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Home My WebLink AboutPermit 4038 - Tukwila Hotel Association - Residence Inn - Flag PoleJob Address 16301 Weft Valley Highway Tenant /Owner Residence Inn Date of Issu nge 7 `(`) Description of Work Fla nle Legal Description EjAttached 30q - Q(4'1C0 Pro Owner TTukyiila tel Assnriatinn Date 4 -18 2-/8 ,:7 5,? Address 2115 N. 30th Suite 202 Tacoma, WA Address 304 Main St. Suite 200 Renton, WA Phone 383 -2000 Phone 271 -7200 Engineer / lnhnenn Rraund Contractor Martin Rroc_ ci ne inr_ Address p0 Box 1012 Tualatin, OR Phone 639 - 1780 Authorized Agent Ntprti Rrc_ License N 23- 02MART1B *2R2KH Value of Work 7400 , Fire P on • Sprinklers ED Detectors Use Zone C - 2 Type of Construction App ..-Accep issued Rv: INSPECTION RECORD - 433 -1845 Type Insp. Date Notes Setback Date 4 -18 2-/8 Rec. # 739? cj,2 /0 - 1st Fl. Rebar Footing 63.00 Fdtn. Demo. Slab Frame Bond Wall Bd. Total Tot. Tot. Total 104.00 Dept. Approvals Req'd Insp. Date Planning Div. Health Dept. Public Works Dept. Plumbing Electrical ert. o ccupancy Size of Unit or Building Uses Sq.Ft. Occ. Occ. Load Fees P.C. Amt. 41.00 Date 4 -18 2-/8 Rec. # 739? cj,2 /0 - 1st Fl. 2nd F1. Bldg. 63.00 Demo. Bond Total Tot. Tot. Total 104.00 BUILDING PERMIT TUKWIILA THIS ERMIT MUST BE P STED CONSPICUOUSLY ON BUILDING Special Conditions Approved for Issuance By THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO ptvE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS 9I 'JY OTHER STA -E OR LOCAL LAW REGULATING CONSTRUCT N OR T PER OfkMANCE OF CO TRUCTION. // Signature o Date NOTICE r5 tpr // t' Authorized Agent PERMIT NUMBER L/0,5? Control Number 84 -132 FIN `L A'P'OVA S: Fire Dept. Date Bldg. Official Date THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. 1 Job Address 16301 t!est Valle ilicsi�tv�,ty Description - 116ScriptioneWork Fla )ole Type Tenant /Owner kesidr:nce Inn Date of Issuance / , ,; ; ED Attached Legal Description 'roperty owner Tukwila Notcl Asr,ociat.ion Date Address 2115 H. 30th Suite 202 Taconic. WA Phone 3P - ,'000 Engineer /Architect Johnson :iraund Address 304 Mair3 St. Suite 200 Renton. WA Phone 211 Contractor Ii;xrtin [3rr:s. Signs Inc. Address PO LOX 1012 Wuaintin. OR Phone (;:i9 - 17?I1 Authorized Agent ial. - ,i>i krr,s. License No. ;23 --O;- MARTli- ;*282KH Value of Work Loon Fire Protection , /-i ce Use Zone _ (: -r Type of Construction Appl...._Accepted_.By T .sued '.)0v: ,1;' mm Sprinklers D Detectors INSPECTION RECORD - 433 -1845 Type Insp. Date Notes Setback Date Rec. 0 Rebar Footing ;, 2nd Fl. Fdtn. Bldg. Slab , /-i ce Frame Demo. Bond Wall Bd. Total Tot. Tot. Total : 1()4,' ) Dept. Approvals Req'd Insp. Date Planning Div. Health Dept. Public Works Dept. Plumbing Electrical Cert. of occupancy Size of Unit or Building Uses Sq.Ft. Occ. Occ. Load Fees Amt. Date Rec. 0 ;, 2nd Fl. Bldg. 63.U0 , /-i ce Demo. Bond Total Tot. Tot. Total : 1()4,' ) 7. B ILDIN PERMIT TUKWILA THIS PERMIT MUST BE P STED CONSPICUOUSLY ON BUILDING Special Conditions Approved for Issuance By NOTICE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR TI_JE PERFORMANCE OF CONSTRUCTION. / . • ela Signature,of `Cont'rctor or Authorized Agent ...._ Date ' , // FINAL APPROVALS: Fire Dept. Date Bldg. PERMIT NUMBER t - /r Control Number 84 - 132 Date THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. 1 Official /'!7 CITY OF TUKWILA PERMIT NUMBER - CONTROL NUMBERj�/- / ?