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1152 8TH AVE S.PDF1152 8TH AVE S ';�"�j1JuA(i,�1�yy�4+'�4���+�''�Y�°.�ti.�Tgh�""�Y��' A.," �+'-+iSe-,i>'3^'^^3�`--yh^�� "••�'P""�;�,•�;,,yid*rw''v�mF"��;:yl�'tif^+f4^.�y.:.�v.arRt„p...o�,.f4i,l�^ CITY Or EDMONDS SIDE SEWER PERMIT 18 9 0. 19,° PERMIT ';12 8941 . Address of Construction: //s� U J. Property Legal Description (Include all easements): Owner and/or Contractor: State License No I Single Family. / ❑` Multi -Family (No. of Units ) ❑ Commercial ❑ Public JUN 1 b 1999 PUBLIC 1N Building Permit No. Invasion into City Right -of -Way: ❑ No XYes RW Construction Permit No. -/5 7 . Cross other Private Property' I'J;No ❑ Yes Attach legal description and copy of recorded easement I certify that I have read and shall comply with all city requirements as indicated on the back of the Permit Card. Date * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION OFFICE USE ONLY * FOR INSPECTION CALL ",= PUBLIC WORKS DEPT. �0. 7-7Permit Fee: y Trunk Charge: Date Issued: �s / Assessment Fee: Receipt No.: Lid No.: Partial Inspection: Date -Initial - Comments Reason Rejected: ,� �,/��� Date Initial Final Inspection Approved: Date�'f - InitialA<�wl ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: In Buff Copy"Applicant - Revised 3190 r A Side Sewer Drawing The City of Edmonds EASEMENT NO- -------------------------------------------- NEW CONSTRUCTION ❑ REPAIRS LID NO . .................. .ASMT. NO................... OWNER CONTRACTOR --- t('n ...... a.y....--�WP. ......................... PERMIT NO.I..- JOB ADDRESS ....-_...........................................................AVE. SOUTH ... LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO. .................................... .....--•.............................••--•-•--•------------•--...............----...---••-------•-----........... NAMEOF ADDITION---•--------------------------•------•----------------------------•--- 8T" avc S. 4. 41 PWW-0001-11175 (REV.11/78) iEDMONIDS -TENT 71 NIT J Approved: DATE ....... �- 5 �� ............. BY ....... .. ... .,y .-r :.�,..,... lisr :.:. 4 o.. — f, -:.A U ] 1 {!My& +� 'tip .f �" ,. ae y �• i — 1 '; TY OF EIMONDS E �' Permit No. d. 73 'COMMUNITY SERVICES DEPARTMENT "�* � � RIGHT-OF-WAY CONSTRUCTION PERMIT 41sue Date 4-- 91 Iri!41� 01 706. w Z 0 w a E- U. a: O w A. • Owner: Name Mailing Address r \ Y-- {�M CIF \ �! {� t W2(> City State Zip Cox PZ,—a- Narnea —1C1 Mailing Address City State Zip ��QFi2C� ► o � CJ � '���� - Q�i State License Number Telephone Number C. • Address or Vicinity of Construction: I 157 Type of Work to be Done: C--r,Q U�� ,-r N- D. • Work in Connection With: ❑ Sub or Plat ❑ Single Family ❑ City Projects ❑ Commercial ❑ Multifamily ❑ Utility E. • Pavement Cut: ❑ Y N F. • Size of Cut: X APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by ,his signature to this application, agrees to hold the City of Edmond's harmless from any injuries,' damages, or claims of any kind or description whatsoever, forseen or unforseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs, cour" fists, and attorney..f es by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FORA PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. Estimated restoration fees will be held until the final street patch is completed by City forces, at which time a debit or credit will be processed for issuance to the applicant. • A 24 hour notice is required for inspection; Please call Engineering: 771-3202 • Work is to be inspected during progress and at completion. • Restoration to be in accordance with City Code. • Street to be kept clean at all times. • Traffic Control to be in accordance with City regulations. • All street -cut ditches must be patched with as halt or City approved material prior to end of working day; NO EXCEPTIONS. T \ I understand t1te above ano that this permit mpst $e available at the job site for inspection purposes at all times. Date: Owner or Contr Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG Prior to Beginning Work APPROVED BY: PERMIT FEE: Time Authorized: Void after, Y A>Z days. Restoration Fee: Special Conditions: �JA Receipt No.:_ Fund 111. Fee:_ Street Cut Dimension RELEASED BY: Date ,�9 INSPECTED BY NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE F'.... Il;v 'M o—h IORO FIELD INSPECTION NOTES (Fund III - Route copy to Street Dept4) Comments: Diagram: CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P. W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: Eng. Div. Jul l l SZL 1 l3L 8TH AVE-S '� X15 T P ED' 1 N STD{LL SP L PED Q RE47LNC-F- DF_'FEG?lVC- UG CA W/.70 -,EOD P3 (1� APIM0ULD UG CA �V 1136 EXIST POL G- PWr.E.RL .IBCD � IISZ 759 : I F_L H ST War���l�w�a�l+ihT!�fit�"G'a�"`�'"g1�v�nrwr�s�vwiwgas�a CITY OF EDMONDS T ERVICES DEPARTMEN COMMUNITY "REET RIGHT-OF-WAY CONSTRUCTION PERMIT FILE Permit No- _�/ .9 /j Issue Date' -9 A. • Owner: \V ST B. • Contractor: ��l R t��,gdf C r—a Name _ Na6( - //5kk _ Ming Adds s m Niii fling Address icy State 1p city State Zip Statd tifcense Number Tee one Number C. • Address or Vicinity of Construction: l � Sri — �� a . S Type of Work to be Done: �i� G� � S DUt, 4, D. • Work in Connection With: ❑ Sub or Plat Ingle Family ❑ City Projects ❑ Commercial ❑ Multifamily ❑ Utility E. • Pavement Cut: ❑ Y I)d"N F. 0 Size of Cut: X APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages, or claims of any kind or description whatsoever,. forseen or unforseen, that may be made against the City of Edmonds, or any of it rtments o em,,�lo a ,including of not limited to the defense of any legal proceedings including defense costs,, cq� sts, an 4t¢rtTy fee IIl�y reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. Estimated restoration fees will be held until the final street patch is completed by City forces, at which time a debit or credit will be processed for issuance to the applicant. 