concrete, concrete shall be protected in accordance with ACI 305R. CAST -IN-PLACE CONCRETE Section 03300 -10 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 E. In cold weather, concrete shall not be placed when temperature is, or is predicted to be within the following 48 hours, below 40 degrees F unless proper provisions have been made for heating and protecting concrete in accordance with ACI 306.1. F. Slabs on grade shall have formed joints as required, and be placed in strip sequence unless otherwise shown on the Structural Drawings or approved by the Structural Engineer. Allow a minimum of 24 hours between the placing of adjacent units. Provide construction joints between units in accordance with the typical details shown. G. Provide adequate runways, chutes, and other means of conveying concrete in place. Use chutes for placing concrete where a drop of more than 5 feet is required. 3.04 FINISHING CONCRETE A. Finish Numbers: The finishes required on concrete surfaces may be identified as follows: 1. Finishes for Formed Surfaces. a. Finish No. 1: For below grade concrete against which backfill will be placed and above grade concrete, which will not be exposed to view. b. Fintsh No. 2, Exposed Non Architectural Concrete: For concrete surfaces exposed to view in service and utility spaces and surfaces to be covered by other finishes. c. Finish No. 3, Smooth Concrete: For all concrete surfaces, which will be exposed to view. B. Finishes for Slabs: Refer to ACI 302.1 R. 1. Definitions: a. Specified Overall Value (SOV): Specified goal for tolerances. b. Minimum Local Value (MLV): Minimum acceptable localized value. 2. Floor flatness and levelness shall be determined in accordance with ASTM E1155 measured within 24 hours, and shall be finished to specifications indicated. a. For floors that are scheduled to receive thin set tile, vinyl or rubber flooring, and floors that will be exposed to view in decorated spaces, shall not be more than 118° per 10'-0" measured from the high point to the low point of slab. 1) Flatness: a) SOV: 35. b) MLV: 24. 2) Levelness: 1) SOV: 25. 2) MLV: 17. CAST -IN-PLACE CONCRETE Section 03300 -11 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2005 b. For floors which are scheduled to receive carpet, shall not be more than Y4" per 10'-0", measured at the top of slab. 1) Flatness: a) SOV: 25. b) MLV: 17. 2) Levelness: a) SOV: 20. b) MLV: 15. c. Suspended floors are subject to the same values specified above except for floors which are scheduled to receive thin set tile, vinyl or rubber flooring, and floors which will be exposed to view in decorated spaces which are specified below. 1) Flatness: a) SOV: 30. b) MLV: 24. 2) Levelness: a) SOV: 20. f b) MLV: 15. d: The Engineer will consider slight variations in these tolerances for structural deflection in the supporting steel or concrete frame, or in steel deck, from in-service loadings. 3. Unless otherwise noted, concrete slabs shall receive a power steel troweled finish. Finer hand troweling shall be required to remove imperfections left by troweling machines, and to bring the surface to a dense, smooth finish. a. Where ceramic tile is specified for thin -set installation, follow troweling immediately with a fine broom finish. 4. Finish concrete slabs to proper elevations to ensure that all surface moisture will drain freely to floor drains, and that no puddle areas exist. It is the intent of the elevations shown on the Drawings to create this situation. During the finishing operations, the Contractor shall pay particular attention to this criterion, and shall make all efforts to obtain this. Cost of corrections to provide for this positive drainage will be the responsibility of the Contractor. 5. Provide non -slip abrasive finish on all _exposed concrete stair treads and ramps. Embed the non -slip material in the concrete surface with the final troweling in accordance with the manufacturer's instructions. Unless otherwise directed the amount of abrasive shall be 1/4 Ib per SF. After curing, lightly work surface of concrete with a steel brash, or abrasive stone, and water to expose the abrasive aggregate. 6. Sidewalks shall receive a broom finish applied generally perpendicular to the direction of travel. CAST -IN-PLACE CONCRETE Section 03300 -12 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.05 PATCHING OF CONCRETE A. Finishes No. 1 and No. 2: 1. Apply epoxy type bonding agent and patch all form tie holes, aggregate pockets, honeycomb and defective areas as required with 1:2 Portland cement -sand mortar. B. Finish No. 3: 1. In addition to patching as specified for Finish No. 1, remove all fins, form joint marks, rough spots and other defects by grinding or rubbing with a carborundum stone, until these defects and rough areas are completely removed and surfaces are free from imperfections so as to present a dense, smooth, uniform finish. 3.06 CURING AND PROTECTION A. Protect concrete work from drying out by covering with waterproof paper, polyethylene film, polyethylene -coated burlap, or a coating of approved membrane curing compound, unless otherwise specified herein. Curing methods are subject to Engineers approval. Perform slab curing as soon as possible after final finishing operations are complete, and within 2 hours. When forms are removed from formed concrete, exposed -concrete surfaces shall be wet with water immediately and kept moist until Oplication of curing compound. 1. Moisture -Cover Curing: a. Cover concrete surfaces with moisture -retaining cover for curing concrete, placed in widest practicable width with sides and ends lapped at least 3" and sealed by waterproof tape or adhesive. Extend cover material over edges of slab and secure. Seal around all penetrations in slab. immediately repair holes or tears during curing period using cover material and waterproof tape. b. Use this curing process for Stockroom floors; and elsewhere at Contractor's option. 2. Compound Curing: a. Apply uniformly in continuous operation by power -spray or roller in accordance with manufacturer's instructions. Recoat areas subjected to heavy rainfall occurring within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. b. Use curing compound with bond breaker for slabs where tilt -up panels will be cast on slabs. c. Curing compounds if used shall be compatible with floor finishes subsequently applied or installed. CAST -IN-PLACE CONCRETE Section 03300 -13 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 d. Do NOT use film -forming membrane curing compounds on floors scheduled or otherwise shown to receive concrete hardener and dustproofer. 3.07 SEALING CONCRETE A. Typical: 1. Apply 2 coats of curing and sealing compound to floors scheduled to receive floor coverings, in strict accordance with manufacturers printed instructions. 3.08 HARDENER AND DUSTPROOFER A. Apply 2 coats of hardener/dustproofer to Stockroom floors and Exit corridors, where indicated, in strict accordance with manufacturer's instructions. 1. As the second coat is drying, wait for the uniform appearance of white crystals, floodTM the floor with water, and buff with a commercial floor buffer using a 3M or similar abrasive pad. Continue buffing until the floor acquires a patina or polish and the whiteness is gone. 3.09 EMBEDED ITEMS A. General: Sgt, and'build into work, anchorage devices and other embedded items required for other work that is attached to, or supported by, cast -in-place concrete. Use setting drawings, diagrams, instructions and directions provided by suppliers of items to be attached. 3.10 GROUTING A. Grout structural base and bearing plates as soon as practical and before significant load is placed on bearing members. Mix, place and cure grout in accordance with the manufacturer's directions. 3.11 METAL PAN STAIR FILL A. Provide metal pan stair and platform fill consisting of 1 part Portland cement, 1-1/4 parts sand, and 2 parts No. 8 coarse aggregate. Fill shall be reinforced with Fibermesh®. Compact fill and apply non -slip finish specified. 3.12 JOINTS A. Control Joints in Slabs -On -Grade: 1. Crack control joints shall be wet sawed within 4 to 8 hours of slab pour to a depth of 1/4 of the overall slab depth, as shown on Drawings. Do not damage reinforcing. 2. Clean resulting joint and reapply curing protection to freshly cut surfaces. 3. Locate joints as shown on Flooring Pattern Plans FP1, FP2 and Structural Drawings. CAST -IN-PLACE CONCRETE Section 03300 -14 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. Construction Joints in Slabs -On -Grade: 1. Provide suitable dowels, grooves and keyways as shown on the Drawings. 2. Locate joints as shown on Flooring Pattern Plans FPI, FP2 and Structural Drawings. C. Construction Joints in Supported Slabs: 1. Locate joints as shown on Structural Drawings. 2. Provide grooves and keyways as shown on Structural Drawings. 3. Do not saw cut control joints in supported slabs. D. Perimeter Isolation for Slabs -On -Grade and Steel Columns: 1. Install fiberboard joint material full depth of slab where interior slabs -on -grade abutt walls unless otherwise shown on the Drawings. 2. Install building paper full depth of slab where interior slabs -on -grade abutt columns. E. Control Joints in Exterior Sidewalks and Platforms: 1. Locate maximum 5'-0" o.c. or as indicated on the Drawings. 1 F. Expansion Joints in Exterior Sidewalks and Platforms: 1. Install expansion joint material behind curb at abutment to sidewalks, curb retums, adjacent structures and maximum 20'-0" o.c. in sidewalks and platforms. 2. Place top of expansion joint material 112" below curb or slab surface. 3.13 FIELD QUALITY CONTROL A. Testing laboratory shall make the following tests: 1. Perform compression strength tests on concrete specimens taken from the forms immediately after placing. Perform a compression strength test for each pour in excess of 4 c.y. of each class of concrete but in no case Tess than 1 (one) test per day. Make 1 (one) additional set of cylinders for each additional 50 c.y. (or fraction thereof) of concrete in excess of the first 25 c.y. of concrete poured in a day. Each, set of specimens shall consist of 4 standard 6 x 12 cylinders taken in accordance with ASTM C31. Tests shall be in accordance witch ASTM C39. a. Test one cylinder at 7 days, 2 cylinders at 28 days, and hold the remainder if further tests are required. The average of the 28 day cylinders shall meet or exceed the 28 day design strength. CAST -IN-PLACE CONCRETE Section 03300 -15 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 b. In cases where samples have not been taken or tests conducted as specified or the strength of the laboratory test cylinders for a particular portion of the structure fails to meet the requirements of ACI 318, Section 5.6, for evaluation of concrete strength, the Structural Engineer shall have the right to order compressive and flexural test specimens taken from the hardened concrete according to ASTM C42, load test according to ACI 318, Chapter 20, or such other tests as may be necessary to clearly establish the strength of the concrete. Such test shall be at no additional cost to the Owner. 2. Perform slump tests in accordance with ASTM C143. Furnish slump cone at the site. Perform a minimum of 1 test per set of cylinders. a. Concrete pumped -in-place shall be tested for slump at the time of placement at the discharge end. b. Concrete exhibiting slump exceeding that specified shall be rejected and removed from the site, as directed by the testing laboratory. 3. Perform air -entrainment tests in accordance with ASTM C173, or ASTM C231 as applicable. Furnish and maintain equipment for testing air content at the site. Perform a minimum of 1 (one) test per set of cylinders of air -entrained concrete. Concrete samples tested for slump shall not be used for air- entrainmefiftests. 4. Test concrete temperature hourly when air temperature is 40 degrees F and below, when 80 degrees F and above, and each time a set of compression test specimens is made. 5. Perform flatness and levelness tests in accordance with ASTM E1155. Perform 1 (one) test (flatness and levelness) for each 10,000 s.f. of concrete placed but not less than 1 (one) test for each scale of allowable floor variation specified. Test areas shall be selected at the Structural Engineer's discretion. Tests shall be conducted within 24 hours of slab placement. Results of these tests shall be made available not later than the end of the day the tests were performed. B. If foregoing tests indicate concrete strengths below those required, or visual defects indicate concrete of poor quality has been placed, additional tests shall be made and reported as directed by Owner's representative at no additional cost to the Owner. 3.14 PROTECTION A. Until this portion of the work is completed, remove water in the areas of construction that may interfere with the proper performance of the Work. Provide sumps, pumps, wellpoints, electric power and attendance required; fumish on a 24-hour basis, if necessary. B. No concrete shall be placed without the permission of the Engineer when the outside air temperature is above 80 degrees F or is expected to rise above 80 degrees F. If permission is granted, the concrete shall be placed and cured according to the requirements of ACI 305R "Hot Weather Concreting". CAST -IN-PLACE CONCRETE Section 03300 -16 KOHL's Department Store, Inc. Tukwila, WA Project No, 3079 October 12, 2006 C. During freezing and near -freezing weather, concrete shall be protected from freezing, and minimum temperatures shall be maintained for curing in accordance with AC1 306.1, "Standard Specification for Cold Weather Concreting". Do not place on frozen ground and in forms containing ice, snow or frost. END OF SECTION CAST -IN-PLACE CONCRETE Section 03300 -17 KOHL's Department Store, Inc. --Tukwila, WA Project No. 3079 October 12, 2006 SECTION 03442 TILT -UP WALL PANELS PART 1 - GENERAL 1.01 SUMMARY OF WORK A Provide Tilt -Up Concrete Wall panels as shown on Drawings and as specified, complete. Include without limitation: 1. Job -cast, load-bearing tilt -up concrete wall panels, including complete engineering design relative to erection stresses. 