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HomeMy WebLinkAboutSWP271823CC 'TRUCTION FIELD SERVIC 117,11 OCCUPANCY INSPECTION REPORT DATE: OCTOBER 15, 1991 TO: UTILITY SYST-EMS :RANDALL' PARSONS [ ] SEWER - DAVE CHRISTENSEN [ ] WATER - ABDOUL GAFOUR [ ] PLAN REVIEW - GREGG ZIMMERMAN [ ] CONSTRUCTION SVCS - PINKHAM/KOKKO [ ] TRANSPORTATION SVCS - CLINT MORGAN [ ] LANDSCAPE/ZONING - BOB ARTHUR [ ] BUILDING FINAL - RANDY MARTIN [ ] FIRE PREVENTION FROM:_CONSTRUCTION FIELD SERVICES- RANDY MARTIN x6171 SUBJECT: OLYMPIC DOOR PERMIT NO.: B-15714 (WO#87219 2701 E VALLEY RD TYPE BUSINESS: The subject project is nearing completion. Please investigate your area of responsibility and indicate below eitheryouur acceptance or non -acceptance. Please return this form by `TUES.DAY <--:0"CTbBER -2'21in order that a permanent Certificate of Occupancy may be issued. If no comments are received by the above date, the permanent certificate will be issued. TO: CONSTRUCTION FIELD SERVICES DATE_ iG'� 2)2Z FROM: This project is approved by this department subject to the following corrections: (Note: see copy of 90 day requirements attached) NON -LIFE SAFETY ITEMS LIFE SAFETY ITEMS � n Coh-, L, Pi�--c Jb1 <<�1`�1P-fD-moo 0 o 0 DO YOU HAVE ANY OBJECTION TO ISSUANCE OF A PERMANENT CERTIFICATE OF OCCUPANCY? (IF YOU HAVE LISTED ANY LIFE SAFETY ITEMS, MARK "YES".) [ ] YES [ }( ] NO Authorized Signature `/ #3:finlocc ACCESS-FASEMENT THIS INISTRUMENT, made this by and between Brian J. Maier ownw(s)/Dwvstepw(s) day of Oct-c*x-r 199b; and "Sheila R. Maier, husband and wife hereinafter called 'Grantor(s),' and the CITY OF RENTON, a Municipal Corporation of King County, Washington, hereinafter called 'Grantee." WITNFSSETH That said Grantor{t), for valuable consideration, receipt of which is hereby acknowledged, owner(s) in fee of that certain parcel of land, described as follows: Lot B of ShOrt P1 a_t NO. 0 4-8 , A _ O ding ro thtSho t Plat RProrded Under King County Recording No. 8602269002, King County, Washington hereby grants and conveys an access easement 9Q46'wzxxttipxg xXXkW acX" per an engineering plan approved by City of Renton, a Municipality Corporation of King County, for the project known as:-- The Olympic Door & Millwork Warehouse for the City of Renton as Grantee, to enter said casement for -the purpose of observing that the owner(s), their successors and assigns, are properly operating and maintaining the drainage facilities constructed pursuant to the above referenced plan and contained within said easement area. The owner(s) of said parcel are responsible for operating, maintaining and repairing the drainage facilities contained within said drainage easement, and are hereby required to obtain written approval from the City of Renton prior to filling, piping, or cutting or removing vegetation (except for routine landscape maintenance such as lawn mowing), in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities, contained within said drainage easement. The covenants herein contained shall run with the land and are binding upon the GRAN'TOR(s), it's heirs, and all subsequent owner(s) thereof, forever. IN WITNESS THEREOF, the said GRANTOR(shereto have h reunto set their hands: GRANTOR Bri J. Mier GRANTOR Slieila R. Maier STATE OF WASHINGTON ) ) SS COUNTY OF KING ) On this day personally appeared before me. Brian J. Maier and Sheila R. Maier ,to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this Jot '�I day of Q &-�-o —" , 1991 ••••.