1 s A 24 hour notice is required for inspection; Please call Engineering: 771-3202 • Work is to be 'inspected during progress and at completion. • Restoration to be in accordance with City Code. 1 1" • Street to be kept clean at all times. • Traffic Control to be in accordance with City regulations. • All street -cut ditches must be patched with asphalt or City approved material prior to end of working day; 1 NO EXCEPTIONS. a Z O w U C4 O w I understand the above and t his pe t must be available at the job site for inspection purposes at.all times. Signature' Date: Owner or Contracto This Permit Must be Posted at the Job Site For Inspection Purposes Call DIAL -A -DIG Prior to Beginning Work APPROVED BY: f1"LL _ J Time Authorized: Void after 3 Special Conditions: PERMIT FEE: 7 n • cr(f) Restoration Fee: Receipt No.: Z,-� &0,� ' Fund III Fee: — Street Cut Dimensions: X = $ RELEASED BY: Date,2-4, INSPECTED BY Date NO WORK TO BEGIN PRIOR TO. PERMIT ISSUANCE Eng. Div. March FIELD INSPECTION NOTES (Fund 111 - Route copy to Street Dept.) Comments: Diagram: CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P. W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: Eng. Div. July 1985 r e ^ � STREET FILE CITY OF EDM®N®J HARVE H. HARRISON MAYOR CIVIC CENTER • EDMONDS, WASHINGTON 98020 • (206) 775-2525 COMMUNITY DEVELOPMENT DEPARTMENT July 17, 1978 L. Rust 1142-8th Ave. So. Edmonds, Wa. 98020 CHANGE OF ADDRESS RECEIVED J U L 19 i 978 Public Works Vept. /off_ 09,/s-0 Your recent request for change of address is today being granted and your new address will ber'1152_.8_7Eh.Avenue South. We will notify our Utility Billing Department and it is your responsibility to notify all other interested parties. The correct house numbers should be posted on the residence. 4�„azQ AmtA4— Harold Reeves Building Inspector HR/ae cc; Utility Billing d� 3tie, y j, . • � �. ..,r v STF-i'"'"ET FILE CITY of EDMONDS i> Civic Center Edmonds, Washington 98020 Telephone (206) 775-2525 Building Department November 21, 1977 Bowhall Construction 7907-146th Ave. N.E. Redmond, Washington /a 7- vFisv CHANGE OF ADDRESS -NORTH 1/2 LOT 5, BLOCK 10 YOST'S FIRST ADDN. This letter is to advise you that when Permit #770462 was issued to you on July 12, 1977, it was given an incorrect address. The old_address_of_•1124-8th Avenue South should now be changed .to 11'1142 - 8th Avenue South. J� We will notify our Utility Billing Department and it will be your responsibility to see that the correct house numbers are posted on the new residence. Harry M. Whitcutt, Acting Director Community Development Department HMW/ae cc: Utility Billing Date October 27, 1977 STREET FILE917 MEMO TO: John B. Mitchell Water/Sewer Superintendent FROM: Richard H. Allen Assistant City Engineer SUBJECT: SEWER CONNECTION CHARGES Legal Description: North 1/2 Lot 5, Block 10, Plt. of Yost lst Add. City of Edmonds Commonly -known : Owner: as-1-1--2.4 Eighth Avenue S S. Bowhall Z.F.F. Calculation: ( 61.6 ) Z . F . F . x ( S. SO - ) _ $ 338.68 Connection Fee ( ) Lateral x ( ) _ $ Lateral Charge ( ) Unit(s) x ( — ':'.;.' ) _ $ 25.00 Trunk Charge $ 10.00 Permit $ 373.68 TOTAL APPROVED BY: a-ry ----� Leif Larson, P.E. Direc or of Public Works CC: Owner 5/10/77 11�)() PNQ. S. -...RESIDENCE FOR 5,w ,r- ...._ RIE '�' ?�o\-1q �3 8 E T2THEW:YNNWOODE-EI11ASH=98036= 1 A L &C 2. �i" 0% 03" 6626 212TH S.W. - LYNNWOOD WASHINGTON S8036 .: 776-6424 1 1 SHORT SPEC FOR THE CONSRUCTION OF THE MURPHY RESIDENCE Foundation Owner to provide a soils investigation Typical "T" foundation Smooth finish on slabs Exposed aggregate driveway and walks Rough finish grade site Siding 1x6 tight knot cedar siding Prestained and backP rimed III ' Roofing Asphalt three tab shingles $48.00 allowance PL square Option on No.1 cedar shingles on I, spaced 1x41s Interior G.W.B. ceiling & wall to have smooth finish . Carpet $12.00 a yard allowance installed Cabinets $5000.00 allowance installed Tops 0 s q . ft. installed �35 Vinyl sheet goods $10.00 sq.ft. installed Tile $4.50 sq.ft. installed I Doors - oak Trim - fir Windows Alum sash , insulated, bronze anodized H&D or eq. Interior window trim to be fir Fireplace Two box,brick $6000.00 Allowance Familyroom fireplace By Owner Hardware Schledge quality Insulation R-30 ceiling R-19 in living room ceiling R-11 walls and exposed floors ' Light Fixtures_ Provide $1200.00'Allowance JALC20`30 INCa 662B 212TH S.W. LYNNWOODI WASHINGTON 9BO36 :: 776-13424 t Page 2 Built-in ' Applances Provide a $700.00 allowance ' Garage Door Stanley4- panel O.H. door to sidin accept a 1 Painting By Owner ' Mechanical By Owner ' Plumbing By Owner Electrical By Owner II� f MUKFH**'f 0`~ TI 11C zleo MAN H."- 15,10 -rbTAL LIVIO1 -OMISCr,- r-A65 OF s1 P TO 6GHTW LINE H Pee No m 10 ola. �zl2oe- 1.60NTACT -rqE . AA\L601140. Lf H N WOOF I WA I go%p 7& (a -&+I+ .M M m m m 'CODLS A';D L0:,D1NG Building shall be constructed in conformance with Uniform Building Code, 1976 Edition. 1 Floor live load 40 psf Roof live load 25 psf ?find load 20 psf 'Seismic condition Zone 3 Eaximum soil bearing 2,000 psf ' Soils and Foundation 1. Contractor. shall extend footing to undisturbed soil of the specified bearing value, but not less than a minimum. of l'-6" below adjacent finished grade. 2. Where required for floor slab, contractor shall provide a well graded granular fill all be placed in 8 with not more than 5% passing a number 200 sieve. Fill sh" ' maximum loose lifts land compacted to 95% of modified AASHO density at optimum mois- ture content. Cast in Place Concrete 1. Contractor shall provide 2000 psi concrete' at 28 day strength with not less than ' 5-1/2 sacks of cement per cubic yard and not more than 5-1/4 g Per .sack. ' 2. Maximum size of aggregate shall not exceed 1-1/2 inches. w 3. imum slump shall not exceed 4 inches. 4. Reinforcing steel shall be ASTM A615-74A, fy=40,000;and shall -be fabricate and �� placed in accordance with the latest edition of ACI Manual of Standard Practice." ' 5. Concrete cover for reinforcing steel shall be in accordance with UBC Section 2507 (0) 2. ' 6. Reinforcing steel field splices shall have a minimum lap of 30 bar diamiater but not less than 15 inches. 7. Concrete shall be vibrated but not to excess so as to cause segregation of materials. 8. Contractor shall construct a floor joint at 30 feet maximum spacing. Method of constructing floor joints shall be subje:t to the approval of the Engineer. Struc=ura'- Steel: 1. All -steel shall conform with ASTM A-36. All bolts with ASTM A-3- 7. 