2. Neither the Architect or the Structural Engineer has been retained to design the wall panels for stresses during erection, or to determine the means and methods to be used for erection and bracing until permanent bracing is in place. 3. It is the Contractor's responsibility to erect the panels in a manner that will be both safe for personnel and property, and to brace and otherwise protect the panels against wind, seismic, and other forces until connections to the permanent structural system are completed. mir 4. PrOde caulking between panels and as required for a complete job. B. Products Installed but Furnished Under Other Sections: 1. Steel door frames are furnished under Section 08100. 1.02 RELATED WORK A Related Work specified elsewhere includes without limitation: 1. Section 01300 - Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 03100 - Concrete Formwork. 4. Section 03200 - Concrete Reinforcement. 5. Section 03300 - Cast -In -Place Concrete. 6. Section 05700 - Miscellaneous Metal: Steel channel surrounds cast into panels. 7. Division 16 - Electrical: Furnishing electrical boxes for casting into panels. TILT -UP WALL PANELS Section 03442 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Concrete Institute (ACI). a. ACI 117, Standard Tolerances for Concrete Construction and Materials. b. AC1 221, Recommended Practice for Selecting Proportions of Concrete. c. ACI 301, Specifications for Structural Concrete for Buildings. d. ACI 302.1 R, Guide for Concrete Floor and Slab Construction. e. ACI 304R, Guide for Measuring, Mixing, Transporting, and Placing Concrete. f. ACI 305R, Hot Weather Concreting: When maximum daily temperature exceeds 85 degrees F or rapid drying conditions exist. (Evaporation rate exceeds 0.15 Ib/SF/hr, per Figure 2.1 5). g. ACIt306.1, Standard Specification for Cold Weather Concreting; when freezing conditions or mean daily temperature below 40 degrees F is encountered. h. AC1308, Standard Practice for Curing Concrete. i. ACI 315, Manual of Standard Practice for Detailing Concrete Structures. j. ACI 318, Building Code Requirements for Reinforced Concrete. k. ACI 551 R, Tilt -Up Concrete Structures. 2. ASTM International (ASTM). 3. American Welding Society (AWS). a. AWS D1.1, Structural Welding Code - Steel. b. AWS D1.4, Structural Welding Code - Reinforcing Steel. 4. Concrete Reinforcing Steel Institute (CRSI). a. CRS1 Code of Standard Practice and Specifications for Placing Reinforcement. 5. International Building Code (IBC): a. Chapter 16 — Structural Design. b. Chapter 19 — Concrete. T1LT-UP WALL PANELS Section 03442 - 2 KOHL's Department Store, Inc, —Tukwila, WA Protect No. 3079 October 12, 2006 B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. C. Construction Loads: Design and fabricate tilt -up wall panels to withstand construction Toads which may occur during lifting, bracing, and impact by adjoining panels. Design shall be by a Professional Engineer, registered in the State where the Project is located. D. Contractor Qualifications: A firm with at least 3 years of successful experience in casting and erection of tilt -up wall panels similar in size and quantity required for this Project, and who will maintain a foreman or project supervisor, with prior panel casting experience, on site at all times to supervise panel casting and erection. E. Welding and Welder Qualifications: 1. Qualify welding processes and welding operators in accordance with AWS Standard Qualification Procedure. 2. Provide certification that welders to be employed in the work have satisfactorily passed AWS qualification test within the previous 12 months, Comply with requirements of local Authorities having jurisdiction. 1.04 PRODUCT HANDLING AND STORAGE A. Store paneli'at the site if erection is delayed, only after proper curing is completed. B. Store panels on firm, level and smooth surface protected from damage. Do not store on or let panels come in contact with ground. Place panels so that identification marks are discernible. C. Handle panels to prevent damage to individual panels, panels that are erected, and other in-place construction. 1.05 PROJECT CONDITIONS A. Do not proceed with panel casting when environmental conditions will affect the finish appearance, quality or structural integrity of the panel. 1. Hot Weather Concreting: ACI 305R when maximum daily temperature exceeds 65 degrees F or rapid drying conditions exist. (Evaporation rate exceeds 0.15 Ib./SF/hr., per Figure 2.1.5). 2. Cold Weather Concreting: ACI 306.1 when freezing conditions or mean daily temperature below 40 degrees F. is encountered. TILT -UP WALL PANELS Section 03442 - 3 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 PART 2 - PRODUCTS 2.01 MATERIALS A. Formwork: In accordance with Section 03100, except as modified herein. 1. Use wood, metal, or other substantial material to maintain forms in good alignment, and to produce surfaces meeting the required tolerances and appearance. 2. Use permanent concrete floor slab for casting bed. 3. Provide formliners required to produce the desired panel finish matching Architect's approved sample. B. Reinforcing Steel: In accordance with Section 03200, and as indicated and detailed on the Structural Drawings. C. Concrete Materials: In accordance with Section 03300, except as modified herein. D. Portland Cement: ASTM C150 Type I, or Type 11, unless noted otherwise on Structural Drawings. Use only one source, manufacturer, and brand for entre Project. E. Facing Agggr,egate end Cement: Use selected aggregates and cement necessary to match Architect's approved sample, F. Bond Breaker: Polymerized solution containing no oils, waxes, paraffins, or other material which could affect bond of subsequent finishes or natural appearances of exposed concrete surfaces. G. Anchors and Inserts: Provide inserts, dowels, bolts, nuts, washers and other items shown to be cast in panels or required for connecting panels to adjacent work. 1. Structural Steel Shapes: ASTM A36 and ASTM A992, Grade 50. 2. Malleable Iron Castings: ASTM A47 Grade 32510. 3. Carbon Steel Castings: ASTM A27 Grade 60-30. 4. Stainless Steel Anchors: ASTM A167 Type 301, mill finish. 5. Steel Bolts: ASTM A307. 6. Welded Head Studs: ASTM 108. 7. Hot -Dipped Galvanized Iron and Steel Anchors, Inserts, and Connecting Devices: ASTM A153. H. Lifting Inserts: Provide lifting inserts specifically designed for each panel. Design is the responsibility of the Contractor. Steel Channel Opening Surrounds: Refer to Section 05700. TILT -UP WALL PANELS Section 03442 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 J. Electrical Boxes: Refer to Division 16 - Electrical. K. Steel Door Frames: Frames for hollow steel doors are furnished, delivered to the site and stored ready for use, under Section 08100. 2.02 CONCRETE MIX DESIGN A. Procedures: In accordance with Section 03300. B. Concrete Mix: 1. Strength: Refer to Structural Drawings, and Lifting/Bracing Drawings. 2. Slump: 4". 3. Air Entrainment and admixture. 2.03 FABRICATION A. Fully cooperate and coordinate work and scheduling with other trades, particularly concrete work, structural steel work, storefront and hollow metal work. Recesses for storefront and other door framing not placed when panels are cast, shall be consistent with openings indicated on Drawings. B. Fabrication Tolerances. Z 1. Length and width of cast units measured at face adjacent to mold: a. Units 10 feet or under, t 1/8". b. Units over 10 feet to 30 feet: + 118, - 3/16". 2. Thickness of units: + 1/4", - 1/8". 3. Units and openings within units: Not out of square more than 1/8" per 6 feet or 1/4" total. 4. Reveals across panels: t 1/8". 5. Location of inserts, bolts and pipe sleeves: ± 3/8" of centerline location. 6. Location of blockouts: ± 112". 7. Location of flashing receivers or reglets: ± 1/4". 8. Location of electrical outlets, hose bibs, etc.: t 1l2". 9. Bowing or warping of pretest panels after casting: Not to exceed U360. 10. Camber differential between adjacent panels after installation: 1/4". 11. Other allowable tolerances shall pass minimum recommendations of Prestressed Concrete Institute. C. Finishes shall match approved sample. TILT -UP WALL PANELS Section 03442 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2005 PART 3 - EXECUTION 3.01 EXAMINATION A. Prior to installation, examine areas designated to receive work described in this Section for conditions adversely affecting the finished work. Do not proceed with the work until unsatisfactory conditions have been corrected. 3.02 PREPARATION A. Casting Slab: Place casting slab to meet tolerances specified. After placing and finishing, cure concrete surfaces upon which wall panels are to be cast in accordance with Section 03300 using wet cure methods. At completion of 48-hour fog spray curing, apply bond breaker specified, in accordance with manufacturer's instructions. B. Options for Casting Slabs: The Contractor may cast panels on the permanent building slab or specially fabricated casting beds. if the permanent building slab is used, it shall be the Contractors responsibility to supply crane Toads and layouts, and verify with the Structural Engineer to ensure the permanent slab does not dislocate, settle, crack or otherwise become damaged from the panel fabrication and erection operations. Repair or replace permanent floor slabs to eliminate damage, if used as casting slabs. 1. In addition, if the permanent building slab is to be used to support erection equipment rthe Contractor shall also ensure that proper compaction, slab design and proper concrete strength and reinforcing are used exceeding, if required, the Structural Engineer's design. SUBMIT CRANES/EQUIPMENT LOADS TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO CASTING. C. Hot weather concreting operation shall comply with ACI 305 as modified herein. During hot dry weather, windbreaks, sunshades, spraying of steel with water, and other approved methods shall be provided to protect surfaces for concrete placing. 3.03 FORMWORK, REINFORCING AND INSERTS, STEEL DOOR FRAMES A. Formwork: 1. Surface of the slab must be clean, smooth, uniform and void of irregularities which will be reflected in the tilt -up panel face. 2. Place forms to minimize damage to casting slab surfaces. 3. Maintain formwork in good alignment to produce panels meeting tolerance requirements specified. Provide external bracing to prevent form displacement during casting operations. TILT -UP WALL PANELS Section 03442 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 4. The use of wood forms is permissible provided the finish on the exposed edges is acceptable to the Owner's representative. When wood forms are permitted for the casting of wall panels, they shall be constructed in accordance with Section 03100, The permanent concrete slab shall be cast to keep forms level. Joints in wood formliner shall be filled with putty and sanded smooth. Comer joints shall be tight and edges shall be slightly rounded to minimize comer chipping. Concrete form supports shall be removed and disposed of after completion of panel work. Use steel forms for exposed edges. 5. Place form liners accurately to provide finished surface texture to match Architect's sample. B. Reinforcing and Inserts: 1. Set and tie reinforcing steel in accordance with Section 03200. Locate and secure anchorages and inserts, and other cast -in items. 2. Extend reinforcing as required for later connections to other concrete structures. 3. After placing reinforcing steel for panels, check casting slab surfaces for continuity of bond breaker film. Touch up or recoat worn or damaged areas, using care to prevent application of coating on reinforcing steel and inserts. t f 4. Set VI inserts, sleeves and anchors shown on the Drawings and specified herein, or otherwise required. Set and build all inserts, anchors, sleeves, etc., furnished by others for securing their work to the structure. Electrical boxes shall be recessed flush and shall be cast into the panels. C. Steel Door Frames: 1. Set steel door frames for hollow steel doors, accurately located in each panel, and in proper relationship to face of panel. 2. insert void form in door frame head for conduit raceway, to prevent concrete seepage into head. 3. Brace frames as necessary to prevent movement during casting of wall panels. 3.04 FINISHES A. Match Owner's sample and mock-up for color and texture. Cracks, voids, protrusions, spalls, or non-uniform color or texture will not be acceptable. B. Aggregate Finish: 1. Hand tamp aggregate into a leveled sound base at the bottom of the form until it contacts the floor. Aggregate shall be embedded to approximately 1/2 its diameter and be as tightly spaced as possible, uniformly covering the entire bottom of the form surface. 2. Immediately before concrete is placed, gently spray the formed area with TILT -UP WALL PANELS Section 03442 - 7 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 water to clean the stone and consolidate the sand. 3. After erection, wash off sand exposing stone. C. Smooth Finish: 1. Examine substrate upon which concrete panels are to be cast. No panels shall be cast on slab areas that contain cracks or other objectionable imperfections in the surface. Substrate shall present smooth, filled, uniform surface with eased gradation to grooved forming. 