� CENTRAL PERMIT SYSTEM - ROUTING FORM TO: (l BLDG. PLNG. ❑ P.W. ❑ FIRE 12 POLICE ❑ P. & R. PROJECT ��y�l/ ADDRESS /Y0(; �� DATE TRANSMITTED Lf _ ` RESPONSE REQUESTED BY C.P.S. STAFF COORDINATOR P 47 , RESPONSE RECEIVED PLEASE REVIEW THE ATTACHED PROJECT PLANS AND RESPOND WITH APPROPRIATE COMMENTS IN THE SPACE BELOW.: INDICATE CRUCIAL CONCERNS BY CHECKING THE BOX NEXT TO THE LINE(S) ON WHICH THAT CONCERN IS NOTED: ❑ ❑ ❑ D.R.C. REVIEW REQUESTED ❑ PLAN CHECK DATE PLAN SUBMITTAL REQUESTED [] COMMENTS PREPARED B .i s or. 1 0 II 2.3 1f .,� , ...�.. . ; , .. ✓.. .;..,. j _.,. 1 ra ' K�c. GDS 2 ef b ,...:. - - -:. _. -, _ ix 1.105 ..3 (. •BrrrpJ Sett. ,. layer , Prej c. rB E Zg. .715 is :..,... ;_ _ b, -....0 » i c e� Pi ■ or eT) ` L..- 1 I / t ■ • � w�rtE Q Y _,..._.........,.._ •.� .et.... Der* , F il l ip . •Y+ C.. ( .{ ». , . Y,. i...... . , 1 , t 1 . i ---- --- -t---4----1 i ..._...; ... .,...;_,-)......... , bA51 Its r tL)i. > ovt 1 rS 4 part '= , 7 i 23 c tse. ZAlo. 11 3o I . I .... IQ - J 1 - F -7 1 .- 7 - --- f i •, i Z , ! ; . I . i ^ • t 1 t , I • . 1 • 1 • • • ; • • • r . I • ... ._.,....._,:!) J..- `_ 4)b. .(p_. _}._. .,. .s ,.• . , , , ' _... .... ^ . , {.,nom.. ,.. ..,.- .._, :, ;.,...... ......wa.,iw_,.,..k..... 1 ..,.,..a.. ,,,. ...� 1 :._... ,:, .�. _4 .,. .,�. ....,.v.. i t. . � 1 ii IIIIILI � ... ». ... .Mtn....,..,{,... ,.�...,e.,f. ,,..f, ....,�..,_.....y,. i i ■ r i s 1 . 1 1 i r i I t 1 t I . . ; 4 I 1 t ____....i _ ...1_,...;... [ I . :: i R 1 Schaudt, Stemm & Wild, inc. CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 388 High Street 503/485 -8383 June 24, 1985 City of Tukwila Building Department 6320 Southcenter Boulevard Tukwila, WA 98188 Eugene, Oregon 97401 INCEIflM •JUi.. 1 1885 CITY OF TUKWILA PLANNING DEPT Attention: Tom Hill, Building Official Re: Flagpole Base Design, Brock Residence Inn, Plan Review 85 -T -04 Gentlemen: A copy of the letter regarding the structural plan check assumptions made by W. Mahan, of Mahan & Smith, Inc. dated June 20, 1985 was re- ceived in our office today. We cannot concur with the assumptions included in the letter or determine any value from the reference included which refers to resistance of piles. The flagpole condition as designed falls within the requirements of the Uniform Building Code, 1982 edition for designs employing lateral bearing, Section 2907 (f). The design criteria is non - constrained where depth of embedment is required to resist lateral loads without constraint such as a rigid floor or surface pavement. The formulas as allowed for use by the Code have been included under the Code since the 1964 edition. The soil bearing values utilized were determined by an approved testing laboratory based upon soils existing on site. The wind load conditions are per the Code in the most severe exposure required. The preliminary sizes of the diameter of the base and depth of embedment were determined by utilization of the embedment of pole tables and nomographs recommended by the OAAA, Inc., widely used and accepted by the sign industry. Calculations were prepared to assure conformance with the requirements of the Uniform Building Code. Prior to 1964, we utilized formulas and assumptions recommended by H. J. Degenkolb & Assoc., San Francisco Consulting Engineers, which City. of Tukwila June 24, 1985 Page 2 are included in a report printed by J. H. Baxter & Co. entitled, "Design Notes and Criteria, Pole Type Buildings ". In our opinion, the formulas required by the Code are conservative if checked against comparable conditions in various Structural Engineering Handbooks. The design and details as submitted are acceptable under the Code and conform to good engineering practice. EHS /cp cc: Martin Bros: Signs Respectfully submitted, SCHAUDT, STEMM & WILD Mahan &Smith,lnc. CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624.8150 (206) 824.4488 