2. All fabrication, erection and detailing shall be in accordance Witt: the latest ' edition of the "Manual of Steel Construction" of the American Ir.:`i -ute of Steel Construction. 3. ?_11 welding shall be performed by certified welders in accothe "Welding Handbook" by the-?-Derican Welding Society. d-� 4. All adds shall he 3/16" min. continuous fillet welds using AWS AS, E70)a elfctrod Weld b2am banger assemblies with continuous 1/4" fillet welds on one side of each component, unless otherwise noted. 5. Contractor shall provide washers and lockwashers on bolted connections. 6. All steel not embedded in concrete or masonry shall receive one shop coat of an approved primer paint. Timber Framing 1. Lumber shall be in accordance with "Western Wood Products Association" rules. Linht framing shall be Hem Fir studs, standard, or construction grades. Joists shall be Hem Fir Number 2. Bewn shall be as noted on plan. 2. Trusses shall be designed by a Washington State Licensed Engineer and shall be subject to approval prior to installation. 3. Nailing shall be in accordance with UBC Table No. 25-P. 4: Contractor shall provide cut washers for all bolts and nuts bearing on wood. 5. Exterior wall sheathing Use 1/2" structural II plywood and attach with 8d @ 6" ctrs along panel edges, and 8d @ 12" ctrs alorfg intermediate framing members. 6. Roof sheathing shall be 1/2" CDX int-DEPA, P.I. 32/16, Douglas Fir No. 1. Miscellaneous 1. Contractor shall verify all dimensions in the field. 2. Contractor shall provide temporary bracing as required until all permanent connec- tions and stiffenings have been installed. 3. Gypsum wall board shall be 1/2 inch minimum thickness, unblocked, and attached Witt 5d cooler nails at 7 inch centers. I 1 od , wow MUM X vk4 n 'n; ' per : �U of r o l YL'I !%1` G�i N I ���J (/�i�/G• r Z �I'1 Q Q �'1(i� . f2-so wt)UL A,!:044L'jT--- �4tit QLC-5 &' Gt�C -*4 TZ� CA TI-E Y 2', G 1l>x Fu _ fl�2 YP16g- 1 Y2,l �u L�ivirVA r-ooM A 4- Lend TIZt M (2 (AAA i:-:� f I �Co . St diNG( Crc ` iN�� G1.A55 -GCE ►-. gl I GONG WgJL i 4�HT Porn — f 14T rzLIOR ��CPvg - Mn. 5-tAJ {Z L4I4 b IPej G FL dST 6QSIF-M EOT • L.2 i f s`tA, ��rJe rr,Y, FL J5T SLOCK(f4 j 1 1 1 1 1 .►ewe 1• ��� �.• 71a Cold NS (v. 2' 0,61 � L 6 AS k` M,t> -2�oq 11 E MV04 I 4oNz -sus T K Co 0 L� GCNNecl CH !��"A11... r,�, T� r')-'noR TAL-j14eE-sHo;f;� �21 OR PPl10 V11ew Jr it Ga\vl Wa'J— �y 7J II PLYY4000 s` zt K 1=1.!-c�Z. 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MCMtlLH . CHORD h19n. 2ivoi IASn. 74Un1 'OF —LA M�11, 710(11 DF•LAn DF•LAII h1611. IUUUI, DF•LAII.,. IILIA•P111 .,. D/'LAR DP•L.AII • IILM-FIH ITEM FIR - UF•LAR HEM FI, GI[Y 7.2! 7.UE DNS. SGL, S TI�, I,ULI I SUL. STn. DNS. NO. I I.OE I NO, I ':I . SLL. STH.• . • DNS. NO. 2 NO. 2 NO. I NO. 2 NO. J NO. J 2X6 11"I 44'r3`, 43'-It' I ,10'-7Y j 401.7:37=3'/ 351.61r I 33'-3" 32'-5' 28' Ipq 2 4'.4H 2U-I TOP CHORD 2X4 31'-2" 29-11 Z9'-g" 28'-5' 2-W-5" 2-7L10" 2GL4' 25L3'"': 24'-10' 2-41-:3" 22=0' 21'9" 19'0" 6 45'-I" 441-0' 37'-7' 29L4' 24�2 BOTTOM CHORD I 2X4 4.4' 2';. 44'-Z-".';, 39'-S' 39'r5` 37'-7' ( 35LG°'• .3'-7" •�34'-330'-3" 29Lr- 25'-3' WEB MEMBER 2 X 4 HEI 41VSTANDARO UNLESS OTHERWISE NOTED. SUBSTITUTION OF ANY MATERIAL' OF THE SAME SIZE CIS PERMITTED, IF TAKEN FROM THE LEFT OF THE DESIRED SPAN. WHEN t/4, EILEECn 'Ip' "1, CBvIEW P_-L�T'll�p.•1 U-IO12o DE-PLE(TION. JOINT 1 J 0 1 N T 2:'$`G �JOINT 4. I;-,JOINT.9,,- , ' .. JOINT 10 ' .. i, I^� ,�I .rl` � 1: �t;l Ir.t� .1 , ,.I I r ,i 11 I .',.,y ,,i I .. .�Il: �: ..II, li.•'It�• �. .. .. .. .. _.. .. F _. _.. �-•.a'•.-.. ....•� ti 1 ! ..:.,. ..,o... _ _ > ,/ ...,. ... II .. ....I. ..n,WKI. nw t . .... •.... A d I IZA i Id .I ,- ^, 11,'l''. t'IJi;S ,. '1�1,•.1T ,I,. _J-B .I tr'. ;LWI �`.••' r I B 1 B. A A I 124t►T 19GBr. 4 82�°T 6 ALL. c... _ i.. _ ._._ .._...__ I j __ O ti 11.2$1'iEF . __ ....... _. ,4. L _ SOT Z.K l 2 x�re� i D INT 11 ((+LL SPANS�1 i. 22.5Q DG DINT ,1';1 `i :F . '. '�•6 ii:6 ,' I }STRVCTURAL NOTES .. j•T;�(' L �- ► y'; 5- ' '.,C2�; -� y, ' O DESIGNED IN ACCORDANCE WITH LATEST EDITION OF THE UNIFORM BUILDING 000E AND "DESIGN 3aJ,4r 1i D i IX4 CONT BRACE '• , f SPECIFICATIONS FOP LIGHT METAL PLATE CONNECTED WOOD TRUSSES'. :. I2 x +C,... :. a ? ; I d • I 2 5El 41 (BY OTNERS)TYP. ! ;, C. ^ RF INCP CASES •._.STRESS' DIAGRAM _...,•...:.. © `.' ': 31L$"-2o1. O• i .. TOP•CHORD DI.- Emu �Is SCALE%1.40_9 r I �'� •-i JOINT ' 1 t I O IH' • •,i F . ri' BOTTOM CHORD OL HATES 1 E` _• JOINT3,1 J�' I r TOTAL: - ''TL' SS PSF TRUSS SPACING 1400.L � � •• ' 22.5LI' b 8- 23 4 - . LUMBER SHALL CONFORM TO U. B. C. STD. 767 26-0 OR 764. MOISTURE CONTENT SHALL NOT ', . • „ - O p , . •• 1 1 r 1' , I i i..) -..'-EXCEED 16%! 4% AT TIME OF FABRICATION, '....,... i B .. JDINT:2 4 3..,. 34.8,31.6' f arca,c.0 TE£ O 4L=3'-2G' II' O -371q- I I ^F COMBO LOCK CONNECTOR PLATE IS MANUFACTURED FROM 20 GA. GALV, STEEL WITH A MINI• , ' )6'8 -,O•%- ,,� I (• + ',I MUM YIELD OF 40 KSI. NET CROSS SECTION AREA OF PLATE IS .0217 SO. INCHES PER INCH -OF PLATE 13• 7�� 1 :' •�•(• ,•.1_ V/LX4 N•F. I . -, •�- �•�•`, WIDTH. THE FOLLOWING ALLOWABLE LOADS IN POUNDS PER SQUARE INCH OF EFFECTIVE CONTACT I • (•�';. - 40'-8=43'-B" 37-j'-.+(FLIT' E I • C._ AREA CONFORM TO I. C. B. O. REPORT NO. 1606 AND MAY BE INCREASED FOR DURATION OF LOAD IN JOINT'1" O O 2 W/2X4 H.F Y7Z5 46- ACCORDANCE WITH U. B. C. 260/ ICI .: OL Ix3� *' JOINT II 1 ' ' 1'� JOINT 10 5 INT9 ' CALL S ANS). U. h, $ Z z JOINT 8 'i',` O•-•t •� •^''' J H 9' �•r G S L PLATES .go ON TO Pr_ EACH 200 FACE OF TRUSS AT EACH JOINT. POSITION PLATES WITH EOUAL AREA,. 5 G� - �' : K i I ABRICA I N 'F'•{ O !;• T O „•$ yy EACH MEMBEfl, UNLESS OTHERWISE DIMENSIONED. MEMBERS SHALL BE CUT AND JIGGED TO IRO- INi; •, �1` t,'t,�6): �',''7. •r VIDE A TIGHT FITTING JOINT IN ACCORDANCE WITH U. 8. C. SIDS. SEC. 26.1138 (AI. PLATES SHALL• ,L I• •1-,NOT BE INSTA4LEO WHERE KNOTS OCCUR,; I•'.. tr f�S'1 tR ECTIgN } flR ASINU ... I .•' .1, (" ,•12'•4`- 4e • 1 \I \ �•• —'fHiS-T ' W, 17C ISTOR THE TRUSS DESIGN ONLY. THE BUILDING ARCHITECT OR ENGINEER SHOULD ,Z BRAC�S-ir 44'-1'-44''II" L1• I' I BE CONSULTED FOR THE DESIGN OF THE ROOF FRAMINO SYSTEM AND ANY REOUIRED TEMPORARY I MIN. BRG. AREA SPAN . . ,..., . . /,.I Il.. I .. 