2. Apply bond breaker, fluid or sheet bond breaker as required to slab upon which panels will be cast. a. Seal surface of casting slab; leave no dry spots. Apply one coat prior to setting reinforcing and inserts. b. After reinforcing steel has been placed, check casting slab surfaces for continuity of bond breaker film. Touch up or recoat worn or damaged areas, using care to prevent application of coating on reinforcing steel and inserts, D. Formed Finish (Formiiners): Sr 1. Firahh produced with formliners for as -cast panel finish shown or specified. E: Top side of panel (interior erected face) shall receive smooth wood float finish where covered by finish materials other than paint. F. Other interior side faces to be left exposed to view or painted shall received smooth, steel trowel finish. 3.05 CASTING PANELS A. Cast panels face down, individually, in forms constructed on the concrete slab. 8. Concrete shall be placed with the aid of approved mechanical vibrating equipment. Vibration shall be of sufficient duration and intensity to cause settlement of concrete into place and to produce thorough compaction. Use care to avoid over -vibration. Vibrators shall not be used on forms, or to move concrete laterally. Vibrators must be rubber tipped to prevent gouging panel forms. Use care to avoid disturbing sand and exposed aggregate at form bottom for such finishes. Use care to prevent displacement of reinforcing or inserts, and. scoring of forms, liners, or casting slab. C. Concreting, when started, shall be carried on as a continuous operation until the placing of that particular panel or section has been completed. Reinforcing, inserts, angles, plates, etc., shall be prepared for each panel so that minimum time is spent in installing these items. No cold joints shall be allowed in either the face or back layer of the panels. D. Cast all openings into panels shown on Drawings for penetration of pipes, etc. Verify opening requirements, sizes and locations in field, and coordinate with other trades. TILT -UP WALL. PANELS Section 03442 - 8 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.06 CURING A. Freshly poured panels shall be cured for minimum 7 days by covering with polyethylene film and/or blankets or other approved method, which will keep the surface wet. Quick curing will NOT be permitted. Liquid or spray curing compound shall not be used on exposed face of panels, 8. Maintain precast units at a minimum curing temperature of 50 degrees F for at least 20 hours after pouring. C. Curing may be completed with panels in vertical position when sufficient strength has been attained for lifting without damage. 3.07 ERECTION A Structural reinforcing indicated on the Drawings for the tilt -up panels is designed only to resist loads imposed upon the elements in their final position. The structural reinforcing to resist handling and erection stresses shall be the responsibility of the Contractor. B. Panels shall be handled and erected with absolute care. Contractor shall provide a crane or hoisting system to transport panels from casting and/or storing area to erection position in building. T 1. Liftirig'of panels shall be the full responsibility of the Contractor. 2. Minimum Strength at Lifting Time: 3500 psi, unless otherwise indicated by the lifting and bracing engineer. C. Erect panels straight, plumb, and square, in proper location in building and level so that the top of all panels is constant. Anchor panels in place as shown. Use wedges where required to correctly position panels. Provide concrete mortar, grout, or dry pack to fill joints between panels and foundation system. D. After placing, provide temporary braces and supports to securely hold panels in position. Maintain braces and supports in place, undisturbed, until closures, columns, or other supporting structures have been installed and are capable of receiving panels. Concrete panels shall be at least 14 days old before panel -to -panel connections are made, unless approved by the Structural Engineer. E. Weld panels to supports where indicated on Drawings. Comply with requirements of AWS D1.1 for welded steel connections and D1.4 for welded reinforcing bars. F. installation Tolerances. 114" maximum offset in alignment with adjacent panel facings at any point, except where otherwise detailed. TILT -UP WALL. PANELS Section 03442 - 9 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 3.08 PATCHING A. Remove lift hooks, stranded wire loops, etc., and patch holes. B. Mix and place patching mixture to match color and texture of surrounding concrete and to minimize shrinkage. Adhere patch to hardened concrete with bonding agent. C. M exposed panels shall be properly prepared and sacked for painting finish, as approved by the Paint contractor's representative. D. Remove and replace defective panels with new panels if patching is not acceptable to Owner's representative. 3.09 CLEANING AND PROTECTION A. Clean panels and wash down dirt, dust, and other foreign matter at Substantial Completion. 1. Do not use acid solution without prior approval of the Owner's representative. B. Use all means necessary to protect all materials under this Section before, during, and after installation. 1. Concrete panels damaged by freezing, surface deterioration, permanent surface chicking, crazing or cracking, by handling or other physical damage shall not be used. 2. Erected panels located in areas subject to heavy traffic shall be protected at all times with plywood, blankets, or polyethylene film until acceptance of building by the Owner. C. In the event of damage, make necessary repairs in a manner satisfactory to the Owner's representative - 1. Minor repairs will be allowed if repair is indistinguishable from undamaged areas. 2. Remove damaged panels which cannot be satisfactorily repaired and replace with new panels to match adjacent undamaged panels. 3. Determination of repair or replacement shall be by Owner's representative. 3.10 FIELD QUALITY CONTROL A. Testing Laboratory shall make the following tests: 1. Perform compression strength tests on concrete specimens taken from the forms immediately after placing. Perform a compression strength test for each 50 c.y. pour or less. East set of specimens shall consist of 4 standard 6 x 12 cylinders taken in accordance with ASTM C31. Tests shall be in accordance with ASTM C39. 2. All cylinders shall be labeled, showing date, panel number, stump, etc. TILT -UP WALL PANELS Section 03442 -10 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. One cylinder shall be tested prior to erection to verify erection strength, one for 7 -day strength, and 2 for 28 -day strength. 4. Casting and curing of test cylinders shall be identical with actual methods of production of panel elements. 1 END OF SECTION TILT -UP WALL PANELS Section 03442 -11 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 04100 MORTAR AND MASONRY GROUT PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Mortar and Masonry Grout as shown on Drawings and as specified, complete. Include without limitation: 1. Mortar adhesive for brick veneer over tilt -up wall. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 01300 - 2. Section 01410 - 3. Section 03442 - 4. Section 04200 5. Section 04250 - Submittals. Testing and Inspection. Tilt -Up Wal! Panels. - Unit Masonry. Masonry Veneer. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Concrete Institute (ACI). a. ACI 530, Building Code Requirements for Masonry Structures. b. ACI 530.1, Specification for Masonry Structures. 2. ASTM International (ASTM). a. b. c. d. e. f. g. h. ASTM C143, Test Method for Slump of Hydraulic Cement Concrete. ASTM C144, Specification for Aggregate for Masonry Mortar. ASTM C150, Specification for Portland Cement. ASTM C207, Standard Specification for Hydrated Lime for Masonry Purposes. ASTM C387, Specification for Packaged, Dry, Combined Materials for Mortar and Concrete. ASTM C404, Specification for Aggregates for Masonry Grout. ASTM C476, Standard Specification for Grout for Masonry. ASTM C1329, Standard Specification for Mortar Cement. MORTAR AND MASONRY GROUT Section 04100 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 1Z, 2006 3. International Building Code (IBC): a. Chapter 21 — Masonry. B. Testing CMU Mortar. 1. Certify proportions of ingredients for mix design by independent testing laboratory in accordance with ASTM C270 for each type of grout. 2. Test mix design prior to beginning construction of CMU walls. 3. The 7 day compressive strength test of the laboratory mix design must exceed 70% of the specified 28 day design compressive strength. 4. Prepare and test mortar specimens in accordance with ASTM C270 for laboratory tests. C. Testing CMU Grout: 1. Certify proportions of ingredients for mix design by independent testing laboratory in accordance with ASTM C476, for each type of grout. 2. Test mix design prior to beginning construction of CMU walls. sr 3. The 7 day compressive strength test of the laboratory mix design must exceed 70% of the specified 28 day design compressive strength. 4. Prepare and test grout specimens in accordance with ASTM C270 for laboratory tests a. A 7 day strength test and two 28 day strength tests will be required for every 30 or Tess cubic yards of each type of grout placed each day. A strength test shall be taken as the average of the strengths of two grout specimens made from the same sample of grout. b. One slump test in accordance with ASTM C143 will be taken from each set of test specimens. D. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver materials to site in good condition, in original unopened packaging, and with labels intact. Inspect materials upon delivery. Handle and store above ground and under weather -tight cover. Store admixtures to prevent contamination or damage from excessive temperature changes. Stockpile aggregates to prevent contamination from foreign materials. B. Remove from site and replace damaged materials at no additional cost to Owner. MORTAR AND MASONRY GROUT Section 04100 - 2 KOHL's Department Store, Inc. Tukwila, WA Project No. 3079 October 12, 2006 PART 2 - PRODUCTS 2.01 MATERIALS A. Portland Cement: ASTM C150 Type I, or Type II, gray and white, non -staining. Masonry cement is NOT allowed. B. Hydrated Lime: ASTM C207, Type S, containing no air entrainment. C. Aggregate for Mortar. ASTM C144, natural sand. For joints 1/4" thick, or Tess, 100 percent shall pass No. 8 sieve and 95 percent shall pass the No. 16 sieve. 1. Color Pigments: None. D. Aggregate for Grout ASTM C404, use of blast fumace slag is not permitted. Maximum coarse aggregate size shall be 3/8". 1. Grout color shall be Gray. E. Water: Clean, free from deleterious amounts of acids, alkalis and organic materials. F, Admixtures: ASTM C494, water reducing, at high lift grouting, for Brick and CMU only, Sika Grout Aid. s t 1 G. Mortar adhesive for brick veneer over tilt -up wall shall be as recommended by the manufacturer. 2.02 MORTAR SPECIFICATION A. Mortar Proportions by Volume Specification per ASTM C270, CBC and UBC Standards, as applicable, and as modified herein: Mortar Portland Hydrated Lime Aggregate Ratio Cement (Measured in Damp, Loose Conditions) M 1 114 Not less than 2 % and not more than 3 times the sum of the separate volumes of cementitious materials S 1 Over 1/4to112 MORTAR AND MASONRY GROUT Section 04100 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 B. Mortar Property Specifications per ASTM C270, and as modified herein, Average laboratory tested compressive strengths at 28 days, ASTM C109; Portland cement - lime mortars: Type Minimum Water Air Content Aggregate Ratio Compressive Retention Max. % (Measured in Damp, Strength Min. % Loose Conditions) M 2500 psi 75 S 1800 psi 75 Note: (.) Value is based on local requirement. 2.03 MIXES - GROUT FILL • • Not less than 2-114 and not more than 3 times the sum of the separate volumes of cementitious materials A. Grout Fill for Concrete Masonry Units: Conform to ASTM C476, Refer to Section 04200 for additional information. 1. Compressive Strength: 2,000 psi minimum at 28 days. 2. Slump: Minimum 6 inches, maximum 8 inches. 3. Use coarse grout when grout space is equal to or greater than 4 inches in both directions. 4. Use fine grout when grout space is smaller than 4 inches in either direction. 5. Do not use air -entrainment admixtures. 2.04 MIXING A. Mortar Mixing: 1, Thoroughly mix mortar ingredients in accordance with ASTM C270, in quantities needed for immediate use. 2. Maintain sand uniformly damp immediately before the mixing process. 3. Provide uniformity of mix and coloration. 4. Do not use anti -freeze compounds. 5. If water is lost by evaporation, retemper only within 2 hours of mixing. Do not retemper mortar more than 2 hours after mixing. MORTAR AND MASONRY GROUT Section 04100 - 4 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 B. Grout Mixing: 1. Batch and mix grout in accordance with ASTM C476, for site batched and mixed grout. Do not use anti -freeze compounds to lower the freezing point of grout. PART 3 - EXECUTION 3.01 PREPARATION A. Prior to installation, examine surfaces designated to receive work described in this Section for conditions adversely affecting the finished work. Repair or replace surfaces not meeting tolerances or quality requirements governing substrate construction prior to initiating this work. 3.02 INSTALLATION A. Install mortar and grout under provisions of ACI 530 and Section 04200 - Unit Masonry. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 3.03 CURING A. When atmosphere is extremely dry, dampen masonry surfaces with a Tight fog spray for three days, during the curing period for the mortar. Use a nozzle regulated fog spray sufficiently to dampen, but not of such quantities as to cause water to flow down over masonry. END OF SECTION MORTAR AND MASONRY GROUT Section 04100 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 04200 UNIT MASONRY PART 1 - GENERAL 1.01 SUMMARY OF WORK A. Provide Concrete Unit Masonry as shown on Drawings and as specified, complete. Include without limitation: 1. Concrete block masonry materials. 