1200 INDUSTRY ST PROLOGIS 2019-07-24

C - PROJHTK 19-0053 0:1P62 PROLOGS General Notes: January 22 2019 1310 IN7L5TRy STREET-BLD F DRA:M64GK 81633067 EVERETT.WA 98203 1. Design is based on a 110 mph, 3 second gust wind design per WIND LOAD 16.28 PSF IBC 2015 with State Amendments. Category II, Exposure C. WE' SPE 110 F.IPH CLE74T: ARCF4IE(,TURAL GRAPHICS,WC Seismic Design Category D. �t7DLUI.INS 2 0C2015 26551Nf13iNA1)oNALPK:W. 2. Caisson and Vertical Slob foundations ore based on a DESIGNER SR v�icria BFACHVA presumptivesoil bearing pressure minimum of 100 __ _ __._ ._ : per - safe aero psf foot of depth. Isolated lateral bearing footings subject to short-term lateral loads and not adverselyaffected bya SHAPE CENTROID TOTAL BASE ADJUSTED ff51 t47GHr WIDTH ' FACTOR HEIGHT AREA • FORCE 1:1011541 MOMENT CENTROID MOMENT 1/2" motion at grade are permitted to be designed using twice - --- ____ _ ____ the tabulated value of the corresponding soil class. SIGN 2.125 9.000 0.891 1.070 17.040 0.277 0.297 3. A soil report was not provided. Foundation analysis assumes-Soil SIGN 4.125 9.000 1.000 2.269 37.125 0.882 2812 2.658 3.015 2.934 Classification 5. Allowable bearing pressure should be verified SUBGRADE 0.500 0.250 0.000 0.882 3374 prior to placement of concrete. In the event that the stated OAH 6.250 requirements are not met and conditions appear deleterious, cease and secure excavation and immediately contact ODLUMINCALCLLATIONS co:::: RFEo=ort�r_TTsq ARCHITECTURAL GRAPHICS, INC. DESIGN OBLIQUE AVAILABLE COLUMN OBLIQUE 4. Foundation shall not be placed at the top of, or on the side of COLUMN COLUId4 LU:IN ` Lxz `raoDULus' LOAD FLEXURAL MITER LOAD a slope exceeding 3:1, or adjacent to a fill slope unless ITEM WIDTH DEPTH WALL COLUMN COLUMN MOM1ENr STRENGTH DISTANCE FACTOR LXJTY re-evaluated by a competent Professional Engineer. Do not «- » ----- ------ _�___ = _____ ___= place foundation in fill. P SIGN 1.900 0.135 0.3 0.42 0.297 0.74 7.896 1.456 0.526 5. Concrete shall be mixed to attain a minimum 28 day 1 T SIGN 3.000 3.000 0 174 2.5 1.97 2.136 4.53 0.472 compressive strength of 3000 psi. T SUBGRAOE 3.000 1.000 0.174 2s 1.97 2.456 4.53 0.542 6. Steel reinforcing bars shall conform to ASTM, A615, Grade 60 with deformations in accordance with ASTM A305. Welding of 0OLTCALCLILATIorS reinforcing bars is prohibited. ...d.,..«.., DB p1� 7. All voids between column base plate and foundation surface shall _ _ ..; . _e_. .. _ 1E_,•.._ _ ... be completely filled with high-strength, non-shrink rout. __ _ BOLT BOLTSr TENSIOW_ BOLT ALLO:N. � ALLO:NA BLE P Y9 RB:1 MOMENT SPA Ott RATE BOLT DAM. STRESS TENSION 8. Anchor bolts shall meet ASTM F1554 Grade 36. Exposed surfaces - =_ _ =___= ' - ._ shall be galvanized or coated to prevent corrosion. 3.""" support 9. All members shall be free from defects. Steel tube shall BASER 3.374 6.000 4.000 2456 0.625 19.100 5.860 meet ASTM A500 Grade B with a minimum yield strength of PIA TECALa.LATIONS 46000 psi. Steel Pipe up to 24 inch 0.D. shall meet ASTM A53 .....»