'd I AND/OR PERMANENT BRACING. B.25 SQ.IN. 42'-3'TO W-11' s•zs so IN. ?4'•IO'ro 13'-(,' TRUSS ELEVATION • •CIF ,IC/Ij''I� ,• -�, . DIRECTION Of LOAD WITH RESPECT TO THE LENGTH TN P AT MBER PECIE A FIR A H HEM.FIR T 46° B IN7 1 B IN7 ' � • B IN7 /IN7 E OF ql \I ILA X. CC:D .�'�,� ' ��\�\\\\ JJ, Ail,IMOr«E111E0 [� •-.•I p .. • % TONAL I-OWRIAN C01100 LOCK MUSS TRUSS I P PAN 5 46-1 I To 13'-(, N 1• M.L,PELTON DATE 1 2.2.74 1.' P. H. BOWMAN CO., INC. 4610 UNION NAY IlAtf N. 62t•110o ..,...,,..n.n.. ...,,. 1MA«I«a H., M'55-4 -MX A DA ♦I t I MAX. ALL OkA5LE GANTILEVER TO 12 OH, W/p W/WEDGE... SIZE WCVA. 2x4 2�10 2Xa �1�2 -rp 12 GH. W/O W/ WEpG'E. x� yl_E WP4 2x4 2 G 2 , EH, VJ W/DG0tr 2x4 2X �2X� 'Lx4 2xeo �_ 15 1q 22 2x(10 Zx8 10 Pb 2X4 2 xrd 7 1�5 _16 24 24 3o 29 1�5 _8 10 110 I� I?' 1b 2x8 i,b 2q ;s5 40 _2x�—..,II 2x io;. ��5 12'�. i�l I� 22 2�0 2x to • -'LX-12 24 �� 41 4.5 , 2� 2ro �,o �,0 2 x io io . �b 2xI2 1� I 22 2� �0 41. 4� 45 2xa � TO IS _ �,IZE Wc�i. 2xh 2x�o 1�'v -- �y2 To I2 D T. GH.rW/o W/WED�E� SIZE wDc. 2X4 2 ro 2x4� 51/2 To.:I2 DOT. 6H, 51ZE W/o wo�.Ot WJwr*DG 2x� 2><� 2x4:.:° �:_ I� i� 2x� `.:��-.I;? 19 2 x 8 '10 i to 1� 2� 2 X 10 : .��: 19 2� 2G ? X 12 :I 2� 2� �0 5 %2 Ta 12 . W rr GH, W/D W WEDGE -- E Wes. 2x4 2x� 2xaW[��2I'ID 2x4 ----- 2 x P� I'_ q__ II 2x4 15 20 2`1• 2 A I I 20 2S .2q 2 x a 15 24 2q 34 2 x to 9 14 1`1 1�1 2x l2 12 17 20 22 "j TO I �? GH. W/Owexlpal 2x Io 20 2q �4�• 2 x l2 25 �4 40. 44 4 To 12 GH. SIZE L�!%O wDG. W/WEDGE 2x4 2xlo i2Xa (0 �I 17 21 2� 2 � (0 ;!o'` I I 15 17 11 zo 21 24 2� 27 I I� 2xa ►� 21 25 ; 2°12)4� [7, a I� 2 x� 2 2XI 2 _101 I I to 15 _ .I1 I� I� .25 --F--- �ox to ZX 12 :i2. .;15 I- 21 20 This design is in eccadancs with "Tire Design Specifications for Ught Metal Plate Connected Wood Trussa•• ud the ested code. Pules sre,to be pressed Into from %idea of the truss joints. Locos synrmetrtary on yanl eacapt wise dmensions are shown. Sn IC90 capon No te95 for plate spgmc3bdns. Tide truss mull be br ced during Zon. snd permanly braced before any IoAds are sppeed. Bowman accepts reaponsibYty only for structure] design of truss. It Is Ins, bulking 6Wgrw-s ruporwbrely to speafy sufhdeni bracing to wilhaund loadrp at mitre sumcua. P. N. Ian ou Co. Ihc., P.O. 5715, Somme, Wt. 98106 NOTE % REFER To BHT. I op 2 Fog NOYEh, IN TC DL CODE TPI SPAN PROFESSIONAL DATES'22'7g PITCH SE � :TC LL EWOOD NGINEERUSS ING JOB 7:� I� SPACING q Ze- BC DL _.__ STR. INCR. o O TOTAL — _ CAWJILEVER DETAIL BY-LZM-- K 2.37f1 MAX. ALLOWAP>LE , GANTIL.E��� (G�)(INGHES) :.2 TO ►2 . oH. o71ZE w/o Wt. wjwEpe�E 2x4 2x(o 2�8 2 x 10 Z X i2 ,z V2 TO ..I:,Z, eoT, G H. 51zE w/o W�i•'Lx4 W W E QGi E. ,2Xb 2X8 2x4 9 22 2 x 40 16, 2oi 5 to 4 2 $5 42 As 2 x l2 1 -6-7 145 PLATE Ar,C; o GNo 5.HALL 51!� A? LC -AST ;150lo OF HEEL PLATE AREA ( EA FAGS) ADD'.I �O WHEN .. II !ice f7 J �Y� ;l• �0 qt,,r,`{l�� HEEL R. ;, ski 2,ro41, 06 1 , �•:, ; , it �,• - �/� oor)tnoone cY +� GANTiI.>rVER ►� n "ice`s `. '' es��ep PROrenSi >, Ho IZ D .LENGT H 2995 GA NT ETA I L c r. r _ j C�STr. \�F, ppf� NOTE: SEE 07HT. 2 OF 2 FoK I HFoe TO i io 12 PITCH TA5LEdry TO E5E U5E D IN RELATION TO E50V.IMAN 4T4,NPARD: GATALOel D2AWINGjS -ALL SPANS 4 LOADS (EXGEP? �G155oIZS .TAU) <<r•; a z z KL :v 6743 OREGON �c y RP, 9. 19,t to NFjy R A} li � CODE t I ' gn Is In accordance with "The Delon Specifications for.Uohl Metal Place Connected usses" and the Mated code. Plates us tobe pressad Into both Oda of the trust Iolnts.' ` mmetrins. onbint wnera e shown. Sea report No 1o951or SPAN TC DL TC LL PITCHh :_��b 1 (�(� PROFESSIONAL I ^1� I WOOD TRUSSte DATES'22'�3 LWo.od rmust ed duri g s ants applied. Bowmen accepts respor�bAty ary for structurdon, and alal 6e*n ofat�s. If Ice fie � SPACING 24 o, �. BC DL �JLJ ENGINEERING JOB % I (03 daloner'Y ruporulbiY to specrf suMcient bracing to widutand 6OsCno of enure. 4 y STR. INCR, I�TOTAL : , GANTILEV�g DETAIL. BY �' P. H. town a CG. Ix., P.O. 5711, 3t N@. WA. V105 UE 2-378 1. .'.. ,d,`.i'•.. f.': . U U V / I I 1 1 1 I 1 I Co] t--------------------------- - LU U Q J n- L1J LL O Fes, E. PUMICE CLAY Nominal Size Tinch Actual Size inch 8 x 8 7.5/8 x 7-5/8 8 x 12 7-5/8 x 11.5/8 8 x 16 7-5/8 x 15-5/8 12 x 12 - 11.5/8 x 11.5/8 12 x 16 11-5/8 x 15-5/8 16 x 16 15.5/8 x 15:5/8 412' 1 4 1 C ' 4( 38 1 36 C 34 U fD 32 0 30 1 28 26 ' 24 Effective Norninal Flue Area Size sq. in. inch 30 8 x 8 53 8 x 12 77 8 x 16 93 12 x 12 131 12 x 16 172 16 x 16 20 x 20 PROPER FLUE SIZE FOR SINGLE FACE FIREPLACE Actual Effective Size Flue Area inch sq. in. 7.5/8 x 7-5/8 35 7.5/8 x 11-5/8 58 7.5/8 x 15-5/8 77 11-5/8 x 11-5/8 93 11.5/8 x 15.5/8 131 15-5/8 x 15-5/8 179 19-5/8 x 19-5/8 300 40 3z 56 60 64 68 72 _ _ f Width of fireplace opening (inches) 3 AHO_RA GE: e outside of structure Each ceiling line beginning 6' above grade line Pg. 10 3/16" x 1" or equivalent steel Uter Two nbedment in chimney Pg. 10 As per details is to Pg. 10 Joist — across three when perpendicular to anchor js�i with Pg. 10 Two/2" bolts or two 3/8" x 3" lagbolts or six 16d nails -itirely within structure None required fRANCE: rame 1" on exterior wall or %" on exterior wall covered with gypsum board 2" when entirely within the structure dustible material 6" to fireplace opening (See code for special conditions) e Zero - No load to be imposed on floor LSE AREA: 1/10 of fireplace opening for lined flues 1/8 of fireplace opening for unlined flues 0BEL SLABS: ,ifness Pg. -7 2" ength Pg. 7 As required i Pg. 7 12" ei rcing Pg. 7 As per details DINT Standard Wt. ENFORCEMENT: Concrete products 16" o.c. (max) Stack bond all products 9" o.c. (max) Form joint reinforcement to fit corner. For continuity of reinforcement, lap all side wires 6" wherever they meet. IALL TIES: 22 gauge or equivalent metal One per sq. ft. between front wall of smoke chamber and facing material ' above opening lintel. One per 16" of vertical rail joint on exterior walls between different masonry materials. One per 16" on interior partitions butting exterior walls of chimney I.ORTAR: Type S (1 cement, % lime, 4Yz sand -max.) 1800 psi UT: Pourable mortar (9" to 11" slump) Pour and puddle as per reinf. masonry. Max. pour height 4'.when grout space is kept clean of mortar overhangings. RAME WALL HEADER: Masonry flush with wall —header at least 20" above fireplace opening lintel. For each 4" masonry projects into room increase header height 6" V ECTION: Bldg. Dept. will be notified at least 24 hrs. in advance of constructing fireplace. The location, date and time it will be started and who is building the fireplace. The fireplace is subject to inspection at any time during construction or within two working days after completion. r 2 (Unless otherwise noted) FOOTING: Local soil conditions may change the minimum requirements Thickness 12" Length & Width A 6" beyond masonry on all sides WALLS: Foundation B 8" More than one firebox above one another B 8" up to last firebox Above last hearth C 4" HEARTH: Flush or cantilevered Support the imposed loads Width Pg. 9 12" either side of opening Projection Pg. 9 16" from face of opening Precut Stone or Precast Pg. 9 3" thickness supported on 3" x 3" x 3/16" angle irons on 42" centers Concrete 2" thickness supported on 3" x 3" x 3/16" angle irons on 24" centers, or angle iron within 4" of front edge for full length of hearth supported on 3" x 3" x 3/16" angle irons on 42" centers FIREBOX: (Max. joints in firebrick %") Back Wall D 4'/." firebrick - total 8" Side Walls E 2'/2" firebrick - total 7" (To insure solid backing of firebrick; backup units should not have face area greater than 48 sq. in.) Depth F 22" from face of opening OPENING LINTEL: G Incombustible DIST. FROM LINTEL: Bottom of damper H 6" Bottom of flue lining 1 24" SMOKE CHAMBER: Must be lined with clay products Backwall thickness J 6" Side wall thickness K & K' 4" + 4" Front wall thickness ' L 8".to flue size M 6" to bottom of flue lining CHIMNEY: Wall thickness 8" unlined u N 4" plus lining Adjacent flues Pg. 7 Two flue linings together, then 4" masonry wythe, then another set of linings. Effective height above roof Pg. 11 Includes max. 4" of flue lining projecting above masonry Height above roof Pg. 11 2' above highest point within 10' of chimney 3'.above roof when pitch is less than 1%to 12 REINFORCING: _ Vertical Pg. 8 Four No. 4 bars for chimneys up to 60" wide. Add two bars for each additional 60" width. Rebar to begin at top of smoke chamber & end in chimney cap. Horizontal Pg. 8 Joint reinforcement 16" o.c. when distance between rebar & exterior face is greater than 20" and/or distance between reinforcing is greater than 28". Special Condition Pg. 8 For interior void width greater than 24" - add cross wall & anchor. t.FLASHING: Pg. 11 Flash & counter -flash CAP: Thickness Pg. 11 2" at edge Reinforcement 4" std. wt. joint reinforcement Material Cement and sand 7 �NTILEVERED RAISED HEARTH 11 D IIII � D M� ,OI5'j' HANGERS W/O TOP FLANGE U uu BUR AVAILABLE IN 3X AND LARGER SIZES DESIGN SPECIFICATIONS MATERIAL AND FINISH: 12 gauge galvanized steel FASTENERS: 810; 11/2" x 9 gauge (10d) B16; 16d common, or B20A; 13'/4" x .192" (20d) annular ring nail. B20A nails are fur- nished with BHU hangers. DESIGN CRITERIA: Loads are based on the seat bearing or nails in the '�� header. Roof loads have been increased in accord- ance with the U. B. C. DIMENSIONS NAILS LOADS MODEL NO. JOIST SIZE A B H w Header Joist Uplift Normal Roof 15% Was, 25% BU 28 2x 8 11/4" 2" 61/4" 1-9/16" 8-16d 6-B10 624 1072 1232 1340 BU 210 2x10 11/4" 2" 81/4" 1-9/16" 10-16d 6-B10 624 1340 1541 1675 BU 212 2x12 11/4" 2" 101/4" 1-9/16" 12-16d 624 1608 16081849 1849 2010 2J10 BU214"i-:`_ 2x14. 1Y4"'. 2% 12Ya" 19/16" 12-16d24 BU 34 3x 4, 1Ya" 2". 2'h2 9/16 4 16d476' N&B _ 536 616 670 - 3x6'_ t1VA7 2'' 4'2" 2-9/16" 6-16d416 806 926 i007BU B_U3Q. - 38 3x 8 11/4" 2" 8-16d624 1072 1232 7340 BU 310 3x10 11/4" 2" ]61/42-9/16" 2-9/16" 10-16d 6-B10 624 1340 1541 1675 BU 312 302 11/4" 21/z" 2-9/16" 12-16d 6-B10 624 1608 1876 1849 2010 2345- BU 314 3x14= 11/a".; 2Yh." - 12Y4" 2.9116 14716d 8-B10 832 2157 BU 316 3x16, ` 1 Y-7. 2'/2' 14Ya." 2 9/16 16-16d 8 B10 832 2144 2465 2680 BU44 '' 4x-4 1Yi,' �2" 21/:". 3-9/16 4-�16d 4-610 416 536 616 670 BU 46 4x 6 11/4" 2" 41/2" 3-9/16" 6 16d 4-1310 416 804 924 7005 BHU 46 4x 6 11/4" 2" 41/2" 3-9/16" 6-620A 4-B20A 568 852 979 1065 BU 48 4x 8 11/4" 2" 61/4" 3-9/16" 8-16d 6-B10 624 1072 1232 1306 '340 3420 A Y 61/4" 3-9/16".. 8-B20A 6-620A 'L 852 i 136 BU,410. `, ='`4z10 �Ys" 2. 8'/a' 3-9/16" 1ai.fid r6 810 62a 1340 1541 ;675 :.8Ya". 3 9/16" 10 B20A 6 B20A 852 1420 .1633 1775. BHU 4 0:_-:: = 4x10: _ s 1Ys'' - 2` BU 412 4x12 11/4" 21/z" 101/4" 3-9/16" 12-16d 6-B10 624 1608 1849 2010 BHU 412 4x12 111/4" 21/2" 101/a" 3-9/16" 12-B20A 6-620A 852 1704 1959 2130 BU 414 4x14 11/4" 2%" 121/4" 3-99/16" 14-16d 8-B10 832. .1876 2157 2345 BHU 414 - 4x14= 11/4:': 2Yz" 121/4" 3-9/.16" 14-B20A. 8-B20A -8 1136 1988 2286 2485 - BU 416 J 4x16, 1Y4" 2Yi" 14Y4 3 9116" .16-16d B10 832 2144 2465 2680 416 6= .�' 2 T 4 . " 3 9/i 6" 6-B? -0 6-16d 8;B20 4-16d 36. 536 2272 804 26L2 924 2 8A 0 1005 BU 66 6x 6 11/4" 2" 41/2" 51/2" BHU 66 6x 6 11/a" 2" 41/2" 51/2' 6-1320A 4-1320A 568 852 979 1065 BU 68 6x 8 11/4" 2" 61/4" 5Y2" 8-16d 6-16d 804 1072 1232 1340 BHU 68.= �.. 6x 8 6x ;tYe"`. 5Yz',' -6--1320A 6-B20A . 852 1136 1306 1420- BU.610 = 6xf0 11/a"�'10-16d 6-16d 804 1340 1541 1675 "z T'l 5 " 10 6 16d804 520_ 1608 63� 1849 2010 5BU 612 6x12 1Y4"` 51/:" 12-16d BHU 612 6x12 11/4" 21/z 101/4 51/z" 12-B20A 6-620A 852 1704 1959 2130 BU 614 11/4" 21/2" 121/4" 51/2" 14-16d 8-16d 072 1876 2157 2345 BHU 614c-:='1Y4"- 2Yz"' _12Yi-^ ' S�z"; 14 B20A &820A 136 1988 2266 2485;BU 616 r2-2xX 1 Ya " 2Yz". 14%aS?/z" 16 16d 8-16d 072' 21442465 2680U 616:`::1Y ." 21h"': 14Y4". 5Yz" 16 B20A 8 B20A 136_ 2272 2612 2840BU 2-24 11/4" 2" 21/2" 31/a" 4-16d 4-810 416 536 616 670 BU 2-26 2-2x 6 11/4" 2" 41/2" 31/a" 6-16d 4-B10 416 804 924 1005 BHU 2-26 2-2x 6 11/4" 2" 41/2" 31/e" 6-B20A 4-620A 562 852 979 1065 BU 2-28:`: =:.'; 2-2x 8 1 Yi"r = • 2.",: - 61/a ` 3Ye "- , = 8=16d ' 6 B10 624 1072 `1,136 1232 1340 BHU 28 = 2 2x 8 1Y4" 2."'_ ! 6Y4" 31%" 8,B20A 6-Kok'. 852. 1306 1420 _.2 BU 2-210'.:'::_ 2 2x10 _ tYa" .2", `_8Ya.". :,3Ys" t¢-16d _6 B10 624 1340 .1541 1675. BHU 2-210 2-2x10 11/4" 2" 81/4" 3Ye" 10-B20A 6-B20A 852 1420 1633 1775 BU 2-212 2-202 11/4" 21/z" 101/4" 31/a" 12-16d 6-1310 624 1608 1849 2010 BHU 2-212 2-2xl2 11/4" 21/2" 101/4" 31/e" 12-1320A 6-1320A 852 1704 1959 2130 BU 2-21'4:'-:: 2-2x14 ;; _1Yi'. 