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12658 North Dakota Street 12658 S.W. NORTH DAKOTA STREET 1 OF 2 1 REVISIONS tEI OE5CPIPTION ECR gra ,s --_._______ 1 4 4 5/ 1 6 - — _ _.43 .1 *.. 15 5/ 3 2 --0+0 - ----- —_ - 1 1 4 - --- - --- ate 1 5 5/ 32 -0. 1 16— _ . _ _ _ _ _ _. _ - . _ _ _ _ _ _ - 2.{.•- - 12. ------+x}012 — I 1 I 1 1 --- � - - A _ �- 1 /2 (2KR�OLpPLATE lir 5 3 .- -+--- - 1,- - 1 . - - _ 1 5/ 1b DIA HOLE ( _ - - - - - L _ — - _ - — _ (2 PER PLATE) ' 48 1 /21 DIA ELEC . OUTLET - 11 / 16 DIA HOLE FOR 5/8 - 11 F12T12 DL /HO l AP1PS _ I it EF PLATE ONLY ) MOUNTING BOLTS �8 REDID' (4 PER PLATE) ' - - - - - - - - \: - - - — - - ---- - - , - .— -- -� -- BOTTOM PLATE DETAIL //_– 663782 BA,.. L AST SCALE 1 / 4 = 1 (2 REQ ' )1 , _ _ _ _ _ _ _ -__ _ � _ _ _ ___ _ _ _ —. _ _- _ _ _ _ _ __-_ CALCULATIONS I I I I RECOMMENDED F OOI I NC BASED ON 2000# SOIL AND 140/1 /F1 . CHECK LOCAL CODES . P= 1202 ( . 00256) 30) 2/I ( t . 4) = 30 . 93 (USE 31 P . S • F • ) r + SIGN AREA FOR CALCUL AT 1 ONS = 48 SO . Fl . ACTUAL ARE/1, 47 . 785 SO . FT . ` --T SIGN LOAD= 48 (31 ) : 1 488 (60) = 89280 POLE LOAD - 4 r36) / ' " 4 = I (311 (2) =62 ( 18) = 1 1 16 . TOTAL MOMENT AT GRADE = 90396 MOMEN - PER POLE = 90396/2= 45198 S RECD- ?1000 1 ' 674 1 N 3 1 /2X5x14 STL MOUNTING PLATE USE 4x4x3/ l6 A36 SO . STL TUBE S = 3 . 24 I N . . 1----= 28 . 33( 33 . 7 AL LOW=D 87 oNi/ X DETERMINE INTERNAL UPRIGHTS REQUIRED MOMENT AT SIGN BASE = 1488 (24 ) = 35712/2= 17856 IN . # 3/ 16x4x4 51L TUBEI 3 S REO ' D . _ 20007856 - . 8116 8116 IN . WE CHOOSE TO USE S401 . 70 /F1 . TO PROVIDE SUFFICIENT 22000 CLEARENCE FOR LAMP TO PASS IHROUCH HOLE CUT IN WEB . USE S407 . 7 A36 STL BEAM GRADE S, = 3 . 04 IN 3 CHECK SECTION MODULUS REDUCTION CAUSED BY CUTTING HOLE IN WEB 8 " ABOVE BOTTOM - ---qe - S OF PIECE REMOVED= 3 (J 5 ) _ . 394 ( 1 . 75) WIDE = • 6895 � 1 f 6 14880 3 1 f THE MOMENT 0 8 " ABOVE BOTTOM= 40 " (372) = 14880 . S REO ' D 0 HOLE - - . 676 IN . ,i_ I I f 22000 f I o i I i S , OF BEAM-- 3 . 04 - . 6855= 2 . 3505 . MAX STRESS 0 HOLE - 1 4880 =6455 P . S • i • e22000 ALLOD. NOTE . 2 . 305 I f CHECK WELD CONNECTION - BEAM TO PLATE 1 ) MAX LINE LOAD ' 6 . 6 AMPS f I f 1 /4 FILLET WELD= 2400 P • L • i • RESIST= 2400x4x2 . 663= 25 . 564 . 8 1N . 0> 17568 1N . 0 2) ONE 15 AMP CIRCUIT 0 120 VOLTS REO ' D . I f eK , } , , DETERMINE MOUNT I NC BOLTS REQUIRED 415 I 3) FACE MATERIAL : . 150 THK LEXAN I f I I MOM= 1 7856 I N . # 4 BOLTS EFF ECT I VE • LOAD PER BOL 1 : 1 71156 = 2976 I N . # PER BOLT 4 ) SIGN SERVICE : SLIDE F ACEi 2 (3) 2976 = . 1488 IN .2 REO ' D . USE 5/8 DIA . STND . BOLT T . S . A • = . 226 IN •2 5) PAINT SIGN DARK BROWN I 20000 2976 61 DESIGN WIND LOAD 30 P . S . F . , MAX STRESS ON BOLT = . 213168 P . S • 1 . < 20000 ALLOWED . 2_ �"" DETERMINE BOTTOM PLATE REQUIRED PREVIOUS DESIGN REOUIREMENIS SHOW LENGTH REO ' D . - 16 & WIDTH REO ' D . = S . THEREFORE PLATE 1S 5x16xt . DETERMINE THICKNESS REQUIRED . I I MOM- 17856 ( . 40) = 7142 7142/22000= • 3246 . 3246 / 16 - . 0202 ' 0202 (6) t - . 30408 7142 USE 5x16 ( 1 /2 A36 SIL PLATE . MAX STRESS ON PLATE,--7-- . 14254 P . S • I . 22000 P . S . I. RIGID E(BY OTHERS)CTRICAL CONDUIT ] CHECK WIND LOAD ON HOUSING . 114 ( 48) 144 = 38 SO . FT . (31 ) = 1178/228' 5 . 166 P . L . I . 18 a. WIND ON TOP & BTM . MEMBER = = 5 . 166 ( 114) 2 = 4196 . 08/ 1 . 276= 3288' 9000 SQUARE 8 2 8 1, ALL MEMBERS SATISFY DESIGN REOUIREMENTS FOR BENCO IND . INC . CUSTOMER K I NLERCARE BENCO I NDUSTRIES. INC. �+� r APPROVED F/ RcONsIRUCTIOtry ` N R CITY OF TIGARD TITLE 4 x 1 2 D . F . MONUMENT PE RE42) 1"0A4 0 l VE �'/ ,` 4i MOUNT SIGN 36032 �� PERMIT NO. ��-�.�SITE ADDRESS /2r< S . -,°,,„,t# BYc� ,�/ �TITLE� + �"`�"*��`^� DRWN T ,M, p, To SCALE 1 /8- 1 DWG NO. "i* " DATE 3 ��j�' t --� ` CMKD DATE r t�ult! uN�e` ct�tt0 ,. - 4 , ;,} E 4717 1 MATL # I il‘';' , , s 4 ' ...kiX Liffaiiiiiimmeirsissaiasestaigiaimisirososigimiesisisismissirriesseiresigionmatisivissifiaissirisigsmissaa ' ';,1 • ( 11 • 1 '1 Iitsortiotiti1 111�j iii011 11111 Ilopl1 Illi f111 , {1111 1�t1I11 11111 111111 It1Ii>! II,III 1111111 111111 111111 111111 1111111 IIIlf111IIIsI11 111,1111111111 • • • • • 4 I � � i I 'i I I I '� I � 1 I I I 1 I I I ,I I -- NOTE: IF THIS M ICROF I LATE U U 2 3 4 6 0 1 0 • ro II 12 ORMIING IS LESS CLEAR THAN ?NIS NOT 1C er IS CAN TO THF QUAI ITV OF THF (1RIi,INAI UHAWIM( . OE 62 92 t2 921IS2 b2 EZ 22 1Z 02 61 91 tl 91 SI VI EI 21 II 01 6 9 t 9 S'--_•�r b E 2 1 "•"- - In1I1111lidwIIlittli ilmillUllmilin11111111111111UIuulimilmlimisH1l1U1l11111111111111IImilt11IHHIt1HIM1111,1111111III11U11�111111111imilIII iHHII11IIUIII111111111I111111111I1U1111�111111111111111111111111111111IW1111111111111111111W1i111111111111111111111M1 2 4 3C . err MAY 7 1992 12658 SW NORTH DAKOTA STREET 0 3 00 Vi I • 7 .- . - •�'�,,} - ! �� ,,, l-_ \ x—_ S�• Y'-'_,J ,' . T ir'�'�' a �',+,,-- _ 41- /� h E I ' 5.. e. Iw ti t it �y ' 4111k AI"..t'.- y \.`"f a :"l r = • ..•••;._-..> 1^ ''•.,.;: i/-� • • 5 � ' . .%,/,,,;,: fry' _ 7 - �� . 7 T1I ICA'j" OF OCCUp� a k' . , CER '1TCy t '.<< .,, CITY OF TIGARD �;4 OREGON ` .,:,}- —. fig ;; Kindercare1 1 ;,• \ Owner: Permit�►o. 880020 =� rrr, .'..,..:---.,;":-.4 Address: 2302 Martin St . Irvine CA 92i15 r- _. •E2 Building Address: 12658 SW North Dakota St . ��! Occupancy: E 3 Land Use Zone: R 7 P D Bldg. Type 5N rr ti .:6 Comments: 11,'.' •-_,N ,ems. • > - -- < Certificate is hereby given this 18th day of `July 19 88 1 ' =} `'41 �` ` that said building may be occupied and that it complies with all •' requirements of the Building Code for the City of Tigard, as approved i. i �ti \ by the Tigard City Councl. �. �: . . .....< • ` j • Fire Dept- ding Inspe - - Building Official .:; fi '; Post Certificate in Conspicuous Place ' ', :I( •/_ • �'aa. �iC+M.i✓ - ----- `~ A w.,��• � '"' ��•7��,� /�.•ac: �'. _ � s �o i-. r.. ;b!.� iatre ` 1J . � G' ' � � - v , � `' 4 .. � L� f .ti ; 1 i ` = r ; im : • � _ _ J l " { _/� '�s Mlya � a•a�T• .YyR'a — —"l In City of Beaverton 1 • 1 9 1 FIRE PREVENTION DIVISION NOTICE OF INSPECTION Name Date 19 — - r-- 2 & Occupancy Location - - The following fire and life safety deficiencies shall be corrected without delay. Should fire or miury result from those deficiencies, you may be held liable 4- CIE INSPECTION will be conducted on of about 19 Io check for compliance BEAVERTON FIRE DEPARTMENT Inspected by____41.1.21.2‘14,1 4756 SW Griffith Drive P.O. Box 4755 Beaverton, OR 97078 Received by INSPECTION NOTICE City of Tigard Building Department P 0 Box 23397 Tigard, Oregon 97223 Phone. 639-4175 t• Type of inspection _ 2Date Requested/.____ —1—� /Jci�) �/ ,Time _ A.M. P.M. /1 Address . )!ra. � __-11 . ��ri1 ,-"----- Permit # FE01�2 LJ Owner _ Lot * _/ Builder 1�1�/G l�' �____ l�i.* O`�/ e The following Building Code deficiencies are required to be corrected: w 8 S 7 S.- R. C5tnFs T x v Cb 2 f P Presented to -. Approved Inspector ❑ Disapproved Date 7- /g-- YECALL FOR REINSPECTION C7 VU III NO aROBERTh INIERrN.• G.i LI.t EB05027eL0cINGt c ARCHITECTURAL • INTERIOR • LANDSCAPE DESIGN 455 RABLVD. ISSAIOUAH . 610 May 20. 1988 Mr. Carl Cooper Inland Construction 12658 S.W. North Dakota Tigard, Oregon 97223 rrojeLt: r\IIIGer ,are L.C. 12658 SW North Dakota St. , Tigard , Oregon 11533 SW Hall Blvd. , Tigard, Oregon Dear Mr. Cooper, From our telephone conference yesterday, it's my understandin that some substitutions of materials and would like m a 9 you have made Brad Roast of the Tigard Building Department, y pproval , as requester' .y Mr. Item 1 : The substitution of 1/2" O.S. board, instead of 1/2" plywood is approved for walls and roof, since the O.S. board is an alternate materiaing' identified in our specifications, Sheet A-11 , Section 06100. This substitution is also identified in the General Notes, on Sheet. A-7. Item 2: The substitution of wire staples for wall and roof sheathing, when used with O.S. board, is approved as per the following: A. Roof sheathing: -12 gauge, 1 3/4" staples at 4" O.C. everywhere -sheathing is unblocked; with ply clips B. Wall sheathing: -15 gauge, 1 3/4" staples at 4" 0.C. -sheathing is unblocked From our conversation, you 've installed the staples as specified; therefore I approve of the substitution. Please forward a copy of this approval to the Tigard Building Department for their records. Sincerely, ActO,Dc,s Aipc w giseprii, Bob Liebling, Architect / �RORERTG. LIERIING� SPACE DESIGN!:, INC. 4r, / Kr, ISSAQOAH, • � ASHINGTON ��W�' �OF mkt' MI S PRCE DESI1NS INCOfiPORfiTED P. S . ARCHITECTURAL • INTERIOR • LANDSCAPE DESIGN TETTER OF TRANSMITTAL r G: I/Y�AC'IQ� Llai __ JI I f� DATE : 4 gg _=_., ss 5. _ - 131• C Tito C, , 9'72,13 PROJECT /1•C - — -- ----c-, W:Ah?ETH 21-1(.41 TA / TTN: ��_� - - I,lease find erFor your use LTJ As requested -nclosed: 0 For review & approval 0 Ploase return —r,OPIES DATE SHEET DESCRIPTION REMARKS: N4i�. /lea Agt Mo 744°/7-- --1c.". 4441A , p!1 IVIRE(l VIA: 00,1511 s Hand Delivered Picked up at Offices O� f GAh l l � 10 BY: ` 17- 455 RAINIER BLVD N. ISSAOUAH,WA 96027 • 206-392 64C 4 1 • i S P fl C E APR 7 , 1�: DESIGNS 11Y ARPORli 1 i 11 P. S. ARCHITECTURAL • INTERIOR • LANDSCAPE DESIGN LETT!:R OF TRANSMITTAL ' I TO: MitdatIID C49kS DATE: 41.__• L� . iR S !J c&.�5jT/02 5� 1<' ____-7Iv /EE _&A4 . 9q to 2- PROJFrT ' e 4L�C4P2e ATTN j ) 7 4)k'Svze______--_. a 0/44L1) & ( l4).a4LL S.1.0. Notira DAKor4 . Please find Q'or your use ier As requested enclosed: 0 For review F approval O Please return COP ES DATE SHEET DESCRIPTION _owe 1-C -A-$ Xi raw 7MFe IAcow+p 5 i to - # _if___.- _l0_/L- LLQ/' Zile?, 4)4C-4.-- _ )4L` ® w Bta's "MARY'S • fIng4_ 4s 7 _ 41ffET AAD ave ve‘trAiseg IMID0. srne ? lowe 1Iwtit cr- -_7 _hLL_notz2 SlA114_ " ec/Alc/ur Qw6 3/1' SCCrigAlatrj44411 Silakag Ar TAcomii curat_AS?_a_S__ita - Q-g -_- - Q A44, Net- IS p_ike_-2e-yetie. of t RoA, _ ►_wilow. &Au. 'too 4 ccc # 5 i tF S my I —-- _ �� Xio v�sT o� 4 rrArcke� 1J DELIVERED VIA: 01511 . Hand Delivered Picked up at Offices COPIES TO: BY : ` 24.2_44gr •, ISS RAINIER RI VII N • 1:,;AnIIA11.WA 901027 • 2001-192 6404 11111111111 � 's /A, I � . Coop 14441:1 Nc '41M Q.J )4•t - " - . Jh* Arra K.A.-TRO-9 -- Pio%IPG lis— ,••••"---- FIRt/.s{b �j •,.. J " TR.U4sf A.A• brt4'Q 44E142 WALL - ---:744 11''.11!N;or 10fg_NO_WI_I 1 ° I ' i r vp iliCrTr. ----- I---------) � 1110--_-- - �� `J I, �'�la)(4-.3 'L+ho,a. 1A • FIT �1 It-3o vAT 10..),A�to J Goat'. v4k1T W G.AI•\/. Lfir"11:r°1407 -nit.'"uu.././we..744 (ai/ • ` I rJ b / i t/I," FYT. Gtr, P p6.,40o'D _ 1 -:::) ‘ 2x♦ AGaVHTi�.I. 1-16.t- /)(6 I I . + �'• tA�- G�14_1►•Jdo ?r�8 rel A '` i - , I . • �Ah I +r. ut t� 6� r 2X4, C- Id'v.�. .✓l 1/4." e,d x f4.76./.roV I I C r—ii twin IaPub{.tgrit,4 N t errt4I4 iii • hGI setG,r'. [ - Ito veal. 4, Ju • Nath. 1 2K4 ft. 4.w. X 40. ,s// v1''4, % IO"A,P>. 6%0"a,`,4. - Mho .12"{-Bolin t.Jp of A .• 4 ,i.b. 1 rr ,1'-b" G,Jnh, hPAIAIu ■ 'b . G. (tfr ALA- y ILLir o►J SILL- PP44(2 42. ••••.44pA �vy v. .1. L41.t-IL-- " €441 P-I, A•7) Mloov bit L.0P6 V4:tra. IZ' /- gtfmaJti ov J01 1, •e- HI. ,i 14.F.L.C. =! F-1?-1- F J!� n¢a trVG •C) ' e° I� ' 1�vV� IJ V 1•11 Q.Ibir Ir.Y1UV. C- b --a TIOMT- I.1.1k r)^0 e ! ,.,12"- ^ 04-- 11;1111 F-ra.�or_sl►J �4.+&to, :9°° 1 8 1 w ( Tor bo•,1 f 1� fje Ptcf o. �, • ? o o('.• • n• 0.4„ y l . 14 VLLr, 0 4,"I•0 b WAhH�j pa.Al.,l - _DT " -T �0 • po0Tl,,,�s (2) fit &POT. vt, x Ivo' viivt �o a T411±4H ,1 1.0(.0.6Go01F6 L IC bil hA14.) (1 \ TYP1CALALLSECTION _ \ A R ...•.M1 t.1.4 eft.A.I I .e. O. 0 . ChaAtaK I Dhlh_ •a• "f5 C 0 py Permit. No. SP 33-88 CITY OF 1IGARD SIGN PERMIT APPLICATION The applicant hereby applies for a permit for the work indicated or as shown in the accompanying plans and specifications. SIGN LOCATION ADDRESS: 12656 N.W. DAKOTA STREET -_ ZONING:R`7 PD NAME OF COMPANY: KINDER-CARE APPLICANT/AGENT : MARTIN BROS. SIGNS, INC. / STEVE EYERLY The City of Tigard imposes. an annual Business Tax which must be kept current on all persons doing business in the City . Do you presently have a current Business Tax? l�✓v+ PROPOSED SIGN: PERMANENT ( X ) FREESTANDING ( X) TEMPORARY ( ) WALL ( ) BILLBOARD ( ) SIGN DIMENSIONS: 4' X 12' TOTAL SIGN AREA (Sq. ft.) : 48 or 9g sq. Ft. total WALL AREA (Sq. ft. ) HEIGHT (ft) : 6' PROJECTION: ILLUMINATION YES ( X) NO ( ) COPY• SEE DRAWING ATTACHED KINDER CARE T_*ARNIMc CENTER (phone number) MATERIALS: METAL-PLASTIC -' EXISTING SIGNS: Nonc - OTHER PERMITS REQUIRED. YES ( ) NO ( •X•) ^^ COMMENTS: PLANNING ULPAtTILNI All sign permits must be accompanied by Permit Fee: $Fee _ scale drawing and plot plan. If won Receipt No. : 291112authorized under a sign permit hes not been APproved BY: DS completed within ninety days after the Date: 3h1/8R y _ issuance of the permit, the permit shall become null and void I CERTI►Y THAI 1 AM no RE( OROt.0 OWNER Of Iln PROPERTY OR AN AGI N1 AUTHORIZED BY TIIF OWNER ..1Z/A "r :s i t c f►i. , >;C�,� _ ate_ Applicant's Signature Address feletehieme ems._ • -J I .l t , ---- A6---AL4 C I -7-4V 7Z-1- /G�._Jyti, 1 r1-3.; �7'1`�� .i .LCL. `/1.1-(--7 )---- e/6 Lt t C. r_a C<- / t Y ;.-.a.'r• - "---(- 7,2-. N.de ..ae d'yY"1 • v GLl C�--sG�---r� r-ZL�i G* /L{.a;hdfie Va‘1:1-4-e-)Lf, ,X4,_/-ti e-i-e-, e. 2 ,-74--. Gil. .c., ...-k7v v - �- . e , � " •c.2.0;,---;-•-' C-e-s-^-C-,.✓ GA-t 7 -- C - t`z,2 I Az-sz-c--r 7✓ C'6 li.-- G.---+a. e•-f-- , N....A- ,ar GC' , ��v � zs L�-7�� 2 " 3 cc-e,/,„, i/..,. i.-',_-, . z-`►-.-.+---v.t Lel • , ,C4/7' y7,, -- ‘i-i),917a. /,/eii 11q r"-;* hc. mi ?,opf-1-,.//e, - io/ /iii t / 1/2(11'" 42d/,4/ (1� (PA P `;'4i ' Xln' i' Jo �a�uQ nd l � A a ex u/5 firm 1 .4 :I/ ewh, 7 , ,A7',1 Apt.ipt 640.9 Ao--/- .0,',4 /410 Vhia,, or .16,#/ * (Al'd /I€I 9 . .,/y/) Iliffr4/ / .4/ff1 2 e bt 7. r t5/ n �Q414G,7' / J . moo' - 4 N. .bitiii4 4#7 •jr,.� ,�� 1.1-v sF NIL FENGE t`i . -j ` — — — 4 '241. , ( Q- . , ._ . . 1 ,1 I Et_EG. PAp I �0' 'G' 10. . # 261. 7 / • 12. Odrj pH -� 121.37 T :' 9, - E , . . - ' vel- a' i c.Q7 -7 /-21. o . 7201./ •. . - A- I i I \\.....:= I -- ..-._. I -1- I ===. I 0141. 04"- i 3 121. ?4 1 I L4 / • ::13! 4\0,\IP. / 1 ', eNp cuR �• :.x c1.4.5 I_ , 31, )0 I ar- , c• n Gg2E ln 1 B LKV. o I '`!P. co ( WAL. t � / 1 P7 -717 1 GOtr�TaUo-r S"fD. i-• ... .. 24 3J /..____)01bGibcTGHDASiN Q?'� w PAOE ^ PAIN"iEp k\ 1 I - 2: .GO i dill RaM ??7.70 �— ,Ii., n �'(MX01. "V °E 12 'I2V, LjO) -, 'f . , -....jt___\4,2,2 ,, X51 NANO p I I X12 "G. 8 224. 50 ?a .°1v ,\\ _ 02°1•• Li 71Pj.4vi. . . 4• . ---•— - y�.- 1)O \ .s.1 t1 e. r t jJa i J 1 ? O, 11 .10 r--- 22Q.32 TG ?lel 44'1 '22V./0 ._1 - b 2/v.17? \ 1 ?2 ,� , M .:. ► e -r' W.M, s�;c, . ,t_ -(E____xt. ..i.. . . . _ . .. .. :;. . . . . ._.t‘ \ - ; 7,----;:ti- i - - .\.:. .. a4^•:='ins _ ~ — — - – ,�:',:l s — h�vvou"r ravEk4EN"r – — g «EE No-re) N4. PAILOtTi., �. ,/N 1 ,. PO IN E R POLE ( D'f K: , �s 33--,�.- iliti t2' NATEm - o1Heg-�) e — ' - ' "f 1 W + • -- ` • lr 1, I , \ -J i MNIImmis 1 ZO N I-40 R-7(f ) . i'VOOD FaNio� O' 'O' 4fa' E i,, .OG' , 1 • ■ it 211 :t b O I I E'T BAG�- �f -- -- NAGG ZWp7 E _ -- — _ i , ,,,,,e3,,,e.. r cs....N 2 ;/ /c.',. 0. ZCNNC�I ____,.,17 ,� QT --- ,.._ - 22'1.14 / R-�1 (P1-.2) a 1 \ ‘1 /\ IM c. '12�.12/ I • 227 ' o I .ii I / m I k .2.q.a� �il1. i 1r-w , s • . . .al . . , ._ il „ ,,2i.,7 ' 1._‘1 .. I .‘,.. ._r__-.7.,_., 0. t X5 „, r N _. , + P.V.0, 1 t W J0 (T(P) gj } 1 1 \ i \------ --) i . ,;;:\ 1 j i . ,i- -t? i tv i i S'I i yiOcW .l.K� • I LJ • tu r0 saq.al *. ) ONE r✓7O�f _ -� (-- 4'GONG. , I �� D W t ' DU1Li✓;N& o �IOr=wALK Jr i. 0l' I I / D.S.�r J 4 I 1`'P— I�5 r, . N0?E • SEE AROH. 1 ti�. _ �. DWC. FOR ►-OGi�'T IONS iv�'° OF 000RW 4 wl►.t00► ✓ 4- G�o�t2 ^ t I ,✓T+CJ ; •' :,.12.:✓,La;',.:`. --7i FOR REFERENCE ONLY ' 1 Benco Industrial Drive Z.:!