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Home My WebLink AboutPermit 2884 - Westwood Savings and Loan - The CottagesBUILDING PERMIT TUKWIILA THIS ERMIT MUST BE P STED CONSPICUOUSLY ON BUILDING PERMIT NUMBER p"7L Control Number 84 -086 Job Address 5660 So. 152nd St. (Bldg. #11) Tenant /Owner The Cottages Date of Issuance g1.- -y- 't Description of Work New - Apartments (4 units) Legal Description Em, Attached Property Owner Westwood Savings and Loan Address 2001 So. Barrington, #316 los Angeles, CA 90025 Phone (213) 477 -3021 Engineer /Architect R Gamo.n Address 4640 193rd Ave. S.E. issaapuah, WA 98927 Phone 643 -1961 LEdwin ontractor 4 Wri ht Corp Address 1111 Third Ave. 7th F1. WA 98101 Phone 682 -3577 13 Licnse Noatt1P, 223 -01 JBWRIC171ND Value 1337,592 Fir- Protection 11 S'rinklers �_, Detectors Use Zone R -3/R -4 Type of Construction -V- (/.ia_ ' X11 =�nZ -� Issued By: v Size of Unit or Building - Uses Sq.Ft. Occ. Occ. Load Fees Amt. Date Rec. P 1st F1. 756 R -1 3024 R -1 P.C. 343.00 3 -23 9858 2nd F1. 1512 M -1 792 M -1 Bldg. 528.00 S-4. ,q IN, 3rd Fl. 756 Demo. Wall Bd. Rasamant 792 Bond Total 3R1� Tot. 3816 Dept. Approvals Tot. _ Total 871.00 Planning 'Div. ✓' Special Conditions Approved for Issuance By (2,4,4 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 THE PERFORMANCE OF CONSTRUCTION. 212.00 c-v Signature of Contractor or Au�t(rTorized Agent, 9 Date 8 —!v --(9 FINAL APPROVALS: Fire Dept. Date Bldg. Official Date THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. 1 INSPECTION RECORD - 433 -1845 Type Insp. Date Notes Setback Rebar Footing Fdtn. Slab Frame Wall Bd. Dept. Approvals Req'd Insp. Date Planning 'Div. ✓' Health Dept. Public Works Dept. v Plumbing Electrical J/ ert. o ccupancy j,,j B IL i PERMIT TUKWL A THIS RMIT ST BE POSTED CONSPICUOUSLY ON BUILDING PERMIT NUMBER ; i' '-'2/ Control Number 84 -086 Job Address 5660 So; 152nd St. (Bldg. n1) Tenant /Owner The Cottages Date of Issuance "_. 4; - y' '-., Description of Work Mew- Apartments (4 units) Legal Description E2iAttached Property Owner Westwo:ci :iavin s and Loan Address 2001 So. Barrington, 016 Ins Anne 1 E- � CA 90025 ' s- Phone ( 4.7 - :;., , , 3,:i 1 � 1 � �, .. Engineer /Architect P_ Gilmon Address 4640 193rd Ave. S.E. Tssaquah. WA 98927 Phone 643 -3961 Crtwvir, ontractor • :1.11 Wr•t bt rnrp_ Address 1111 Third Ave. 7th Fl. Srattl P, WA 9R1P1 Phone 682 -3577 Authorized Agent License No. 223 -01 01 �IBWR tC171ND Value of, Work 1 7 ,.� i' Fie Protection DO Sprinklers t1 Detectors Use Zone R- 3 /tt -4 Type of Construction V'.•° II i4,1- App-i=�= Accepted,;B; IssLIC' {I 132,i.- .:' ::4,'r' ize o Init or ;ui 'ing Uses Sq.Ft. Occ. Occ. Loa s ees Amt. Date Rec. 1st F1. 756 R -3. 3024 R-t /l, P.C. 343.00 •J 41 9,1 2nd F1. 1512 M-1 792 Mai -1 - Bldg. S2H.O0 ;? c, < / //, 3rd Fl. 75 Slab y Demo. Frame Basement 792 Bond Wall Bd. 44 i, i 1 elljr- / i��iM �' 1 'ir 0, i -g J, / Li Total 3R16 Tot. 3816 Tot. _.a _ Total !,71..:10 /0-'3 Special Conditions Type Ins•,. Date Notes Approved for Issuance By'.�s,',/.4.. N-1 - "I_b...,..4 --- NOTICE THIS PERMIT BECOMES NULLANDVOID IF WORKOR 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 THE PERFORMANCE OF CONSTRUCTION. Signature of Contractor or Authorized. Agent Date '- - . :-/ INSPECTION RECORD - 433 -1845 Type Ins•,. Date Notes Setback ., • . .Rear % ii..0' F oot 1 n . �C %! - NFJwi!/' w ' dtn. ' Slab Frame /g----7 Wall Bd. 44 i, i 1 elljr- / i��iM �' 1 'ir 0, i -g J, / Li 10' - O��' %�' 0: ;fi 0/ • ' /0-'3 /1 Dept. Approvals Req'd Insp. Date Planning 'Div. Health Dept. Public Works Dept. Plumbing Electrical tom"' ert. o Sccupancy 14"1 \ FINAL APPROVALS: Fire Dept. Date Bldg. Official G,1A5' -ci.