June 20, 1985 City of Tukwila Building Department 6320 Southcenter Boulevard Tukwila, Washington 98188 Attention: Tom Hill, Building Official Regarding: Plan Review 85 -T -04 (Flagpole) Gentlemen, MEM [JUN 2 4 1985 CITY OF TUKWILA PLANNING DEPT. We have today received a soils report and calculations for the flagpole. After studying the designer's calculations, we cannot determine how he assumes the wind force and overturning moment will be resisted by the foundation. We have, in the interest of expediting the process, prepared a few calcula- tions to show that, in our view, the proposed installation will probably result in unconservative soil bearing values, much higher than allowed by code. If the concrete footing is assumed to be a rigid body, exerting lateral pressure on the sourrounding soil as it is rotated by wind forces, the soil pressure can be determined approximately by assuming the depth of the point about which the footing rotates. This will vary with soil conditions but, for the soil described, we believe the point of rotation will be located somewhere in the lower half of the footing depth. Our calculations indicate that the deeper the location of this point, the more lateral soil bearing pressure is generated. But, even if we assume that the center of rotation is only at one -third the footing depth from the top - -an unconservative assumption in our view - -the resulting lateral soil pressure at one foot depth would be about 700 psf. Since the allowable at this depth is 400 psf for the described soil, this amounts to a sizeable overstress. Actually, the point of rotation is more likely to be at two - thirds of the footing depth from the ground surface, resulting in a much greater overstress in soil bearing (see enclosure). 1 City of Tukwila Re:. Plan Review 85 -T -04 (Flagpole) June 20, 1985 Page Two It appears to us that a deeper and /or larger diameter footing is warranted. Very truly yours, MAHAN & SMITH, INC. w , it/14410., W. Mahan, Principal WM /bl Enclosure cc: .Martin Bros. Signs, Inc. 204 Jefferson Street Eugene, Oregon 97402 Schaudt, Stemm & Wild, Inc. 388 High Street Eugene, Oregon 97401 Mahan &Smith,lnc. o •I - .. .. . • . , • . i ll nasi3TING SI.1:-!FACE GROUIP'''L -- :, Ji_ f o ,, D 1 , . 1 i • APPLIED LATERAL LO.:!.7 AND RESISTANCE OF PILE 15 ) L 3 - 14H . 19M -- R = 0, Fig. 4 c- Fig. 4 (c) Fig. 4 (a) Fig. 4 (b) Unit Resistance Applied Load Pile Rotation Available Pressure Diagram ram Fig. 4(e) • • Fig. 4(f)' S Shear Diagram' Moment Diagram Formulas are for round piles per foot of diameter. All units are in feet and pounds. L/d = 10 maximum.• w = RL, p and max. M are at depth. /2. a _ 4E /L + 4 3 - b7L +4 1;18 (4M + 31- 1 . 9.42 (2M + HOL) P L13M0 + 21-10L) s - I,2 Moment = M = H )(4 Z, + 3 ) (fc, ) 3 + .. ..•••• ,. 1 . 4 4:;1, , :; ..• . r. R = Lateral earth pressure psf /ft. of depth. Allowable values of R given in Reference 15: 500 for medium hard caliche. 400 for fine caliche with sand layers, compact well - graded gravel, hard dense clay. 350 for compact coarse sand. 300 for compact coarse and fine sand, medium stiff clay. 250 for compact fine sand. 200 for ordinary silt, sandy clay, adobe, compact inorganic sand and silt mixtures. 