/ /.. YOU CAN "KF_EP" THIS SI-IIT Ft. Deposit, AL. 36032 .'ft!;-227-4333 R En 4 F31_Au< 11L ' Ell-CAS ,r=sA- .- L--sr-^=- r-, :r— 77_11. r --.t — ....:t.a. ----T 1 1 . , , r-- 1 'lir) ; , ..,I :_fi.21,.. --;-) d , n , .... 1 i r Lz.z.,,, ----,:. ,.,. r C-r----• I 7i.' ,. .� LEARNING CENTER 000-000)0 i,,i i r :,.c •i•:• ..,N, e=t='T x:JT: ,.. %v:. 7,77;r r�ti!jk+�.«,..7-1";;;;ru• r 1 S" r = ,`.:- 414 1 r., ,1i•..j,.• • 1 ' 1=.. ' ' I • • Y r a. • '1 tp—AaK \ 13Qow•1 F'ACl , FR' ' 1 4 poLL-S NOTA WALL. SIC,►JAC1e: 3swco C .4 F5UILrj A .01, Op. -1' Noi.J t Lvwv cC It.`uM MuNu,. ti c 66E— tt1- v-r"cu CAU iLv1L.7 /%64-1 Or' ,tom S F OF It.k.yrs4Oz Wou ILLuM FYL01.4 5ICo.il,C --- rl17,:,Lice, CA.,.I °%,,,,o 3�ql�i•'' Xio K ii J i lct7_ Wilk iV ' P0415.Y lieN SQL) A.1?..E UU`T A C E PkT •-- -- _- - - .) t I F I t. ---- -- l i _ 8 , 3 I 1 ,,r • 5..o., t 'L, . O 2, U ,, ��..o Icy• 3 i= y"X - 0 I Z I . 3 Z' d ' x .4,Ili io Z1.o 3 •oa ;9 O 48. v y _ v.. X IZ- o _____ 7 4h, Wij140,11i March 30, 1988 CITY OF TIo:4 RD OREGON Don Weber 2302 Martin St #460 Irvine, CA 42715 RE: Address Reassignment WCI1I 1S1 35AD TL 2500 It has come to my attention the address the Kiridercare Learning Center on North Dakota Street is using is of the existing resicience. To avoid conflict in structure address for permits and for future mail delivery, we would like to reassign the address for Kindercare. Effective immediately, the former address for the site, 12656 SW North Dakota Street shall apply to any activity on the former residence, and the new address for Kindercare shall be as follows: Kindercare Learning Center 12658 SW North Dakota Street Tigard, OR 97223 We have notified the postal service, local utilities, city and county agencies of the address and of the pending demolition of the former residence. If there should be any questions, please call our office at (503) 639-4171. Sincerely, Laura Freeman Engineering Technician/Cartographer cc: Sandy Moose Kindercare District Manager 7114 NE Hazel Dell Ave Vancouver, WA 98665 13125 SW Holl Blvd,P O Box 23397,11gard,Oregon 97223 (503)639-4171 - - - .._ .__ _ __ essommeimimisiumin i , 1 CIT'( OF TIG E31.1 41 1:)]Nt:, . ...� RM[ l cm. ON PERMIT NO . : LiUBBO:319 COMMUNITY DEVELOPMENT DEPARTMENT / 13125 S. P.O.Hell Blvd,.P.OBox 23397.Tigard.Oregon 97223.(503)639-0175 - DATE:: ISSUED 3/ 1/B0 PRIM . PMT .NO 880020 ' J00 ADDRESS . 12656 SW NORTH DAKOTA ST I AX MAP/LOT 15133AD2500 SUB: LT : HK LAND) USE : R%PD LOT SIZE : VALUATION: SETBACKS FRONT : REAP: WORK CLASS : DEMOLITION DWELL . UNITS : LEFT : DIGHT . USE. TYPE : SINGLE. FAMT I Y NG . BE DRO(:)MS : EXT . WA4.I CONST ( ON!:T , TYPE : NO. BATHS : N: 5 : E . W . ()LCUP .CRP . R3 PROT . OPENINGS : (:)( (::UP. LOAD N: 5 : E : W: TO'T'AI AREA NO . STORIES : 1St : ROOF CONS I : FIRE RET? HEIGH1 : 2ND. ARE:A SEPAI-t? RATED BASEMEN'T'? 3RD : OCCUP . SEPAR? RA TED : ME:7/ANINE r PASEM' T . FLOOR LOAD : GARAGE : F IRE SPRKI..R? ALARM'? I FLOW(GPM l OETE.CT'? HEA;• TYPE: HDUt'- :(.fa-,-;C7E5-5-4- — ----- CNMIR'I' PLAN CHECK HY . her REMARKS : dem°l i mn In Ed ►rend a c rr unary bui lciinum REISSUE OF NO . 1 peptic ta►nka_tu be fil1ed.rnnQVr. _moi,-_ _LASS PEI6SUL.- O FEES . W N learning c_enter•akirldrer_nre PERMIT $15 . 00 R 2302 martin mt. PLAN REVIEW irvine (NB 92715 FIRE DEPT PHONE. (71/4/ 152••-.1.0/14 5 TATE. l AX • 75 c OTHER O DEVELOPMENT CHARGES : N T SDC(STORM) 13 %DC 151 1:4E:El 1 C PUC(I 1 C 1 PRE PA:I.D ( ) 0 R TOTAL : $15. 75 This permit is iss:ied subject to the regulations contained in Title 14r' U Ct { t7E`C:E:IP'T NO. .7.>,-) of the ?MC State of Oregon Specialty Codes. zoning regulations ______ ._••__ ___ .._______..___ and all other applicable codes and ordinances. end It is hereby agreed that the work will be done in accordance with the plans and 1:+16)1.1I hE::D INSPEC'T IONS specifications and In compliance with all applicable codes And OTHL:P* ordinances The issuance of this permit does not waive restr(ct:ve covenants Contractor and subcontractors shall have current city business tax permits This permit will expire and become null and void if work is not started within 180 nays or if work Is suspended or abandoned for a period of 180 days any time atter work has commenced It shall be the responsibility of the permittee to assure all required inspections are requested and approved L'...40A-1// Cr..- ..'S.... all Ai AO•' 4" el!e.1.° Permittee Signature *MOW i fill Issued Ry _.- I (:ell I 11 M I WO'F 11 ION 639-4115 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE - _,.. ______ 7,- C11YOF TIRD cmaw SEWER PERM i PERMIT NO. : SER3H COMMUNITY DEVELOPMENT DEPARTMENT °NO°" DATE'.. ISSUED: 2/29/8H 13125 S Hall Blvd..P.O Box 23397.Tigard.Oregon 17223.(503)639-0175 \` I PRIM. PMT.NO . 880020 .JOH ADDRESS . 12656 SW NORTH DAKOTA S'T' USA NUMBER : 3/1934 TAX MAP/LOT 15133AI: 2500 SUB : L.T : BK : LAND USE : R7PI:) 1...01 SIZE : SECTION: 33 TWP : • RNG', : w WORK LLA iS : NEW 1.15E TYPE : EDUCATIONAL Thee itpp.licatrlt atcl".ees to comply with m] ] rule% and r•eegultation% of the Unified Sewerage Agency . The permit expires 120 days from the date issued . The total amount paid wi 1.1 be forfeited if the permit expires . The Agency doeels not guar- antee the accuracy of the location of the side sewer laterals . If the sewer is rtnt located at the meml:irll•c'me.nt given , the installer %ahlal.l 1:lrospec:ct. 3 feet in all directions from the distance given . If not so located , the installer shall purchase se! m "Tap and Side Sewer" Permit mi,cl the Agency will install at lateral . INSTALL . TYPE : BUILDING SEWER IMPERVIOUS AREA 20430 FTXTURE UNITS . 1.96 TENANT IMPROVEMENT DWELLING UNITS : 10 NC) . OF B1..DGS . : 1 FEES . o Kinder Care Learning Centers PERMIT *q,.) 00 W 2302 Martin S t . CONNECTION CHARGE *11 ,000 . 00 N F Irvine CA 9271.5 LINE TAP INSTALL it PHONE 111.41 752-1044 OTHER C 0 N T R A C T O TOTAL • $11 ,0,45 . 00 1 R RECEIPT N1) This permit is issued subject to the regulations contained in Title 14 --••- ---- -- -- of the TMC. State of Oregon Specialty Codes, toning regulations REQUIRED INSPECTIONS and all other applicable codes and ordinances. and it is hereby ROUGH—IN agreed that the work will be done in accordance with the plans and specifications and in compliance with all applicable codes and ordinencos The issuance of this hermit does not waive restrictive covenants Contractor and subcontractors shall have current city business tax permits This permit will expire and become null and void if work is not+farted within 180 days or If work is suspended Of abandoned for a period of 180 days any time after work has commenced It shall he the responsibility of the permittee to assure All required inspections are requested and approved Permiltoe Sign/tore Issued By . L_F M TNSLI L LlU)1 _- SEPARATE PERMITS REQUIRED -011 WORK OTHER THAN DESCRIBED ABOVE weismat CITY OF TI CARD44, crryggiew MECHANICALMECHANICAL PERMITMIaERMI T NO. : ME©ETOOE3% COMMUNITY DEVELOPMENT DEPARTMENT DATE:. ISSUED: 2/75>/HEI 13125 S W Hell Blvd..P O Box 23397,regard.Oregon 97223,(503)639.4175 PRIM. PMT .NO. 880 020 JOEL ADDRESS : 12656 SW NORTH DAKOTA St I AX MAP/LOT 1Si33AD2:.00 SUP ; LT : DK : LAND USE : R 7PD (..OT S i"ZE: : ITEM . NO NO: WORK CLASS ; NEW FURNACE < 1‘.06( AiR HANOI. P <10 (JSE TYPE: EDUCATIONAL FURNACE 100K+ AIR HANDLR 10K (.ONS 1 . TYPE : VN FLOOR FURNACE. E.VAP . COOI...E R OCCUP . CRP . : E3 HEATER VENT FAN VENT VENT . SYST E:M c' SLP/COMP <3HP 2 HOOD NO . STORIES : 1 PLR/COMP : -1".1HP ].NCINERAT'OP(DOM DWELL. .IJNITS : PLR/COM'W!' 15--3OHP INCINE:RATOR(COM FUE:I.. TYPE: GAS PLL/COMP 30•-•50HP REPAIR UN]....S MAX . INPUT PLR/COMP 50+HP OTHER 1 FIRE. I.)MPRS7 YES GAS PIPING OUTLETS 1 HIGH PRESS? NO LOW PRESS? YES REMARKS : nrc:: .ipaaney E-3/I-1 FEES : o K:I.tuierr Carne Learning Centers PFRM'( T *1.0 00 1 N 2302 Martin St . PLAN REVIEW *16 . 00 E Irvine CA 92715 FIXTURES *:%1 00 R PHONE: ('T 14) 752- 1044 STATE TAX *3 .20 OTHER C 0 N T R A C O la TOTAL . *83 . 20 RECEIPT NO . his permit is issued subject to the regulations contained in Title 14 ••-••- _. if the ?MC State of Oregon Specialty Codes. zoning regulations RE:W(.IIPE:0 INSPECT IONS ind all other applicable codes and ordinances. and it is hereby GAS L./NE 'greed that the work will be done in accordance with the plans and pecifications and in compliance with all applicable codes and ME:CFIa'tNCa.. SYSTEM irdinences The issuance of this permit does not waive restrictive FINAL.. ovenants Contractor and subcontractors shall have current city iusiness tax permits This permit will expire and become null and oid it work is not started within 180 days.or if work is suspended or abandoned for a period of 180 days any time after work has ommenced It shall be the responsibility of the r'ermittee to assure '°haired inspections are requested and Approved 1G(/ /7e 41 P,.rrmftee Signature Issued By k L T Nc pu.LLIUst 4:19 41 7.5 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE CITY OF TI GARDArl/ PL..UMBIN( PERMIT areD 1 PERMIT NO. : PI-.9000''9 COMMUNITY DEVELOPMENT DEPARTMENT 13125 S.W Hall Blvd..P.O.Bor 23397.Tigard.Oregon 97223.(503)639-4175 DAVE ISSUED : 2/29/88 -- — PRIM . PMT.NU. O 20— .JC)B ADDRESS : 12656 SW NORTH DAKOTA ST l- 1 BK 1 AX MAP/LOT 151;3:5111:)200151;3:5111:)2000c UB . LAND USE: R7PD I-CTT SIZE: : NO ITEM: NO WORK CLASS : NEW WATER CLOSET 11 T PAr' USE TYPE: EDUCATIONAL URINAL BKFLOW PRVNTR CONST . TYPE : VN L.AVORA•TDRY 15 '1 PAP PRIMER OCCIJP . CRP . : E3 TUB SHOWER CREASE TRAPS DISHWASHER GARBAGE: DISPOSAL 1. NO . STOR:CF:S . :I. WASHING MACHINE 1 r)WELI_ .UNITS : LAUNDRY TRAY BLDG . DRAIN (DIA F I (]UR DRAIN 6 SINK 3 SEWER (FT) WATER HEATER 1 STORM/PAIN l F T. 400 OTHER 2 )iF:MARKS : nr.,cupatnc::y E••••3/I--1 i O FEES : w Kinder Care LrnUCntra PERMIT N E 2302 Misrti.n St. . •41U . OU ft Irvine CA '9:'.71 FIXTURES Cil ATF. TAX *20 .".10 PHONE t 71.41 I:iE" ].U�I�1 $102 . 50 C 0 N T P A C \ T O R TOTAL : 0533 . 00 This permit is issued subject to the regulations contained in Title 14 RECEIPT NO. o1 the TMC State o1 Oregon Specialty Codes. zoning regulations ___—____—__—___----- and ---.••.---••- —..._.._.____.__._..._and all other applicable codes and ordinances. and it is hereby REQUIRED INSPECTIONS agreed that the work will be done in accordance with tha plans and Pt B l INDEi P'L.AEi specifications and in compliance with all applicable codes and pLR Tf)POLIT ordinances The issuance of this permit does not waive restrictive covenants Contractor and subcontractors shall have current city FIA7 N DRAINS business tax permits This permit will expire and become null and SEWER void if work is not started within 180 days.or it work is suspended or STORM DRAIN abandoned for a period of 180 days any time after work has WATER LINEcommenced It shall be the responsibility of the permittee to assure all required inspections are requested and approved F I.NAL 4(1/4 ,zcrr i Permitter Signature Issued By CALL.. Fon INSPECTION 639..•.417! SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE E1I.III...DING PERM:LT PERMIT NO . BU880020 CITYOF TIGTARD W044'A" [)ATE 1.S..il.0ED r:'/P6/RH COMMUNITY DEVELOPMENT DEPARTMENT ��`°°" 13125 S W Hell Blvd O Bow 23397.Tigard.Oregon 97223.(503)839-4175 / PRIM. PMT .NC) . 880020 JOB ADDRESS 12656 SW NORTH DAKOTA ST TAX MAP/LOT 1S133AI/2`100 SUB: I I kW . LANE) USE : R7P0 LOT SIZE . VALUATION : * 240 ,000 SETBACKS FRONT : 100 REAP : 17 WORK CLASS : NEW DWELL .UNITS : LEFT : 66 RIGHT . 96 , USE TYPE. . EDUCATIONAL N(7 E)EDRUOMS E.X I . WALL CONST CONST . TYPE : VN NO. BATHS : N: 5 : F. : W . OCCI.IP .GRP . : E::i PROT . OPE:NIN(:S OCCUP. I..OAD 251 N : S : E : W TOTAL. ARF A . 6260 NO . STORIES : 1 1ST : 6260 ROOF CONST : A FIRE. RET? YES HEIGHT :1.4 2ND . AREA SEPAR7 NO RATED: BASEMENT? 3RD : OCCUP . SEPAR7 YES RATED: 1 HP ME:7ZAN:1 NE'7 HASEM ' 1 FLOOR LOAD: 10 GARAGE : FIRE SPRKLR7 NO ALARM? YES I FL..OW t GPM) DETECT? NO HEAT TYPE GAS HDCP .ACCESS? YES CORP7 NO REMARKS : 07LIp4tL c.:y E-3/ 1-1 REISSUE: OF NO. LAST REISSUE FEES : — — --- .I.aala.rntng contrr!I•s►ki.ndrec:'acre, PERMIT *783 . 00 O E'30k! mlltl•t1tl tilt. PLAN REVIEW c W *nom >':'1 N irvinee cm 92715 FIRE DEPT *313.20 E R PHONE. 1 /14) 752....1.0'11 S l AT E. 'TAX *39 . 15 OTHER DEVELOPMENT CHARGES : c SDC( STORM) O !i h(:( !i'!RE E:T ) N T PDC(• ) R A PRE:PAT1) ( *51. 1 00> C T O� TOTAL: *84 10 R — RECEIPT NO. '25i """'""'""" "—"_____ _�___ _._ This permit is issued subject to the regulations contained in Title 14 " of the TMC. State of Oregon Specialty Codes. zoning regulations 14.::441TF4E C) INSPECTIONS and all other applicable codes and ordinances, and it is hereby FOOTING PLH . TOPOUT agreed that the work will be done in accordance with the plans and F UI INDAT I((N WALL PAIN DRAINS specifications and in compliance with all applicable codes and PL_B . LINDERSL AB STORM DRAIN nrdinances The issuance of this permit does not waive restrictive !,L Alt FINAL ovenants Contractor and subcontractors shall have current city usiness tax permits This permit wilt expire and become null and FRAMING old if work is not started within 180 days.or if work is suspended or ROOF NAILING abandoned for a period of 180 days any time after work has SHEAR WALL ,tmmenced It shall he the responsibility of the permittee to assure 1 NSI 11 A I L ON ,il required inspections are requested and approved GYP BOARD GAS L INF L (1 A. /tiI m MECHANCL. . SYSTEM Permittee Signature CALL. FOR INSPECTION A, 9. 41 /5 Issued Ry --_ SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE - ._ .. . _ .._._ _ ._ _ _. . ----" -- . . 111111111111111111111111111111.1.1111111111111.111.111111111111.1.117 ° WCity ashof ington BeaveCountyon Fire DepaFire Distrtract No.ment 1 rt 4 � Tualatin Rural Fire Protection District A iir 111■111 d'1:1 : WNW 140 February 10, 1988 Mr. Don Webber 2302 Martin Street, 0460 Irvine, CA 92715 Dear Don, RE: Revised Plans, Kinder Care 12656 S.W. North Dakota Street A fire and life safety plan review was conducted on the above- captioned project for compliance with the 1985 editions of the Uniform Building Code (UBC) , Uniform Mechanical Code (UMC) , and the Uniform Fire Code (UFC) as amended by Washington County Fire District No. l's Ordinance 86-1. The revised plans, as submitted, are approve subject to the following conditions. 1. Firestoppii : Firestopping shall be installed at 10- foot horizontal intervals in double stud wall between the kitchen and the remainder of the building. The firestops shall be installed in a vertical position. Firestopping shall be placed between the double plate line at the top unless the ceiling sheathing runs con- tinuous between the attic area and the double-stud wall. (UBC Sec. 2516(8) 2. Occupancy Separation: One-hour occupancy separation is required between the kitchen and the remainder of the building. (UDC Sec. 503) Please note: Revised plans have indicated that walls are of 1-hour fire resistive constructed assemblies. However, the ceiling/roof assembly has not been designated as 1-hour construction and it has not been clearly indicated that kitchen walls extend to the roof deck. Please advise this department as to which method is to be used, and provide documentation of U.L. listings, ICBG listings, or other fire resistive assembly listing for said occupancy separa- tion construction. ■ Mr. Don Webber February 10, 1988 Page 2 If the ceilinglroof portion of the separation is designated 1-hour fire resistive construction, a shaft of 1-hour fire resistive construction will need to be built to accommodate the kitchen hood vent system to extlust to the outside. Also, please note: Door 19 is required to be of a 1-hour fire resistive assembly, either automatic or self-closing. A fire resistive door assembly is comprised of the door, the frame, and the hardware. The door and frame shall bear a testing laboratory label indicating its fire resistiveness. 