2. Masonry anchors and reinforcement. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 01300 - Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 03200 - Concrete Reinforcement. 4. Section 04100 - Mortar and Masonry Grout. B. Products installed but not furnished under this Section include without limitation: 1. Loose steel lintels are specified in Section 05700. 2. Metal doors and frames occurring in masonry walls are specified in Section 08100. 1.03 QUALITY ASSURANCE A Reference Standards: 1. American Concrete Institute (ACI). a. ACI 530, Building Code Requirements for Masonry Structures. b. ACI 530.1, Specification for Masonry Structures. 2. ASTM International (ASTM). 3. International Building Code (IBC): a. Chapter 16 — Structural Design. b. Chapter 21 — Masonry. 4. International Masonry Industry AAI -Weather Council (1MIAC): Recommended Practices and Guide Specifications for Cold Weather Masonry Construction. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. UNIT MASONRY Section 04200 -1 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 C. The faces of unit masonry to be exposed shall be of uniform texture and free of chips, cracks or other imperfections detracting from the appearance of the finished work. D. Where masonry construction is indicated on Drawings or required by code to have fire resistant construction, provide masonry materials and methods in manner to obtain the necessary rating. E. Mock -Up: Before starting exterior masonry work, construct a sample wall panel minimum 4 feet long and 3 feet high incorporating all exterior masonry, units specified, and representing the texture, bond, mortar and joint treatment, and workmanship. 1. Clean sample panel prior to review. 2. Panel shall not be a part of the finished work, but shall remain at the Project site protected during the work and removed when directed, or upon completion of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver materials to site in good condition, in original unopened packaging, and with labels intact. Inspect materials upon delivery. C. Handle and store materials to prevent damage or staining. Replace damaged materials at no additional coslio Owner. _- 1.05 1.05 PROJECT CONDITIONS A. When the outside air temperature is below 40 degrees F or expected to fail below 40 degrees F, comply with recommended practice for cold weather masonry construction set forth by the International Masonry Industry All -Weather Council and B1A Technical Notes 1A. B. Protect masonry construction from direct exposure to wind and sun erected in 3n ambient air temperature of 99 degrees F, in the shade, with a relative humidity of less than 50 percent. PART 2 - PRODUCTS 2.01 MATERIALS A. Concrete Masonry Units. 1. Load-bearing: ASTM C90 Grade N, Type 1. 2. Non load-bearing: ASTM C129. 3. Weight Classification: a. Standard Weight: Average weight at 115 pcf (Light weight Not Permitted). UNIT MASONRY Section 04200 - 2 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 4. Face Appearance and Face Size (Nominal unless otherwise indicated): a. Smooth Face: Sizes as shown on drawings. b. Other Finishes (As Applicable): Refer to Drawings. c. Thicknesses shall be as shown or required by code. 8. Anchors and Reinforcing (As shown Structural drawings). 1. Reinforcing Bars: Billet steel deformed bars shall conform to ASTM A615 or A706, Grade 60. Locate in walls and tie as indicated on Drawings. 2. Anchor Bolts: Steel bolts complying with ASTM A307 Grade A; with ASTM A563 hex nuts and, where indicated, flat washers; hot -dip galvanized to comply with ASTM A153 Class C; of diameter and length indicated. 3. Rigid Anchors: 1/4" thick, galvanized steel bars, ASTM A123, 1" wide, with 3" bends at ends, 24" tong (For bonding intersecting walls). 4. Joint Reinforcement: a. Single wythe masonry: Ladder or truss, fabricated from cold drawn steet wire ASTM A82, galvanized ASTM A153 B-2 1.5 oz., minimum / , No. 9 gauge deformed side rods with 9 gauge cross -rods, or diagonals at 16" o.c. Width shall be 2" less than wall thickness. b. Double wythe masonry: Ladder or truss, fabricated from cold drawn steel wire ASTM A82, galvanized ASTM A153 B-2 1.5 oz., minimum No. 9 gauge deformed side rods with 9 gauge cross -rods, or diagonals at 16" o.c. Width shall be 2" less than wall thickness Provide welded rectangular tabs fabricated from galvanized cold drawn steel wire ASTM A82, 3/16" diameter with double pintle eyes to accept W diameter pintle leg, spaced at 16" o.c. c. Provide prefabricated comers and tee sections. 5. Reinforcing Bar Positioners: Galvanized reinforcing bar positioners, No. 374 to 379, Heckman Building Products, Inc. or approved equivalent, for bar arrangements indicated on Structural Drawings. C. Miscellaneous Materials: 1. Control Joint Filler Strips: Strips shall he cross -shaped in section, wide flange type, resistant to oils and solvents. a. Control joints shall be rubber conforming to ASTM D2000, 2M-805 with a durometer hardness of 80 when tested in accordance with ASTM D2240. b. Where sash block are not available, provide closed cell neoprene sheet material conforming to ASTM D1056 Class RE41 x full width of masonry unit less depth of joint sealant and backer rod. UNIT MASONRY Section 04200 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. Bond Breaker Strips: Asphalt -saturated organic roofing felt complying with ASTM D226, Type 1(No. 15 asphalt felt). 3. Weep Systems, types and locations as shown on Drawings. a. Rope weeps. b. MTI Weep Systems by Masonry Technology Incorporated, 24235 Electric Street, P.O. Box 214, Cresco, Iowa, (800) 8793348 http://www.masonrytechnoloay.com/mtifindex,aspx PART 3 - EXECUTION 3.01 PREPARATION A. Prior to installation, examine substrates designated to receive work described in this Section for conditions adversely affecting the finished work. Repair or replace surfaces not meeting tolerances or quality requirements governing substrate construction prior to initiating this work. B. Shoring and bracing: The Contractor is solely responsible for providing all necessary bracing as required for construction loads, for stability and for resistance to wind and seismic forces untiif the entire structure is complete. The shoring shall not rely on moment resistance capacity of the footings. C. Coordinate with work of other trades that must be integrated with masonry. 302 INSTALLATION A. Provide all masonry construction aligned, plumb and true in required layout, making straight level courses, unless otherwise specifically indicated. Construct masonry to full thickness as shown with masonry units of sizes as noted and specified, using whole units wherever possible. Cut masonry neatly by power -saw to obtain sharp edges without damage, as approved for providing required bond pattern and proper fit at all adjoining items. Build -in items furnished by other trades, and leave accurate openings necessary for subsequent installation of other work, in a manner to maintain required strength and appearance of masonry construction. 4. Hollow Concrete Masonry Units: a. Fill head and bed joints solidly with mortar for a distance in from the face of the unit not Tess than the thickness of the shell. b. Bed webs in mortar in starting course on footings and foundation walls and in courses of piers, columns and pilasters, and where adjacent to cells or cavities to be reinforced or filled with concrete or grout. c. For starting courses on footings where cells are not grouted, spread out full mortar bed, including areas under cells. d. Solid grout all cells if shown on Structural drawings. UNiT MASONRY Section 04200 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 2. Fill solidly with mortar around conduit and sleeves passing through masonry. 3. Build -in all loose steel lintels, provide minimum 8" bearing and bed lintels in mortar. 4. Provide threaded steel anchors where indicated to be built into masonry construction for attachment of work by other trades. Conform to requirements of ASTM A307, and include nuts with hardened washers where required, as approved. Provide minimum 112" shank diameter by 10" length with nut or head bolt, where size and type are not indicated on Drawings. All anchors shall be hot -dip galvanized where used in exterior -exposed construction. 5. Grout hollow metal frames in masonry walls solidly with mortar. Perform grouting without clogging holes, boxes, or spaces, required for the proper installation, or operation of hardware. 8. Cold Weather Construction: 1. Comply with recommended practice for cold weather masonry construction set forth by the International Masonry Industry AH -Weather Council, and as specified herein. 2. When the temperature of dry masonry units is below 20 degrees F, units shall be heated sb they are above 40 degrees F at their time of use. Overheating shelf be avoided. 3. Masonry shall be placed only on sound, unfrozen foundations free of ice and snow. 4. All newly completed masonry, shall be maintained above 32 degrees F for at least 48 hours where Type I Portland cement is used in the mortar and grout, and for at least 24 hours where Type ill Portland cement is used. C. Hot Weather Construction: 1. When ambient temperature exceeds 100 degrees F or 90 degrees F with a wind velocity greater than 8 mph, perform masonry construction in accordance with the following requirements: a. Store materials in a cool, shaded location. b. Cover aggregate stockpiles with plastic sheet to retard the evaporation of moisture. d. Cool reinforcing steal, metal accessories, wheelbarrows, mixers and mortar boards by flushing with water. e. Wet high -suction brick. f. Increase water content of mortar and grout as needed, without compromising the required strength. 9. Spread mortar beds no more than 48" ahead of masonry and set units UNIT MASONRY Section 04200 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 within one minute of spreading mortar. h. Cover walls to retard evaporation. i. Schedule work to avoid hottest part of the day. 3.03 MORTAR BEDDING AND JOINTING A. Concrete Block Masonry: 1. Hollow units shall be laid with full mortar coverage on horizontal and vertical face shells. All cells shall be grouted solid if shown on Structural drawings. Webs shall also be bedded in all courses of piers, columns, and pilasters, and on footings and solid foundation walls. Solid units shall be laid with full head and bed joints. 2. Mortar joints shall be 3/8" thick except where otherwise shown or required by block type. Exposed joints and below grade joints shall be tooled concave when thumbprint hard with a round jointer. Other concealed joints unexposed to view may be cut flush. B. Remove masonry units disturbed after laying; clean and relay fresh mortar. Do not pound comers at jambs to fit stretcher units which have been set in position. If adjustments are required, remove units, clean off mortar and reset in fresh mortar. C. General Mortar Uses: t For Types M and S mortars, refer to NCMA'TEK" Series No. 20B. 3.04 PLACING JOINT REINFORCEMENT A. Provide joint reinforcement in horizontal joints of masonry construction at 16" o.c. vertically, unless otherwise shown. Place reinforcement to provide continuous reinforcement, with comer and "tee" sections at all wail intersections and splice reinforcement together by lapping side bars a minimum of 6" at adjoining ends of lengths. Stop reinforcement 2" away from both sides of vertical control joints. At all openings in walls, place additional reinforcement in bed joint of courses above and below openings and extend at least 24" beyond each side of opening. B. Where masonry partitions supported on slabs on grade abut masonry walls supported on foundations and footings, provide an expansion joint at the face of the structurally supported wall and anchor the partition with adjustable wall ties spaced 24" o.c. vertically. C. Do not use metal reinforcing having loose rust or other coatings, including ice, which will reduce or destroy bond. 3.05 PLACING VERTICAL REINFORCEMENT A. Reinforcement shall be accurately positioned and secured against displacement from locations specified on the Drawings. B. Reinforcement shall be positioned with reinforcing bar positioners or ties, prior to UNIT MASONRY Section 04200 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 grouting. C. Placement of reinforcement shall meet the tolerances specified in the governing code. D. Lap splice for vertical reinforcing is not allowed unless approved by the Structural Engineer. 3.06 HORIZONTAL JOINT REINFORCEMENT A. General: Provide continuous horizontal joint reinforcement as indicated. Install longitudinal side rods in mortar for their entire length with a minimum cover of 518 inch on exterior side of walls, 112 inch elsewhere. Lap reinforcing shall be a minimum of 6 inches. B. Cut or interrupt joint reinforcement at control and expansion joints, unless otherwise indicated. C. Provide continuity at comers and wall intersections by use of prefabricated "L" and 'T' sections. Cut and bend reinforcement units as directed by manufacturer for continuity at returns, offsets, column fireproofing, pipe enclosures, and other special conditions. D. Reinforce masonry openings greater than 11-0" wide, with horizontal joint reinforcement placed in 2 horizontal joints approximately 8" apart, immediately above the lintel and immediately below the sill. Extend reinforcement a minimum of 2'-0" beyond jamas-of the opening except at control joints. 1. In addition to wall reinforcement, provide additional reinforcement at openings as required to comply with the above. 3.07 MOVEMENT (CONTROL AND EXPANSION) JOINTS A. General: Install control and expansion joints in unit masonry as enumerated below and where indicated on Drawings. Build in related items as the masonry progresses. Do not form a continuous span through movement joints unless provisions are made to prevent in -plane restraint of wall or partition movement. B. Place control joints in the following locations: 1. Changes in wall height or thickness. 