100 for soft clay. zero for loose organic sand and silt mixtures and muck or bay bottom mud. 4� v Mahan &Smith,Inc. CONSULTING ENGINEERS 1411 Fourth Avenue Bldg, Seattle, Washington 98101 (206)624.8150 - (206) 624.4488 May 13, 1985 City of Tukwila Building Department 6320 Southcenter Boulevard Tukwila, Washington 98188 Attention: Brad Collins_ Regarding: Plan Review 85 -T -04 (Flagpole) Gentlemen: We have received plans for the proposed flagpole and have reviewed them for compliance with Chapters 5 through 33 of the 1982 Edition of the Uniform Building Code. Our comments follow: UNIFORM BUILDING CODE Structural /Soils 1. If a pinned condition is assumed at the bottom of the concrete foundation, we calculate that the maximum lateral soil pressure occurring at the ground surface will be about 800 psf under UBC specified wind loads. This exceeds the allowable lateral pressure derived from Table 29 -B for all soil classifi- cations except rock. Since no soils information was submitted, we cannot determine the allowable pressure but, unless the flagpole footing is placed in rock, 800 psf would exceed the allowable limit. Applicant should submit soil report and supporting calculations. Please call if you have any questions. Very truly yours, MAHAN.& SMITH, INC. RA W. Mahan cc: Martin Bros. Signs, Inc. 204 Jefferson St. Eugene, Oregon 97402 MlEE[RD MAY 1 41985 CITY OF TUKWILA PLANNING DEPT. • • Schaudt, Stemm & Wild, Inc. CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 388 High Street Eugene, Oregon 97401 503/485 -8383 June 3, 1985 Martin Bros. Signs, Inc. 204 Jefferson Street Eugene, OR 97402 Re: Flagpole Design, Broch Residence Inn, Tukwila, WA Gentlemen: Per your request, we have prepared structural calculations to verify the support of the flagpole as detailed on your drawing Design No. 583 -84, Rev. 1. Based upon a soils test report dated 8/30/84 prepared by Cascade Testing Laboratory, Inc. of the site with recommendations for maximum bearing values on a previous fill placement monitored by Dames & Moore in 1973, we have utilized the soils value of 2500 psf published in the report. Design is based upon the 1982 edition of the Uniform Building Code for wind load conditions for Exposure C, the most severe exposure, and basic wind speed of 80 mph from Figure 4 map, Chapter 23. The flagpole was designed to conform to design criteria for nonconstrained condition per Section 2907 (f) 1 of the Code. Based upon the calculations and values permitted by Table No. 29 -B for lateral bearing, the design as submitted with the 42 inch diameter concrete filled embedment eight feet in depth below original or compacted fill level is acceptable. EHS /cp Enclosure: Calculations Respectfully 'submitted, SCHAUDT, ST MM & WILD, INC. E. H. Schaudt comer -yJJ JUN 7 1985 CITY OF TUKWILA PLANNING DEPT. 388 High Street 503/485-8383 June 3, 1985 Gentlemen: Schaudt, Stemm & Wild, ino. CONSULTING ENGINEERS, SURVEYORS AND PLANNERS Martin Bros. Signs, Inc. 204 Jefferson Street Eugene, OR 97402 Eugene, Oregon 97401 Re: Flagpole Design, Broch Residence. Inn, Tukwila, WA JUL 11985 CITY OF TUKWILA PLANNING DEPT. Per your request, we have prepared structural calculations to verify the support of the flagpole as detailed on your drawing Design No. 583 -84, Rev. 1. Based upon a soils test report dated 8/30/84 prepared by Cascade Testing Laboratory, Inc. of the site with recommendations for maximum bearing values on a previous fill placement monitored by Dames & Moore in 1973, we have utilized the soils value of 2500 psf published in the report. Design is based upon the 1982 edition of the Uniform Building Code for wind load conditions for Exposure C, the most severe exposure, and basic wind speed of 80 mph from Figure 4 map, Chapter 23. The flagpole was designed to conform to design criteria for nonconstrained condition per Section 2907 (f) 1 of the Code. Based upon the calculations and values permitted by Table No. 29 -B for lateral bearing, the design as submitted with the 42 inch diameter concrete filled embedment eight feet in depth below original or compacted fill level is acceptable. ENS /cp Enclosure: Calculations Respectfully submitted, SCHAUDT, ST MM & WILD, INC. E. H. Schaudt /" e,e1 A/ �-- A 7 / ✓<�'..