3. Firestopping: In all wood-framed walls and partitions, fire- stopping consisting of 2-inch nominally-sized lumber or other approved materials must be installed at all floor and ceiling levels. Penetrations in this prescribed Firestopping to accommodate wiring, plumbing, and other similar utility runs must he packed with noncombustible materials in an approved manner so as to prevent the passage of flame. (UBC Sec. 2516) 4 . Landings at Doors: There must be a floor or landing on each side of all doors. The floor or landint. must not be more than one inch lower than the threshold of the doorway unless serving access for the physically handi- capped. (UBC Sec. 3304(h)) 5. Address Required: The tenant space number must be prom- inently displayed on the street front where it is readily visible to drivers and officers of responding fire apparatus and other emergency veh'lcles. (UFC Sec. 10.280) 6. Approved Plans on Job Site: One set of approved plana bear- ing the stamps of the Tigard Building Department and this office must be maintained on the project site throughout all phases of construction and must be made available to build- ing and fire inspectors for reference during required con- struction inspections. (URC Sec. 303) 7. Inspections Required: Inspection and approval of construc- tion by a representative of this office is required: (a) prior to the cover of any new framing elements following the installation of all utility runs which will be concealed within wall and partition cavities; (b) upon completion of construction and prior to occupancy of the tenant space. (UBC Sec. 305) Mr. Don Webber February 10, 1988 Page 3 8. Certificate of Occupancy Required: Prior to the use and occupancy of the project (space) , a certificate of occu- pancy or other written instrument of approval must be obtained from the City of Tigard Building Department . (UBC Sec. 307) SPECIAL NOTICE: DEVIATIONS FROM THE SUBMITTED AND HEREBY CONDITIONALLY-APPROVED PLANS DURING THE COURSE OF CONSTRUCTION, EXCLUSIVE OF THOSE NECESSARY TO COMPLY WITH FIRE SAFETY REQUIREMENTS AS LISTED HEREIN, ARE PROHIBITED WITHOUT THE WRITTEN AUTHORIZATION OF THE WASHINGTON COUNTY BUILDING DEPARTMENT AND THIS OFFICE. If I may be of any further service to you, please feel free to give me a call at 649-8577 Sincerely, WASHINGTON COUNTY FIRE DI TRICT NO. 1 'f...,1( 67 , j / Gene Birchill Plans Examiner • SSW cc: Robert G. Liebling Tigard Bldg. Dept, Inspector Ray L _ ,_ • CITY OF TIGARD February 9, 1988 OREGON Mr. Don Weber Kindercare Learning Centers 2302 Martin St . #460 Irvine CA 92715 Re : Kindercare Learning Center at 12656 SW North Dakota Dear Mr. Weber: A review of the revised plans for the above referenced project has been conducted . The plans are acceptable as submitted . Please note that I recently received an interpretation from ICBO on the one-hour occupancy separation of the "infant" area from the remainder of the building. The interpretation was not to require the separation, therefore, the requirements of item #5 of the January 20, 1988 plan review will not be required. If you have any questions , please contact this office at 639-4171 . Sincerely, - Brad Roast Building Official BCR/jdo 13125 SW Hall Blvd ,P 0 Box 23307,Tigard,Oregon 97223 (503)6304171 — - - ----- CITY OF TIG.ARD No. 28910 13125 S W HALL BLVD / n; I( P 0 BOX 23397 TIGARD. OR 97223 Dete'���—�j�/ A ! 1 Name — i Address _-- — Lot IBlock/Map Subdivision/Address Permit 0's I Bldg. Plumb Cash Check Sewer — ��_ __ /'.: i�3� / Other Other Rec. By Acct. No. Description Amount 10-432 Building Permit Fees `10 431 800 Plumbing Permit Fees — i :, C o 10.431.601 ,_ Mechanical Permit Fees .� 10-230.501 State Bldg. Tax ' ` 10-433 Plans Check Fee `'""aza. 30-443 Sewer Connection ' =' = 30-444 Sewer Inspection ��— ____`_---L--- 51-448 Street Syst. Dev. Charge L • 52.449.610 Parks I Syst. Dev. Charge 52.449-620 Parks II Syst Dev. Charge 31.450 Storm Drainage Syst. Dev. Charge 10.430 Business Tax Alarm Permit Fines - Traffic/Mild/Parking -- 10 434 10-227 ��ail 10 455 ---- ` 10 230 CPTA Traffic/Mlsd,Vic. Asst. `- 10-456 Indigent Defense '-- — 5.1n-401 Sewer Service/USA 30.122.402 Sewer Service/City 30% 30-123 $ewer SevlcelCity Malnt. —, 30-125 l�nmatched ---4 31124 Storm Drainage 40-475 ' Bancroft Prin. Pymt. 40.471 Bancroft Int. Pymt. . TAW.* -, 0 DEPARTMENT COPY / `. // 3, ,. 4) 4 • • SPDC E DED STE IGNS IIYCURPURFIP. S . ARCHITECTURAL • INTERIOR • LANDSCAPE DESIGN January 29, 1988 Mr. Brad Roast, Building Official City of Tigard PO Box 23397 Tigard, Oregor 97222 RE: Kinder Care L. C. , 12656 SW North Dakota Energy Code Compliance Dear Mr, Roast: The following information is in reference to your corrections letter to Mr. Don Weber on January 20, 1988. The building plans submitted for this project are for a KP-135 Building Plan, which is equivalent to the MIDI - UBC building plan that our energy calculations were based upon. These calculations (see attached) were prepared for the 1986 Washington State Energy Code, Chapter 6 requirements, which are substantially equal to the Oregon State Energy Code. I certify that the building proposed for this project meets the current State Energy Code requirements and, therefore, meets the purpos^ of Chapter 53 of the U.B.C. "to effectively conserve the energy within a building". Sincerely, Bob Liebling, Architect BL/bf Enclosure CC Mr. D. Weber , D A i � vet 2 RO .IEBL ISSA F , WASHINGTON /)'eOFC0) 455 RAINIER BLVD N • ISSAQUAH.WA 96027 • 206-392-0104 • t9n- c (4-pa ,fes January 20, 1988 CITY OF TIGARD Mr. Don Web'r OREGON Kinner-Care Learning Centers 2302 Martin Street, #460 Irvine, CA 92715 RE: Kinder-Care Learning Center - 12656 SW North Dakota Dear Mr. Weber: A plan review has been conducted for the above referenced project. The following shall apply: 1. The handicap parking stall shall be provided with a sign a minimum 4 feet high stating: "Parking with D.M.V. disabled permit only. Violators subject to towing under ORS [487.935] 811.620 and a fine up to $250 under ORS [478.930] 811.615." 2 . The maximum slope allowed on handicap access ramps is 1:12. Slopes over (l.' 1 :15 require handrails. / 3. A demolition permit will be required for removal of the existing i- buildings. Septic tanks must be pumped out and filled in with sand or gravel. Sanitary sewers must be capped off. Wells must be filled in. An inspection by the City Building Department Is required at completion of each item. 4. Landings on each aide of doorways shall not be more than 1 inch below the threshold. Al/1W AVW r-1, 1 V/r-i 5. Th F• Infants (Room 10►) area is an I-1 occupancy. This requires: Nrr«, •+T. A•i ,. A one hour occupancy separation is required from the remainder of the building. b. The entire area shall be of one hour construction (includes all walls and ceiling). Provide details. -3A .. f At/A..7 Openings (i.e. , doors, windows, duct openings, etc.) shall be protected by one hour rated labeled fire assemblies. f.. she kitchen is required to have a one hour occupancy separation from the remainder of the building. ti'r rr4,) 0,1/%4 ( 4-1 7. Walls as per detail 3/A-2 shall be firestopped at top plate lines and every 10 feet laterally. Mechanical chases shall be firestopped at top plate lines. "erre, imfrf 3/A-2. /VI 13125 SW Hall Blvd .P C) Box 23397.Tigard,Oregon 97223 (503)639-4171 -- I Kinder-Care Letter Page 2 January 20, 1988 8. A fire alarm shall be provided which complies with NFPA No. 72-A, 1979 Edition. Nrcr 041-.A.1 9. All suspended rigid ducting shall be seismic braced against lateral 1 movement. New swr• A'' 10. Suspended ceilings shall be seismic braced against lateral and uplift forces. maw. so/ A-1 , A If uwf• W15to 11. All reinforcing steel shall be tied in place. ,,VClcp /N! f-I AdZ I Z 12. The submitted architectural plans do not bear an architect's stamp.. I 44010 13. The submitted mechanical plans do not bear an architect or engineer's . stamp and signature. 14. Energy calculations for: a. Exterior envelope b. Maximum lighting standards c. Mechanical systems Must be submitted OR A stamped, signed statement by the design architect(s) or engineer(s) that the applicable areas meet the requirements of UBC Cha,ter 53. '$4 A�CAIG0 L LZ" 15. An exhaust fan shall be required in Utility Room 117. cM frl- 1 16. Combustion air shall be provided for the gas fired water heater in ' Utility Room 117. Nr 1'W ',4,1 ( Al • 1 w 17. If the kitchen cooking facilities are to he used for preparation of foods that produce grease ladened vapors, a Type I hood shall he provided. l�✓1 piPrir The mechanical plans sheet M-1 call for a commercial hood, if this Ali 1 .t � is to be used, 3 sets of plans and specifications for the hood shall FSO. / be submitted to this department. if SO) 18. Use two 45° bends in lieu of one 90° bend on Lynch type catch basins. " 1 Ktader-Care Letter Page 3 January 20, 1988 4t)t 19. Discharge from roof drains and area drain shall enter storm drain line • downstream from catch basin. 20. Plumbing vents on stacks A and B shall be full 3 inch diameter from building drain through roof. ,yr ie,r) f••T/z 21. Floor drain locations for mechanical condensate drains are not clear. -/ ( •4t4. C'f f. 1/1-1.1 F,rni�Gt Sheets M-1 and M-2 show location outside the building. Sheet-724-1k t ' shows a funnel drain inside the mechanical chases. That location will require trap primers and access doors to drains. 22. The approved stamped plans shallbe maintained on the job site at all O5 times. 4441 i ,wo , p •f #1) 23. No work shall commence before 7:00 AM or continue after 9:00 PM. 24. Streets shall be kept clear of dirt, mud and debris. If you have any questions, please call 639-4171. Sincerely, Brad Roast Building Official ha/27691) st,fi CITYOFTIGARD No. 28T67 13125 5 W HALL BLVD P O BOX 23397 Date TIGARD. OH 97223 Name Lot BlocklMap Subdivision/Address Permit N's Bldg. Plumb Cash Check Sewer Other .they Rec. By Acct. No. Description Amount 10.432 Building Permit Fees 10-431-600 Plumbing Permit Feer 10.431.801 Mechanical Permit Fees 10-230-501 State Bldg. Tax 10-433 Plans Check Fee 30-443 Sewer Connection - + 30.444 Sewer In_pection 51-448 Street Syst. Dev. Charge _ 52-449.610_ Parks I Syst. Dev. Charge 52.449-620 Parks II Syst. Dev. Charge _ 31.450 Storm Drainage Syst. rev. Charge 10-430 Business Tax 10-434 Alarm Permit 10-227 Bail 10-455- Fines - Traffic/Misd/Parking 10-230- CPTA Traffic/MIsd/Vic. Asst. 10-458 Indigent Defense 36122-401 Sewer Service/USA -2022.402 fewer Servlce'City 30% 30-123 --_ Sewer eviceiCIty Maint. _ `-'.3612° Unmatched 31124 Storm Drainage 40.475 �encr I rin. Pymt. -- 40-471 Bancroft Int. Pymt. 1 TOTALC.) bFPART WNT COPY GEOTECHNICAL ENGINEERING EXPLORI ION AND ANALYSIS . }. PROPOSED KINDER-CARE LEARNING CENTER NO. 34444— ) o;L " TIGARD, OREGON GEA PROJECT NO. C-870817 FOR KINDER-CARE LEARNING CENTER, INC. IRVINE, CALIFORNIA GILEs NGINEERING r-1"-)SSOCIATES, INC. CCONSULTING SOIL AND OuNDATION ENG1NCCRS _ _ _ GILES eNGINEERING ASSOCIATES, INC. CONSULTING GEOTECHNICAL, ENVIRONMENTAL AND CIVIL ENGINEERS MILWAUKEE,WI W228f1683 WESTMOUI1D DRIVE/WADI<ESHA, WI 53186/414-544-0118 LOS ANGELES,CA September 9, 1987 Kinder-Care Learning Center, Inc, 2303 Martin Street Suite 460 Irvine, California 92715 Attention: Mr. Lorenzo Reyes Regional Construction Manager Subject: Geotecinical Engineering Exploration and Analysis Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Dear Mr. Reyes: In compliance with your request, a geotechnical engineering exploration and analysis has been conducted for the above referenced site. Transmitted herewith is one copy of the report. The conclusions and recommendations developed from the exploration and analysis are summarized below and discussed in detail in the accompanying report. 1. the proposed site is currently occupied by several structures. The property is relatively flat and about 2 to 3 feet above the adjacent roadways with the surface slightly sloping from the center downward toward the east and west. The subsurface exploration indicates the proposed site is covered by a relatively thin topsoil mantle underlain by moderate strength silty and clayey soils to a depth of about 8 feet followed by a moderate strength silt to at least 15 feet, the maximum depth explored. The water table appeared to be at a depth of about 6 to 10 feet below the existing ground surface at the time of the field exploration, but should be expected to fluctuate with varying precipitation and surface runoff. The site may also be subject to a relatively shallow perched water table during wet periods. The subsoils encountered on the proposed site have a high clay and/or silt content and are therefore moderate to highly moisture and disturbance sensitive. These soils may - therefore undergo a significant loss of strength and increase in settlement characteristics where disturbed and/or allowed to increase in natural moisture content. Some difficulties associated with the develqment of the site should therefore be anticipated as a result of the moisture and disturbance sensitive materials. Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GIES EncuNCOM P15500140 inc GEA Project No. C-870817 Page 2 2. The most economical method of foundation s,i,port for the proposed building is considered to consist of a conventional spread footing or a turned down/thickened slab. The fioo,• may be designed as a conventional slab-on-grade and may be monolithically poured with the thickened foundation sections. With proper suburade preparation and monitoring, suitable bearing soils are considered to be available at a relatively shallow depth ( 1 to 2 feet below existing grade). 3. The proposed site is in a somewhat active seismic zone. Therefore, the structure should be designed for conventional building code and local seismic practices. The liquefaction potential appears to be relatively low. 4. The most economical foundation system for the proposed trash corral is considered to consist of a properly reinforced Portland Cement concrete pad designed to resist the impact loads of trash removal equipment and utilzing thickened edges for wall/fence support. 5. On a preliminary basis, a pole sign which is understood to be planned for the proposed development may be supported by a conventional spread footing foundation system designed for a moderate soil bearing pressure and supported within suitable bearing existing soils that are considered to be available at shallow depth throughout the site. Caution should be exercised in extending the foundation excavation for the sign due to the significant construction and dewatering problems which may develop if the water table is penetrated without special dewatering provisions. A shcllow foundation system for the proposed sign is also recommended as a result of the subsoil strength reducing with increasing depth. f,. Pavement for the proposed site may consist of conventional asphaltic concrete in conjunction with a crushed aggregate base course. A Portland Cement concrete pavement is also recommended in conjunction with the asphalt or highly strEssed areas such as the trash corral and trash corral loading zone and Entrance and exit aprons to the parking lot. 7. The subsoils encountered on this site are moisture and disturbance sensitive. Some compaction problem`s- should therefore be anntici�ated -e Qe fially if construction Is carried out duringwet weather. Audgeting for soil' stabilizatTon and/or constructon time d Tys should therefore be reflected in the project plans. Caution should be exercised with the use of vibratory compaction equipment on this property since it may result in unstable conditions. 