•O..S�'e.'0,�� Notary Public in and for to f S Washington, residing at °ti= •�3 .ate•..: PUBLIC l ' 28. 1�i;.f • "''•FwASHIN�� ••'• P0WM3jEASEMENT/bh.p& COk..jTRUCTION FIELD SERVICtzi VF,INA'�L` OCCUPANCY INSPECTION REPORT DATE: AUGUST 21, 1991 TO: UTILITY SYSTEMS Tffl gTORM RANDALL P,ARS;QNS 1 [ J SEWER - DAVE CHRISTENSEN [ ] WATER -- ABDOUL GAFOUR [ ] PLAN REVIEW - GREGG ZIMMERMAN [ ] CONSTRUCTION SVCS - PINKHAM/KOKKO [ ] TRANSPORTATION SVCS - CLINT MORGAN [ ] LANDSCAPE/ZONING - BOB ARTHUR [ ] BUILDING FINAL - RANDY MARTIN [ ] FIRE PREVENTION IJJI ",z= 1;e Bring D, --,p -, FROM: CONSTRUCTION FIELD SERVICES- RANDY MARTIN x6171 SUBJECT: OLYMPIC DOOR PERMIT NO.: B-15714 (WO#87219) 2701 E VALLEY RD TYPE BUSINESS: WAREHOUSE The subject project is nearing completion. Please investigate your area of responsibility and indicate below either your acceptance or non -acceptance. Please return this form bjMTHU-RS+DAY AUGUSTs 29.t 1;�:9?l in order that a permanent Certificate of Occupancy may be issued. If no comments are received by the above date, the permanent certificate will be issued. TO: CONSTRUCTION FIELD SERVICES DATE � FROM: This project is approved by this department subject to the following corrections: (Note: see copy of 90 day requirements attached) NON -LIFE SAFETY ITEMS LIFE SAFETY ITEMS I° ° [. ° 0 6k c��' l�Kr /7e r � 03n,;z 0 DO YOU HAVE ANY OBJECTION TO ISSUANCE OF A PERMANENT CERTIFICATE OF OCCUPANCY? (IF YOU HAVE LISTED ANY LIFE SAFETY ITEMS, MARK "YES".) [,,21-] YES [ ] NO #3:finlocc Aut rize� i nature COb _.JTRUCTION FIELD SERVICEa FINAL OCCUPANCY INSPECTION REPORT DATE: JULY 31, 1991 TO: UTILITY SYSTEMS [ ] STORM - RANDALL PARSONS [ ] SEWER - DAVE CHRISTENSEN [ ] WATER - ABDOUL GAFOUR [ ] PLAN REVIEW - GREGG ZIMMERMAN [ ] CONSTRUCTION SVCS - PINKHAM/KOKKO [ ] TRANSPORTATION SVCS - CLINT MORGAN [ ] LANDSCAPE/ZONING - BOB ARTHUR [ ] BUILDING FINAL - RANDY MARTIN. [ ] FIRE PREVENTION FROM:_CONSTRUCTION FIELD SERVICES- RANDY MARTIN x6171 SUBJECT: OLYMPIC DOOR PERMIT NO.: B-15714 (WO#87219) 2701 E VALLEY RD TYPE BUSINESS: WAREHOUSE The subject project is nearing completion..Please investigate your area of responsibility and indicate below either your acceptance or non -acceptance. Please return this form by WEDNESDAY, AUGUST 7,.,"1991 in order that a permanent Certificate of Occupancy may be issued. If no comments are received by the above date, the permanent certificate will be issued. TO: CONSTRUCTION FIELD SERVICES DATE�7/yf FROM: 5222 /► I,.