��',, / C- �!Y'G.�� // // SHEET NO Schaudt, Stemr & Wild, Inc. ' sr ti s•, /OrJN� CONSULTING ENGINEERS, SURVEYORS AND PLANNERS .398 HIGH STREET . EUGENE, OREGON 97401 / 2 - /S ) /,w/ /7! ) ; • .• • ; t-- • r 15 ' e ?'‘v / SHEET NO PROJECT NO. c 8 ‘.- 9-.-- DATE 6/3 VP: BY " el/ • 69e7 • 1 /-0. kvia,Are-te4.--:).ir 67 • ,•e A 6- 1:7e rt-i° dr, pr.---;o6- • rim/ J- • ge? . . / (?, / (45 /) / dr)(/41, 2 g " P ro.. = 5/ 1- 4.-7 , " //2 raf1/4, ' / 7/ 2. 441 . „ • A:55 7, r /-27/-‹ .. to .. • 0 i i e"W e/ (1 7 . ,-.!--1.,k• - _ I'v 9.; t 5e,r.1 4'. 064.4 . : . : ,,• • • 04 ■ , • • •• ■ .. ,2.!-.7. ?- ....„ ,A _? 4 , . .. i .„ . ; , .—: • . • . • • •• .Itiev-r/ve 4/ 4- ,i.e.. e - /ifv- 3•1 bl. fressvrre <!-- .0Seo/2I-7 • • , . .. . • C (,/,,7'&'1, r}er G":.f...) e:..1w .72 6..r b <_c? G 4-2 '„ /se , Y p_sre. ...,4 i-A-A/5-1---.,477, . e• c).5" • v e--- /3,:eeC --- /5a z)e (--/- e-yez.v7 • e/.,e e:.4. Z 1 c,e/...t...) //0eA.P .-- .e /. -53 3 " PeG 2 of, 4 ,- .-----1- b ,-. ,c// .3 -, 5 , . 7 1 . /'..5. x, 593 - 5e. (Z- 4 - , . - 3 ., . .5. 6' . 7 7-C . t??.. • . . ... ' . . - : . A -7 .'/ .)/33,. 1 )%) 4 -=- /, '27 .g 4 /(v). , i' e .4°4 ? ' e s- ' -(1. z7*./z. )0 / -7 --- 7 5 .,a ' r e S c haudt, Stemm & Wild. Inc. sctioNtsyUnt,RTIstiEDNpGLIANNEet4RESI;s 388 111011 STREET FIlfZFAIF DFttrthl 07,4111 August 30, 1984 Cert. No. 848 -77G ,Johnson Braund Design Group Page 4 Foundation Design and Placement CASCADE TESTING LABORATORY. INC. TESTING IN INSPECTION / ENGINEERS /GEOLOGISTS We recommend that all footings have a minimum of approximately three (3) feet of structural fill between their bottom elevation and the top of natural soils. As stated previously in this report, the minimum amount of structural fill uncovered in our test pits was three (3) feet. Therefore, we recommend that the bottom of all footings be placed as close as possible to the present site grade. For a minimum sixteen (16) inch standard spread footing bearing on a minimum three (3) feet of structural fill, we recommend a maximum bearing value of 2500 P.S.F. be utilized for design purposes. Are increase in one- quarter of the maximum allowable bearing value may be utilized for short term loads such as seismic, wind, or ice. This increased value assumes compliance with the following recommen- dations: 1) All footings are a minimum sixteen (16) inches wide. 2) All footings are designed such that the maximum allowable bear- ing value for the soils (as stated above) has not been exceeded. 3) All •footings have been placed upon a minimum of three (3) feet of structural fill and bear a minimum of eighteen (18) inches .below adjacent exterior grades. 4) Any sloughed or loosened materials have been removed from within the footing forms prior to placing the concrete. Total and differential settlements in a building with footings designed to the above parameters will be difficult to estimate on August 30, 1984 Cert. No. 848 -77G Johnson Braund Design. Group Page 5 CASCADE TESTING LABORATORY. INC. TESTING a. INSPECTION /ENGINEERS /GEOLOGISTS on this site. However, due to the consistency of the materials found below the fill we do not expect them to exceed one (1) inch and one -half (1/2) inch respectively. Site Preparation Cascade Testing Laboratory does not take responsibility for the . integrity of the structural fill on this site. We recommend that the whole site be prepared for construction in the following manner: 1) The site be grubbed of all trees, shrubs, roots, and other delitridal materials. 