8. Some construction problems may be Encountered on the proposed site as a result of the potentially unstable and caving excavations where 11 .172,71 Proposed Kinder-Care Learning Center No. 3444 i_7—% 11€ CriGiriCCRNYG ASSOCIATES If< Tigard, Oregon GEA Project No. C-870817 Page 3 steep unbraced slopes are used and the relatively shallow water table. Movement of construction equinment around the site during wet periods may also result in some difficulty. The high silt content soils are also expected to be susceptible to erosion and should be be carefully compacted during construction. Some extra expense and time delays may therefore be required. Some construction problems may also be encountered on the proposed site as a result of the existing structures. We appreciate the opportunity to be of service on this project. If we may be of additional assistance, should geotechnical related problems occur or to provide monitoring services during construction, please do not hesitate to contact us at any time. Very truly yours, GILLS ENGINEERING ASSOCIATES, INC. Terry Giles, P.E. President Encl . Report No. C-87081.7 cc: Kinder-Care Learning Centers, Inc. Attn: Mr. Pat Gelevan (4) Mr. James Kent (1) GEA737/lms GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED KINDER-CARE LEARNING CENTER NO. 3444 TIGARD, OREGON GEA PROJECT NO. C-870817 INTRODUCTION The scope of services for this project included a site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the building and trash corral foundation and floor slab, sign, and pavement design for the proposed development. SITE AND PROJECT DESCRIPTION The proposed site is located along the west side of North Dakota Street in Tigard, Oregon. The property is relatively flat with the center slightly higher in elevation and sloping gently downward to the east and west. The property is presently about 2 to 3 feet higher in elevation than the adjacent roadway. The single story residence along with a garage and shed (as indicated on Figure 1) presently occupy the property. Groundcover generally consists of grass and weed with some trees. The proposed building is understood to consist of a single-story masonry and/or wood frame structure with exterior dimensions of approximately 107 X 59 feet. No basement is planned for the building. This structure will he supported by exterior bearing walls with a clear span interior. Typical maximum foundation loads are estimated to be in the range of 2,000 to 3,000 psf. The floor slab is assumed to carry a maximum design live load of 100 psf. For design purposes, the pavement is assumed to be subjected to 200 light vehicles and five equivalent 18,000 pound single axle loads from heavy trucks per day. A ten year analysis period is used for design. The planned floor elevation was not available at the time of th .s report. However, considering the existing topography, drainage requirements, and adjacent dwelopments, a U.E. El . 103.01 has been assumed for the purposes of this report. Existing grades in the proposed building location presently range from about 101.8 to 102.6+. Therefore, only nominal grading is anticipated in the building and parking areas, depending on site preparation requirements. SUBSURFACE CONDITIONS Five (5) soil test borings were performed for this project at the locations designated by the client. Boring locations were somewhat limited as a result of the existing building locations, above and below ground utilities. and landscaping features. The three (3) borings drilled in the proposed building Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 2 area were extended to a depth of 15 feet. The remaining two (2) borings were located in the proposed trash corral and sign and therefore additionally the parking lot portions of the property and were terminated at depths of 5 feet. A copy of the test boring logs (Record of Subsurface exploration) and Boring Location Plan, Figure 1 , are enclosed in the Appendix. The elevations shown on the test boring logs were obtained by conventional hand-leveling techniques referenced to the benchmark indicated on the Boring Location Plan, Figure 1, and are considered accurate to the nearest 1.0± foot. The soil parameters indicating the engineering characteristics of the materials encountered in the test borings, as determined by the field and laboratory testing, are presented on the logs with the terms and symbols defined on the General Notes enclosed on the last page of the Appendix. The field testing was performed in general accordance with ASTM and other applicable specifications. The subsurface exploration indicates the proposed site is generally covered by a thin (5 to 6 inch) mantle of topsoil composed of a low organic content clayey silt to silt. Below the topsoil mantle, the subsoils generally consisted of a firm to dense and stiff to very stiff silty clay to clayey silt and clayey silt to silt with a moderate to relatively high moisture content continuing to a depth of about 8 feet below the existing ground surface. The moisture content of this stratum generally increased with increasing depth. Below a depth of about 8 feet, the subsoils generally consisted of a firm and stiff silt with • some very fine sand content and a moderate to relatively high moisture content continuing to at least 15 feet, the maximum depth explored. No free water was observed at the time of the field exploration. The subsoils however have a high clay and/or silt content and are therefore relatively impervious at least to a depth of about 8 feet below the existing ground surface. The determination of an accurate hydrostatic water table by observation of water levels within an open borehole is therefore very difficult even after several days. Based upon the moisture contents of the subsoils and the general characteristics , the hydrostatic water table was considered to be at a depth of about 6 to 10 feet below the existing ground surface at the time of the field exploration. The water table should, however, be anticipated to fluctuate somewhat with varying precipitation and surface runoff. The site may also be subject to a relatively shallow perched water table were surface water is trapped within the ul1per more pervious layers where underlain by more impervious strata. The above described subsurface conditions have been simplified somewhat for ease of report interpretation. A more detailed description of the subsurface conditions at the test boring locations are described on the test boring logs enclosed in the Appendix. J Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 3 CONCLUSIONS AND RECOMMENDATIONS The conditions imposed by the proposed building, pavement, trash corral , and sign have been evaluated on the basis of the engineering characteristics of the subsurface materials encountered in the borings and their anticipated behavior both during and after construction. The conclusions and recommendations for building and trash corral foundation and floor slab, sign foundation, and pavement design along with construction considerations and site preparation requirements are discussed in the following sections of this report. Seismic Design Considerations Research of the available geologic information indicates that the site is located in an area which is subject to lateral ground acceleration in the event of a seismic occurrence. The site is however understood not to be located in an area designated as a significant fault rupture hazard potential . The subsoils on the proposed site generally consist of a silty clay to clayey silt, a clayey silt to silt, and a silt that have a moderate true and/or apparent cohesion. These soils even with the relatively shallow water table are considered to exhibit a relatively low liquefation potential because of their true and/or apparent cohesion characteristic. A specific seismic design with respect to liquefaction is therefore not considered warranted for this project. The site is situated in a potentially active seismic zone and may be subject to lateral accelerations and moderate ground shaking during a seismic event. All foundation designs must, therefore, be performed in accordance with the Uriform Building Code and governing local regulations. Site Development Considerations The subsoils encountered at the test boring locations are considered to exhibit a moderate strength and are considered suitable for use with a conventional shallow foundation system, especially for the relatively low structural loads imposed by the proposed development. Therefore, the most economical foundation system for the proposed structure is considered to consist of conventional spread footings or a turned-down/thickened slab designed for a moderate allowable soil bearing capacity, supported on suitable existing natural soil and/or newly placed compacted fill used to raise low areas and replace unsuitable existing soils where encountered. The floor slab may be designed as a conventional slab-on-grade, and should also be supported on suitable bearing existing natural soils and/or structural fill and may be poured monolithically with the turned-down/thickened slab foundations. Pavement for the proposed development may consist of conventional asphaltic concrete with a granular base. Some localized overexcavation may be necessary due to the presence of an existing building extending into the building area and the potential variability of existing fill that may ha e been associated with the previous development. Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 4 The existing soils are considered to be moderate to highly moisture and disturbance sensitive. Therefore, problems may be encountered particularly if construction proceeds during wet weather. The severity of the construction prob'ems will be dependent in part on the time of year that construction proceeds, and cn precautions exercised to protect the sensitive soils. Site Preparation Requirements Site preparation throughout the proposed building and pavement areas will require removal of all portions of the existing buildings and any associated unsuitable soils along with all surface vegetation, organic soil , or other unsuitable materials estimated to be relatively thin (6+ inches) throughout the majority of the development , but may extend to deeper depths in localized pockets that were not detected during the subsurface exploration program. Following removal operations, the subgrade should be proofrolled to detect soft, yielding soils which must be removed. Subsequent to proofrolling, the subgrade should be scarified to a depth of at least 6 to 8+ inches and recompacted in accordance with the enclosed specifications. Low areas and excavations may then be raised to the planned finished grade with compacted fill . Site preparation should be performed in accordance with the specifications enclosed in the Appendix of this report (Modified Proctor Procedures) . Due to the moisture and disturbance sensitivity of the existing soils, special care should be utilized in maintaining positive drainage from the property in order to minimize the potential for excessive moisture infiltration as a result of precipitation during construction. Vibratory compaction equipment should be used with extreme care on the proposed site as a result of the disturbance sensitivity of the subsoils and the potential for vibratory compaction to lessen rather than improve the compaction and strength of the subsoils. Foundation Design Parameters After proper subgrade and site preparation, the proposed building may be supported by conventional spread footings or a turned down/thickened slab founded at the typical embedment depth below the planned floor elevation and exterior grades and founded at least one foot into suitable existing natural , undisturbed soil and/or within a structural compacted fill continuous frim a suitable existing natural soil subgrade used to raise the site to the planned finished grade and/or replace unsuitable portions of the existing soil . The foundations may be designed for a maximum, net, allowable soil bearing capacity of 3,000 psf which, therefore, will allow the use of the standard Kinder-Care 2,000 psf foundation plans and specifications. Conventional reinforcing in the footing pads is considered adequate and a minimum strip footing or thickened • section width of 12 inches is recommended for proper strength development. Trench footings may also be used providing the excavation sides are stable and the local building code permits their use. Proposed Kinder-Care LearningCenter No. 3444 P Tigard, Oregon GEA Project No. C-870817 Page 5 The standard Kinder-Care foundation plans and specifications indicatinq_a nominal— OOO psf soil ressure and utilizincL either convention Tpr sead ootings or a turned-down/thickened slab system may therefore be used on this site with proper care during construction. Suitable soils for support of the standard Kinder-Care 2,000 psf soil pressure must have at least a stiff comparative consistency (average qu greater than or equal to 1.0 tsf) for cohesive soils or a firm relative density (N value greater than or equal to 10) for granular soils. Suitable bearing existing natural soils appear to be available at a depth of about 1 to 2 feet below the existing ground surface in the planned building area. However, considering the potential variability and extreme moisture and disturbance sensitivity of the subsoils , the foundation bearing grade must be evaluated and approved by a qualified geotechnical engineer during construction in order to ensure the foundations are supported by suitable bearing soils and will perform as intended. If unsuitable bearing soils are encountered at the planned bearing grade elevation, they should be removed to a suitable bearing subgrade and the excavation backfilled with structural fill to develop a uniform bearing grade, or the foundations may he extended by thickening or stepping the footing pad. All fill used for foundation support must be placed and compacted under engineering controlled conditions in accordance with the enclosed specifications and should be continuous from a suitable existing natural soil subgrade and additionally continuous throughout the foundation influence zone as defined by the enclosed specifications. The local building code is understood to require a minimum 12 inch foundation embedment depth. However, it is recommended that exterior foundations extend at least 18 inches below the adjacent exterior grade except for foundations adjacent to planter areas where they should be extended to at least 24 inches to minimize bearing soil deterioration as a result of landscape moisture softening. Post construction total and differential settlements of a shallow foundation system designed and constructed in accordance with the enclosed recommendations are estimated to be less than 1.0 and 0.5 inches, respectively, which is considered within tolerable limits for the proposed structure. Floor Slab Design