�A /� 6�17111_1 This project is approved by this department subject to the following corrections: (Note: see copy of 90 day requirements attached) NON -LIFE SAFETY ITEMS LIFE SAFETY ITEMS 0 r Z - // )11112w- e Ar- DO YOU HAVE ANY OBJECTION TO ISSUANCE OF A PERMANENT CERTIFICATE OF OCCUPANCY? (IF YOU HAVE LISTED ANY LIFE SAFETY ITEMS, MARK "YES".) [ ] YES [ ] NO #3:fin[ occ Aorized Signature 019 F1, N /P 0/ 11"'kI UTILITY SYSTEMS DIVISION F a 0❑ IN 0 STORMWATER UTILITY CHECKLIST FOR TEMPORARY AND FINAL OCCUPANCY INSPECTION REPORTS ITEMS REQUIRED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUAPANCY*: PROVIDE AS -BUILT CONSTRUCTION DRAWNGS CERTIFIED BY A PROFESSIONAL LAND SURVEYOR OR ENGINEER. PROVIDE A BILL OF SALE FOR STORMWATER FACILITIES CONSTRUCTED IN PUBLIC RIGHT-OF-WAY(S), EASEMENT(S) OR TRACT(S) TO BE ACCEPTED FOR CITY OWNERSHIP. PROVIDE A ONE-YEAR MAINTENANCE BOND FOR TEN PERCENT OF THE VALUE OF THE STORMWATER FACILITIES THAT ARE TO BE ACCEPTED FOR CITY OWNERSHIP IN THE BILL OF SALE. PROVIDE EASEMENT DOCUMENTATION FOR RECORDING AS PREPARED BY A PROFESSIONAL LAND SURVEYOR FOR FACILITIES TO BE ACCEPTED FOR CITY OWNERSHIP AND MAINTENANCE. PROVIDE ACCESS EASEMENT TO PRIVATELY MAINTAINED STORMWATER FACILITIES TO ALLOW REGULATORY INSPECTION TO ENSURE ADEQUATE PRIVATE MAINTENANCE AND OPERATION. PROVIDE HOLD HARMLESS AGREEMENT RELEASING THE CITY FROM FLOOD DAMAGE DUE TO THE FOLLOWING CONDITIONS: y� J SUBJECT TO CONSTRUCTION FIELD SERVICES APPROVAL AND ACCEPTANCE OF CONTRUCTED FACILITIES. OTHER ITEMS: *Mark boxes with an "X" of items required Mark boxes with"NA" or leave blank for items which do not apply or have already been provided. Page 1 File: OCCUPANC.XLS By: Ron Straka 8/91 ACCESS EASEMENT THIS INSTRUMENT, made this day of Qrtc)h,-r 199b, by and between Brian J. Maier and Sheila R. Maier, husband and wife Ownw(e)/Dwslapw(s) hereinafter called 'Grantor(s),' and the CITY OF RENTON, a Municipal Corporation of King County, Washington, hereinafter called 'Grantee." WITN=TH: That said Grantor(s), for valuable consideration, receipt of which is hereby acknowledged, owner(s) in fee of that certain parcel of land, described as follows: Lot B of Sh rt Plat No. O 4-85, According to the .Short plat RPrnrded Under King County Recording No. 8602269002, King County, Washington. hereby grants and conveys an access easement per an engineering plan approved by City of Renton, a Municipality Corporation of King County, for the project known as:—_ The Olympic Door & Millwork Warehouse for the City of Renton as Grantee, to enter said easement fof-the purpose of observing that the owner(s), their successors and assigns, are properly operating and maintaining the drainage facilities constructed pursuant to the above referenced plan and contained within said easement area. The owner(s) of said parcel are responsible for operating, maintaining and repairing the drainage facilities contained within said drainage easement, and are hereby required to obtain written approval from the City of Renton prior to filling, piping, or cutting or removing vegetation (except for routine landscape maintenance such as lawn mowing), in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities, contained