2) The whole site be proof rolled using a minimum ten (10) ton self propelled vibratory roller. 3) All pumping, yielding, or unsuitable fill material be replaced with approved structural fill to required grades. 4) Density tests should be taken to determine the surface compac- tion of the materials prior to forming for footings. We recommend that the above procedures be supervised by a represen- tative from Cascade Testing Laboratory. Any new or replaced struc- tural fill should consist of clean granular material which meets WSDOT Standard Specification 9.03- 12(1)B, Gravel Backfill for Foun- dations. Anticipated wet conditions would require the use of a material which is not moisture sensitive. All new fill should be placed in eight (8) inch lifts and compacted to 95% of the ASTM D -1557 maximum dry density value. All structural fill on site should be compacted to 95% of the ASTM D -1557 maximum dry density value. August 30, 1984 Cert. No. 848 -77G Johnson Braund Design Group Page 6 Pavement Concrete: CASCADE TESTING LABORATORY, INC. TESTING a INSPECTION / ENGINEERS / GEOLOGISTS For a pavement section over a nonyielding subgrade of structural fill materials prepared as suggested above, we recommend the follow- ing: Asphaltic Concrete: A minimum three (3) inch subbase of crushed rock overlain with a minimum two (2) inches of asphaltic concrete topping. In areas where traffic will be carrying greater than normal loads we recommend placing a six (6) inch sub- base of crushed rock overlain by a three (3). inch asphaltic concrete topping. A minimum four (4) inch subbase of well sorted materials containing less then 3% by weight of particles smaller than 0.02 mm. In areas where . traffic will be carrying greater than normal loads we recommend placing a six (6) inch sub- base of well sorted materials. The thickness of the corresponding concrete section should be determined by the maximum expected wheel load weights. The above referenced subbase course of'crushed rock should consist of 1 -1/4 minus keystone material overlain with a thin layer of 5/8 minus material. This will facilitate the proper grading of the subbase. We would like to stress the importance of proper grading of the subbase to insure adequate drainage of the•pavement areas. This will improve the durability of the pavement area and help limit the possibility of damage due to frost heave actions. August 30, 1984 Cert. No. 848 -77G Johnson Braund Design Group Page 7 Drainage CONCLUSION CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION /ENGINEERS /GEOLOGISTS We anticipate no drainage problems on this site. However, due to the moisture sensitive nature of the structural fill below the footings, we recommend using continuous footing drains around the buildings on this site. The footing drains should be a minimum 4" perforated P.V.C. pipe positively sloped on a 1% grade toward the point of discharge. The footing drains should be backfilled with a minimum eighteen (18) inches of free draining material which meets WSDOT Standard Specification 9.03 -13 Backfill for Sand Drains. This drain should be run separately from all other building drainag systems. The above site is well suited for the proposed hotel. We fully expect the continued site conditions to reflect our findings. However, some variations may occur. Should conditions be encountered which cause concern and /or are not discussed within this report, please contact us immediately so that we may determine if additional and /or alternate recommendations are required. This report has been prepared for the exclusive use of Johnson Braund Design Group and their Brock Residence Inn project on the corner of Strander Avenue and West Valley Highway, Tukwila, Washington. It is presented in accordance with generally accepted soils and foundation engineering practices. No other warranty, expressed or implied, is made. • TEST P/T LOCATION A24P BROCK i'E5/D WT,rrc. /NN TUKW /L.4, WASH. r r rn NOTE: 7E57 P/T LOCAT /oAJS ARE APPROXM4 -' 7E . CASCADE TESTING ENGINEERS LABORATORY GEOLOC EERS E 14120 N.E. 21 STREET • BELLEVUE, WASHINGTON 98007 206 • 641- CERT. NO. 848 . 