Parameters After the site has been prepared in accordance with the work recommended in the Site Preparation Requirements section of this report, and the foundation or other excavat�ns backfilled with structural fill in accordance with the enclosed sFaclfications, the floor may be de igned as a conventional 4 inch thick slab-on-grade supported by suitable bearing existing soils and/or compacted structural fill used to raise the site or to replace unsuitable existing soils. The floor slab should be suitably reinforced and supported by a typical 4 to 6 inch compacted granular base placed on i suitably prepared IIIIIIIMIIIIIIIIIIIMIIIIIIIMIIIIINIIIIIIIIIIIIIIIIIMMIIIIIIIIIIIIIIIIII Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 6 existing soil subgrade. A polyvinyl sheet should be placed immediately below the floor slab to serve as a vapor barrier. If the materials underlying the polyvinyl sheet contain sharp, angular particles, a cushion layer of sand approximately 2 inches thick should be provided to protect it from puncture. With proper site preparation and evaluation, the post construction total and differential settlement of the floor slab constructed as recommended is estimated to be less than 0.5 and 0.3 inches, respectively, which is considered within tolerable limits for the proposed structure. The standard Kinder-Care slab-on-gr4de floor is therefore considered suitable for use on this site wit�i proper subgrade preparation. Trash Corral Design Parameters The trash corral is understood to be situated near the southeast corner of the parking lot in the vicinity of Test Boring No. 5. The soils encountered at Test Boring No. 5 generally consist of a thin mantle of low organic content topsoil underlain by a moderate strength clayey silt to silt to at least 5 feet and are therefore similar to the soils encountered elsewhere across the property. The trash corral is understood to consist of a wooden fence or chain link type fence enclosure, or a masonry block type open structure. The trash enclosure is very light and therefore, a conventional bearing capacity analysis is not considered to be applicable for the proposed foundations. The trash corral will however be subject to impact loads imposed by trash removal equipment and will be required to support the fence or masonry block type enclosure walls. The most economical and appropriate foundation system for the proposed trash corral is considered to consist of a Portland Cement concrete slab thickened around the perimeter for wall support. The interior concrete pad should be typically a minimum of 6 inches in thickness and the perimeter adjacent edges thickened to at least 12 inches in thickness and 12 inches in width. The concrete slab should also be underlain by a minimum 4 to 6 inch compacted granular base. The existing natural soil is considered suitable for support of the trash enclosure after proper subgrade preparation including proofrolling, scarification, and recompaction a, required by the enclosed specifications. The concrete should consist of an air-entrained Portland Cement mixture with a proper water-cement ratio for both strength and finishing considerations. Reinforcement may typically consist of heavy wire mesh (6X6-6/6WWM) throughout the interior of the pad and four No. 5 rebars (two top and two bottom) continuous around the perimeter within the thickened section. The thickened section should also extend at least 12 inches below the finished exterior grade. All Portland Cement concrete should consist of materials and be placed in accordance with Oregon State Highway Specifications S'ction 450. Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 7 Sign Foundation Design Parameters A pole sign is also understood to be planned for the proposed project near the extreme northeast corner in the vicinity of Boring No. 4. The structural details ana loading requirements of the sign were, however, not known at the time of this report, and therefore, only preliminary foundation design recommendations can be provided. The conventional Kinder-Care pole sign is understood to bP typically supported by a conventional square footing or shallow drilled pier extending 4 to 6 f'et below the adjacent grade for overturning resistance. The subsoils at Boring No. 4 in the sign area are generally consistant with the remainder of the soils across the site and therefore composed of a relatively thin low organic content topsoil mantle underlain by a moderate strength clayey silt to . ilt extending to a depth of at least 5 feet. The foundation system fur the proposed sign may therefore typically consist of a conventional spread footing supported by suitable bearing natural soils which are anticipated to be available at a shallow depth (1 to 2+ feet) below the existing ground surface. The sign foundation may be designed for a soil pressure in the range of 2,000 to 4,000 psf with shallow embedment. Some caving and sloughing of foundation excavations may occur, but will be significantly dependent on excavation equipment utilized, excavation slope steepness, subgrade moisture conditions during construction, and duration of time the excavatioo is left open prior to pouring foundation concrete. A drilled pier foundation system is typically riot recommended because of the instability of the silty subgrade soils. Additionally because the water table appears to be at a depth of about 6 to 10 feet below the existing ground surface, the foundation bearing grade is recommended to be designed to extend no more than about 5 to 6 feet below the existing ground surface to avoid possible water problems. The subsoils from the proposed site also tend to reouce in strength with increasing depth and therefore the foundation system is recommended to be kept as shallow as possible. The sign foundation must be designed to resist overturning moments and will , therefore, typically require a sufficient embedment depth to compensate for lateral loads which may be applicable to the sign foundation design. Evaluation of the sign foundation bearing surface must be conducted by a qualified geotechnical engineer during construction to ensure that the sign is supported by suitable bearing soils and will perform as required. Pavement Design Parameters Subyrade preparation should be performed as described in the Site Preparation Requirements section of this report. After proper subgrade preparation, the exposed—materials are anticipated to consist of a silty clay to clayey silt and are, therefore, anticipated to exhibit pavement support characteristics equivalent to R-values ranging from 5 to 15 based on the Unified Soil Classification of CL to ML to SM. The pavement design has, therefore, been based on an estimated R-value of 5. It should, however, be recognized that the city/county may require a specific R-value test to verify the support characteristics of the subsoils in order to allow for the following design to be • Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No. C-870817 Page 8 used. Alternatively, the city/county may require that a minimum code pavement section he used if a specific k-value or CBR test is not performed. In accordance with the specifications enclosed in the Appendix of this report, it should be noted that the upper portion of the new pavement subgrade should be compacted to a higher in-situ density than the underlying materials for proper pavement support. However, extreme caution should be utilized to prepare the subgrade. If the soils are wet, an attempt to compact the soils may reduce rather than improve subgrade conditions. The soils consultant should, therefore, be contacted for alternate rEcommendations if the subgrade soils are wet at the time of site preparation. The following table is presented to indicate the thickness of a recommended conventional asphaltic concrete pavement. The table includes appropriate state highway specifications to ensure that proper materials and placement procedures are used. Oregon State Pavement Section Highway Materials Thickness (inches) SFecificatiors Asphaltic Concrete Surface Course 1* Section 403, Class C ** Asphaltic Concrete Binder Course 11* Section 403, Class B ** Crushed Aggregate Base Course 6 Section 305 * If the surface and binder course consist of similar materials, they may be placed as a single 2} inch lift, rather tha;, two individual layers. **Compaction Per Section 403.45b. Pavement recommendations assume proper drainage and construction inspection and are based on AASHTO design parameters for a ten year design period. Areas of the site which will be subjected to relatively high vehicular stresses should be paved with a Portland Cement concrete pavement similar to that recommended for the trash corral areas. Areas which are considered to be subject to highs stresses and which will benefit from a Portland Cement concrete pavement typically include about a 10 X 30 foot pad in front of the trash corral , and the lot entrance/exit aprons. I Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project. No. C-870817 Page 9 Construction and Other Design Considerations The water table at the time of the zxploration was considered to be at a depth of about 6 to 10± feet below the existing ground surface. The water levels may however rise sowcwhat with precipitation and surface runoff. The site may therefore be subject to a relatively shallow water table especially during wet periods. The subsoils on the proposed site consist of clay and/or silt, and are therefore potentially unstable during periods of unbalanced hydrostatic pressure. Excavations extending into the water table may result in unstable boiling conditions or will require some form of specialized dewatering technique. Excavations extending deeper than within about 1 foot above the water table are therefore recommended to be avoided wherever possible. Foundation excavation and general site stripping will expose generally clay and/or silt soils which are considered to he moisture and disturbance sensitive. These soils may increase in settlement characteristics if disturbed or if permitted to erode and/or soften as a result of exposure to free moisture. The site should, therefore, be graded to prevent ponding and surface water from running into excavations. Foundations and floor slab concrete should be poured as soon as possible after excavation with all trenches backfilled immediately after the concrete has set up. Softened, eroded, or excessively wet soils should be dried and recompacted and/or removed and replaced -ith a :.'.ructural fill that has been placed and compacted in accordance with the enclosed specifications. On-site soils may be reused as structural compacted fill for foundation, floor slab, and pavement support provided they do not contain significant organic content. Due to the high clay and/or silt content, some problems may be encountered, especially if construction is carried out during wet periods. Increases in the natural moisture content will result in difficulties with compaction. Due to the sensitive character of thy' soils , utilization of a coarse granular backfill may be desirable and will reduce m'iisture-related problems especially if construction is carried out during wet periods. Care should be exercised in the use of vibratory compacting equipment since unappropriate compaction may loosen rather than densify the materjil and create additional stability and support problems. Excavation problems may be encountered on the proposed site as a result of the high silt content soils therefore c:eating potentially unstable and caving excavations where steep unbraced slopes are used. Existing structures are present on i„: proposed site. A portijn of the existing :structures extend into both Cie planned building and paverrint areas. Caution shoeld be exercised during construction to ensure that all portions of the existing structures along with any associated unsuitable soils are prope. ly removed and the excavatic+rs backfillee with a structural compacted fill . Portions of the existing structures ;n addition to those indicated on Figure 1 where encountered during construction should be handled in a similar manner and should also be brouiht to the soils consultants attention to ensure that they do 12658 S.W. NORTH DAKOTA STREET 2 OF 2 Proposed Kinder-Care Learning Center No. 3444 Tigard, Oregon GEA Project No . C-870817 Page 10 not alter the conclusions and recommendations contained herein. Construction problems associated with the removal of the existing structures incluoiny foundations , floor slabs, and underground utilities may therefore be encountered on this site. Development of the proposed site entail some soil and foundation oriented problems especially as it relates to the sensitivity of the subsoil to both moisture and disturbance. Excavation problems may also be encountered on the proposed site as a result of both the caving of potentially unstable soils and the relatively shallow water table creating potential severe excavation problems where construction extends below the water level . The recommendations presented in this report are, therefore predicated upon site preparation, foundation, floor slab, and pavement construction performed under the supervision of the geotechnical consultant. GENERAL COMMENTS The soil samples obtained during the subsurface exploration will be retained for a period of thirty (30 days). If no instructions are received, they will be disposed of at that time. This report has been prepared in order to aid in the evaluation of this property and to assist the architects and engineers in the structural design. It i ; intended for use with regard to the specific project discussed herein and any substantial changes in the building, loads, locations, or assumed grades should be brought to our attention so that we may determine how such changes may affect our conclusions and recommendations. The analysis of this site was based on a subsoil profile interpolated form a limited subsurface exploration. If the actual conditions encountered during con%tructiun vary from those indicated by the borings , we must be contacted immediately to determine if the conditions alter our recommendations. The conclusions and recommendations presented in this report have been promulgated in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. ,A 9 M i. I 4' .1 , 4 I 4 APPENDIX The boring logs and related informa- tion enclosed in the appendix depict subsurface conditions only at the specific locations drilled and at the particular times designated on the l s.Soil conditions at other locations may differ from conditions occurring at these goring locations. Also the passage of tim'3 may result in a change in the soil conditions at the boring locations drilled. I i y 1: th, tK4 iv y !,. t,.� Y J SPECIE-ICA IONS FOR SUBGRADE AND GRADE PREPARATION FOE FILI,FOUNDATIONS, FLOOR SLABS, AND PAVEMENT Cr7 SUPPORT; AND SELECTION, PLACEMENT AND COMPACTION (� �('`'� OF FILL c41ILS USING MODIF;ED PROCTOR PROCEDURES G�iEs C,nGmeEnmG 6)ssoriates inc 1. Inspection and testing of subgrades and grades for fill, foundation, floor slab and pavement; and fill selection, placement and compaction shall be performed under the supervision of an exper- ienced soils engineer. 