within said drainage easement. The covenants herein contained shall run with the land and are binding upon the GRANTOR(s), it's heirs, and all subsequent owner(s) thereof, forever. IN WITNESS THEREOF, the said GRANTOR( hereto have h reunto set their hands: GRANTOR Bri J. M ier GRANTOR Sheila R. Maier STATE OF WASIUNGTON ) ) SS COUNTY OF KING ) On this day personally appeared before me: Brian J. Maier and Sheila R. Maier to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this / !�t• 'V) day of Q L 1991 ,lot "48614081"e" OTAAS e.. :MCP ssaN�ry. 0 S O'rARy N2 2 ` _ P U8t 1C Notary Public in and fore to f Washington, residing at P0RV5J EASEMENTJbh.ps STORM WAAR UtLITY REVIEWS No. .3.5 b Project Name: �/`1�/GGbc2 f Building Permit Number: B- 1 S V Y Date to Utility Billing: Business or Use:/��/ ,et'Ei'G.'St Owner/Billing Address: 210 0 �,�s fi Ih�cfs fe C nor 5" 1 Pe , WA 98/ v y Account. Nos. Tax Lot Nos. Square Footage Assessment Ae 17-53,50- oo�� J Site Address: 2701 E-, Vu WY Rd, Site Address: Site Address: Site Address: Site Address: STORM WATER UTILITY PLAN REVIEW INFORMATION DESCRIPTION ADDRESS DATE DATE - CHUCK'S DATE TO c RECEIVED REVIEW BERGSTROM DUE DATE TO Mlw&-%�&, DATE TO BUILDING, DEPT. ps-RutT BILLING hrpety T. :.a��� 3. OL P/C Tt �'� c�yvS -v ors, a f' - 7 I / `-� �� `% ' `� % /g 2 • 4- & A IV .K EVO r o ivs i � � I I I I I _ � I I J COMPUTATION SHEET ESM inc. 09 A CIVIL ENGINEERING. LAND SURVEY. AND PROTECT MANAGEMENT CONSULTING FIRM 941 Powell Ave. SW, Suite 100 Renton Washington, 9W55 (206) 228-5628 JOB NO. eE"IDATEL - SHEET -L OF JOB NAME COMP. BY CHK. BY CONTENTS 4- 44rm 7x J ev(. COMPUTATION SHEET - � JOB NO. .CSC �� �� DATE � 5 SHEET 19 OF ESM inc. JOB NAME - =< 1 A CIVIL ENGINEERING, LAND SURVEY. AND PROJECT MANAGEMENT COMP. BY CHK. BY CONSULTING FIRM 941 Powell Ave. SW. Suite 100 Renton Washington. 98055 (206) 228-5628 CONTENTS r /o /I i r i a• is ! �D�IGf 1Cd-d1!• l ,'W o v o4 l�11� COYlC o117' 7� 0 D a 0. l-- b i I b.OJ ! D-g0 I D- 7 7 v rld G Vel c D, 7 sec, o. 4740> l - ./ : a Storm Sewer Des ion _ OM Uu t101I5 ESM inc Of NO. ¢Z(o -Ul- / '� A CIVIL ENGINEERING, LAND SURVEY, AND VROIECTMANACAMENT FROM T O BY � (/! /'?`� CONSULTING FIRM CURVE' c 97?.E 4; �6/7 A / RETURN YEA R 1✓��'�? �, ►o..« A..,�. S.W. w,. R. W ,.�. /"' .SHEET 3 OF ,20E,2,>}5629 Z 7 v 0 tu, v0 y. L� lion of pipe _NbUtClY t7t point of concentration Time of Concentration total k pipe total at from of pt. prey p lost pt. f cant RaMft in>ens- ity �� Q= CIA /nv. e% of pt. of con /nv. e% at neztpt. Length of pipe Grade vel y s Diameter j ; n= D• oD2 . , , d f,. from Area No. - eciric areas noted acres not factor Q M u a A ta/ Acres /00 , ,� �„ C Zt'A' © Fr �- T o D 'n3 /� II- I 0 1 ': 1-� 0,�5 )2'% i' 00 /�}�' D.CL �; J a- I i, p 120 0'�7 v3 0-03 p.c ,� - �r a Z. -�o 0,07 0,4-0- c% n o. 0 41 7 f2e(o t/�' � �i ' ! (v r�l 11V 0.� I (•� ' + �rll �,� O, --- r, G ; �.; ,��' h ,^� p f O,G� C).D 0��2:0 — 4,0 2.�G` b,G i �� t> /1✓ �'�� ioiV" ,� �,(! % I �1��` `�r C: II!', �I 1-1 ltV/D.V? ✓Ut/' A' l!