� Date' 10( THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. I Tenant �e�L� Time Address 6o !.!'8"4.1 / 1/ Date Wanted: Contr. or Owner. Type of Inspection INSPECTION REQUEST`° Date Wanted: f_- (/ Contr. or Owner. Type of•Inspection INSPECTION REQUEST ('- \, UJ G( eat/ 0,7 Permit : # "-$, Date OS? Tenant Time c,..:121) Address: Taken 8-0-% Date Tenant Address: Date Wanted:. /e - 5 Contr. or Owner Type of Inspection Taken INSPECTION REQUEST Perm? t.��/i" Date Tenant L/ Time Contr. or Owner Type of Inspection Req. By Taken By Q • Address: Date Wanted: /f-- a.m. P.M. Contr. or Owner Type of Inspection ,1/X4 CITY OF TUKWILA Building Division 6200 Soulhcenior Blvd, Tukwila, WA 98188 433-1845 Job Address CORRECTION NOTICE. The following items are found to be in violation of Ordinance gt and shall be corrected. Signed INSPECTION REQUEST • Address: ‘3"4.0 Date Wanted: / /-- Contr. or Owner Type of Inspection By Tenan Address: Date Wanted: / /—�J Contr. or Owner Type of Inspection Taken By 6>M, Permit. # Tenant Address: Date Wanted: Contr. or Owner Type of Inspection �.�y� Req. By Taken By INSPECTION REQUEST Perini t it "WC( Date /g- Tenant, 41-11 Time Address i(o'd Date Wanted: /z — 9 a.m. P.m. Contr. or Owner Type of Inspection Req. By Taken By ,G? 0, INSPECTION REQUEST Permit # 24/c .Date /7/f5 Tenant '' /f ' Time Address: Date Wanted: / /"SYP a.m. p.m. Contr. or Owner. ��(f✓ Type of Inspection k..., Req. By Taken By. CITY OF TUKWILA Building Division 6200 Southcenter Blvd. Tukwila, WA 98188 Imo. 433 -1845 Permit No __ Date / /17/gs Job Address 56'0 CORRECTION NOTICE The following items are found to be in violation of Ordinance and shall be corrected. Signed Building 0 mini/Inspector Permit # oc. ecFfri Date CITY OF TUKWILA Building Division 6200 Southcentor Blvd, Tukwila, WA 98188 433 -1845 . Job Address ea `62 //03- CORRECTION NOTICE The following items are found to be in violation of Ordinance and shall be corrected. --:-e444#\ /4.1fr.'"41 / / , L /' j.r 44 , i�:ll A'' —r i i ' / i I./ .,A // . � .A. / /. L. l 4....-.10-e-411 . I _ .- _,d i✓ ice. • i Signed Building Official /Insp- or Permit # 2864' Date a/17/ Tenant'`', . // Time Address: �"�c 7 /5 Date Wanted: .0/ a.m. p.m. Contr. or Owner Req. By Taken By INSPECTION REQUST. Permit # Date Sh45 Tenant (1( 'QC Time / J 4/0 Address : Date Wanted: 5/A ��'Do aim p.m. Contr. or Owner J 4A p►L N C(' C,[O CITY OF TUK &ILA Central Permit System 'Control No. C c0' 4s76 Permit No. 02,61l9 FINAL APPROVAL FORM TO: J' Building ❑ Planning ❑ Public Works ❑ Fire Dept. ❑ Police ❑ Parks/ Recreation Project Name a e Address 3O /5"02 Type of Permit(s) eat 7. roi- e o rr c7 This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. C This project is NOT approved by this department; the following corrections are necessary: 5 f i (4) /21eare - hob /%i s"tia /frl,/ /et " -re,/ • vi. 6>� 2) 5.ecem4 ake- Xofo j �°m s rtes �/. () TeketaeJ /h jv ,Secvhe- (3J Ult, z 07‘ (/eueg, ,e477e . f-e, i., hez/ of. 4 /e?,x heev'o''a e /e, 51 ,(o i/y ct, v- i'e', /h did ea.Np<- of w e /az,� -, o tweet- /eve 4 /', 4a 4- noz- ois • rte; ,; L-o6 • + r; p.h.?, e 1101/ e/y 1.' /he vyI, /✓o Sur 1PZ /#1y eafrAr £Ja. h - �� e9A- /Af l e- / o iy 4n 7% easy' rovn4tdo eo °V /. R rZ B L�� vc./rrdaa7o04 las () % ' 5-77,17.F. .64"n / !reeits ke /10-z' iS re ad-re,% ei9 ( ) e sa-0 62 vra% sou na%ss' 1r e,si b-A x107.4 C2 d J ..