2. All subgrades and grades shall consist of and be (a) underlain by suitable bearing material, (b) free of all organic, frozen, or other deleterious material,and(c) inspected and approved by qualified engineering personnel under the supervision of an experienced soils engineer. Preparation of subgrades after stripping vegetation, organic or other unsuitable materials shall consist of (a) proof-rolling to detect soft, wet, yielding soils or other unstable materials that must be undercut, (b) scarifying top 6 to 8 inches, and (c) recompaction to same minimum in-situ density required for similar materials indicated under item 5. Note: Compaction requirements for pavement subgrade higher than other areas. 3. In undercut and fill areas, the compacted fill must extend (a) a minimum 1 foot beyond the edge of the foundation or pavement at grade and down to compacted fill subgrade on a maximum 2(V):1(H) slope, (b) 1 foot above footing grade outside the building, and (c) to floor subgrade inside the building. Fill shall be placed and compacted on a maximum 1(V):5(H) slope or must be stepped or benched as required to flatten i not specifically approved by qualified personnel under the direction of an experienced soils engineer. 4. The compacted fill materials shall be free of deleterious. organic or frozen matter, and shall have a maximum Liquid Limit (ASTM D-423) and Plasticity Index (ASTM D-424) of 30 and 10, respectively, unless specifically tested and fourd to have low expansive properties and approved by an experienced soils engineer. The top 12 inches of compacted fill should have a maximum 3 inch particle diameter and all underlying compacted fill a maximum 6 inch diameter unless specifically approved by an experienced soils engineer. All fill material must be tested and approved under the direction and supervision of an experienced soils engineer prior to placement. If the fill is to provide non-frost susceptible characteristics, it must be classified as a clean GW, GP, SW or SP per Unified Soil Classi fication System (ASTM D-2487). 5. The density of the structural compacted fill and scarified subgrade and grades shall not be less than 90 and 95 percent of the maximum dry density as determined by Modified Proctor (ASTM D 1557) for cohesive and granular materials, respectively, with the exception of the top 12 inches of pavement subgrade which shall have a minimum in-situ density of 95 and 100 percent of maximum dry density for cohesive and granular soils, respectively, or 5 percent higher than underlying fill materials. The moisture content of cohesive soil shall not vary by more than --1 to +3 percent and granular soil +3 Percent of optimum when placed and compacted or recornpacted. The fill shall be placed in layers with a maximum loose thickness of 8 inches for foundations and 10 inches for floor slabs and pavements unless specifically approved by a qualified soils engineer taking into consideration the type of materials and compaction Li uipment being used. The compaction equipment must be approved by personnel under the directior of a qualified soils engineer who is also performing the inspection of fill placement and compaction to ensure that it is suitable for the type of materials being compacted. Under no circumstances rias, bulldozers or similar tracked vehicles be used for compaction equipment. 6. Excavation, f fling, subgrade and grade preparation shall be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working platform. Springs or water seepage encountered during grading/foundation construction must be called to the soil en gineer's attention immediately, for possible revision or inclusion of an underdrain system. 7. Non-structural fill adjacent to structural fill shall be placed in unison to provide lateral support. Backfill along building walls must be placed and compacted with care to ensure excessive unbalanced lateral pressures do not develop. The type of fill material placed adjacent to below grad' walls (i.e. basement walls and retaining walls) must he properly tested and approved by an experienced soils engineer with consideration for the lateral earth pressure used in the wall design. r ' . Note: Dimensions indicate approximate method of locating test borings in the field with respect to apparent property lines. Z -- III°Ib' Scale: 1"=6O' Proposed ... 15‘1 .___ Concrete n t-_ _.Sidewalk Proposed Kinder-Care Existing Existing Garage 15'-� /� - y (�v / iStor HOl19e with �J Basement 1rr/ / •• 1..--- 35' - _ .. i, /,' , , Existing Shed 7 186' / O `�✓ / 1 T iir- +�S'♦ 5 / L 1. . ! ��♦ , 133' Proposed y - AO Trash Enclosure 60' �-� v .�. -- -- tT l5 �/1 t'ro :19 p ed Monument ----- North Dakota -----+ Sign and Street Benchmark: Flag Pole FIGURE 1 Edge of Road BORING LOCATION PLAN Assumed El. 100.0 Proposed Kinder-Care North Dakota Street Tigard, Oregon GEA Project No. C-870817 GILES E„GI, E,,111G 1 iSSOCDJES.Inc. Ca+Su17'MG Sal Aro &MIIII0f1 EI.OME r s MIN - - 1 . RECORD OF SUBSURFACE EXPLORATION , 'BORING NO. OtM PROJECT NO. —� l (N.E. Building Cor. .) I C-87CS'_% [ DATE FIELD r°PRESENTA'.IVE L71LES CZ,nCINCERING , iSSOCIA`c s,INC. 8-29-87 I Mark Flaherty � PROJECT COnSULTi^IG SOLAND 1Oun1D TIOn �tiGnECRs Kinder-Care Learning Center No. 344 4 I Tigard, Oregon — - __ -- Depth Sample w REMARKS DESCRIN ION N 4u Qp �'[ aon1O2.6± Surface Type , — :::---, ]:— __` 1-AU - Brown Silty Clay to Clayey Silt, _ trace Organic Matter (Fine Roots)- - 24 13 Damp to Moist (Sensitive) -I _ 5' 3-SS 23 1.0 0.25 19 Brown Clayey Silt to Silt, trace to _ - -little very fine Sand-Damp to Wet -4-SS 10 2. 75 0. 35 37 - :little to Very Sensitive) __ _ Broin Silt, trace to—Tittle very fine - _Sand•-Moist to Wet (Very Sensitive) 10' 5-SS 15 1 .4 1 .5 0.25 21 - -, — — * — _ _. , 15' 6-SS 7 3i Boring Terminated at 15' - - - Note ,'1: 6"± Brown Clayey Silt to - - Silt, trace Organic Matter - - and fine Roots(Low Organic 20' - - Content Topsoil)-Dry _ * Caved and Dry at Completion _- - 25' - - H - _ 3C' - 3r -j - i F. .... .. 40 - 1 , - V Water encountered at ____ft.while drilling I F' V Water at __._ft. et completion V Water at __—__h.atter _._--hours 45' - - r - t. The actual maygradual radwl and may very considerably between boring!rations. Dashed lines should beyintterpreted its m Prtapproximate than solid es. N1 .! ' �" RECORD OF SUBSURFACE EXPLORATION (:i4ii:: ' BORING NO. GEA PROJECT NO _s 2 (Center Building) C-870817 A DATE FIELD REPRESENTATIVE GLES CnGIKERric ( )SSOCATf7.$,IMC. 8-29-87 Mark Flaherty -� PROJECT — CONSULTING SOIL AnIDU D rIDNTIOrl 7,riariEERS r-- Kinder-Care Learning Center No. 3444 Tigard, Oregon DESCRIPTION Depth_ Sample Ground Surface Elevation 102.4± Surface Below No. d N qu qP CI, W REMARKS fType Dote A e 1-AU -Orange Mottled Gray Brown Clayey - Silt to Silt-Damp (Sensitive to Very -2-SS 15 4. 5+ 6 Sensitive) J 1111111111 Brown Clayey Silt to Silt, trace ,,very fine Sand-Damp (Sensitive to 5' 3-SS 17 2. 75 0.30 11 Very Sensitive) - -4-SS ±3 2.5 0.35 14 Brown Silt , trace Clay, little very _ -5=55fine Sand-Damp to Moist (Very 10' -SS 17 1 . 75 21 Sensitive) - * - _Brown Silt, trace very fine Sand-Wet (Very Sensitive) 15� 6-SS 5 0. 75 0.20 29 mml Boring Terminated at 15' _ T _. Note A: 5"± Light brown Clayey Silt to Silt, trace fine to - - medium Sand, trace Organic 20' Matter and fine Roots-Dry - (Low Organic Content_ - Topsoil) - I r-- - I ,* Caved and Dry at Completion 25' : - H - - - _. - 30' - - r- 35' - - F -. _ 40' - F- V Water encountered at ft. while drilling - — ` 7 Water at _,.ft. at completion V Water at _ft.after hours 45 ' - ---- -- I 1 Changes of etrata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual•rd may vary considerably between boring locations. Dashed lines should be interpreted as more approximate than solid lines. I I RECORD OF SUBSURFACE EXPLORATION .T__—,._. ___ _� BORING NO. _ GEA P'.tOJECT NO. 3 (S.W. Building Cor. ' , •8,'0817 DATE FIELD RFPRESENTATIVE GILES ENGINEERING InSSOCIATES.INC. 8-29-87 Mark Flaherty [� c PROJECT' CONSULTING C J011 AND FOUNDATION C NONEERS Kinder-Ca• e Learning Ctnter No. 3444 Tigard, Oregon DESCRIPTION Depth sample Ground Surfaee Elevation 102.2± Below No.& N qu qv qs w REMARKS Surface Type IN • : w 1-AU Brown Clayey Silt to Silt, trace Organic Matter (Fine Roots)-Damp ;2-SS 23 14 -(Sensitive to Very Sensitive) � 51 73-SS 18 4.0 8 Brown Clayey Silt to Silt, trace to _ little very fine Sand-Damp to Mcist , (Sensitive to Very Sensitive) 13 -'-.'i C.35 18 :rows Silt, trace Clay, little very _ fine Sand-Damp to Moist (Very 10' 5-SS 11 2.0 0.35 24 Sensitive) _ * Brown Silt , trace Clay, trace very - fine Sand-Wet (Very Sensitive) _ i5' 6--SS 7 0. 75 0. 10 31 Boring Terminated at 15' _ _ Note A: 6"± Brown Clayey Silt to _ Silt, trace Organic Matter _ _ anti fine Roots-Dry (Low 20' - - Organic Content Topsoil) _ - * Caved and Dry at Completion l - 25' -i - 30' -, - 35' - 40' - - . - - - p Water encountered at h.while drilling - 7 Water at ______h. at completion - V Water at _ ft. after . _hours 45 - Changes IA strati indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between boring locations. Dashed lines should be Interpreted as more approximate than solid lines. 1 11.1711111! RECORD OF SUBSURFACE EXPLORATION (:(i\"(ii: BORING NO. GEA PROJECT NO. 4 (Sign and Pavement) C-870817 � t GATE FIELD REPRESENTATIVE C71LES CNCINEERIr1G ( a 1SSOCIMES,inc. 8-29-87 Mark Flaherty PROJECT CONSULTING SOIL AND ItJUriDATIOr ENGINEERS Kinder-Care Learning Center No. 3444 Tigard, Oregon ---_ --._- fes DESCRIPTION Depth Semple + Below No.d N Qu q Qs W REMARKS Ground Surface Elevation 102.6± Surface Type p Note A — --- 1-AU S -- -Brown Clayey Silt to Silt, trace very - -fine Sand, trace Organic Matter - 2-3S 10 3.0 0.40 16 - --(Fine Roots)-Damp (Sensitive to ;.r-,..x -Very Sensitive) 5 ' 3-S5 10 24 * ; Boring Terminated at 5' _ _ _Note A: 5".t Brown Clayey Silt to _ Silt, trace Organic Matter and fine Roots-Dry (Low 10' - -. Organic Content Topsoil) _. _* Caved and Dry at Completion H _' 15 ' — — . 20' — - 25' .• — 30' — - :15 ' - - I - . 40' - — l — V Water encountered at - __ft.while drilling — ,I V Wat'r at ft. at completion — V Water at ft.after ____hours 45 ' - — Changes of strata Indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between boring locations. Dashed lines should ba interpreted as more approximate than solid lines. I RECORD OF SUBSURFACE EXPLORATION ci..„4—,,, BORING NO. GEA PROJECT NO. 5 (7:.E. and Pavement) C-8708! 7 _ DATE FIELD REPRESENTATIVE G11€5CnGInEEnInG (.-----)$$OCIATE5,inc.i 8-29-87 Mark Flaherty C rPROJECT - ' COn$ulrric SOIL AND 1011rgATIOn EnanEEn$ . .tinder-Care Learning Center No. 3444 Tigard, Oregon DESCRIPTION Depth Semple ---7 Depth Ground Surface Elevation 101.8± Below No.` N qu qp q• w REMARKS Surfem Type IIC• • : ,. 1-AU Brown Clayey Silt to Silt, trace very - fine Sand, trace Organic Matte: -- 2-SS 20 7 (Fine Roots)-Damp (Sensitive tc ->c--,e... Very Sensitive) _ 5, 3-SS 17 2. 75 19 * Boring Terminated at 5' Note A: 5"± Brown Clayey Silt to -' - S1 '.t, trace Organic hatter and fine Roots-Dry (Loop 10' - Organic Content Topsoil) .-* Caved and Dry at Completion - 15 ' I - 20' 25' - 30' 35' - I _ 40' i V Water encountered at ____ft while drilling - V Water at ft at completion — V Water at ft. after ____hours 45 ' - Changes or strata indicated by the lines are approximate boundary between soil types. The actual transition may he gradual and mayp , vary consid:trably between boring locations. Dashed lines should be interpreted as more approximate than solid lines, • GENERAL NOTES (:ii4i:: , SAMPLE IDENTIFICATION Grp CriatICAms All sample classifications reviewed by Geotechnical Engineer in accordance with Unified Soil Classification System (ASTM D-2487) DESCRIPTIVE TERM (% BY DRY WEIGHT) PARTICLE SIZE (DIAMETER) Trace: '-10% Boulders: 8 in and larger Littler 11-20% Cobbles: 3 in to 8 in Some: 21-35% Gravel: coarse- 3/4 to 3 in Anu/Adjactive 36-50% fine- No. 4 (4.76mm) to 3/4 in Sand: coarse- No. 4 (4.76mm) to No. 10 (2,Omm) medium- No. 10 (2.0mm) to No. 40 (0.42mm) fine- No. 40 (0.42mm) to No. 200 (0.074mm) Silt: No. 2C0 (0.074mm) and smaller (Non-plastic) Clay: No. 200 (0.0740) and smaller (Plastic) 1 SOIL PROPERTY SYMBOLS DRILLING AND SAMPLING SYMBOLS Dd: Dry Density, pcf SS: Split-Spoon L1,: Liquid Limit ST: Shelby Tube - 3" 0.D. (except where noted) PL: Plastic Limit AU: Auger Sample SL: Shrinkage Limit DB: Diamond Bit LI: Liquidity Inde' '(w - PL)/PIJ CB: Carbide Bit , PI: Plasticity Int. LL-PL) WS: Wash Sample Gs: Specific Gravity RB: Rock-Roller Bit ,,«+". A ' K: Coefficient of Permeability BS: Bag Sample w: Moisture Content qp: Calibrated Penetrometer Resistance, tsf qs: Vane-Shear Strength, tsf qu: Unconfined Compressive Strength, tsf N: Penetration Resistance per foot or fraction thereof for standard 2 Inch U.U., 1 3/8 inch I.D.,split spoon sampler driven with a 140 pound weight free-falling 30 inches, in accordance with Standard Penetration Test Specifications (ASTM D-1586) Nc: Penetration Resistance per foot or fraction thereof for standard Cone : Penetrometer driven with a 140 pound weight free-falling 30 inches i It: Apparent groundwater level at the time noted after completion e : Depth to which boring caved during water level readings SOIL STRENGTH CHARACTERISTICS COHESIVE (CLAYEY) SOILS NON-COHESIVE (GRANULAR) SOILS UNCONFINED COMPARATIVE BLOWS PER COMPRESSIVE RELATIVE AWNS PER CONSISTENCY FOOT (N) STRENGTH (TSF) _DENSITY FOOT (N) Very Soft 0-2 0 - 0.25 Very Loose 0-4 Soft 3-4 0.25 - 0.50 Loose 5-10 Medium Stiff 5-8 0.50 - 1.00 Firm 11-30 Stiff 9-15 1.00 - 2.00 Dense 31-50 Very Stiff 16-30 2.00 - 4.00 Very Dense 514 Hard 31+ 4.00+ . . DECREE OF DEGREE OF ' 'k' . PLASTICITY Pi EXPANSIVE POTENTIAL PI None to Slight 0-4 Low 0-15 Slight 5-10 Medium 15-25 Medium 11-30 High 25+ � M ' High to Very High 31+ ',; , OEA446/kah It. i` •.,i: ELECTRICAL DESIGN ASSOCIATES 12531 S.E. 42nd Bellevue , Washington 98006 12061 643-4104 June 3, 1987 RE : KINDER CARE LEARNING CENTERS, INC. ENERGY CODE & LOAD CALCULATION CALCULATIONS ARE BASED ON DRAWINGS FOR KP. 135 & KP. 135S PLAN LATEST REVISION DATES: SHEET E-1 ( 3-15-87 ) & E-2 & 3 ( 4-22-87 ) WASHINGTON ENERGY CODE - LIGHTING INTERIOR BUDGET : GROUP "E" "DAY CARE CENTERS" - 6, 112 So. FT. x 1. 7 WATTS/S9. FT. - 10, 390 WATTS EXTERIOR BUDGET: PERIMETER - 327 LINEAR FEET x 7. 5 WATTS/L. F. = 2, 453 WATTS GRAND TOTAL = 12, 843 WATTS LIGHTING PER PLAN : TYPE TOTAL x WATTS/UNIT = TOTAL WATTS A 37 181 WATTS 6, 697 WATTS B 10 92 920 C 7 60 420 D 5 60 300 E ( EXIT LIGHTS ARE EXEMPT FROM CALCULATION ) F 2 200 400 G ( EGRESS LIGHTS ARE EXEMPT FROM CALCULATION ) GRAND TOTAL - 6, 737 WATTS —I i I KINDER CARE KP-135 8 KP-135S - PAGE 2 LOAD CALCULATION - ELECTRIC HEAT = 10. 921 KVA LIGHTING 8. 737 KVA x 1.25% _ 1. 875 SIGNAGE 1. 500 KVA x 125% _ . 5 0. 400 KVA x 125% 4. 680 TOILET EXHAUST FANS - RECEPTACLES 26 OUTLETS x 180 VA EACH = 12. 6004 KITCHEN EQUIPMENT KU DIVERSITY = 2. 00 LAUNDRY EQUIPMENT NO DIVERSI'F'Y v 6. 40 WATER HEATER = 4, 5 )0 MISCELLANEOUS = 70. 200 MECHANICAL 100. 8 KVA x 75% ( 4 UNITS SEPARATELY CONTROLLED) 0 'l00 LARGEST MOTOR ( 2HP ) 2. 8 KVA x 2`5% 117. 976 KVA TOTAL CALCULATED LOAC (492 AMPS) _ 11 . 916 KVA TOTAL CONNECTED LOAD (583 AMPS) LOAD CALCULATION - GAS HEAT gor 10. 92.1 KVA LIGHTING 8. 737 KVA x 125% . 9275 SIGNAGE 1 . 500 KVA x 125% _= 1 10 g5 TOILET EXHAUST FANS 0. 400 KVA x 125% 4. 500 RECEPTACLES 26 OUTLETS x 180 VA EACH KITCHEN EQUIPMENT NO DIVERSITY _- 12. 600 2 2 6 6 LAUNDRY EQUIPMENT NO DIVERSITY _ 60. 04000 WATER HEATER - 0. 200 MISCELLANEOUS 23. 625 MECHANICAL 31. 5 KVA x 75Y. ( 4 UNITS SEPARATELY CONTROLLED) _ 0 700 LARGEST MOTOR ( 2HP ) 2. 8 KVA x 25% KVA . 701 TOTAL CALCULATED LOAD ( 257 AMPS) = 6= 611 . 