77G SCALE N. T. S. DRAWN BY DATE WELBOR/Y /NC. 8.23-1¢ REV, NO NOTES PAGE T. P. - i Soil Description and Classification T. P. - 2 I Soil Description and Classification - S • ∎• • • • 4 •• � S /LTY S AND WITH GRAVEL TAN, DENSE, DRy. - s .• � • �• •*• • ,••••• ► . • .•.•. SILTY SAND W /TH GRAVEL TAN, DENSE, DRY • 1 ,� ' ' I', ■ • l ,��• •• • • ' , . 1 I ■ ' ' , . • I 0 I , • SAND; BROW/V, VERY F /NE- TO F /NE- G/E'A /NED, TRACE GRAVEL, LOOSE , DR 5 /LTY SAND; BROWN, VERY F /NE- TO F /NE GE�A /NED, TRACE GRAVE[ LOOSE , DRY' 3' SL /G NTL y OMAN /C AL T C , ONTACT,TOON /C 10 8.0' 10 T. D.' /0.0' . Notes• Notes: T P 3 . Soil Description and Classification T. P. - 4 I Soil Description and Classification ° -s—•� -• -10— r _ • ••:' • • • • • • . ❖• .•••••• S/L SA ND W /T GRA TAN, DENSE, DRY. ° - 5 -10 �•i•:' • •• ► ti•• • GRAVEL. S /LTY SAND WM./GRAVEL; ; TAN, DENSE, DRY. O. • • ♦ 4 i .4 �i i� � • S /LTy SAND; L /GHT BROWN, FINE-GRA /NED, TRACE TO L /TTLE GRAVEL, MED /UM DENSITY DRY •, , �' . , S /LTy SAND; BROWN, VERY ' F /NE -7th F /NE- GRA /NEO, TRACE G/E'AVEL, LOOSE, DRY 30' GRADATIONAL CONTACT FROM ORGANIC S /LT DOWN TO SILTY SAND. IN , .. • . ' ' ORGANIC S /L7' DARK • BROWN, HUMUS TW /GS. . • SILT SAND; GRAY, FINE- • C�RA /NED, SOME SANDY • CLAY, TRACE ORGAN /CS, „, po ti o' r. o. �1E'OOTS. /1.o' Notes : Notes : • TEST PIT LOG BROCK RES /DENT /qL Cascade Testing Laboratory, Inc. //VN Engineers Geologists TU /LA WASH /NTON 14 120 N. E. 21st Street Bellevue. Wash 98007 , Phone 641.2573 u. 5 Soil Description and Classification 5 S /LTY SAND WITH GRAVEL; TAN .TO BROWN, DENSE, DRY, BECOMES SAND /ER W /TH DEPTH. -10 ORGAN /C 5/LT; DARK BROWN, HUMUS ROOTS, • • • • • • • • • S /LTY SAND; GRAY BROWN, VERY FINE-TO F /NE- G /NED, TRACE GRAVEL, GOOSE, DAMP TO DRY. /O.6' Notes TP - Soil Description and Classification 0 -5-- -10— Notes : 0 5 -10 0 T. P - -5— -10— Notes: Notes : 1 TEST PIT LOG Cascade Testing Laboratory, Inc. Engineers Geologists 14120 N. E. 21st Street Bellevue. Wash 98007 Phone 641.2573 Soil Description and Classification SILTY SAND W /TH GRAVEL, TAN TO BROWN, DE/VSE, DRY. ORGAN /C S /LT TO SANDY S /LT; DARi< BROWN, //Ut ROOTS, W /TH SANDY CLA SAND; GRAY BROWN, F /NE -TO MED /UM GPA /NE WELL SORTED, TI 'ACE S /LT, TRACE GRAVEL. Soil Description and Classification BROCIK RES /DENT /.4L. /NN TUKW /L A, W"l sf-IINGTON • • •• :1 • :••• •. wa• r:. ••• :t •6.f. •.• ••• . .• ••••• •. . :. :• • t1• 1 Puget Western, Inc. 522 Evergreen Building 15 South Grady Way Renton, Washington 9805 Attention: Mr. Gary Mix Gentlemen: C . ELE C . .•[k' :zi . cc: Don Roll Northwest 550 Industry Drive •'_- ��__._- (o1on ■ DAMES ID MOORE c o••,.: ••.: lam:• •.c( 1 w �.1 ••1..t: t•'•. ,;.t..ttl. •a d :L,. L•..i ..E. .".r •'• -L- •. :'c•. Pc Zr • ace iE-t•t Ca Re: Fill Placement Andover East Property - North Portion Tukwila, Washington This letter is intended to serve as certification that the yard area fill recently placed on the Andover East Property north of Strander Boulevard is in accordance with acceptable engineering standards. The fill, which raised site • grade to approximately Elevation 26.0, was placed in