� Date Authorized Signature This project is approved by this department: Authorized Signature Date CPS Form 3 f' 1 GeoEngineers Incorporated (206) 881.7900 P.O. Box 6325 Consulting Geotechnical 2020 124th Ave. N.E. Bellevue. WA 98008 Engineers and Geologists J.B. Wright Company 27199 Pacific Highway South Kent, Washington 98032 Attention: Mr. Gary Bosarge Gentlemen: May 3, 1985 Foundation Cracks Building 11, "The Cottages" Tukwila, Washington File No. 730 -04 In response to your request, we have visually examined certain cracks in the concrete foundation wall of Building 11 at "The Cottages" project in Tukwila. The cracks were examined by a member of our staff on May 1, 1985. The specific cracks are located at the northeast corner of Building 11. One crack on the east foundation is about 8 inches from the corner. Along the north foundation, two cracks are visible at about 4 inches and 16 inches, respectively, from the corner. Each crack is approximately 1/16 to 1/8 inch wide. None of the cracks indicate significant vertical, lateral or torsional displacement. From our discussions with various J.B. Wright personnel, we understand that these cracks actually occurred during the initial foundation construction for Building 11. GeoEngineers, Inc. was not involved with the project at that time; thus, we are not directly aware of the details. Apparently, settlement of the center of the east foundation wall occurred in the fall of 1984, resulting in small rotation of the foundation at the northeast building corner. We understand that the east foundation wall has been underpinned with piers that are supported on dense natural soil and that no further settlement has occurred. Also, we understand that the foundation soils at the northeast corner are dense natural soils. ..Based on this information and our observations, it appears that the - cracks are related to the previous foundation settlement difficulties which have subsequently been repaired. Consequently, it is our opinion that -,the observed cracks do not indicate a soil support deficiency at the northeast building corner. If you have any questions regarding our observations or conclusions, please call. Yours very truly, GeoEngineers, Inc. e-e-LAtA Robert G. Fulton Principal Three copies submitted Moor MILLEGAN AND JADDI INC CONSULTING ENGINEERS' 1200 SOUTH DEARBORN STREET 's SEATTLE, WASHINGTON 98144:: • (206) 323 -3463 JOSEPH J. MILLEGAN, P.E. AHMED M.JADDI. P.E. Building Official: ,CITY.;OF.`'TUKWILA` 6200' Southcenter. Boulevard' Seattle, WA 98188 SUBJECT: THE COTTAGES (J. B WRIGHT..'.00 )`. (OUR JOB 484 -15) We have visited the subject project site and reviewed the shoring system for Building # #11 and other footings installed by C & N Concrete Pumping.; We have also reviewed the. enclosed Report on the Small Diameter Pipe Piles prepared by the soils engineers Herman H. Druebert George Yamane of Shannon & Wilson, Inc., Seattle, WA.:. In our opinion the shoring as provided above,is adequate support; `the existing foundation load for the :cottages., ied ,M.' :mrs ):? . INTRODUCTION SMALL DIAMETER PIPE PILES by Herman R. Drueberti, George Yamane2 Over the past several years, Shannon & Wilson, Inc. has developed a system for underpinning or supporting relatively light structures such as residences and /or one to two -story apartment or office buildings where' access is restricted and a competent bearing layer is located at relatively shallow depth. This system consists of installing 2 -inch diameter pipe piles with a Jack hammer to transfer building loads to the bearing stratum.' Structures which have been underpinned or supported with this system are currently performing satisfactorily.' The pipe pile system was conceived in the early 1960s ,from an article• appearing in a Swedish Geotechnical Institute Journal