/'✓ ��J 1 I 1 1 I I COMPUTATION SHEET ESM inc. JOB NO. DATE r 'G.'L SHEET OF JOB NAME � '� ��G Z� A CIVIL ENGINEERING, LAND SURVEY, AND PROJECT MANAGEMENT COMP. BY CHK. BY CONSULTING FIRM 941 Powell Ave. SW, Suite 100 Renton Washington, 98055 (206) 228-5628 CONTENTS Z� �r ►��, r %a_rc VT Arcr o 0 QAJ C4r4 Cox) �ryGe7CV.)� Lz -' ' '8� i Z Ar • 2,0°� ("r 6iv,) : 0- I c;J der b /a4a 6ea.�kz V , S ljl e_ /Ar. 6r (Owre) = 0 - 1 = D 1? Z.09 (DM) c N21* �s�- p. 7 � T COMPUTATION SHEET JOB NO. _ ESM inc. JOB NAME A CIVIL ENGINEERING. LAND SURVEY, AND PROLE C7 MANAGE ME NT COMP. BY CONSULTING FIRM 941 Powell Ave. SW, Suite 100 Renton Washington. 9W55 12%) 228-5628 CONTENTS OLAIf4 CHK. BY SHEET -5- OF Z 4- Pi t"L/4 120, a9 flr3 r% (o-V 42. 42 Frs ui a 3 f 0 lgc!; kovef- rz►sez le+ '5 < D - S UCslc COMPUTATION SHEET 'ESM inc. JOB NO. L �ATE SHEET -7- OF JOB NAME A CIVIL ENGINEERING, LAND SURVEY, AND PROJECT MANAGEMENT Comp. BY CONSULTING FIRM 941 Powell Ave. SW, Suite 100 Renton Washington, 98055 12061 228-5628 CONTENTS 101 CHK. BY 0 7j —j 0'-v 61"� �� r-e vv 1111;1� - 0-71 c- V7 �(4k et-y-' LO Vvr"t /V -T P- . 4 ktv�- ill Olt ,7 A W O CL a 5 Road =ast Valley Rd. W. W. N. 0 W 0 N:J 0 (3 � n o �+ Z + + m W ♦ > N N a Q >>o +oo r Z I ♦ 00 O a •W. 9t m 7/31 0 3 2 0 o 0 o + + � es ao + N N r • a Y W W U • i S.W. 27t1 TREET 9Y—' 39 c 40 c 41 0 0 � N N P1 N STREET 042 0 E3 0 0 m o rl�21 1� — 62 + 00 15 —57+00 14 —52 +00 ,` 13 1 Q —48 + 00 ' O 1. 12 �1 —44 + 00 1' W Q —39 ♦ 00 (O 10 °C i —34+001 W W. 34th STREET O —29+00 8 If —24+00 7 j'i COMPUTATION SHEET JOB NO. -D DATE SHEET OF ESM inc- 19 JOB NAME A CIVIL ENGINEERING, LAND SURVEY, AND PROIECT MANAGEMENT COMP. BY CHK. BY CONSULTING FIRM 941 Powell Ave. SW, Suite 100 Renton Washington, 9005S 1 � p r E' �i (ia)zza-%28 CONTENTS �- CAl� Are dw� Lavir'h = 2SO' I Aw a 1 47 5-t) r�- 3 of !TDeAG� 2� 545o (Fro\ 1 rx=r�� 7 4-7 SD 9-E r:� . i 50 �- 45 40 �i35 b 35 N L 30 25 40 J 45 / 20 .\ 40 3`� 2-YZAR - 24-HR. PRECIPITATIO PRECIPITATION IN TENTHS OF A TMru DrlrltIAT 0 EVERETT b0 1 D 15 20 40 i J25�L 30 r 35 SEATTLEJ315 ' 20C TACOMA 5 c so 35 0 /0 C 0 35 30 �j 30 ss� G C 35 25 30 4s 45 45 35 20 4s� 45 I1 35i_ C 40 5 35 25 35 d 35 25 �--� 35 so 40 / L 4o 45 45 /5 45 �. 50 0 ��� 35 (� 50 � 5 45 45 t/ �35 40 2� U S45 (- -30 30 U 50 ��4 .50 c► 30 _ sue-. �'� 45 S -^� -35 � -� N 3540(i 40 �_'20 - Is S 2520 i 11. ETA ESM inc. A CIVIL ENGINEERING, LAND SURVEY, AND PROJECT MANAGEMENT CONSULTING FIRM September 5, 1989 Mr. Kim Scattarella City of Renton Public Works Dept. 200 Mill Avenue South Renton, WA 98055 RE: Olympic Door & Millwork Dear Kim: Job No. 426-01-881 M This is to follow up on our discussion this morning on the telephone, with regards to the biofiltration ditch, as shown on our original plans along Southwest 27 Street. Based on the City's guidelines of one acre of parking area or a quarter mile from the outlet of the site to a stream channel, this would require a biofiltration system. In a review of our storm drainage calculations the asphalt area is 0.92 Acres and from a wheel rolling in the field, the