accordance with acceptable engineering standards to at least 95 percent of the maximum dry density determined by the A.A.S.H.O. Compaction Test Procedure T -180. Footings underlain by at least 2 feet of this compacted fill may be proportioned using a soil bearing pressure of 2,500 pounds per square foot. We estimate that post - construction settlement of soil- supported floor slabs carrying imposed loads of 300 pounds per square foot will be on the order of 1 to 2 inches. Properly designed pavements supported on the compacted fill will be able tc support vehicles having the maximum wheel loading allowed on State highways under the regulations of the Washington Station Department of Highways; i.e., 18,000 -pound single -axle load. Yours very truly, DAMES 6 M00P.E By •t .i; EIC•••••i•271• • • . • t .p•C •: t••• September 4, 1973 1 Jack R. Tuttle h 4. - JKT-AAH: fm Partner 3 Copies Submitted UNIFIED SOILS CLASSIFICATION SYSTEM MAJOR .- DIVISIONS SYMBOL LETTER DESCRIPTION • COARSE GRAINED SOILS GRAVEL - AND GRAVELLY SOILS CLEAN GRAVELS GW Well - graded gravels or gravel - sand mixtures, little or no fines. GP Poorly- graded grovels or grovel - sand - mixtures; littl. or no fines. GRAVELS WITH FINES GM Silty gravels or gravel - sand - silt mixtures. '--" Glacial till. . GC Clayey gravels or gravel- sand -cloy mixtures. SAND AND SANDY SOILS • CLEAN SAND SW Well- graded sands or gravelly sands, little or no fines. SP Poorly -graded sands or gravelly sands, Tittle or no fines. SANDS WITH FINES SM Silty sands or sand-silt mixtures. SC Clayey sands or sand - cloy mixtures. FINE GRAINED SOILS SILTS AND CLAYS MI Inorganic silts and very fine sands, rock flour, silty or clayey Fine sands, or clayey silts with slight plasticity. _ C L Inorganic clays of low to medium plasticity, gravelly cloys, sandy days, silty clays or lean clays. OL Organic silts and organic silty cloys of low plasticity. SILTS AND CLAYS • MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat or other highly organic soils. - UNIFIED SOILS CLASSIFICATION SYSTEM XII ADDRESS ( (, ) 1 (1.) (-•.:'/D1- V-4' , : TENANT -- i 1 (...(...:-.:( !.C.Jt, kr'. e 4 ( 1 k, C OF .... -- ":::-... OF USE 7-77.-7-A LEGAL OESCIIPTINI ATTICIED 0 .(J( 7-(-,-, (-1,,,:-.6 , cf) 1 ,--_- ,,) 6,7., L.:: .,„,-,,„,,... i PH97,A 3 . 2roc_D ENGINEER/ARCHITECT ADOIRESS e c ,,, i, ma& ) „ c ......... •. 7 77\ ": e. . 4:43°168S e0 (Y--- ICI i' (`. c:. .. ' C Y-2- M i \ ( I V:= 1 2 i L V' I-\ PHONE ILL,...5 I - / i 6 V OF INOMI , 1 7 On() '.--. AUHOIBJ NIT. (.) Cui . ■; N t.?) - LICENSE ND. ..'- el: -?;) FIRE PROTECTION SYSTEM SPRRIKIJEFI DETECTOR USE ZONE ■.. . .. ----- • OF MOIST ADJUSTED VPLUE GRADING CUBIC YARDS CUT SUE OF BUILDING SEM OF UNIT WORK TO BE DONE: 1 i r-- i ( ".... T c 1ST FL 2ND FL U 1 TOTALS I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPUCA- TION AND KNOW TI SALE TQ BE TRUE AND CORRECT. FEES AMT. ME REC. NO ASIVE REC. RN 1111111ritr sKiAT r d , / i ') , ... r • 1 , I I 'i''1". ; ( ‘ 4 ..- .."-) ' '-7 11 1() .. j:( COMPANY , L/. ,; . 8' DATE a —) PHONE 6... - S1 - . -7 B , . 1 .,'r TOTAL APPLICATION en/E0CM CITY FOR OF BUILDING PERMIT APR 1R TUKIMLA USES TOTALS • PLANKING HEALTH PUBUC WORKS FIRE SO. FT. OEPT. APPROVALS CORR OCC. LOAD APPR. CITY USE ONLY s . SPECIAL CONDITIONS PLAN DECKED BY DATE APPROVED FOR PEWIT BY A DATE , .2 yo' Wit+ (6."4-qx-i j4 ) a t . 20 i" M ..: y ew � w 3 te- D 41 L CdPY .Permit No......... 0") " 4 446 T7) ,e0) --7f3Tp 1 5) - PIPE_ 5 ) wAior t e \ 3 I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's Copy of approved plans acknowledged. CITY OF AIKWILA .7 ,1) tVE JUL 21985 btu MEM OW OF ANNA APR 18 198b Mtge Mr MSf