describing the use of 1 -inch diameter by 30 -foot long reinforcing rods to support residences constructed over soft sensitive clays. This paper describes design considerations for using 2 -inch diameter pipe piles, installation procedures, and footing underpinning and support details. DESIGN CONSIDERATIONS The 2 -inch diameter pipe pile support system is particularly adaptable to conditions where access is restricted but it requires that structure loads are such that the load per pile does not exceed about 2 tons and that a suitable bearing layer' exists at relatively shallow depth (about 30 feet). :Herman A. Druebert, Senior Principal Engineer, Shannon & Wilson, Seattle, WA 2George Yamane, Vice President, Shannon & Wilson, be., Seattle, WA Installation of the 2 -inch pipes requires a jack hammer, air hose, and air compressor. This equipment is compact and mobile allowing installation of .the piles in areas of restricted head room and space. For example, the air compressor can be parked in a driveway or on the street and a length of air hose selected so that a jackhammer can be used where required for installing footing underpinning or support. A design Load of 2 tons per pile is used for designing footing underpinning or support. Load tests performed during past installations in the Seattle area demonstrate that , this design load is achieved when the pipes are driven to a resistance of 1 -inch or less of penetration for one minute of continuous driving. Figures 1, 2, and 3 show results of load tests performed on pipe piles driven into various bearing soils in the Seattle area. The pipe underpinning piles are generally ,considered as end bearing since they normally penetrate soft or loose soils overlying the bearing stratum. In some cases, however, they penetrate relatively compact soils overlying the bearing stratum or through a weathered phase of the bearing strata such that a portion of their ultimate capacity would be derived from skin friction. The pile in test A shown on Figure 1 and the piles in tests B and C shown on Figure 2 would be considered to derive their capacity from end bearing. This results in ultimate bearing capacity of the bearing soils to be on the order of 150 tons per square foot. The pile in test $ shown on Figure 1 and the piles in tests A and B shown on Figure 3 would be considered to derive their capacity from both end bearing and skin friction. The maximum length of installed and load tested pipe piles for Shannon & Wilson projects has been on the order of 30 feet. Subsurface explorations are performed prior to the selection of 2 -inch diameter pipe piles for footing underpinning or support, to determine pile lengths __and . and the characteristics of the bearing mkterial. Explorations normally consist of borings, probes or test pits. Interviews with the owner and /or contractor may also provide informative data regarding earthwork procedures during construction and site conditions prior to construction. • -2- The dimensions and properties of 2 -inch galvanized standard weight, extra strong, and double -extra strong pipe are shown in Table 1. TABLE 1 2 -INCH PIPE DIMENSIONS AND PROPERTIES ' DIMENSIONS WEIGHT PROPERTIES PER Nominal Outside. Inside Well FOOT • A I 3 r Diameter Diameter Diameter Thick new (In.) , (In.) (In.) (In.) (Lbs.) (In.2) (In.4) (In.3) (In.) A Standard Weight ' 2.375 2.067 0.154 . 