70117 KVA TOTAL CONNECTED LOAD (276 AMPS) E5`'_F:P wiE :C LI CE SONAR)"KF/ '7.15 _r 4::::a:: iss:ir"t J' ::a:E: __._ : -.r ES:CFhalig tr.rie Ct: :es Cr ie55. = ..-.: ...: ."__:e__: Z F-_ Ess- Elias Area - 13.51 : _. -._ ►eC!i�::Ca ER :; c"t L'asary tii: E ..:;!'t F'E.tE.'.: u' _..-:a:tsrFr..:.5 7e --'--- L:G: :S-:E.:. _. ._- E_- rr: Eff. (Ess nift: 44.4 *S- - t_.. _E <:: 111: - _-,: E.25 75: 2 .; r=4 - :_.a !En :5rsk ::Ct - .:iz e._: 7 47.E r- - t4.1 .E„ :9 !Eli :577. - 1:11 -- 75 C.: ' :i::± :f :>i - +- :asE _E--:7 =:..: a5 '_E: .'-2 '6' ..E ;:i.".5 1E;-et :-:t-_:. Lima 'are qv ii. _ .c ....:-: a i': _a_._ ___ .-- t' :e5:( i:C_:t::".5 Cf 72'T. 'r._ -_ - _-:a:_ , :a;__ :.. :arf:r Sa-:a it r. __ _..__•'r. 4. EER 7.. _ F:E::fl_:e:SC:r L' r'a •r:Cr:eYEr _c c lean: E{' :ieir_. E.".E E! C9?E rt•.' :;.RICE 5: .ARr g?4 _5Cr?.E '!?JI UAC :::E YLr::c:: ir:s:;rtt:;" stit ; C."•4ter o; 4:.-resIdEntia1, trrEe sa'eE= c.r less. = R-2 ::iss zrli _ ._ . :4 ...r_ ac.. -'ea neer.:'::3: E:_.;-:-7 ti;: WAC __.: �-. - Ci: : :. ° __ ::_..":!.. E44. {Cis 'fleet) =4.4 *: - `_:.: •:1 `'E MI4 .:i: _ : E.a'! 74 2;.4 ,El - _... _ ;5 rsi+ .:ct - :_ .. 7Th .. - e�.: :- ..:L• kl :7)7 - :c.. 2.25 7o: Vit' . _. _.x_ __-.. _S-7:: ::: 5AC : .,•e :a.:_.a:e: far al: :a:.= s a•: =-_° ii_Ci __ a :e.igs t.r_.t: .i =- - _ • :ase jtrfcrtinta :: - -_ -••-: :. 4. .: r.BC: �t Cr c .ea6: • gfe P (Mier* uw ) vcssd`e, C42.4vi-wOS =7z4, f 6.F MAX. LCADS : 106E 4: Ione Sensible 1Pne Total Supply Air lc. '.',tl Hour lTbncf (Tens: iC411 1 Jul 170 2.82 :.70 1,367 :.n 17,0 1.79 3.69 1,363 3 Jul 160 :.81 3.66 1,349 4 .5r 16C4 2.77 3.65 :,34a 5 J41 1600 :.81 3.34 1, 7: 6 Aca 1700 2.77 3.64 1,343 7 Jru1800 2.77 3.63 1,368 8 Au; 1600 2.7S 3.60 1,326 9 =u; 1600 2.75 3.58 1,345 10 ja1 1500 2.74 3.56 1,309 I 1 SINGLE HOUR LOAD L::ULAT I CN OUTPUT Jul 1700h : ZONE #1 JOB NAME: ir�dr: r Cror ► MID:/CS DATE f :Ei AR D: C07--:7.0-1936 :SITE NAME: WESTERN N WASHINGTON Wash i nd tol i 60501052. 1 OUTDOOR Dor/MIL 70. 0/ 61.0 F INDOOR D14: 71,1. 0 F RH: 49 ': *if44( iiF* + Y* f04 * Kif.��f►*•** M*M*•( 0')( w***4M** ifi( IkM•***** *m****.y..M.M**3 "un':.' I..i • d:. ":t Syst?iii Infer ii tton Sumiltc ry pg LOAD COhPc •.IENT LNa1:E:L.1 (Btu/hr LATENT (L=rtu/hr) E:OLN; CAIN .3, i4'._' (; OLAO9 I ANS I I;u I L1N 7 .0 I) WALL TRANSM I 2L;1 UN -::6E3 (_ F?C)OF TRAN'OIL11 S:i.I ON 1 ..I4/ ) WANG. LOSS TG UINL-:UND. SPACE 0 i i L L Lil i'I'I NG ( 4, 1 L-31i rd TCJ'i Al.) 14 .:Sb U OTHL,R ELEC. 1 , 045 W fOUL) 3. 56/ U PEOPLE ( ±2 P'EOP'LE TOTAL) 12.8)1 10,711 M i CEI...LANEOU:n LOADS 0 u 'OOL I NG 'C NF I L.TRAT I ON 0 0 COJL C NCj SAFETY LOAD) U 0 SUB-•-TOTALS 4, . 2u 1U,71 1. NET VENTILATION LOAD ( 261 C1rn) - ::,202 -17:( SUPPLY FAN LOAD (I Hl 0. 7) 1 , 707 0 ROOF LOAD TO PLENUM C> j LIGHTING LOAD TO PLENUM C,) U TOTAL CaOC. f NU LOAD:1 33,070 10,:540 TOTAL CCJL.INC LOAD :4 44, 70 Stu/hr or :,. 7o Ton or 565.2 sqt t/ Ion ZONE: TOTAL. F�_UOR AREA - 2,090. 00 tigf t ZONI: OVERALL- U-I-AC-iOi 0.070 Otu/hr.'sgft/F l'M **R > ***•%*,,*If* M•********* A $*•'*M M** M***x*4.*M***if***•#****if+*M• Tr-aisrnl ,,gi on and Sula.- lirti n by Exposure LOAD LOMFUNEN 1" AREA TRAN'.-3M I S: 1 ON SOLAR GAIN (R.;q1 t) (I+tu/hr) (Stu/hr) OLA LOAL)..: NE 0 0 I. ci a 0 Si. 0 (:I , S 0 1) u SW O I) 0 W 70 -14I4 1 , 9:i2 NW 0 (j 1;1 N 122 -�F3[, 1 , 190 H (:i i r i WALL LUAIi ,: NE 0 - 0 r, - 'Jr- 0 U ., I) r:1 W 154 216 mw U U N 616 -4(34 *-*** *******M*M***********if**W*****M•*** II Kil M*****d M**** If***II • SINGLE HOUR LOAD CALCULA=TION OUTPUT Jul 1700h : LONE #1 JOB NAN : I rider Crac MIDI/CS DATE PREPARED: 07-30--190 SITE. NAME: WESTERN WASHINGTON Washington 60501052. 1 OUTDOOR !'`ES/WD: 70.0/ 61 . 0 F INDOOR DB: 78.0 F RH: 49 *1***1f* **iF ***iF*)E***k***** ******M•_ .*** k*rt****. if. ,** .E** 4 Coil Sel€ c:ti, orl Parameters pg COIL ENTERING AIR TEMP. (DO/WB) _ 76.5/ 63. 4 d:-g F COIL LEAVING AIR TEMP. (LB/WB) 53. 3/ 5.2. 1 deg F COIL SENSIBLE LOAD -- 33,030 htu/hr COIL TOTAL LOAD - 44, 370 Btu/hr COOL I NC SUPr'LY AIR TEMPERATURE = 55.0 deg F TOTAL COOLING Cfm 1 , 367 Cfm COOLING Cfm/igft. - 0.65 Cim/sqft RESULTING ROOM REL. HUMIDITY = 4h COIL BYPASS FACTOR = 0. 150 ***V**W******* i **************31* *********fh** ****4 IFR****•# ***** I . , HCATlNB LOAD CIALCUL4TION OiTPUT ZONE #1 JOB NAME: K1uder atre M; Dl/CS DATE PRErARED: 07-30-V906 SITE NAME: WESTERN WASHINGTON Washington 60t10105" 1 WINTER JE3IGN DRY BULB: 1 . 0 F INOOUR DB: 70.0 [� ^ *****x**+**°*********************w*F********w***a*w**x-0 +**** HEATING LOAD SUMMARY Heat; ng is computEd at design condition. LOAL LOMI`ONENT LCAU (Btu/hr) W ;LL TRA�SMIS5ION 4, 25U ROOF TRANGMISfLlDN 5, 768 GLASS TRINSMlSSIOW TRANSMISSION LOSS TO UNCUND^ SPACES 6' ��3 0 INFILTRATION LOSS 0 SLAB FLGOR 6, 276 HEATING SAFE , Y Biu/hr 4 ,518 ____ ____________ ___ ___ _________ _ . GbD-TO.'A _ :7, 105 NET V[NlILATlON LO3S 19,686 ____ ______ TUl AL HEA;IN3 LOW,D 46, 791 HLATlNO SJPPL\ C{m 616 Lfm |.E“IHG 3U1 PLY AIR | ZMPERI:i [URE 110. 0 deg F HEATING VENTIL ;TlON AlR C m 261 C`m }lEHTINC SEASON ROOM DRY D\'LB TEMP. 70.0 dog' F ***u*i, ux*w *AMM*:w**w*w***xww*,********************www***o* (- Pk,.s.J 0s+0 9) code aie05 = 7 Z/6 1 °F MAX. :SAM : .ON: 42 Ione Sensiale Ione 'ctal Supply A:r Nc. ?tontt. Four 1Tcn41 (Tens. (0441 Auq 110 ..93 ..SJ 942 2 Au; 1500 1.97 2.53 937 9 2 °36 4 A.4 160C 2 r.j 14`.'0 1.95 936 :..1 16:0 1.92 2.49 923 6 :2CG ..90 2.49 942 1 Jul 1209 1.89 2.49 923 3 Jul 1540 1.93 2.49 920 4 Jul 140C 1.91 2.48 917 lu Au; 11':0 1.8? 2.47 915 1 I 1 ' . . SINGLE HOUR LOAD CAL[ULATlO1OUTPUT Aug 1300r : ZONE 42 JOJ NAME: Kildt_r Care MIDI/CS DATE P@LPRED: 07-30-198e, SlTE NAME: 6E31ERN WASHINGTON Washington 605( 1852. 1 OUTDOOF 1B/W8: 69.0, 61 .0 F INDOOR DD: 78. 0 F RH49 % **»*****« **X**A*********1*x**********+****A***********4***** /�ne Loads & SysteTm lnformation Summary pg ! LOAD COMPCNENT SEMGlBLE (Btuihr) LATENT (BLu/hr> dOLAR GAi 'l 3, 751 0 GLASS TRANSMISSION ��8 - o WALL TRANSMISSION 64 0 ROOF TRANSMISSION -u3 '/ :RAMS, LOSS TO bNCO�D SPACE ^ 0 v LIGHTING ( 2, 770 W TJTAL) 9, 454 0 OlHER ELEC. ( 693 W TOAL) 2. _64 0 PEOPLE ( 35 PEOPLE TOTAL) 8, 4J3 7,098 MISCELLANEOUS LOADS V 9 COOLln0 INFILTRATION O 0 COOLING SAFETY LOAD 0 o SUB-TOlA^S 23` �5� 7, (398 NET VEN [lL,AlON LOAD ( 17; Cfm) -1 , 7 )2 126 6UPPLY 1-AN LUAD (BHP= 0.5) 1 , 2.'1 o ROOF LOAD TO PLENU1 0 ' L16,11lNG LCAI. :D M_INOM 0 A -_ l OTxL COJLIHD LOADS 2L, 164 7. 224 [OTAL [%/OL[NG LOAD w 30° 408 8tu/hr or 2.53 Too or 546.6 sqft/ ion ZUNI. TUTAL [LOOK AREA :t 1 , 305. 00 sgft ZONE OVERpLL U-FM[TUR = 0. 071 Btu/hr/sq+t/F **w***44 "* ^**^****w*******N***********0.w***o*o**w******40~*w , ' --numission and t,olar Gain by [-posure LOAD LOMh'OHENT AREA 1RAN5MISSlON SOLAR GAIN (sqft) (Btu/hr) (8\u/hr) GLASS LOADS: NE 0 o o E 40 -216 1 , 850 S[ 0 0 V : 3o -162 1 , 901 :'W 0 0 0 W 0 0 0 NW 0 U v N 0 0 o |f 0 0 0 WALL LOADS: NE 0 0 - F. 424 -153 _ SE 0 0 S 238 2�� - 3W 0 u - W 0 0 ' NW 0 0 - N 6J] -Ti rn*+*4 *wu»**^***ww***°***w«* * o**,****''m*****wKww*°**"w0ww SINGLE HOUR LW, CALCULra f I L,i.l UU , r'UT Aug 1..0uh : LONE: 02 JOTS NAME: !'.i �•icaer Cr„ri MIDI/OS DATE: F ,_PARED: 07-3'd-1906 SITE NP ME: LJLSTERN WASHINGTON Washington 605C/18'52. 1 OUTD:)U(i DL(/',41;: 6Y.0/ 61.0 F INDOOR DL:t: I2i.o F RH: 49 ***•**►*3r k*..;.*#N.M*N•k *i.**N•*it N•N N'*i!•9f M***N******it*•N***N••N*t•N•**e **•It*#: 1:011 'oeli4ctiwn r.iq 2 LLL F"N'1EF 1t1C) AIF% TEMP. (CD/W8) = 76. .7./ 63. 4 (.1.g F L_E.IVINO ASF; TEMP. (1):3/WE+) - ;_3. 0/ 5:1. 1 dog COIL 'Sf:.NSIBI..E LOAD 21:;, 184 Btu/hr COIL TIT;L LOAD d i0, 403 L3tu/hr COOLING SUPPLY AIR TEMPERATURE TURE 5.0 cog F TO'T'AL COI.;:,.1 NU C:+m 942 (4 a MAILING Lira/sgtt = o.68 Cfii /sqft F':E ULT 1 NU ROOM REL. HI.iM i D 1 1 `r _ 46 COIL liYF A!S FACTOR _ 0. 130 **4*41., .N**********it***.N.* K** t.N4*.***N•lt.l(.*•;F***•Y****if*x*iFM•N **N*** — n�s� Ar A ° HE41TlNO LOAD MALCULATlON OUTPUT ZONE 42 JOB NAME: Kinder Care MIDI/CS DATE PREPARED: 07-30-198/. SITE MIME: Wc.STERN WAEHlNGTON Wuthington 60b01052. 1 WINTER D[3lt)N DRY 8UL8: 1 . 0 F INDOOR D8: 70.0 I-7 ***»*:*»*******w********************4»*****N1*wo*o******4**** HEATINd /-OD SUMMARY Note: Hoctng 1oad 1s computed at wint=r oe�ign congirzon. LOhU COIF. uNEN7 LUAD (111.u/hr) ______________ _________________________ _________________ ____ �AiL 7R�.N��/SSlGN 4, 03� ROOF TRAuBM%SEION _ , 823 G�A�G IRx\NSMISSION 2°R98 TRCNSMlS.JIUN LOSS TO UN;LNJ. SPACE.S 0 IAFLlHArION LUSS 0 5, 144 H[ATIu3 SAFETY btu/hr 3, 179 _________________________________________ 3UD-TOT�L 19,07 ; NET VENTlLATION LOSS 13,045 —'-------`-- ----------------------------------------------- TOTAL HEATINC LOAD 32, 119 HEATING ;:lUPPL" Cfm 433 Cfm HEATING SUPPLY AIR TEMPERATURE 110. 0 deg F HEATING VEWlLATION AIR Cfm 173 Cfm HEATING SEASON ROOM DRY DUL8 TEMP. 70. 0 deg F **m*w*o****, **o**w*****************xwo***^****m*******xx*w*° ��-__- _______ -�� restairamosignmagrasimamik VINIIIIIMININI - .-- .--- c' 1? P (,QeaX1+a P) MAX. LCAJS : ZONE 43 Ione Sens:cle Z re Tctal Supply Air D6S40" G.a4,41.1 o,►y - 77 //‘1 o No. Cont; Sour (Tons) ;Tor.sl (Cis) n 1 Au; 1603 3.53 4.51 1,687 2 A.,; 1500 o.52 4.4e 1,672 3 Aug 1700 3.45 4.45 1,665 4 34E 1600 3.47 4.4 1,66E 5 A:y 140 3.44 4.;2 1,648 o Si; .:':, 3.49 4.4: 1,682 7 Jul :6Ci 3.43 4.41 1,543 5 34 17,)0 3.38 4.38 1,631 9 Sep 1400 3.43 4.32 1,569 10 341 1500 3.40 4.3.. 1,617 ~~ ~- _ ~ 1 ^ . . . ' SINGLE HOUR u.)AD CALI.:ULAliun OUTPUT Aug 1600h : ZONE 44 , � JOB NAME: Pinder Care NIDI/Lt. DATE PEPARED: 07-30-l986 SIFE NAM[: WESTLHN WASHINGTON Washington 60501852. 1 OUTDOOR D8/W3: 71 .0/ 61. 0 F INDOOR 1)6: 78.0 F RH: 49 % J(*»* $** °*' *4 ****w************r**********+***************4**^ Zzne Loads & SysLem Information Summary pg J LOAD C:Oh`UoEMT SENSI5LE (1.t..`/! r) LATENT(Ltu/hr) SUL/uR GAIN �, 624 C GLASS TRANL)^�I0SIUN -L04 0 WALL TRANSnI38ION 625 . ROOF TRANSMISSION 1 ,1166 ) TRANS. LC,6S TO UNCOND. SPACE 0 0 LIa�|T `NO ( 4, 690 W TOTAL) 1 :),0]7 0 On.';. ELEC. ( . , 173 W TDTAL) 4,002 0 .JPLL ( 59 PEUPLE TOTAL) 14,.L63 12,010 M1;3LELLANEJUS LDADS 0 0 COD^IWG lNFJLlRATlUm 0 0 COO('IN0 SAFETY LUAD 0 0 SOD-TOTi-L42, 383 1�,018 NEI VENTILATION LOAD ( 293 Cfm) -:2, 241 -245 ' SUPPLY FAN LOAD (BHP= 3. 9) 2, 206 0 ROOF LOAD Ti) PLENUM 0 0 LIGHTING LUAD FO PLENUM 0 0 | - TOTAL CD]LlNG LOADS 4 , 340 11 , 77- 1OT*L COCL .HG LOrD = 54~ 121 Btu/tit- or tu/hror 4 . 51 Ton or 519. 9 %qft/ Ton ZONE TOTAL | LUDR AREA = 24343. 00 sqft � ZONE O\ ERALL U-FAC1OR = 0. 070 8tu/hr/sqotiF w**w *"***+*°**0*************X*****w****w*«x*****w***" F *w*x *. Transmission anj !:)- /fir 6u�/. b) Expos,ure LOAD CLMFO/1ENT AREA TRAw311LJS1UA 60-AR IJAl� (uqft) (Vtu/nr) (8ku/hr) ______ ___ ____ ___ _������������������������� GLA3S LOADS: NE u o " E 0 o v L. 0 0 0 . S 90 -3I[/ 5, 0.''8 3W 0 0 o W 30 -12h zva16 NW 0 d 0 h 0 o V H v v ,` WALL LOADS: NE 0 0 ' E o 0 - 3E o 0 - L 446 �.'5 - ..W o v _ A 250 2t.` - NW V o H 0 (, - ***^ ii" oIII w* *v*****° °*****°**1 ***ww**ww*°**,*V*ww*w***o^** o+ 1 �� �� _ ' __'_ . 1 ,l'!E,-E HOUR LO/.0 CPLLULtTJON OUTPU[ Aug 16o0h : ONE #] . JOB NAML: <'nJe- . are MIDI/CS DATE PR[PoRED^ 0�-��/ 1966 SI 'E monE.. w-ETERW WASHING[O� �ashin�ton ^ - OUTDOOR DE/W8: :"1 .0/ B^1 .0� 61 . 0 F INDOOR D78 0 F 605(..)1L52. 1 -; 11.4. Coli Selection Parc*mt'ter'. Pg � COIL E� |iiHlNG AIR TEMP. (DB/W30 _: 76 @/ 6� 3 d F CulL � ieVlNG AlR TEhP. (DJ/(�B) = 5�^8� 52^ 0 '�g Luu� �E>BlB�E LOAQ = ~^ ^ ueg � COIL iOTAL LOAD = 42v348 B�u/hr C3OLlVG SuPY'LY AIR TEMPERATURE = 54r121 Btu/hr TOTAL CUULIN8 Cfm = ��^ 0 �e� F COOL]NL, Cfm/ qfL = 1 , 6E7 OFm RESULTING ROOM REL. HUMIDITY = 0^ 72 Cfm/sq�t COIL �YPASS FACTOR = 45 � 0. 150 w**u*****+ i******M********+**w**�****** +**x* *** **********� | � Lillim —____ . rIf_,'1TING COED C..LCU1_A1 CH :;l1TF'tJi LUNE #3 ' JOB r•:.'21^ _. !':.r1J(_, -.wiz..? MIDI/LS F':;LJ-'A!ED: 07-U:; i9Ci6 a1 rE EI':ii WASH3.N6TOr••1 Was ingtcn 60:101052. 1 • FJ l Nl k k 1:1.1 1 UN DRY LULL+: 1 . 0 F INDOOR DD: 70.o f ** *M k#r4 if w is X*x.**•K *4 X******11*•k•X•*Y****f**.k.K*X k $..k•k•.**X-X*** k k X It**•Yc HEAT I Ntj LOAD SUMMARY Not_: FIL,- tifife Jowl is computed at Winte,- `'IEs.ijn condition , LtJIi 'C?NEN1 :,.CJt D (I tL /r,r' iiFAI_ 7!il;f• iM SULON .'•, 13' 2 F:OLE rR NSMIS'CION 6, 1472 i.UL.Fa,ia TI-:AMMISS10N 4,968 1f.AN t"IESILIN LCJciS ro UNCUND. SPF\C 5 0 INF I!_'rR1 r::U!v l..tJt:IS 1. :a_f.'I FC.UUF? FIEATINl3 :aiWE'T'Y Eltu/hr 4. 241 9UH- TGTAL 25, 416 NET VEI\ITILATION LUIS . 2, UUU iUTA . I-C(' MING LOAD 47, t7,4 IIEATINL SUPPLY C:+m 573 t_:+n HEN r T Idh SIJF'F'LY Alf,' 'rEhPL..KA l URE 110. 0 deg F flE:+•al NO 'JI:.NrIL ATIUN AI.R Ctrn ':193 l.'rm Hi A I INIi C,F_ASUN ROOM DWI' Lulu 1 EMF'. 70. 0 dog F *it**M**•l' K1`.k0- 0M***4(***0**k * kX***4*•**kIt*N•*•**********NX..k..***'$ 3 ^ ' . IAA��6 ")m° l re mo LUAUS : ZUNI. �1 �*o ��- No. Month Ho Zone Sensiblo Zone Total Supply Air __ _ ___ __ur . _____ (Tons� _ -- (Ton ) <C{m) ___-__ _ - , Jul 1300 2. 90 3 O1 1 , 414 2 Jul 1200 2. ';'1 Z^80 1 , 440" 3 Jun 1300 2. 86 3^79 1 , 408 4 Jun 1200 �. 87 3. 79^ 1 , 434 5 ,u1 1100 2. 88 3' /7 1457 J Aug 1700 2. 87 � � 1 '399 / A�g 1200 2. 133 33. 777''' 1 '426 8 Jul 1800 2. 90 7^7 ' 9 Jun 1100 2, 83 3^ m/ 1 , �91 1[ Jul 1500 2. 91 3" ',/ � ' 448 ^ /4 1, 385 U o | | . ^ m��u � ' - ° °E.Wxm�cm�w��. � 72/�Y �r.X. LOADS : ZONE 412 I ' Zon, SensihJe Zone Tota| �L/Jply Ai. No. lonth Hour (Tonri> (Tons) (Cfm) - -- ----- ---- ------ ------ ---------- ---------- . 1 Aug 1600 2. 09 2.67 1 , 000 1 2 Au� 1700 2. 06 2.65 993 3 /lug 1 ./00 2. 07 2. 63 983 4 Jul 1600 2. C5 2.63 980 5 Jul 1700 2. 03 2. 62 979 6 Sep 1600 2.04 2.60 991 7 Jun 1700 1 . 98 2.Z8 $63 8 Aug 1400 2.01 2. 50 961 9 Jun 1600 1. 99 2.50 Y61 10 Aug 1800 2.01 2. 57 977 1 . ivimimmmimmmmii...mimmmiui . , ~ 90-J 1 Il- * .1c.0?->Pmicrx6 � I °� n.'�X. LGADS : ZONE w3 ' ' | Zone ':;ensible Zone Total Supply Air 'lc. nunth Hour (Tcns) (Tons) (Cfm) ___ _____ ____ ____________ __________ 1 Jul 1700 3.48 4. 40 1 °677 2 J�n 1700 3. 43 4. 4� 1 , 669 3 Jul 1800 3.49 . 4t, 1 , 696 4 Aug 1700 3. 43 4. 43 1 , 655 5 Jun 1800 3. 45 4. 4- 1 , 686 6 Aug 1800 3. 44 4 . 40 1 , 670 7 Jul 1600 3. 40 4. 37 1 , 628 8 Jun 1600 3. 35 4. 35 1 , 620 9 Aug 1600 3. 35 4. 33 1 , 608 10 May 1700 7. 30 4. 26 1 , 643 ' . . I 60.�� Piost4.3 Cm^Vane34 U. -ri,n.IwF � . 0AX. LOAJS : :ONE #1 Zone Sensible Zone Total Su1ply Air No. Month Hour ( 7ons) (Tons) (Cfm) __- _____ ____ __ _ - _ ____ __-_ - -- ---- - _ --___-_ 1 Sep 1400 . . J7 4 . 2 1 '628 ug 1400 3. 33 ' 21 1 , 587 Auy 15O0 3,4 4. �0 1 , 581 � Gep 1500 3. 36 4. 19 1 ,613 � Sep 1300 3. 28 4. 10 1 , 608 6 Aug 1300 1. 25 4' 11 , 571 ' Atli_ 1600 3. 28 4. 1.` 1 , 564 O Sep 1600 ,. 2U 4. 13 1 587 0 7 Aug 1700 Z. 12 4 - ' ^ ^ - 1 505 10 OW) 1200 -;. 12 4.02 1 ,'534 .11,_ _____ __�� ' ° . / 50.1) PeAb� Co4wm��5. ge• ~72 �� p�� nAX. LOAUS : /ONE #2 ' - ' 3on* Gensi151e Zone Tota, ..ply Air NI. Aonth Hour (Ton�) (Tont') (Cfm) ___ _____ ____ _____ _ ___ ______ _ __________ 1 Jul 1700 2. 0C 2. 59 '/67 2 Jun 1700 1 . 98 2. 58 962 3 J'A1 1800 2. 01 2. 57 977 4 Aug 1700 1 .98 2. 56 954 5 Jun 1800 1 . 98 2. 54 )70 6 Jul 1600 1 . 97 2.54 944 7 Aug 1L00 1 . 97 2.54 961 8 Jun 160U 1 . 94 2. 53 938 9 Aug 1600 1 . 94 2. n1 932 10 Hay 1700 1 . 1.39 2. 45 947 __-__ . ��°m) � M*�` LOAD� : �U�E �3 ���� �n�0�iw*�� "� ^�mvAsV No. �onth Hour Zona. S�ns1ble Zone Total Supply Air (Tons) ___ __ (Tons) � ' —� , .__ ____ _______-_-___ <Cfm> 1 Jul 1600 ---------- ----- 3 03 ----- i 2 Jul 1�00 3^01 3^ 98 1 , 463 � Jun 1600 3^00 3^ 98 1 , 462 4 Jun 1�00 ^ 3^ 97 1 , 458 � Jul 1500 2. 9730� 3^ 97 1 , 457 6 Aug 1600 2^ 9q 3^ 94 1 , 443 7 Jun 1�00 2. 99^ 3. 