«.... . . Grade B with a minimum yield strength of 35000 psi. Steel angle, channel and plate shall meet ASTM A36. RBA TENSION/ MOMENT MOMENT PLATE PLATE DATE MINIMUM 10. Steel welds shall be made with E70xx low hydrogen electrodes , BOLT ARM FLA TE WIDTH DEPTH 1HCK. THac. by persons qualified in accordance with AWS standards within the IBASEPL 2.456 2250 5.527 5.813 9.500 0.500 0.460 past two years. 11. All structural bolts shall conform to ASTM A325, and be zinc ANCHORBOLT FROJEC110N ANCHOR EMBEDMENT ANCHOR E!OLTMIN.IETGTH coated unless noted otherwise. When used with structural bolts, 3.625 7.819 12.000 heavy hex nuts shall conform to ASTM A563, and washers shall t conform to ASTM F436. Pretension all high strength bolts using AVERi1C1LSLA B the Turn-of-Nut method unless noted otherwise. MOMENT 2.456 FT-111. 12. The scope of this engineer does not include onsite observations. i .1FORCE 0.642 MP13. LINK Engineering will not be responsible for the safety on this REFERRENCEIBC1807.3.28.TABLE 1806.2 job site before, during or after installation of this structure. It ASSUME SQL CLASS#5 a.III it &G1 is the responsibility of the owners, contractors and installers to _ _FTCF PSF/FT __ ensure that the installation and erection of this structure is tATERALBEARWGI'RESSURE•PSF/ CEPTH 2)28.0 performed usingmethods that are in full compliance with OSHA S1 2555,• rgulations. P SLAB,DEPTHca) 3933 Pr. SLABMOTH(b) 4.000 Fr. 14. Any deviation from this design or from any part of this drawing, SLAB TI-0O(NENS 1.540 FT. including the General Notes, without prior written consent from AVERAGEI�GHr(h) 3.827 F1 LINK Engineering voids this drawing in its entirety. A=2.34'FOf1Lfl(S1.0) 1.752 15. The structure designed on this drawing is intended to be CALa1LATEDDEPfH 3.718 Fr. installed at the address shown and should not be used at any MINIMA THCWJESS WITHOUT REBAR 6.645 N . other location. SORT(M•12.6.1.7•.75/(.178.12w011-)) ACTUALTHCIPESS 18.000 N M�1E N cavil•'4 a••r's'b0••thisr.4.01,se• �, „r„of INSTALLATION ADDRESS: - CONCRETE 0.639 CU.Yo b a.ceom4 � 4�I :rjr4 i.. °°".,�,rt.lMaM"e.a�IL'I N.-, Yd a PROLOGIS ay d ad el totalatud~di� �did rat��anent rem 1200 INDUSTRY STREET BLD E i CAISSON EVERETT, WA 98203 MOMENT 2.456 Ff-h1P c a FORCE 0.642 IIP 1' " .1 REFERENCEBC1807.3.28.TAB_E1806.2 4 \�OQ WAS �� CLIENT. ..4, INTERNATIONAL PARKWAY ASSUME SOL CLASS K5 O_r:IL,I IH&C14 • '^ LATERAL PRESSURE-PSF/FT OF DEPTH 100.0 FSF/FT • Co�4 1 NCO �� P.O. BOX 9175 S1 311.1 *�y~ �+ 24 " AGI VIRGINIA BEACH, VA 23450 ,� 1/4 o a DEPTH 4.86? FT. Q DIA METER 2000 FT. ho f `I ; • • ( -= 3.827 Fr. _ f�,,:, .41,:.-'. �Vs A , LINK Engineering, L.L.C. [ CALC&ATED DEPTH' 4.602 Fr. • 11, A ..39681 �� 44: !.?,'lC / 135 South David Lone • Knoxville,Tennessee 37922 2.414 FT. MINMUJ THCKNF-SS WITHOUT REAIFORCEM1Ei41 15.950 N F G\ * 1 Phone: (865) 539-4001•Fo1a (885)539-0851 SS/DIYAI+G� e q Online: www.linifengr.com ACTUALIXArtEIER 24.000 0,1 G ^�� / 3 BY: SR Project Number. n� 19-0053 CONCRETE 0.543 CU.YD. \ 1 [EWIRES 02/05/2020 I of3 B DATE: 01/22/19 DrawingNumber: B1633067 1