3.65 1.07 0.666 0.561 0.787 Extra Strong 2 2.375 1.939 0.218 .48 0.868 0.731 0.766 Double Extra Strong 2 2.375 1.503 0.436 9.03 2.66 1.31 1.10 0.703 A r Gross- sectional area L - Moment of Inertia S - Elastic section modulus ✓ - Radius of gyration • • The 2 -inch pipe is manufactured in 21 -foot lengths but is available from the supplier at whatever lengths are desired, depending on the overhead space available . for installation. Normally contractors use 5 to 7 foot lengths for installation since' special scaffolding would be required for the jack hammer operator during driving. For most of the Shannon & Wilson projects 2 -inch standard weight pipe has been used for underpinning or support. However, extra strong pipe was used in one or two instances where hard driving was anticipated. _ ...._ _. _ • N:' • •, • INSTALLATION The pipe piles are driven with an 80 to 90 pound jack hammer to whatever depth is necessary to reach the specified driving resistance (1 -inch or less of penetration for one minute of continuous driving). Standard threaded couplings are used to connect pipe sections. The pipe sections should be butted together in about the center of the coupling to avoid stripping the threads during driving. If hard driving is anticipated, the ends of the pipe sections can be machined square to provide'more surface area for stress transfer during driving. In the area(s) to be underpinned, the piles are driven in the excavation exposing the bottom of footings as shown on Figure 4. The piles are installed as close to the footing as possible. The protrusion of the footing is normally removed to allow as near a vertical orientation as possible. The spacing, between piles generally ranges from about 2 to 3 feet center to center beneath typical structure walls to about 1.5 feet center to center for supporting heavier elements such as fireplaces or brick trimmed walls. For new construction, the piles are installed vertically as required and a pile cap constructed over them. • Following driving, the piles are cut to length to allow for clearance for the levelling system. There are two methods that are used for levelling and transferring footing loads to the piles. One system consists of attaching a screw jack assembly in the pipes and then laterally jacking and centering it beneath a footing. The second method consists of jacking up the footing and then laterally jacking and shimming the pipes beneath the footing. Screw jacks and /or shims as well as the tops of piles are protected in a backfill of cement mortar. At least one load test is performed at the start of installation to confirm the 2 -ton allowable load carrying capacity assigned to the piles. The test load Is carried to twice, the design load of the piles. The load tests are performed using the existing footing (with a steel beam provided beneath the footing to distribute the reaction load) as a reaction. For new construction, driven pipe piles are used u anchor piles. t'rY'Yr'.'i 7i$ iC' 4i% nr'a'.'xi.4h'sYYtv+.k«.1W,ar.es •a :. {v.vNilr,.bl...t CONCLUSION Small diameter pipe piles provide an economical means for underpinning or supporting relatively light structures in areas where access and working space are restricted and an adequate bearing layer is at a sufficiently shallow depth. >;6 • t =-- 1 1: 1 3 $ulN1 - • • tH I • 3 $ulN1 - • • V r tH I • At go f)N3NI - NO11311/10 NI • h 3" . -• s N 1IU -111/10 N 1IU -111/10 • � M A • $IN3M1 •.11011311/10 • 4P • Pb • • • $3N311 • MS11011410- • at • Fl illI : • I. i r _ OM fa IS It s+ n W se iN S = lot a WO �g I 1 $3N311 • MS11011410- • at • Fl • • • - •• - 441 4.11 wo P6 W 66 II Q X. 116 Hi_Y W.y..y i 46 .o a • W -2 1� I.y - ▪ W S W 1'• S 3 •fin ^ •� » iiN y• N O N ►.. 3 . .1. 4. s i H Y WNW —It YWY .4 ..�Y_� It W 20 s Ste ».. i i`.L r WILD N1y ~ S �.•• v NO = N 01� E ! 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