214,._ 12Y4" ... .3Ye"' .14-16d S-B10 832 1876 2157 2345" c.^ BHU2-214.- ......._., 2-2z14-''.._lYs": ... 2Y2"•-; - 12Y4 -3Ye", 14-B20A 8-B20Ar 1136 1988 2286 2985. BHU 3Y'a-12 3Yax12_ :-:1Y4"_ 2Y2.•. 10Ya". 3Ye".,. 2-B2QA 6 B20A 852 1704 _1959 2130 BHU 3'/a-15 31/ax15 11/4" 21/2" 141/4" 31/e" 16-B20A 8-1320A 1136 2272 2612 2840 BHU 5'/e-12 51/ex12 11/4" 21/2" 101/4" 51/e" 12-820A 6-820A 852 1704 1959 2130 BHU 51/e-15 51/ax15 1 11/4" 2Y2" 141/4" 51/a" 116-820A 8-B20A 1136 2272 2612 2840 APPROVAL: See Research Recommendation No. 2725 of the International Corlerence Building C'ficials.a 1 r Designed to tie trusses or roof joists to the wall section more securely. Eliminates toe -nail- ing. Provides resistance to uplift. TR.,USS & PACER ANCHOR DESIGN SPECIFICATIONS MATERIAL AND FINISH: 18 gauge galvanized steel. FASTENER: 10d common nall. DESIGN CRITERIA: Loads are based on nail values in accordance with U. B. C. Loads for pairs of connectors shall be the sum of the individual loads. MODEL Materiel DIMENSIONS NO. Gauge W H L NAILS LOADS Normal Uplift Wmd Upiitt Rafter Header BTA3 18 33A' 4z/8" BTA5 18 33/e" 4z/e" 1 3-10d 5-10d 3-10d 5-10d 312 520 414 E90 APPROVAL: See Research Recommendation No. 2725 of the International Conference of Building Officials. For use In tying trusses to non -bearing walls. 21/4" slot provides easy alignment. iRIJSs CLIPS DESIGN SPECIFICATIONS MATERIAL AND FINISH: 16 ga. galvanized steel FASTENER: 8d common or larger. DESIGN CRITERIA: Use only for lateral support of roof trusses over non -bearing walls. C MODEL MATERIAL NAILS H 4DIMENSION W THO.BTC 16 ga. 3" 1 Y4 "1 1 1 2 Used by plumbers, carpenters and electricians. Put strength and rigidity back into drilled or notched joists, studs, rafters and plates. Easy to use. Quickly in- stalled. Eliminates weak studs and cracked walls. Con- forms to better building practices. For single, double and triple studs. STUD SHOES DESIGN SPECIFICATIONS MATERIAL AND FINISH: 20 gauge galvanized steel FASTENER: 84 nail. DESIGN CRITERIA: Based on independent laboratory tests. MODEL W NAILS Per Box NO. BSRS1 11h 12 100 BSRS2 3" 16 125 BSRS3 4t/z" 20 100 2 Geotechnical Engineering and Geology 12893 N.E. 15th Place, Bellevue, Washington 98005/Phone (206) 455-2018 May 16, 1977 1 E-292 Bowhall Construction ' 7907 - 146th Avenue N. E. Redmond, Washington 98052 Attention: Mr. Ray Kenny Subject: Soil and Foundation Investigation '. Proposed Residential Site 8th Avenue South and Elm Street Edmonds, Washington Gentlemen: ' We have completed our soil and foundation investigation for'the subject project. A description of our investigation and site geology, together with the indicated recommendations are presented in this report. ' Results of our study indicate that the site is underlain by deep, loose fills and the construction of a single-family residence at the proposed site is not feasible with conventional foundations. We recommend that the proposed ' building be supported on piles extending to the underlying firm natural.soils. SCOPE AND PROJECT DESCRIPTION ' The purpose of our investigation was to provide subsurface information necessary for foundation design and site development. We were not provided with a Site -Plan at the time of our investigation. Boring locations. are shown on the attached Site Plan, Plate 1'; which is based on a copy of a street and property plat provided by Bowhall, Construction. ' FIELD AND LABORATORY TESTING To explore the subsurface soil conditions, two borings were drilled at the locations shown on the Site Plan. The maximum depth of exploration was to about 28 feet.below the existing ground surface. The borings were drilled using a truck -mounted, B-61, hydraulically operated drill rig with hollow stem augers to advance the holes and provide side support during sampling. In each.boring, Standard Penetration Tests were performed at selected intervals. The Standard Penetration Test consists of driving a 2-inch 0. D. split 1 1 Bowhall Construction E-292 May 16, 1977 Page two spoon sampler 18 inches with a 140-pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler the last 12 inches is termed the "Standard Penetration Resistance" (N) and is an approximate measure of the in situ relative density or consistency of a soil. These resistance values (N) are plotted on the right side of the boring logs. Samples retained in the split spoon were visually classified in the field, placed in airtight containers and returned to our laboratory for further classification and testing. In addition, a 2.5-inch I. D. ring sampler was used to obtain relatively undis- turbed soil samples for laboratory analysis. Blow counts for this sampler were corrected to correspond to the Standard Penetration Test (N) values. Our field investigation was continuously monitored by an engineering geologist from our office, who classified the soils encountered, maintained a log of all borings, obtained soils samples, and made detailed site observations. These logs are presented on Plates 2 and 3. Soil samples were returned to our laboratory for further classification and testing to determine the strength of the site soils and physical properties. Field moisture - density determinations were performed on undisturbed ring samples. The results are shown on the boring logs at the appropriate sample location. A direct shear test was run on samples of the natural site soils. The result is presented on Plate 4, Direct Shear Data. Three sieve analyses were performed on representative site soils with the results illustrated on Plate 5, Grain Size Analysis. SITE CONDITIONS Surface Conditions The proposed building covers an area about 1770 square feet on the site which measures 66 by 125 feet in plan dimension. The site is fairly level for about 100 feet from 8th Avenue South then slopes down approximately 30 to 35 degrees at the west end of the property down to the Snohomish County Reserve. Empty lots exist to the north and south of the site. Elm Street exists approxim- ately 66 feet to the ort A storm drain runs along a right-of-way bordering the north property line. 5� Some small shrubs and grass cover much of the site. Chunks of concrete and asphalt were noted sticking out of the fill. Water is draining from beneath the toe of fill. Surface water was emmanating from the slopes north and south of the subject site, thence flowing westerly. Subsurface Conditions The two borings revealed that the subsurface conditions are fairly uniform across the site. A 14 to 16 foot.deep fill covers the site. The fill is composed of loose and wet, silty, gravelly sand. Some organics and miscellaneous debris (concrete, asphalt and wire) were encountered throughout the fill.The fill is loose to medium dense in the upper 4 feet becoming loose with depth. 