2. At construction joints in foundation, in roof, and in floors (where CMU bears on floor slab). 3. At chases and recesses for piping, columns, fixtures, etc. 4. At abutment of wail and columns. 5. At retum angles in "L", 'T' and "U" shaped structures. 6. At one or both sides of wall openings. a. Place control joint at one side of an opening less than six feet in width and at both jambs of openings over six feet wide. Extend control joint UNIT MASONRY Section 04200 - 7 KOHL's Department Store, Inc. —Tukwila, WA Project No, 3079 October 12, 2006 through wall finishes where applied directly to masonry units. b. Provide horizontal slip plane where reinforced lintel beam terminates at a control joint. Provide horizontal slip plane at junction of roof and load-bearing masonry terminating at a control joint. Bond between roof and wall should be broken 12-15 feet back from corners, with slip plane. C. For walls without openings or other points of stress concentrations, control joints shall be located to divide a wall into a series of isolated panels. The length of panel between control joints depends on wall height and amount of horizontal reinforcement. The most restrictive of the following C.J. spacing procedure shall be followed. 1. National Concrete Masonry Association: Control joint spacing for moisture controlled Type 1 concrete masonry units is expressed as a ratio of panel length to height (UH). For vertical spacing of joint reinforcement at 16" o.c., the maximum ratio (UH) = 3 with panel length not to exceed 40 feet. 2. Masonry walls (30) feet and lower: C.J. spacing shall not exceed 1 112:1 ratio. 3. Masonry walls (30) feet and higher: C.J. spacing shall not exceed 1:1 ratio. D. Form control joints in concrete masonry as follows: 4 1. Install special shapes designed for control joints. Install bond breaker strips at joint. Keep head joints free and clear of mortar or rake joint. Fill joints with elastomeric sealant; refer to Section 07920 - Sealants. E. Form building expansion joints in concrete masonry as follows. 1. Install special shapes designed for building expansion joint. Use primer from top of footing to 1'-0" above grade line. Silicone sealant shall meet requirements of Section 07920. 2. Material is compressed and recessed 1/4" into joint opening. A wet silicone sealant is caulked into reveals. Clean all joints prior to installing seal from loose particles, dust, foreign matter, grease, frost, water, etc. 3. Install according to manufacturer's instruction sheets and recommendations. 4. Caulking Wet Silicone Sealant: Caulk 6' sections independently. Caulk across the reveal at the head joint, then caulk down reveals on both sides of cured sealant and substrate. Tool the wet sealant. 5. Install protection board with the 2'-0" wide face centered on the expansion joint, apply adhesive on board to one side of foundation wail joint with adhesive recommended by manufacturer. Extent of protection board shall be from top of footing to 4" below grade line. UNIT MASONRY Section 04200 - 8 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 3.08 BOND BEAMS A. Masonry bond beams shall be formed of units having the cells filled solidly with 2,000 psi grout and provided with reinforcing bars as scheduled. 1. Structural bond beams shall continue through control joints. Install horizontal reinforcing steel continuous through control joints. 2. Reinforcing shall overlap a minimum of 50 bar diameters at splices. 3. Non-structural bond beams and reinforcing shall be interrupted at expansion joints and control joints only if indicated on Structural Drawings. 3.09 LINTELS A. Install loose steel lintels where indicated. 8. Provide masonry lintels where shown and wherever openings of more than 2'-0" for block size units are shown without structural steel or other supporting lintels. Provide formed -in-place masonry lintels. Cure precast lintels before handling and installation. Temporarily support formed -in-place lintels. 1. For hollow concrete masonry unit walls, use specially formed bond beam units with reinforcement bars placed as indicated and filled with coarse grout. 2. Install pre-engineered precast concrete lintels where indicated and where concrete masonry will be concealed by other work. 3. Provide minimum bearing of 8 inches at each jamb, unless otherwise indicated. C. Install miscellaneous steel frames where indicated. 3.10 FLASHING AND WEEP HOLES A. General: Install embedded flashing and weep holes in masonry near floor line, at shelf angles and lintels, as shown on Drawings. B. Prepare masonry surfaces so that they are smooth and free from projections that could puncture flashing. Place through -wall flashing on sloping bed of mortar and cover with mortar. Seal penetration in flashing with adhesive/sealant/tape as recommended by flashing manufacturer before covering with mortar. C. Install flashings as follows: 1. Extend flashing from exterior face of outer wythe of masonry through the outer wythe, tumed up a minimum of 4" and inserted 314" into the outer face shell of inner wythe. Do not extend flashing full depth of inner wythe. Installation into inner wythe may be accomplished by raking out horizontal joint, inserting flashing and sealing joint with sealant and backer rod. 2. At heads and sills, extend flashing as specified above unless otherwise indicated but turn up ends not less than 2 inches to form a pan. UNIT MASONRY Section 04200 - 9 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.11 JOINING OF WORK IN NEW MASONRY A. Where fresh masonry joins masonry that is partially or totally set, the exposed surface of the set masonry shall be cleaned, roughed and lightly wetted to obtain satisfactory bond. All loose masonry units and mortar shall be removed. B. If it is necessary to "stop off" a horizontal run of masonry, it shall be done only by racking back one half a unit length in each course. Tootling may be permitted only for the joining of new masonry to existing masonry. 3.12 CONSTRUCTION TOLERANCES A. Unit masonry construction shall be within the following tolerances: 1. Maximum variation from plumb in vertical lines and surfaces of columns, walls and arrises: a. 114"in10ft. b. 3/8" in a story height not to exceed 20 ft. 2. Maximum variation from plumb for external corners, expansion joints, control joints, and other conspicuous lines: ;r a. ' - 1/4" in per story or 20 ft. maximum. b. 1/2" in 40 ft. or more. 3. Maximum variation from level of grades for exposed lintels, sills, parapets, horizontal reveals and other conspicuous lines: a. 1/4" in a bay or 20 ft. b. 1/2" in 40 ft. or more. 4. Maximum variation from plan location of related portions of columns, walls and partitions: a. 112" in a bay or 20 ft. b. 3/4" in 40 ft. or more. 5. Maximum variation in cross-section dimensions of columns and thicknesses of walls from dimensions shown on Drawings: a. Minus 1/4". b. Plus 1/2". UNIT MASONRY Section 04200 -10 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 3.13 FIELD QUALITY CONTROL A. Prism Tests: Prism tests on concrete masonry units shall be performed by the Independent Testing Laboratory in accordance with ASTM C1314, and as approved by a local City Building Official. 1. Before construction, a set of 5 prisms shall be constructed under the observation of the testing laboratory. 2. During construction, provide 2 sets of 3 units for every 5,000 SF of wall area (2 locations minimum each wall): a. Hollow concrete masonry units, 3/8" mortar joints, grouted with a minimum 2,000 psi grout. b. Hollow concrete masonry units with 318" mortar joints. B. Reinforcing Inspection: The testing laboratory shall review reinforcing prior to grouting cells and bond beams. Notify testing laboratory of intent to grout, 5 working days prior to grouting. C. Grouting Inspection: The testing laboratory shall inspect grouting procedures. 1. Low lift grouting procedures shall be inspected full time as required by the Authtority having jurisdiction, to assure grouting procedures conform to specifications. 2. High lift grouting procedures shall be inspected full time as required by the Authority having jurisdiction, including clean outs, to assure procedures conform to specifications and code required high lift grouting procedures. 3.14 REPAIRING, POINTING, AND CLEANING A. Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or if units do not match adjoining units. Install new units to match adjoining units and in fresh mortar or grout, point to eliminate evidence of replacement. B. Pointing: During the tooling of joints, enlarge voids or holes, except weep holes, and completely fill with mortar. Point -up all joints including comers, openings, and adjacent construction to provide a neat, uniform appearance, prepared for application of sealants. C. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. 2. Protect adjacent non -masonry surfaces from contact with cleaner by covering them with liquid strippable masking agent, polyethylene film, or waterproof masking tape. UNIT MASONRY Section 04200 -11 KOHL's Department Store, inc. —Tukwila, WA Project No. 3079 October 12, 2006 3. Wet wall surfaces with water prior to application of cleaners; remove cleaners promptly by rinsing thoroughly with clear water. 4. Clean concrete masonry by means of cleaning method indicated in NCMA TEK 45 applicable to type of stain present on exposed surfaces. D. Protection: Provide final protection and maintain conditions that ensure unit masonry is without damage and deterioration. 1. Protect masonry materials during storage and construction against wetting by rain, snow and ground water and against soilage and intermixture with earth and other types of materials. 2. During erection, at the end of each day's work, during a shutdown, and during adverse weather conditions, cover tops of walls with strong non -staining waterproof membrane. Cover partially completed walls when work is not in progress. Extend cover 24" down both sides and secure in place. 3. WALLS LEFT UNPROTECTED OR IMPROPERLY PROTECTED WILL BE SUBJECT TO REJECTION, SUBSEQUENT REMOVAL, AND REPLACEMENT AT NO ADDITIONAL COST TO OWNER. 4. Protect masonry work from excessive changes in temperature when protective %f elters are removed. Changes in temperature of the masonry shall be h uniform as possible and shall not exceed 5 degrees F in one hour, and 50 degrees F in a 24-hour period. END OF SECTION UNIT MASONRY Section 04200.12 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 04250 MASONRY VENEER PART 1 - GENERAL 1.01 SUMMARY OF WORK A Provide Masonry Veneer as shown on Drawings and as specified, complete. 1.02 RELATED WORK A Related Work specified elsewhere: 1. Section 01300 - Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 03442 - Tilt -Up Wall Panels. 4. Section 04100 - Mortar and Masonry Grout. 5. Section 04200 - Unit Masonry. 6. Section 05400 - Lightgage Metal Framing. 7. Section 05700 - Miscellaneous Metals. 8. Section 07190 - Water Repellents: Integral color CMU veneer only. 9. Section 07600 - Flashing and Sheet Metal. 10. Section 07920 - Sealants. 11. Seton 09260 - Exterior Sheathing Gypsum Board. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Concrete Institute (ACI). a. ACI 530, Building Code Requirements for Masonry Structures. b. ACI 530.1, Specification for Masonry Structures. 2. ASTM Intemational (ASTM). a. ASTM A123, Standard Specification for Zinc (Hot Dip Galvanized) Coatings of Iron and Steel Products. b. ASTM A641, Standard Specification for Zinc Coated (Galvanized) Carbon Steel Wire. c. ASTM C129, Standard Specification for Nonloadbearing Concrete Masonry Units. d. ASTM C216, Standard Specification for Facing Brick (Solid Masonry Units made from Clay or Shale). e. ASTM C744, Standard Specification for Prefaced Concrete and Calcium Silicate Masonry Units. f. ASTM C954, Standard Specification for Steel Drill Screws for the MASONRY VENEER Section 04250 -1 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 Application of Gypsum Panel Products or Metal Plaster Bases to Steel Studs. g. ASTM D6622-01 Standard Guide for Application of Fully Adhered Hot- Applied otApplied Reinforced Waterproofing Systems. h. ASTM E1190, Standard Test Methods for Strength of Power -Actuated Fasteners Installed in Structural Members. 3. International Building Code (IBC): a. Chapter 14 - Exterior Walls. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. C. The faces of unit masonry to be exposed shall be of uniform texture and free of chips, cracks and other imperfections detracting from the appearance of the finished work. D. Mock -Up Panel: Before starting exterior masonry work, construct a sample wall panel minimum 4 feet long and 3 feet high incorporating all exterior masonry units specified, and representing the proposed color range, texture, bond, mortar color, joint treatment, and workmanship for approval. r 1. Ereksample panel facing Southwest or West in direct sunlight. 2. Clean sample panel prior to review. 3. Panel shall not be a part of the finished work, but shall remain at the Project site protected during the work. Remove when directed, or upon completion of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver materials to site in good condition, in original unopened packaging, and with labels intact. Inspect materials upon delivery. B. Handle and store materials to prevent damage or staining. Replace damaged materials at no additional cost to Owner. 1.05 PROJECT CONDITIONS A. When the outside air temperature is below 40 degrees F or expected tofall below 40 degrees F, comply with recommended practice for cold weather masonry construction set forth by the International Masonry Industry Ail -Weather Council and BIA Technical Notes. B. Protect masonry construction from direct exposure to wind and sun erected in an ambient air temperature of 99 degrees F, in the shade, with a relative humidity of less than 50 percent. 