outfall of our system to the outfall of the "P" Channel along East Valley Highway is 1,395 feet. Therefore, under the City's guidelines, biofiltration is not required. Also, we have originally established with the Public Works Director, Don Monahan, that the ditch could be placed one foot behind the sidewalk along Southwest 27th Street. Prior to that time, field conditions have warrented that the system be placed 3 feet behind the sidewalk. Now the City is requiring that the entire biofiltration system be on private property. This was not originally agreed upon with the City and would eliminate necessary parking area. We are confused with the comments from the City of Renton, with regard to the location of the ditch or even if it is required. Prior to resubmitttal of the red lined plans by the City, we would appreciate clarification of this issue. Your immediate response would be greatly appreciated, so that we can get this job finished. - Nee4 f fl co-I'tf %-►+ / h �,s 1,,w I /4 A ., A -Olt✓ 941 Powell Avenue S.W. Suite 100 0 Renton, Washington, 98055 • (206) 228-5628 Mr. Kim Scattarella September 5, 1989 Page 2 If you have any questions, please feel free to call me. Very truly yours, INC. Z' DARRELL L. OFFE Project Engineer Enclosure cc: Brian Maier, Olympic Door & Millwork, Inc. David Hills, Freiheit & Ho Architects s2:do1 COMPUTATION SHEET JOB NO. _ t ESM inc. JOB NAME A CIVIL ENGINEERING, LAND SURVEY, AND PROJECT MANAGEMENT CONSULTING FIRM COMP. BY 941 Powell Ave. SW, Suite 100 Renton Washington, 9W55 (206) 228-5628 CONTENTS 10II = I I , 10 `J ) fell, Z S DATE _ e Dr✓r�0 �� v r r�4 s 77HZV: r 4 Z, 00 CHK. BY SHEET OF CONCRETE BLOCKING SIZI, ROCEDURE A. GENERAL The amount of concrete required to anchor horizontal bends, tees, and dead ends depends on the strength of the soil. The methods of placing concrete to keep the joint accessible is shown in Figure 1. The area in square feet of concrete which must bear against the side of the trench is found by dividing the thrust in Dounds shown i T aole I by the safe bearing load of the soil as shown in Table 2. B. CRITERIA I. The sizing procedure is for horizontal or downward thrust only. c. Height of the thrust block must be equal to or less than 1/2 the aeotn from the around surface to the block base. 3. The thrust block bearing face is to rectangular. .. The concrete blocking shall be as per APWA Specification 74-2.14. C. SYMBOLS a Outside Diareter of Pi De in Feet T Thrust in Pounds at the in (Table 1) SBL Safe Bearing Load in Pounds/So. Ft. (Table 2) h Depth of Trench in Feet W Width of Trench in Feet A Area of Concrete which must bear Against the Side of the Trench n Sq. Ft. H., Maximum Heignt of the Thrust Block in Feet Oc Depth of the Concrete Thrust Block to Bearing Surface in Feet • Maximum Length of the Thrust Block in Feet GROUND SURFACE D. CALCULATION EQUATIONS Area of Concrete (q) Thrust (in Pou no T Safe Bearing Load kin POUndi!Sq. Ft. • SBL Maxi -um Height of Thrust Block (Kn) Depth of Trench in Feet h2 T (Width of Trench in Feet) -(Outside 3. Depth