1 ' Bowhall Construction E-292 May 16, 1977 Page three ' Underlying the fill is y g a layer of medium dense, gray, grading to very dense with depth, gravelly,.silty sand which continues to a depth of 25 feet. A 1-112 ' foot thick silty sand layer was encountered in both borings ata depth of 21 feet. The gravelly, silty sand is underlain to the depths explored by a very dense fine to medium sand. ' The water table was difficult to determine due to the seepage in the fill and in the natural sands below. However, water was noted in Boring No. l at about 10 feet. We found a piezometer pipe on the lot to the south and found the ' water level to be about 2 feet below the surface. DISCUSSION AND RECOMMENDATIONS ' General Based on the results of our field exploration and engineering ana-lyses, it ' is our opinion that the presence of deep, loose fills on the site preclude the use of conventional oun ations as a methocl for toundation suppor a recom end that the proposed structure be supported on piles bearing in--Me—very dense ' undisturbed, natural soils. Due to the loose and potentially unstable condition__ of the site soils, we recommend that auger -cast concrete piles be used to support the proposed residence. These piles, adequately designed, will provide lateral ' support to the foundation system. We do not believe timber piles would-be sufficient to provide this support unless some measures were taken to stabilize the existing fill. A 4-foot high rockery or rip-rap.should be placed along the toe of the existing fill. An interceptor ditch should be placed on top of the ' slope to prevent water from running freely over the slope. All downspouts should be connected to tight lines draining off the site. The following sections contain recommendations for both piling systems. ' Timber Piles We have performed an engineering analyses to determine the capacity of a ' pressure treated timber pile with a minimum tip circumference of 22 inches'(7- inch diameter). The design capacity of this pile has been determined to be 15 tons for dead plus live loads. The pile will derive its support almost entirely ' by end bearing in the dense, gravelly sands. Pile capacity in this material will be developed after approximately 5 feet of penetration into the underlying firm -natural soil which was encountered at about 16 feet,. We estimate that most ' pile tips will be about 21 feet 6elow the existing ground'surface. A few feet additional length should be allowed when ordering pile lengths. 1 Piles driven to end bearing in the dense sands may be designed for 100 per- cent load carrying capacity regardless whether a single pile or pile group is utilized. Where more than one pile is used, we recommend a center to center distance of at least 30 inches. Settlements of piles driven to end bearing in the dense sands will be approximatley 112 inch for a single pile. These settlements should occur immed- iately after application of load. 1 �I 1 1 1 Bowhall Construction May 16, 1977 Pile Driving E-292 Page four We recommend that all piles at this site be driven with a pile driver with a minimum rated capacity of 15,000 foot/pounds of energy per blow. Piles should be driven to refusal in the dense materials found at depth beneath the site. We recommend that driving refusal for this size hammer be considered as 18 blows for the last foot of penetratraion, assuming a total pile capacity of 15 tons. Auger -Cast Piles Auger -cast piles are installed by drilling to design depth with a contin- uous flight hollow stem auger. A cement - sand grout is pumped under pressure through the hollow stem auger as the auger is withdrawn or forced. upward from the grouting pressure, resulting in a cast -in -place pile. It is possible to place a large diameter reinforcing rod through the entire length of pile or a steel cage in the upper portion prior to the final set of grout. Based on the blow counts of our sampling operation, it is our opinion that the pile tip should penetrate a minimum of 8 feet into natural ground or to approximately 23 feet be- low the existing surface. A 12-inch diameter pile may be designed for an axial compressive load of 30 tons, dead plus live load. We recommend that the lower 3/4 of that portion of the pile in the fill be designed to resist a uniform pressure of 150 pounds per square foot. In the upper 1/4, the pressure should decrease uniformly from 150 psf to zero at the top of the pile. . Based on the above maximum loads and penetration depths, we estimate that maximum pile settlements on the order of 1/2 inch for a single pile will take place. Pile spacing should be no closer than 3 pile diameters. We recommend that the Soils Engineer be allowed to meet with the auger -cast I ile contractor prior to the start of.construction to evaluate and approve his I lanned methods of operation. The pile installation should be inspected by the Soils Engineer to insure that proper penetration into natural ground is achieved and the piles are properly placed. LIMITATIONS The materials encountered on the project site and utilized in our inves- tigation are believed representative of the total area; however, soil conditions may vary in characteristics between boring locations. Since our investigation is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Should encountered conditions or design parameters change, this firm should be contacted for instructions prior to proceeding. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, please feel free to call us. Bowhall Construction E_292 May 16, 1977 Page five The following Plates are included and complete this report: Plate 1 Site Plan Plates 2 and 3 Boring Logs Plate 4 Direct Shear Data Plate 5 Grain Size Analysis Respectfully submitted, EARTH CONSULTANTS, INC. G John R. Lorette Engineering Geologist Robert Levinson,. P. E. Chief Engineer JRL/RSL/dw A 14 '91 v �.* C11. ..•...-.ice... lW \� Vb'�J.S IJ;Vrli. SITE PLAN approx. top of fill slope I • B-2 8 TH AVE. S. B-2 BORING NO. a APPROX. LOCATION SCALE: I"=20' PLATE I IF 1 1 1 BORING NO. I ELEVATION N Graph US Soil Description Depth Sample Blows/ Wn CS (ft.) Ft. M Brown, gravelly, silty SAND, medium dense, moist. (Fill) 25 8 (Fill Grading to gray, loose and wet. SM 5 Z 5 28 10 (Log in hole at 22.5 feet) Grading to dark brown, silty SAND with organics, loose, wet. 32/5" 15 Push 56 Gray, silty, gravelly SAND, medium dense, moist. SM (Interbedded with sand and gravel) 20 12 SP Dark brown, silty SAND, loose, wet; grading to very dense. 0 �L 53 29 25 SP Gray SAND, dense, wet. 52/6" 1 30 Boring terminated at 28 feet on 5/3/77. Driving Energy: 1401b. Weight Droppina 30 inches W . 0. N o . E - 292 Earth Consultants PLATE 2 L 1 1 1 1 1 1 1 1 I BORING NO. 2 ELEVATION N Dry Graph US ICS Soil Description Depth Sample Blows/ Wn Density (ft.) Ft. (pcf Brown, gravelly, silty SAND, loose, moist. 9 19 SM Grading with less silt and gray, be- 5. coming wet. (Fill) 4 16 116 1 CEZ 5 19 15 Gray, gravelly, silty SAND, medium dense, wet. 27 31 SM Layers of dark brown, silty sand 20 52 8 Gray, silty, gravelly SAND, very dense, moist. Brown, fine to SAND, 25 28 22 SP medium medium dense, wet. 26/5" 36 109 Boring terminated at 28.4 feet on 5/4/77. Driving Energy: 140 lb. Weight Dropping 30 inches W. 0. No. E- 2 9 2 Earth Consultants PLATE 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DIRECT SHEAR TEST DATA 1.5 u 1.0 H V) c� z U) .5 0 .5 1.0 NORMAL PRESSURE (KSF) BORING LIQUID KEY DEPTH USCS W.O. E-292 EARTH CONSULTANTS NO. LIMIT PLASTIC LIMIT MOISTURE CONTENT � 0 DRY ENSITY PCF 2 27-29 SP fine to medium SAND 36 104 feet PLATE 4 w APPLICATION +.s r ' The City of Edmond w s �LE for SIDE SEWER PERMIT EASEMENT NO- -------------------------------------------- NEW CONSTRUCTION 0 REPAIRS ❑ LID NO ................... ASMT. NO. ---------------- OWNER-1C. IOIQCONTRACTOR----••-----•---- wN ?..................................... PERMIT NO. SZ JOB ADDRESS -±--- g .............\'/E_. •-.. —1'................ LEGAL DESCRIPTION: LOT NO. ...... -- �IZ---LOT--------•------- BLOCK NO. -.n-------•-------•-•--------•-- ',4� NAME OF ADDITION------Y 1 ---•-- SST1T.%Q1---•--------•------------------- ed: �11—/-77 yl By ..:..Z,�•... CITY .OF ED�M�O'NDS` E, a�SIxDES�E�WER `PER! M�IT' Lrr _ t WATER-WATER`DEPARTMENT j C .. i ✓? �+; O . L ""To c t PERMIT' 952 n. ,+ l t/Call '176-262R •for side sewer. -inspections nl• FORF tcovering any`,-portfon�=of, theiconstructlon - '+� - 3 ,•. - i Inspectlon 'will be'0provided.'wl[hin 24, houra'after )requst'•t.N7. O Sat ; Sun., or' holiday- lnapectlona ) - `' •- AD16AESS LOCAnON,,OF,CONSTRUCTION: J r o PROPERTY LEGAL. DESGRIP,TION:.-. ...-. ..-....... .. ' o OWNERAND%OR'BUILDER (� n-ti✓-�./ r ��'rY�ii ..( s.... i•, 'i t' � pp Sian, .. � n W t,lnu. �� Jw�s �1.� 7 � 7 � S I -� t 7� � /V� �lY ,�. r,t7�v CnNtTRAGTOR.S7NAME.,Bi•ADDRESS. -. L, 1 , o ,,f r .ilsslon is, granted :..1. -... .... :.:..:,-18 �..1.., for repair and/or connection of a side sewer to the city ;•sanitar sewer . ' ' System. iri accordaneetwith City of. Edmonds ordinances.. ' r; ATTENTION, IS CALLED'TO;THE FOLLOWING:. NOTE No..J The owners of.:the property may,obtain a Permit to. construct sewer.-:fnaIdeyproperty line: A-IIcenaed• Slde Sewer Contractor •must •be.employed +to construct t slde sewer- im. street area. Do not cover any. portion of sewer before It hay been Inspected ' :'NOTE-No:;"2 Alll:work perforinedrfn city* .right_of-way�requirestan. Invasion• -of R1ght=of=way' Perm lhobtalnable,.fromahe-'City-Englneer's'0fflce - •�-e� "�` a ....: 4. r :;• JNOTE .No.:,3—ObCefn full••Information, regarding'. Ordinance I1':d8:030 end Regulations'•governingtaldehsewers,when you ,get;perinit.,_. - . .. NOTE No:,,4uTop'ot'side%sewer:must;haveat'least'301nches�coverage-ah;property-,dine:and•12 inches;lnelde;property:line; minlmum�gradei-of'2�,-� No bends in grade' - •`.,. 'sharper than AA, wfll;,be. permitted'. ;'I. - - - - - ,R - -� , •,NOTE -No "`&=.Trenchesiin'�street' must:be� water. settled`,and .surfaxe of, street.' restored' •to�`orlginal condition Contractora,.ahall- •lie 'reaponai6le--•for failure due' to;' improper " .7work-which-ma develop- within one ear•of completion.. �' _ - ,.r , c ' Y P' Y ':,..NOTD'No."`�IL'fe-.unlawful•.to;alter'or do any other•work�the.n�fs'provided,for'im'the,permlt, ors to, do any�woik on-the..madn+sewer or•dts•appurtenances}except�to-tn- • sert'rthe:plpe-Into: the-.wye.. DISAPPROVED-, Date :,..: B Date y ?' Y ❑ y y Date By APPROVED _, Date ...:.:.G��f>�-/..:._:f By +��� . ;Remarks ....... :- .... ......:. ..... :- ....... - �� r .. 1 1j t ....:..:.....:. W: r BOTH:1Permit :Copies 11IUST Be Signed By O.wnei .of' FIrIn .Performing Construction :PRIOR T& Request -For" Inspection t 11 , ..........................................:.... hereb certlf ,that the sides sewer installation• constructed},under this , ermit (Owner of Contracting%Firm •PerformingConatrucuon) '• y y. p astalled In accordance with'all .g'overning, ordinances of they=City idf'Edinonds -�7.t bated •this �f ^ j day of ! ,;.19 .. J Ji :Check BEFORE you dig for :Water 0., 'Other ❑ �/ _ APPLICATION The City of Edmonds for SIDE SEWER PERMIT EASEMENT NO_ ____________________________________________ NEW CONSTRUCTION ❑ REPAIRS ❑ LID NO_ __________________ _ASMT. NO. 271-!r .;4 .OWNER --__--.. _. " "''� CONTRACTOR ��tiT'�! C �' "'"f '".iu�% �------. PERMIT NO. JOB ADDRESS -______. _�2 __.- _._-`Z__._____��................... LEGAL DESCRIPTION: LOT NO.r-!..._ _____ _S_.___._ BLOCK NO. .!_._ ....... y .... 1---------- ---- ------- -------------------------........ ---- .------------- 0 NAMEOF ADDITION----------------------------------------------------------------------------------------------------------------------- • Approved: DATE-------------------------------------------- BY------------------------....------------------......ii��