94 1 , 443 U Aut.) 1700 2q6 3^ 93 1 , 442 , .\ug 1500 .^ 3^ 93 1 44� / i J�l 1800 ::. 90 3. 90 � '4-6 2. 97 , � 3. 90 - , 1 °45B - i ��NN � __-_- ' . 0 . • Wo ) ��0� �wpu�=��7-�� /^� � �; X. L3�D� : �ONE 01 ' / ~ ' Zone S�nszble Zona Total Supply olr No. Month Hour (Tons) (Tons) (Cfm) 1 ___ __-_- ____ ___ __- , 1 Jul 1700 3. 42 4. �4 1 , 641 2 Aug 1700 3. 42 4. 33 1 , 637 3 Jul 1800 3. 44 4 . 31 1 , 658 4 Jun 1700 3. 36 4. .:,:9 1 , 624 � Aug 1800 3. 41 4. 8 1 , 646 a Jun 1800 3.37 4. ::7 1 , 640 7 Aug 1600 ,. ,3 4. 22 1 , 589 G Jul 1L00 3.33 4 . 21 1 , 588 9 Jun 1600 3. 27 4. 17 1 , 569 : 9 May 1700 3. 25 4. 12 1 , 606 � 1 1 _ _ . | ' . ^ . 7�7��~J � . lx. ��� �»����' � f� �� c� ���� /° :-11)e . LOWS : :ONE #2 ' Zone Sensible Zonet Totc1 Supply Air No. |"onth Hour (Tons) (Tons) ( ..:fm) --- ----- ---- ------------- - --- ---- -- . 1 Jul 1600 1 . 81 2. 37 871 2 Jul 1700 1 . 79 2. 36 868 3 Jur, 1600 1 . 78 2. 3/, W66 4 Jun 1700 1 . 76 884 � Aug 1600 1 ' 78 2. 34 859 6 Jul 1500 1 . 79 2. 34 857 7 Aug 1700 1 . 76 2. 34 857 0 Jun 1500 1 . 7'7 2. 33 855 � 4ug 1500 1 . 77 2. 32 848 1U Jul 1800 1 . 76 2. 31 865 in. ~ 7.70 °�o i ' v6.-4*.3 CaOov11. -$:`, $^/^ /°F _ MAX. LOAD,J : 21HE #3 | Zon :)ensible Zone Total 6upply Air No. Month Hour (Ton ) (Tons) (Cfm) _-_ _--__ ____ --_-___ _____ -__ ~ -_____- - -------- 1 Aug 1300 3.25 4. 2/ 1 ,584 2 Aug 1500 3. 30 4.29 1 , 571 Aug 1600 3.27 4. 24 1 , 571 4 Aug 140u 3. 27 4.24 1 , 57o 5 Ju. 1300 3.22 4.23 1 , 571 6 Jul 1600 3. 26 4. 22 1 , 564 7 Jul 1500 3. 27 4. 21 1 ,559 B Aug 1200 3. 21 4. 21 1 ,59u 9 Jul 1400 3. 24 4. 20 1 , 555 10 Jun 1300 3. 16 4. 19 1 ,554 Ii - to- gc 5 N E' ,S \,:;.: � , 4, 1 35? 1 _. /,,,A------ CLARK JOHNSON CONSULTING STUCPURAI, ENGINEER ORE, eq /.,/ 920 108th Ave. N.E. #1 / fir t. \ : BEZLEVUE, WA. 98004 Cc(Pp i�;;,:> (206) 454-7137 STRUCTURAL CALCULATIONS PROJECT: K U.U;7F 2 C.Aze DATE: I I-I U- 8 Co' LOCATION ---- OZF. prO.1 B4V\ JOB NO. : BUILDING CODE: Ut C... LOADS: RQOF DEAD LAD = IS PSF FLOOR DEAD MAD = IJ A, PSF IOUF LIVE LOAD = 25 PSF FLOOR LIVE LOAD = N •A. PSF RGOF TCITAI. LOAD 40 PSF FLOOR TOTAL ILIAD- 1..I .A PSF OTHER FLOOR WADS: WIND WADS: P= ISS PSF Ce= 0.7 Cg= I. 3 qs= 17 I. I•u 8OHPN , E. xP. b SEISMIC LOADS: 2= '/4 T= 1.0 K= I. 0 CS= . 4. c,, KIPS RE'I'AIKING WALLS: kJ.A PCF (F UIVALEIrf FLUID PRESSURE) F'OUTINGS: psoil =20OOPSF GEC IFECHNI C A.L REPORT: I..1 C Orr.. DATED: MATERIAL ALUAIABLE STRESSES: CONCRETE: 1 . F'JrY?IrJ4S SLArA? f'r 2000 PSI 1 2. f'c- —. PSI REINFORCING STEEL atZATDr= 4U Fy = 40 KSI Fs = KSI STRUCTURAL STill, ;t-T"' A 1 Gs, Fy *NG KS I P„ L, LT S A:.1'1'1 A 07 Fs -- 2 4 KSI GILT-LAMINA ILD BEAMS CCI'1R: IJ•A• Fb = - - PSI Fv = ------ PSI • SAWN IJJMBFR AS NUPE) ON THE DRAWINGS OR IN THF GENERAL NOTES. PLYWCJOD (ROOF) : V I. ” G L)X PLY 1 I►J b c x 3 Z../I c go ^LYWUOD (FLOOR) : IJ/A Rup.f !oo-c,1 3 ► ! ! •, • '`1• X01 e.... = 4...5 . ' Rio Z,rv1 -• .2,0 1. : . : e'er. 5L = I . 5 I5 '` t 2 IL 1b/ 'L- ..iC. Loo..c) s� t t_ L. , . . . Y0 '. A••Z T ' e..-+L e.r'C,a t.J....OIL Lc)c,r) '+ ./z-.. n,-,ctiC Vs -mur' = '' IrT-1"1' ow 1-c-r-k-L . •-:3 - i • 5 • y. 4-- a i S' = 1 . 1 nv + 1 .p 3/e,'' Gyp _ 40‘e-F+.2"" J I t..- I , .i. ► . I- - 1. .I. ..1• ! - . ;- R o o+ a►- '� I l/ 1 r r1. : : 1 N DU....r,4 • Cooe... I 1.l- air 2.DCP'� r�:r.►.. -rte�.� ,� �,144: I ,- 1- [ . MN C. 1ex,- - .. tlsc..*.-. i6.1 -^a}QVC I 1 0 •ILS t_ , ; -- N.DR. Type- 2- i . ' 9 L '''. ." . i. .. R C.•ete o -P-rt,.,-. G ;t-.,i e.,.- T,-J l I4" .... °' )..t.e) ; R4..'‘A•- -r.-Jsl, -1".-•+1 G, PCriL - 1 -7: , e‘ e. s17. 1 :,..1- 7f)(1 ..1- 7 (l . ) _ . ( it) .. '°a 1 on "";4'•.i- A P r, J -- 2-1. � ,r•N. 2.• 2 Y e 1- 0 k F' zl.,40 ( o- . 0,-a.,/ ,005 (MI • • -G.i•-•:/....r V 3 : II I.1 f,)r.5 • 0 12 3 7...._7.A- 065) (1 . 1 5 N.C,.. "7 Y P c- " L,JoorJ • G LL. . c..2.-_—.2 'Ds Q-. a e..1 ego .n f a - L.'- Co .z')/d7 Iz a 59.4 ( Z10) ( 1. 15) HOQ pr. , Co- . 2._ dui •- 0 * 1.5 'Jl3>J - 4.3.0 1h,.. 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' • w ; ,-•d c l'cplcj CD ` ► P1Nco.5r-,-, j1 r 1a6 2) e41)(1p`/Za = 1BS '''A , b9 ,A).‘10...) __ ;4c " k 0 K- 1.1'.s•G vt GO 0. 4, 1 •y J ^)1ec-IcI >~s ..r- W,�\ 5 %,--// : cij 4•1 2.... 0.0.. c. E.c..1 st.5 1 I .c.... ,_, ,...„.., 7 ... • „_ (.,)),„„) . 2.,..4., � t . 14-( el )(Q,) ._ 1"54. . 4 `�� eaei e11S o+`,e. 115 ,U` : L-- 2 6 I "/F 4- r ., c„,,..) rr 1'"v -r.‘- 46 ``., Pv.L') NR = LS=;k .= 2Z.4- "/rt 1 s';1- v.)°.-RJ- \ o r' = (1u )(1•S1( S 1 ) t 17. E %/I c , P1 a rs1 V) (W4-♦ 3.t\(1.STA. aoo+ nd o H O 17c en 01 --c 10.01 — 2.5 4'*4- • i L T .,.o_1, 5)(v) c. 1 • B , . VSA Com }-104-5 ' . I , 1 i j . i--.i--1 psis ills- • �) 6.117.j -- 2.Zs a.)) =11 gI4- t . l-o v.) • N G7_-r- `L-o • w0,11 V'5 ANl:> 4-a __^� - _ !IlWashington County Fire District No. 1 et-1 � 20665 S.W. Blanton Street �' Aloha, Oregon 97007 Bureau of Ike Prev:ntlo• 6494577 • Plans Examination Report No. County Plan No. _ „_ . Building KinderCare Occupancy E�3�_� __ Addreu 12656 S.W. North Dakota Street Construction Type V-N Aschltectilksigner Robert G. Liebling Addre,,455 Ranier Blvd. N. Issiquah, WA 98027 ownerQ n .Weber _ _Address2302 Martin St. #460 Irvine CA(206)392-6404 j4I4)751-I1J44) Stones_. 1 Fiat Story AreaJ.112 S. f. Basement Area —_� _Attic Height 8' Draft Stop,Y.ni ___Fire Walls None _ _`Emu_ 8 and Total Width 24' Stain NODE._.___JEncloled __ .Other Vertical Shafts Nune /Enclosed -- _Sprinklers None Ares Covered._ -- __ . Manual Alarm Yes _ standpipes None_ CombustionlJetection_____I1lmerrype -- __ /Area Covered -- mor ConcreteCeiling Gypsum board Hoof composition shingles Str.Memberwood Wall Cover(Ext.)wood/brickboard /(Int.)9yP HeatingSyrtent HVAC - Duel_ Gas CoolingSystem Int,ergal_ The plans for the above described project sore referred to this office _ _________ __ __ _ _ _ and reviewed________________________for conformity with State and District fire safety lows and regulations. Listed as follows are applicable requirements for which we have found no provisions In our examination of the drawings. general notes and/or specifications. See attached pages. Bert T. Parker Fir• Marshal _ \IlI e, 4-�- Gene B i rc h i l l Fire Prevention Officer cc: Tigard Bldg. Dept. Inspector Ray F°f10 W'3 Don Weber noted 10/$3 Space Design Adillittl•■F Plans Examination Report Page 2 A fire and life safety plan review was conducted on the above- captioned project for compliance with the 1985 editions of the Uniform Building Code (UBC), Uniform Mechanical Code (UMC), and the Uniform Fire Code (UFC) as amended by Washington County Fire District No. l's Ordinance 86-1. The plans, as submitted, as approved subject to the following: 1. Firestopping: Firestops shall be installed at 10-foot L' horizontal intervals in the double-stud wall between the kitchen and the remainder of the building. $ T. A- f 3/4_,1 (UBC Sec. 2516(f)) r 2. . / Occupancy Separation: One-hour occupancy separation is required between kitchen and remainder of the building. (UBC Sec. 503) AiU(Lp r. sl i . 3. openings in Occupancy Separations: Openings in occupancy separations shall be protected by not less than 1-hour fire resistive automatic or self-closing fire assemblies. Either the occupancy separation may extend through the attic to the roof decking or may be terminate at the ceiling line t ue-requTr n,K n ceiling/roof assembly of 1-hour fire resistive construction. Please advise this department ns to which method is going to be used and provide docu • S.oC ,d T>I9c 2 mentation U.L. listings, ICBG listings, or other fire fY'P,Alon. resistive assembly listings for said occupancy separation construction. crr„e. D E1"1-• AMB /A'7 (UBC Sec. 302(b)) 1 i 4. Fire Alarm: Local manual fire alarm system shall be electronically self-supervising in accordance with National Fire Protection Association Standard 72A. (UBC Sec. 809) 4 -( ' j. It:-1 t .5,tt, 1 (v 17,0 5. Kitchen Hood and Duct: There seems to be some confusion as to the hood and duct systems in this set of plans. Sheet. 04 A-8 requires a d, mest is mange and range howl. Sheet M-1- `e requires a commercial hoorl referring one on to sheet M-3 which does not exist in this set of plans. This Plans Reviewer is willing to accept a domestic hood and duct over the domestic range for this type of occupancy provided w -rd4, 01/471 cleanliness is maintained to control grease hazards. Please tl Sre) verify type of units to be used. Ifmmercial equipment Sbf_(' A is installed submit plans for type I ho , duct , and its automatic protection system. Alan, provlt plans for 1-hour shaft to enclose duct between kitchen and rou`')' 4 Plans Examination Report Page 3 6. Attic Access: An opening of not less than 22 x 30 inches in size shall be provided into the attic with a clear head room in the attic of 32 inches. Attic access opening shall be located in an easily accessible area (not in storage closets or similar spaces) . Access shall be to each area , of the attic space separated by draftstopping. AVTANP gi -/. �( 54k 7. Attic Draftstop ing: As attic draftstops pass entirely through the enclosed eaves, the to:tra 5/8-inch fit estopping noted at the upper right hand corner of detail 1/A7 is not needed. Also. this blocking would do little good since the soffet space is open to the attic space. If this Wig colrkec& PC material is being installed for structural reasons, than 401 - A -7 before removing it. verity with the City of Tigard Build- ing Department . 8. Firestopping: In all wood-framed walls and partitions. fire- stopping consisting of 2-inch nominally-sized lumber or other approved materials must he it,stalled at all floor and woo ft r,A,l ceiling levels. Penetrations in this prescribed firestopping AT>E, 0 Ilf to accommodate wiring, plumbing and other similar utility a runs must be packed with noncombustible mat etials in an approved manner so as to prevent. the passage of flame. �t_7M, (UBC Sec. 2516) ) 9. Insulation Flame Spread: The insulation, including breather papers and vapor barriers which are not in contact with the upper surface of the ceiling and under surface of the floor, as the case may he, must have a flame spread rating of not to exceed 25 and a smoke development classification of not greater than 450 as measured on the Steiner Tunnel Test scale referred to as UBC Standard No. 42-1. app utr yag4, ^ .`` 5�.f (UBC Sec. 1711) i D72c •J 10. Landings at Doors: There must be a floor or landing on each side of all doors. The floor or landing must not be more than one inch lower than the threshold f the ftE dGt doorway unless serving access for the physicallyhandi- capped. J rt!Rc Sec. 3304(h)) 11 . 1'idress Required: The tenant space number must be prom- inently rom- /�.�� inent l displayed on the street front where it is readily �tlr visible to drivers and officers of responding fire /' 1pparatus and other emergency vehicles. (IUPC Sec. 10.280) AV-PCP 44.5Icj /4-1 I I Plans Examination Report Page 4 12. Fire Extinguisher Requirements: Not less than one (1) approved fire extinguisher(s) with rating of not less than 2A101i:C shall be provided for each 3000 square feet of floor area or fraction thereof. The travel distance to an extinguisher from any portion of the building shall not exceed 75 feet. (UFC Standard 10-1) NOM,&t/ Ser. A- 1 13. Kitchen Fire Extinguisher: A class 40B:C shall be placed in the kitchen adjacent to the exterior door. (UFC Standard 10-1) ANrrew e 'srff. Al- , A-A 14. Approved Plans on Job Site: One set of approved plans bear- ing the stamps of the Tigard Building Department and this office must be maintained on the project site throughout all phases of construction and must be made available to build- ing and fire inspectors for reference during required con- struction inspections. (UBC Sec. 303) ' 1* 4 15. Inspections Required: Inspection and approval of construc- tion by a representative of this office is required: (a) prior to the rover of any new framing elements following the installation of all utility runs which will be concealed within wall and partition cavities; (b) upon completion of y ' �"� construction and prior to occupancy of the tenant space. APU l Z , (UBC Sec. 305) 16. Certificate of Occupancy Required: Prior to the use and occupancy of the project (space), a certificate of occu- pancy or other written instrument of approval must be obtained from the City of Tigard Building Department. (UBC Sec. 307) SPECIAL NOTICE: DEVIATIONS FROM THE SUBMITTED AND HEREBY CONDITIONALLY-APPROVED PLANS DURING THE COURSE OF CONSTRUCTION, EXCLUSIVE OF THOSE NECESSARY TO COMPLY WITH FIRE SAFETY REQUIREMENTS AS LISTED HEREIN, ARE PROHIBITED WITHOUT THE WRITTEN AUTHORIZATION OF THE WASHINGTON COUNTY BUILDING DEPARTMENT AND THIS OFFICE. imisimmosimummimmiiimmiiimmi I $3.00 • i Fire Resistance . .. Design Manual Eleventh Edition E T' i Fire Resistance Sound Control * :.. . , Ii l 0,:ii, , \ \ • ,.,._. 1 • GYPSUM ASSOCIATION . -Th lbwUrnngton Avenue, Evanston. Illinois 60201 J cmCO (Aoio•i i Erre Sound GA I SKETCH AND DESIGN DATA ' Rating Rating File Fire Sound 1, STC No DETAILED DESCRIPTION - � 1 Construction Type: Gypsum Lath, Gypsum Plaster, Wood Studs T_ y WP 3431 rig" 1:2 gypsum-sand plaster over Vs" type X gypsum lath ap _-• plied at right angles to each side of 2 x 4 wood studs 16" oc Thickness 53is" and nailed with 13 gage, 1'4" long,00915" shank, '1",%4" heads, Approx Weight 15 psf blue lath nails 5" oc (LOAD-BEARING) Fire Test OSU T1488, 12-60 Sound Test RAL TL 58-60, 8.7.58 40 Construction Type. Gypsum Lath, Gypsum Plaster, to Wood Studs _ 44 "2" 12'1 3 gypsum-sand plaster applied over %ti' type X gyp- _ T t sum lath attached at right angles to resilient channels with 44" type S drywall screws three across each lath at each strip Lath 4 lk 1i attached at top of wall with 5d coated nails, 1%,%" long, 0072" _-_ ---- —_ WP3438 shank, ';,l" heads, 3 per lath Resilient channels attached 16" - o c at right angles to each side of 2 x 4 wood studs 16" oc with 5d nails as described above 1/2" x 3" strips of gypsum wallboard Thickness 57,ti" nailed to upper stud plate at ceiling and at mid-height of studs Approx Weight 15 psf on each side of wall with 5d nails as described above 16" o c Fre Test UC, 2.15-66 Stagger horizontal points 16" oc and vertical points 6" oc Sound Test RAL TL 86299. 8 24F8 (LOAD-BEARING) I i Construction Type: Gypsum Wallboard. Wood Studs p i i ••; ' One laver +,s" type X gypsum wallboard or veneer base applied WP 3510 parallel with or at right angles t each side of 2 x 4 wood studs Thickness 4'i" HR spaced 24" oc with 8d coated nails I's" long,009t5" shank. Approx Weight 7 psi '." heads 7" oc Wallboard nailed to top and bottom plates at Fire Test UL P3501-47 48 7" oc Stagger points 24" oc each side (LOAD-BEARING) Design U309 9-17.65. ! R1319-129. Design U314, 7.22.70 Sound Test NGC 2404. 10.1470 , I r , Construction Type: Gypsum Wallboard, Wood Studs „ r One layer "" type X predecorated gypsum wallboard applied , i I , , 35 parallel to each side of 2 x 4 wood studs 24" oc with 6d coated WP 3520 nails 1'4" long, 00915" shank, '-," heads, 7" oc at points and 10 beads of adhesive on intermediate studs Wallboard nailed Thickness 4'1," 39 to top and bottom plates at 7" oc Stagger points 24" oc each Approx Weight 7 psf side (LOAD-BEARING) Fire Test FM WP 90, 8.2167 Sound Test 0 A I1 NG 248FT 7.265 Construction Type: Gypsum Wallboard, Wood Studs E Base layergypsum wallboard or veneer base applied parallel I V V Ye 1+ Pp P r to each side of 2 a 4 wood studs 16" oc with 4d coated nails, I it" long,0080" shank, ',r" heads,8" oc Face layer Is" gyp- E- ' ` :