1.06 MANUFACTURERS WARRANTY AND CONTRACTORS GUARANTEE MASONRY VENEER Section 04250 - 2 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 A. The Manufacturer shall provide a signed Warranty for a period of five (5) years from the date of final approval by Owner. B. The Contractor shall provide a written Guarantee against defects in materials and workmanship in accordance with the General Conditions. PART 2 - PRODUCTS 2.01 MATERIALS A. Refer to Drawings for Masonry Veneer Manufacturer information. B. Masonry units shall conform to ASTM C216, Grade SW, Type FBS, size and texture as shown on Drawings. 1. Dimensional tolerances: Maximum variation from indicated dimensions shall be + 0, -1,16 inch for length and height, 1/16 inch for thickness. 2. Provide units of proper configuration at comers, connections and at adjacent work, to accomplish design intent as shown on the drawings, and approved shop drawings. C. Grouting Mortar: Mortar mix, as recommended by the veneer manufacturer. tr D. Fasteners: As applicable to the substrate, and as required by the governing code. Refer to Structural drawings for fastener types, details, and additional information. 1. Masonry Anchor System: a. Anchor/slotlpintle for concrete. b. Anchor/slot/pintle for metal stud wall. c. Anchor/slot/pintle for concrete masonry units. 2. Adjustable Wall Ties: a. Screw -on type, 14 gauge galvanized steel anchor plate with strap offset providing 3-5/8' vertical adjustment and 3/16" diameter. galvanized steel rectangular or triangular tie. 1) Galvanized steel plate ASTM A123 with slot or holes for ties, galvanized steel wire ASTM A641. 2) Fasteners for securing anchor plates to steel studs through sheathing: ASTM C954, corrosion resistant, cadmium plated with hex washer heads and neoprene washers. Length as required, not less than 4 exposed threads. b. Weld -on type, W diameter galvanized steel wire ASTM A641, with offset for galvanized steel rectangular or triangular tie, length as required for steel column attachment. c. 3/16" diameter 16 gauge galvanized steel rectangular or triangular tie, length as required for attachment to slotlpintie plate. MASONRY VENEER Section 04250 - 3 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 1) Galvanizes steel plate ASTM A123 with slot or holes for ties, galvanized steel wire. 2) Power actuated fasteners, ASTM E1190, length as required for concrete wall attachment. d. Pintle type, 'A" diameter galvanized double leg tie, ASTM A641, designed for maximum vertical offset of 2". To be used with compatible joint reinforcing. 1) Hohmann Barnard, Inc. http:Nwww.h-b.com/homelindex.html., Provide as applicable: a) "Mighty -Lok" Adjustable Eye -Wire. b) Approved equal. 3. Adjustable Wall Ties: a. Screw -on type, 14 gauge galvanized steel anchor plate with strap offset providing 3-518" vertical adjustment and 3116" diameter. galvanized steel rectangular or triangular tie with seismic clip for brick wire. 1 , sr 1) Galvanized steel plate ASTM A123 with slot or holes for ties, galvanized steel wire ASTM A641. 2) Fasteners for securing anchor plates to steel studs through sheathing: ASTM C954, corrosion resistant, cadmium plated with hex washer heads and neoprene washers. Length as required, not less than 4 exposed threads. b. Weld -on type, %4" diameter galvanized steel wire ASTM A641, with offset for galvanized steel rectangular or triangular tie, length as required for steel column attachment with seismic clip for brick wire. c. 3/16" diameter 16 gauge galvanized steel rectangular or triangular tie, length as required for attachment to slot/pintle plate. 1) Galvanizes steel plate ASTM A123 with slot or holes for ties, galvanized steel wire, with seismic clip for brick wire. 2) Power actuated fasteners, ASTM E1190, length as required for concrete wall attachment. d. Pintle type, %4" diameter galvanized double leg tie, ASTM A641, designed for maximum vertical offset of 2" with seismic dip for brick wire. Matching unit tie to be provided with double pintle eyes to accept '/." diameter leg. 1) Hohmann Barnard, Inc. httoJlwww,h-b.comlhomehindex.html. Provide as applicable: MASONRY VENEER Section 04250 - 4 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 a) "Mighty -Lok" Adjustable Eye -Wire. b) Approved equal. 2.02 MISCELLANEOUS MATERIALS A. Through Wall Flashing: Copper sheet weighing 5 oz. per square foot bonded between two layers of waterproofed, creped Kraft paper with a plasticized asphalt compound, reinforced with glass fibers. 1. Cop -R -Kraft Duplex by Advanced Building Products Inc. (800) 252-2306 htto://www.advancedflashing.com/ B. Weep Systems, types and locations as shown on Drawings. 1. MTI Weep Systems by Masonry Technology Incorporated, 24235 Electric Street, P.O. Box 214, Cresco, Iowa, (800) 879-3348 btto://www.masonrytechnolooy.com/mtilindex.aspx 2. Rope Weeps. C. Adhesive: As recommended by flashing material manufacturer. D. Control Joints: Preformed neoprene material; profile indicated on Drawings. nr E. Cleaning coinpound: ProSoCo SureKfean http:l/www.prosogoinc.com/, or approved equal. F. Sealants: 1. Sealant shall be a high performance, low modulus non -sag elastomer. G. Water Repellent Coating: Refer to Section 07190. 1. Water repellent coating does not apply to full brick. PART 3 - EXECUTION 3.01 PREPARATION A. Prior to installation, examine surfaces designated to receive work described in this Section for conditions adversely affecting the finished work. Repair or replace surfaces not meeting tolerances or quality requirements governing substrate construction prior to initiating this work. B. Coordination: Review installation procedures and coordinate with other work that must be integrated with masonry. G. Establish lines, levels, and coursing. Protect from disturbance. H. Provide temporary bracing during erection of masonry work. Maintain in place until building structure provides permanent bracing. MASONRY VENEER Section 04250 - 5 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 3.02 INSTALLATION A. Install masonry veneer in accordance with applicable codes, and manufacturers printed instructions. B. Coursing: 1. Place masonry to lines and levels indicated. 2. Maintain masonry courses to uniform width. Make vertical and horizontal joints equal and of uniform thickness. 3. Tool head and bed joints concave regardless if below grade or above ceiling height. Use tool with large enough radius that joint is not raked free of mortar. C. Placing and Bonding: 1. Lay masonry in full bed of mortar, properly jointed with other work. Buttering comers of joints, and deep or excessive furrowing of mortar joints and slushing are not permitted. 2. Fully bond intersections, and external and internal corners. 3. Do not shlff or tap masonry units after mortar has taken initial set. Where adjustment must be made, remove mortar and replace. 4. Remove excess mortar. 5. Perform jobsite cutting with proper tools to provide straight unchipped edges. Prevent breaking masonry unit corners or edges. D. Cavity Space: 1. Do not let mortar fall into cavity air space or plug weep holes; clean out promptly. 2. Install through -wail flashings above shelf angles and at bottom of walls. Install weep holes in veneer at 16 inches O.C. horizontally above through -wall flashings. E. Reinforcement and Anchorages: 1. Secure wall ties for veneer in backup at the spacing indicated on Drawings. 2. Conform to applicable code requirements and manufacturer's printed instructions. 3. Where flexible anchorage to steel framing is shown, secure anchor plates with strap offsets to allow for triangular or web ties, spaced to support a maximum of 2 SF of the wall area. F. Shelf Angles: MASONRY VENEER Section 04250 - 6 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 1. Provide shelf angles for support of the masonry veneer where veneer height exceeds 30 ft (9.1 m) from foundation to top of wall, unless otherwise required by the local Authority having jurisdiction. 2. Shelf angles shall be placed above expansion joint. 3. Shelf angles shall not be installed as one continuous member. 4. Shelf angles must provide continuous support around comers. G. Masonry Flashings: 1. Extend flashings through veneer; tum up minimum 8 inches and seal. 2. Lap end joints minimum 6 inches and seal watertight. 3. Use flashing manufacturer's recommended adhesive. 4. Flashing that has been left exposed to the exterior shall be trimmed flush with exterior masonry. 5. Weep Holes: Refer to Section 04200. H. Control Joints: 1. Do not continue horizontal joint reinforcing across control joints. 2. Size joint in accordance with Section 07920 for sealant performance. 1. Interface with other products: 1. Built -In Work: As work progresses, build -in metal door frames, fabricated metal frames, window frames, anchor bolts, plates, and other items included in the work supplied by other Sections. 2. Install items plumb and level. 3. Do not build -in organic materials subject to deterioration. 3.03 CUTTING AND FITTING A. Cut and fit for chases, pipes, conduit, sleeves, or grounds. Coordinate with other Sections of work to provide correct size, shape, and location. B. Obtain approval prior to cutting or fitting an area not indicated or where appearance or strength of masonry work may be impaired. 3.04 PROTECTION A. Protect masonry materials during and after construction against wetting by rain, snow and ground water, and against soilage and intermixture with earth and other types of materials. B. Maintain protective boards at exposed external comers, which may be damaged by MASONRY VENEER Section 04250 - 7 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12, 2006 construction activities. C. Provide protection without damaging completed work. D. At day's end, cover unfinished walls to prevent moisture infiltration. Weight cover down to prevent blow -off and maintain protection for masonry work. Extend cover from top of wall a minimum of 2 feet down the wall on each side. 3.05 ADJUSTING AND CLEANING A. Remove and replace masonry units which are loose, chipped, broken, stained and otherwise damaged, and if units do not match adjoining units as intended. Provide new units to match adjoining units and install in fresh mortar or grout, pointed to eliminate evidence of replacement. S. Remove excess mortar and smears. Replace defective mortar. Match adjacent work. C. Clean masonry as required, after grout is cured, in accordance with manufacturer's instructions. b. At completion of work, touch-up minor damage to prefinished surfaces to the satisfaction of the Owner's representative. Replace materials damaged or stained during installation at no additional cost to Owner. %r l END OF SECTION MASONRY VENEER Section 04250 - 8 KOHL'S Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12, 2006 SECTION 05000 STRUCTURAL STEEL PART 1 -GENERAL 1.01 SUMMARY OF WORK A. Provide all Structural Steel as shown on Drawings and as specified, complete. Include without limitation: 1. Design of structural steel connections. 2. All structural steel induding columns, beams, girders, column base and cap plates, joist and beam bearing plates, angles and channels. 3. Framing for all openings in metal deck. 4. Connections for steel joist girders and steel joists to structural steel. 5. Connection angles, bolts and electrodes for welding work. 6. Framing and supports for roof top units. 7. Shop painting. 8. All other items required to make the work of this section complete. B. Products to be furnished, installed under other Sections: sr 1. Anchor boltsT and embeds for anchoring structural steel to concrete are installed under Section 03300. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 01300 - Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 03300 - Cast -In -Place Concrete: For grouting of base plates, and installation of anchor bolts and embeds for anchoring structural steel to concrete. 4. Section 05210 - Steel Joists and Joist Girders. 5. Section 05300 - Steel Deck. 6. Section 05400 - Lightgage Metal Framing. 7. Section 05700 - Miscellaneous Metals. STRUCTURAL STEEL Section 05000 -1 Deleted: KOHL'e Department Store, Inc. — Hazel Den, WA9 Project No. sassy September 13, 20061] KOHL's Department Store, Inc. Tukwila, WA Prosect No. 3079 October 12, 2006 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Institute of Steel Construction (AISC): a. Specification for Structural Steel Buildings. b. Specification for Structural Joints using ASTM A325 or A490 Bolts. c. Manual "A Guide to the Shop Painting of Structural Steel", and "Specifications for Architecturally Exposed Structural Steel". 2. ASTM International (ASTM): a. ASTM A6: General Requirements for Rolled Steel Plates, Shapes, and Bars for Structural Use. 3. American Welding Society (AWS): a. AWS (D1.1): Structural Welding Code - Steel. 4. international Building Code (IBC): a. Chapter 16 — Structural Design. b. Chapter 22 — Steel. 5. "Specifications for Assembly of Structural Joints Using High Strength Steel Bolts" as approved by'the Research Council on Riveted and Bolted Structural Joints of theEEngineering Foundation. B. Fabricator Qualifications: At least 5 years of successful experience in fabrication of structural steel in applications similar to those specified on shown herein. C. Erector Qualifications: At least 5 years of successful experience in the erection of structural steel. D. Qualify welding processes and welding operators in accordance with AWS D1.1 "Structural Welding Code - Steel," and D1.3 "Structural Welding Code - Sheet Steel". 1. Welding operators shall be previously qualified by test as prescribed in the AWS "Standard Qualification Procedure" or by such other tests as governmental agencies having jurisdiction may prescribe. Welds shall be made only by operators who are qualified to perform the type of work required, as evidenced by their passing the above prescribed tests. Tests completed earlier than 12 months prior to their employment on the work shall not be acceptable. Contractor shall assume all costs in connection with operator certification. E. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. STRUCTURAL STEEL Section 05000 - 2 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WAS Project No. 30654 September t3, 20067 KOHL's Department Store, Inc. —Tukwila, WA Prosect No, 3079 October 12, 2006 T 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Fabricate for delivery sequence which will expedite erection and minimize field handling. Identify pieces with suitable mark conforming to erection drawings. B. Protect steel against corrosion or deterioration. Store as not to exceed design loads on structures, to avoid damage and distortion of material. Materials damaged due to mishandling shall be replaced at no additional cost to the Owner. PART2-PRODUCTS 2.01 MATERIALS A. Structural Steel: 1. W Shapes - ASTM A992 (50 ksi). 2. Plates, angles, and miscellaneous steel: ASTM A38, and as indicated on the Structural Drawings. B. Structural Tubes: ASTM A500, Grade B. C. Welding Electrodes: AWS Specifications. 1. Provide electrodes as required for seismic connections. D. High Strength Bolts: ASTM A325. E. Anchor Bolts, Nuts and Washers: Threaded rod stock, ASTM A307. ftr F. Shop Coat Paint Fpbricators standard rust -inhibiting primer containing no lead - bearing components and meeting current Federal and State regulations concerning lead in paint, and similar to #4080 Red Oxide Zinc Chromate Primer (Hentzen Coatings, Inc.); for interior, normally dry environment. 1. For more severe exposure than those specified above and for architecturally exposed steel, submit proposed primer with shop drawings. G. Bituminous Coating: ASTM 01187 asphalt emulsion. H. Welded Headed Studs: ASTM A108. PART 3 - EXECUTION 3.01 PREPARATION A. Take field measurements as required to verify and supplement dimensions shown on Drawings. STRUCTURAL STEEL Section 05000 - 3 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WAq Project No. 306811 September 13, 200611 KOHL's Department Store, Inc. Tukwila, WA Protect No. 3079 October 12, 2006 3.02 FABRICATION i_ A. Shop Fabrication and Assembly: Fabricate and assemble structural assemblies in shop to greatest extent possible. Fabricate items of structural steel in accordance with AISC Specifications and as indicated on final shop drawings. Provide camber in structural members where indicated. B. Properly mark and match -mark materials for field assembly. Fabricate for delivery sequence, which will expedite erection and minimize field handling of materials. C. Structural steel fabricator must coordinate details, provide connections and punch holes for other trades as shown on structural, architectural, electrical and mechanical drawings. D. Shop splicing of material will not be permitted unless each individual splice is shown on the shop drawings and is subsequently approved by Structural Engineer. E. Welds not specified shall be continuous fillet welds, using not less than the minimum fillet as specified by AWS. F. Provide anchor bolts and embedded plates for anchoring structural steel to supporting concrete and masonry. Fumish detailed plans showing exact locations of all bolts to be built into concrete and masonry as soon as possible. Furnish templates as required. G. Connections: 1. Field connections shall be bolted, unless otherwise shown on Drawings. Field welded connections shall be used only where specifically shown on Drawings and if approved by Structural Engineer. 2. Shop connUctions may be welded or bolted with high strength bolts at fabricator's option. Shear connections shall be welded or bolted with high strength bolts. 3. High strength bolts shall be installed in strict compliance with AISC Specifications and ASTM requirements for installation of bolts. 4. Field and shop welds shall be by certified welders only. Certificates should be available for inspection by Structural Engineer. 5. Connections not specifically shown shall fully develop critical load for member being connected. 6. Bolts where used shall have cut washers under nuts. Provide bolt lengths in accordance with A1SC Specifications For Structural Joints Using ASTM 325 or A490 Bolts. 7. Bearing ends of columns and trusses shall be milled or sawed for bearing on base and bearing plates. Rough bearing ends shall not be used. 8. All Bolts: Bolt hole shall be larger in diameter than the bolt by 1/16'. STRUCTURAL STEEL Section 05000 - 4 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WAg Project No. 30681 September 13, 200611 KOHL's Department Store, Inc. —Tukwila, WA Protect No. 3079 October 12. 2006 3.03 ERECTION A. Temporary bracing throughout erection and construction shall be introduced wherever necessary to take care of loads to which structure may be subjected including equipment and operation of same. Wherever piles of material, erection equipment and other loads are carried during erection, proper provisions shall be made to safely support these abnormal Toads. B. Burning shall not be used to form holes, enlarge holes or to otherwise modify connections. No member shall be altered in field unless approved in writing by Structural Engineer. C. Members shall be cut neat, square and should be erected true and flush without twists and open joints. Light drifting to draw holes together may be used, if approved by the Engineer. Reference should be made to codes and specifications listed in this Section under Quality Assurance, which govern fabrication, details, erection and workmanship. Responsibility for errors in fabrication and for proper fitting of various members shall be assumed by the structural steel fabricator. D. Column bases shall be set on steel shims. Grouting of column bases is specified in Section 03300. E. Steel exposed to view shall be free of surface imperfections and ground off to true surfaces. Exposed welds shall be ground smooth. F. Install welded headed studs to beams, as indicated, after steel deck has been installed. 3.04 FINISHING AND PAINTING A. Finishing — Structural Steel to receive Spray -on Fireproofing: 1. Manufacturer shall supply steel free of amounts of lubricants or oils, which would significantly impair the adhesion of sprayed fireproofing. 2. No painted or primed steel is allowed unless compatible with fireproofing spray. B. Painting: 1. All surfaces of steel to be painted shall be cleaned and primed according to Steel Structures Painting Council Specification SSPC-SP-3-63 and as hereinafter modified. 2. Paint all structural steel items with one shop coat applied at a rate to produce a minimum dry film thickness of 2.0 mil. 3. Do not shop coat the following: a. Members encased in concrete. b. Contact surfaces of welded connections and areas within 2" of field welds except as noted. STRUCTURAL STEEL Section 05000 - 5 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WA¶ Project No. 3065y September 13, 200611 KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 122006 c. Contact surfaces of high-strength bolted connections. d. Surfaces receiving sprayed -on fireproofing. e. Surfaces receiving field welded steel studs. C. Hand clean and solvent dean unpainted and damaged shop coat areas and touch-up with a compatible shop coat primer. D. Apply 2 heavy coats of bituminous coating to steel surfaces in contact with soil. 3.05 TESTING AND INSPECTION A. Testing laboratory will make inspections and perform tests in accordance with the following: 1. Verify that certification of welders is current Not older than 1 (one) year prior to time welding work is to be performed. 2. Visually inspect welds. In addition to visual inspections, where so shown on the Drawings, perform radiographic magnetic particle and ultrasonic inspections. Conform to the latest edition of American Welding Society Specifications. 3. Test shop bolted connections by checking at least 2 bolts per high strength bolted connection as required by ASTM A325, by the method as outlined in the "Specifications for Assembly of Structural Joints Using High Strength Steel Bolts". Tension after nuts are retorqued shall be at least equal to that shown, or as required by ASTM A325. r 4. Test field baled connections by checking at least 2 bolts of every second high strength bolted connection as required by ASTM A325, by the method as outlined in the "Specifications for Assembly of Structural Joints Using High Strength Steel Bolts". 5. Bolts shall be fully tensioned where indicated on Drawings as slip critical, SC Bolts; otherwise, bolts shall be snug tight where indicated on Drawings as bearing, N Bolts. 3.06 CLEANING AND TOUCH-UP A. After erection, bolts, field welds, and all scratched and abraded areas shall be properly cleaned and touched -up with the same primer and paint used for the shop coat. END OF SECTION STRUCTURAL STEEL Section 05000 - 6 r Deleted: KOHL% Department Store, Inc. — Hazel Dell, WAt Protect No. 30651 September 13, 200611 KOHL's Department Store, Inc, —Tukwila, WA Project No. 3079 October 12, 2006 SECTION 05210 STEEL JOISTS AND JOIST GIRDERS PART 1 -GENERAL. 1.01 SUMMARY OF WORK A. Provide Steel Joists and Joist Girders as shown on Drawings and as specified, complete. Include without limitation: 1, Steel Roof Joists and Joist Girders. 2. Steel Floor Joists. 3. Bridging and bracing. 4. Joist accessories and related items necessary to complete the work indicated on the drawings and as specified. 5. Erection drawings and instructions. 1.02 RELATED WORK A. Related Work specified elsewhere: 1. Section 01300 • Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 05000 - Structural Steel. 4. Section 05300 - Steel.Deck. 5. Section 05709 ;.Miscellaneous Metals. 1.03 QUALITY ASSURANCE A. Reference Standards: 1. American Institute of Steel Construction (AISC). 2. ASTM International (ASTM). 3. American Welding Society (AWS): a. AWS (D1.1), Structural Welding Code - Steel. 4. International Building Code (IBC): a. Chapter 16 — Structural Design. b. Chapter 22 — Steel. 5. Steel Joist Institute (SJ1), latest edition: a. Standard Specifications for Joist Girders. STEEL JOISTS AND JOIST GIRDERS Section 05210 -1 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WA' Project No. 306511 September 13, 20061 KOHL's Department Store, Inc. —Tukwila WA Project No. 3079 October 42, 2006 b. Recommended Code of Standard Practice for Steel Joists and Joist Girders. c. Technical Digest No. 9 - "Handling and Erection of Steel Joist and Joist Girders". d. Standard Specifications for Open Web Steel Joists. e. Standard Load Tables - Open Web Steel Joists. B. Steel joists and joist girders shall be standard prefabricated units of a member manufacturer of the Steel Joist Institute. In lieu of the foregoing, nonmember manufacturers shall submit certification by independent Professional Engineer licensed in the State where the Project is located that the joists and joist girders to be furnished conform to the Steel Joist institute's Standard specification and Toad tables, and that composite joists have been designed for loads indicated. Steel joint manufacturer shall be experienced in design and fabrication of composite joints. C. The design, fabrication, and erection of steel joists shall be in accordance with the "Standard Specifications and Load Tables for Open Web Steel JoistslLongspan Steel Joists" of the Steel Joist Institute, latest edition, except as otherwise shown on the Drawings or specified herein. D. Qualify welding processes and welding operators in accordance with AWS D1.1 "Structural Welding Code - Steel," and D1.3 "Structural Welding Code - Sheet Steel'. 1. Welding operators shall be previously qualified by test as prescribed in the AWS "Standard Qualification Procedure" or by such other tests as governmental agencies having jurisdiction may prescribe. Welds shall be made only by operators who are qualified to perform the type of work required, as evidenced .by their passing the above prescribed tests. Tests completed earlier than 12 months prior to their employment on the work shall not be acceptable. Contractor shall assume all costs in connection with operator certification. E. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver, store and handle joists and joist girders as recommended by SJI specifications. Exercise care to avoid damage through rough handling during hauling, unloading, storing and erecting. Joists and joist girders shall not be dropped, and overstressed. Store joists and joist girders above grade. 8. Protect steel against corrosion or deterioration. Store as not to exceed design loads on structures, to avoid damage and distortion of material. Remove from Site and replace damaged and otherwise unsuitable materials as directed by Owner's representative, at no additional cost to the Owner. STEEL JOISTS AND JOIST GIRDERS Section 05210 - 2 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WAI Project No, 30651 September 13, 200611 KOHL's De,artment Store. inc. —Tukwila. WA Project No. 3079 October 12, 2006 PART 2 -PRODUCTS 2.01 MATERIALS A. Structural Steel: ASTM A36 and A992, or high-strength steel as specified by Steel Joist Institute. B. Welded studs for composite joists and joist girders shall conform to ASTM Al08. C. Welding Electrodes: AWS Specifications. 1. Provide electrodes as required for seismic connections. D. Accessories: Provide applicable accessories necessary to complete the installation, including but not limited to side and end wall anchors, headers, horizontal or diagonal bridging, extended ends, full bottom chord extensions, joist bearing plates, anchor bolts, and government anchors. E. Shop Paint Rust inhibitive paint complying with SJI Specifications. PART 3 - EXECUTION 3.01 FABRICATION A Verify dimensions in field. B. Fabricate joists and joist girders in accordance with SJI standard specifications and load tables. Fabricate composite joists in accordance with joist manufacturer's design, and loads indicated. r C. Top chords shall be-lesigned as continuous members subject to direct and bending stresses, in accordance with the standard specifications. D. Camber roof joists and joist girders shall be in accordance with the standard specifications, and camber composite floor joists for full dead load shall be as specified by joint designer. Composite joint camber tolerance shall be within standard specifications tolerance, but shall not be less than W of camber specified by joist designer. E. Steel joists and joist girders shall be of type shown. F. Minimum bearing for joists shall be 2 1/2 on steel and 4" on concrete. Minimum bearing for joist girders shall be 4" on steel and 6" on concrete. Minimum bearing for composite joists shall be as Indicated by joist manufacturer. G. Size, type, and spacing of bridging shall be in accordance with Steel Joist Institute recommendations, unless otherwise shown. H. Joints of steel joists and joist girders shall be made by arc welding. Connections at ends of members shall be proportioned to develop actual design stress but not less than 50 percent of the allowable design strength of the members. 1. Thoroughly clean joists, joist girders and accessories and apply a shop coat of paint STEEL JOISTS AND JOIST GIRDERS Section 05210 - 3 Deleted: KOHL's Departmerrt Store, Inc. — Hazel Dell, WAQ Project No. 30654 September 13, 2006¶ KOHL's Department Store, Inc. —Tukwila, WA Project No. 3079 October 12. 2006 specified to provide a minimum dry film thickness of 0.50 mils. Do not paint composite joists which receive welded headed studs. Refer to Par. 3.03 below for additional information. 3.02 ERECTION A. Field welded and bolted connections shall be in accordance with SP standard specifications for type of joist used. B. Where joists and joist girders are supported on steel members they shall be connected by welding unless otherwise shown. C. As soon as joists and joist girders are erected they shall be permanently fastened in place and bridging completely installed before the application of loads. Bridging shall be continuous, and anchored to end walls and beams. D. After erection of joists and joist girders touch-up welds and surfaces where shop paint has been abraded and where improperly applied, with same paint used for shop coat. E. Install welded headed studs to composite joists, as indicated by joist designer, after steel deck has been installed. 3.03 FINISHING AND PAINTING A. Finishing — Structural Steel to receive Spray -on Fireproofing: 1. Manufacturer shall supply steel free of amounts of lubricants or oils, which would significantly impair the adhesion of sprayed fireproofing. 2. No painted or primed steel is allowed unless compatible with fireproofing spray. B. Thoroughly clean rust from composite joists exposed to view, and field apply a coat of paint specified to provide a minimum dry film thickness of 0.50 mils. END OF SECTION STEEL JOISTS AND JOIST GIRDERS Section 05210 - 4 Deleted: KOHL'S Department Store, Inc. — Hazel Dell, WAq Project No. 3066$ September 13, 2006111 KOHL's Department Store, Inc. Tukwila, WA Prolect No. 3079 October 12 2008 SECTION 05300 STEEL DECK PART 1 -GENERAL 1.01 SUMMARY OF WORK L A. Provide Steel roof and floor Deck as shown on Drawings and as specified, complete. Include without limitation: 1. All perimeter filler strips, closures and accessories as required, to complete the metal deck work and make it ready to receive roofing. 1.02 RELATED WORK A Related Work specified elsewhere: 1. Section 01300 - Submittals. 2. Section 01410 - Testing and Inspection. 3. Section 03300 - Cast -In -Place Concrete. 4. Section 05000 - Structural Steel. 5. Section 05700 - Miscellaneous Metals. 1.03 DUALITY ASSURANCE A Reference Standards: 1. Arnerican Iron and Steel Institute (AISI). a. Specification for the Design of Cold -Formed Steel Structural Members. 2. ASTM International (ASTM). 3. American Welding Society (AWS). 4. Intemational Building Code (IBC): a. Chapter 15 — Roof Assemblies and Roof Structures. b. Chapter 16 — Structural Design. c. Chapter 22 — Steel. 5. Steel Deck Institute (SDI): a. Design Manua! for Composite Decks, Form Decks, Roof Decks, and Cellular Metal Floor Deck with Electrical Distribution. B. Comply with codes, laws, ordinances and regulations of local authorities having jurisdiction over this part of the work. STEEL DECK Section 05300 -1 Deleted: KOHL'S Department Store, Inc. — Hazel Dell, WA' Protect No. 3O66y September 13, 20066 KOHL's Department Store, Inc. —Tukwila, WA Proiect No. 3079 October 12. 2006 C. Qualify welding processes and welding operators in accordance with AWS D1.1 "Structural Welding Code - Steel," and D1.3 "Structural Welding Code - Sheet Steel'. 1. Welding operators shall be previously qualified by test as prescribed in the AWS "Standard Qualification Procedure" or by such other tests as governmental agencies having jurisdiction may prescribe. Welds shall be made only by operators who are qualified to perform the type of work required, as evidenced by their passing the above prescribed tests. Tests completed earlier than 12 months prior to their employment on the work shall not be acceptable. Contractor shall assume all costs in connection with operator certification. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver, store and handle metal decking to avoid damage. Store sheets and related decking materials so that they are not in contact with the ground, and so that they are properly supported, covered and kept dry. Remove from Site and replace damaged and otherwise unsuitable materials as directed by Owner's representative, at no additional cost to the Owner. PART 2 -PRODUCTS 2.01 MANUFACTURERS A. Specified Manufacturers; Products of the following manufacturers are named in this Section to establish a standard of quality. Ail materials of each type used in the work shall be the product of a single manufacturer. 1. VULCRAFT Division, Nucor Corp. htto://www.vulcraft.com/catreg/deckcat.pdf 2. WHEEL1NGI Corrugating Division, Wheeling-Pittsburgh Steel Co., Inc. http:11www,wheelinacorrugatinq. com/decking. htm 3. VERCO Manufacturing, Inc. 4. ASC Steel Deck http://www.ascsd.com/ 2.02 MATERIALS A. Steel Sheets: 1. Carbon steel sheets, ASTM A1008, Grade C. 2. Zinc coated (galvanized) steel sheets, ASTM A653, Grade A Deleted: KOHL's Department Store, Inc. — Hazel Dell, WA7 Project No. 3066y September 13, 2006¶ 8. Shop Finishes: 1. For roof deck, oven cured prime coat standard with the deck manufacturer, and compatible with fireproofing specified, as applicable. 2. For corrugated floor deck, zinc coating conforming to ASTM A653 and FS QQ- S-775d, Type 1, Class e. STEEL DECK Section 05300 - 2 KOHL's Department Store, inc. —Tukwila, WA Prosect No. 3079 October 12, 2006 2.03 DECK TYPES A. Corrugated Floor Deck: Fabricated of galvanized steel or zinc coated sheets of size and gauge shown on the Drawings: 1. Vulcraft 'VL" Composite floor deck. 2. Wheeling-Pittsburgh Steel Co., Inc.: 'Tensilbond'. 3. Verco Type `B' "Formlock". 4. Units shall have abutting end laps and nesting side laps. B. Wide Rib Roof Deck: Fabricated of steel of size and gage shown on the Drawings: 1. Vulcraft Type 'B' htto:/lwww,iccsafe.orgiesreoorts/3415.edt 2. Wheeling-Pittsburgh: Type "BW' httn:l/www.iccsafe.org/esreports/2259.odf 3. Verco Type'HSS' jttto://www.iccsafe.orgfesreogrts/2078o,odf 4. ASC Deck: httn://www.icbo.ora/ICBQ ES/Evaluation Reoortslodf/2757,ndf 5. Units shall have 2" end laps and nesting side laps. 2.04 ACCESSORIES A. Sheet metal accessories shall be of the same material and finish as the deck, unless otherwise shown or specified. Sheet metal accessories include but are not limited to: 1. Hanger slots and strips. 2. Transition plates. 3. Cover plates for gaps not covered by deck units and to cover welding access holes. Ar 4. Closure plates at edge of deck, where required. 5. Sump pans at roof drains: 14 gauge. B. Shear Collector shall be formed from steel conforming to ASTM A653, Grade A 1. Verco Manufacturing Co. 'Shear Tranz II'. C. Mechanical Fasteners: Provide fastener sizes as required for steel fastened to and in accordance manufacturer's recommendations. 1. Hilti, Inc. 2. Pewter, Inc. PART 3 - EXECUTION 3.01 PREPARATION A. Prior to installation, examine supporting work designated to receive decking work described in this Section for conditions adversely affecting the work. Do not proceed with the work until unsatisfactory conditions have been corrected. STEEL DECK Section 05300 - 3 Deleted: KOHL'S Department Store, Inc. - Hazel Dell, WA4 Project No. 30854 September 13, 20004 K©HL's Department Store, Inc. —Tukwila, WA Project No, 3079 October 12, 2006 3.02 ERECTION A. Erect metal deck in accordance with SDI Manual and in accordance with approved Shop and Erection Drawings. Strictly adhere to all indicated elevations. B. Bear deck on steel supports with 2 inch minimum bearing. Align and level. C. Fasten deck to steel support members at ends and intermediate supports with puddle welds through weld washers with weld size and spacing as indicated on drawings. D. Weld in accordance with AWS D1.3. E. Reinforce steel deck openings as indicated on drawings. F. Install sheet steel dosures and angle flashings to close openings between deck and walls, columns, and openings. G. Place metal cant strips in position and fusion weld. 3.03 SHEAR STUDS A. Studs shail be instaiied only by certified operators approved by the manufacturer and who are thoroughly familiar with the installation equipment. A copy of the operating instruction for the equipment shall be at the jobsite at all times. B. Installation and qualification of weld base shall meet the requirements of AWS D1.1 except as specified herein. C. Studs bent more than 15 'Agrees from the vertical by inspection and testing procedures shall be -bent back to an acceptable angle and show no signs of failure if they are to be considered as part of the required studs. Otherwise they shall be replaced by additional studs. D. Studs that show no signs of failure will be accepted as shear connectors provided they meet the dimensional limitation indicated, provided no portion is less than one inch from a proposed concrete surface and provided bends or out of plumbness does not exceed 15 degrees. E. Studs shall have complete fusion to the steel beams underlying the decking. Where repairs are made by fillet welding, such welding shall be between stud and beam with removal of portions of the decking as required. F. Where the decking is thick due to heavy gage sheets or double sheets at cellular panels, holes in one or more sheets shall be made before stud welding when required to ensure fusion of studs to beams. When such holes are not made, fusion shall be verified. G. Ferrules shall be removed after completion. STEEL DECK Section 05300 - 4 Deleted: KOHL'. Department Store, Inc. — Hazel Dell, WA1 Project No. 30651 September 13, 20061 KOHL's Department Store, Inc. —Tukwila, WA Prosect No. 3079 October 12, 2006 H. Substitutions of Puddle Welds by Shear Studs: When shear studs are installed through the metal deck without being installed through holes in single sheet units ar holes through both sheets of cellular units, required puddle welds may be considered as being supplied by the studs on a one to one basis. 3.04 INSTALLATION A. Install metal decking and accessories in accordance with the manufacturers instructions, approved Shop Drawings and erection layouts. Place decking units on the supporting steel, align and adjust to final position before permanently fastening. Unless otherwise shown, units shall span 3 ar more support spacings. B. Side lap fastening by screwing, welding, button punching or punch locking, is required at panel laps in accordance with Structural Drawings, approved Shop Drawings, and Erection Drawings. D. Reinforcement at Openings: Provide additional metal reinforcement and closure pieces as required for strength, continuity of decking and support of other work shown. E. Joint Covers: Provide metal joint covers at abutting ends and changes in direction of floor deck units and to cover welding access holes. F. Closure Strips: Provide metal closure strips at open uncovered ends and edges of roof decking, and in voids between decking and other construction. Weld into position to provide a complete decking installation. G. Roof Sump Pans: Place over openings provided in roof decking and weld to top decking surface. Space welds not more than 12" o.c. with at least 1 (one) weld at each comer. Cut opening in roof sump bottom to accommodate drain size indicated. H. Shear Collector deckrleinforcement shall be welded to deck, and deck supports shall be provided as furnished by manufacturer, where shear collectors are required. 3.05 FINISHING AND PAINTING A. Finishing — Structural Steel to receive Spray -on Fireproofing: 1. Manufacturer shall supply steel free of amounts of lubricants or oils, which would significantly impair the adhesion of sprayed fireproofing. 2. No painted or primed steel is allowed unless compatible with fireproofing spray. B. Touch -Up Painting: After decking Installation, wire brush, clean and paint scarred areas, welds and rust spots on top and bottom surfaces of decking units and supporting steel members. 1. Touch-up galvanized surfaces with galvanizing repair paint applied in accordance with manufacturer's instructions. 2. Touch-up painted surfaces with same type of shop paint used on adjacent surfaces. STEEL DECK Section 05300 - 5 Deleted: KOHL's Department Store, Inc. — Hazel Dell, WA9 Project No. 30654 September 13, 200611