of Concrete Thrust Block Di a+eter of Pipe in Feet) V-d 4. Ma.imum Length of Thrust Block (Lm) . Area of Concrete A Max;- Height Hm 5. Required Amount of Concrete (C.. Yd.) -(Height x Depth . Length) = 0.03704 •(ly„ Lm DC) 0.03704 E. EXAMPLE I. Problen: Calculation of the amount of concrete •ecuired to block a 90` bend in an V C. 1. water main; the vocal ooerating Pressure i the Pioe will be 65 psi and the soil coeditor. in the area indi- cates sand and gravel. 2. Solution: Maximum testing pressure (See Table 1) . 300 psi Outside di aseter of 8" pipe - 9.05 i - 9.05/12 - 0.75 ft. Go to Table 1: The testing pressurenof 300 psi, we see that the thrust on a 90° bend is 21.360 ppu nds. Go to Table 2: Table 2 gives the safe bearing load for sand and gravel: 3'000 lbs./sq. ft. Go to Figure 1: Figure I indicates the position of the concrete for blocking the 90° bend. Go to the sped fi cati on of the project and find depth of trench feet Width of trench (W) - 3 feet With the above ass weled information, we proceed to the final ca)cu I atior.: Area of Concrete (A) ;a afiBeag oL- 2 - 1.12 sq. ft. Maximum Height of Thrust Block (Nm) . Depth of Trench h -4 - 2.0 f[ 2 'F'f Depth of Concrete Thrust Block (Oc) Width of Trench in Feet (W) - Outside Di ane ter of Pipe (d) _ 3 - 0.75 . 1.13 ft. 2 Maximum Length of Thrust Block (L,=) Area of Concrete Height o Concrete A _ 7.12 3.56 ft. 14n 2.0 Required Amount of Concrete -(Height , Depth x Length), 0.03704 L. x Dc) x 0.03704 -(z.o x 3.56 x 1.13) x 0.03701, 0.30 cu. yd. -- -a- 'a • d CAP TEE 114 BEND 222.BEND 450 BEND FIGURE I 90° BEND NOTE FOR CONVEX VERTICAL BENDS BLOCKING, SEE APWA STANDARD PLAN NO. 73. TABLE I SIZE PRESSURE PSI THRUST AT FITTINGS IN POUf1D5 TEES DEAD ENDS 90° BEND 4c° BEND 22-1/2" BEND II-I/L° BEND 3" 300 2.120 3,000 1,630 830 430 4'. 300 3.780 5.370 21910 1,470 750 6'. 300 81500 12.000 6,510 3,320 '.700 8'. 300 15,100 21.360 11.550 5.880 3.020 101, 275 21.620 30.570 16,540 8.430 4.330 12- 250 33.930 48,000 25,950 :3,260 6.780 14.. 250 46,200 65.370 35.340 18.030 9.240 16" 225 45.250 64,000 34,620 17.650 9.050 111" 200 50.900 72.000 38.940 t9,860 10,180 20- 200 62,840 88.900 48.080 24,520 12.560 24" 200 90.480 127.980 69.200 35.320 18,100 30" 200 141,370 199,960 108,150 55.140 28,280 36" 200 203.580 287,950 155,740 79,400 40.720 TABLE 2 Safe Bearinq Loads in Lb./So. Ft The safe bearing loads given in the follow tng table are for horizontal thrusts when the depth of cover over the pipe exceeds 2 feet. SAFE BEARING LOAD SOIL Lb. per Sq. Ft. °14 ck, peat, ett. 0 Soft CIaY 1,000 Sand 2.000 Sand And Gravel 3, 000 Sand and Gravel Cemented with Clay 4,000 Hard Shale 10.000 ale Huck or peat, all thrusts s1a11 be restrained by piles or tie rods to solid foundatlons or by removal of muck or peat and replacement with ballast of sufficient stability to resist thrusts. WATER STANDARD DETAIL CITY OF RENTON NOT TO SCALE DEPARTMENT OF PUBLIC WORKS NOVEMBER. 1979 GEOTECHNICAL ENGINEERING STUDY OLYMPIC DOOR AND MILLWORK, INC. OFFICE/WAREHOUSE SOUTHWEST 27TH STREET AND EAST VALLEY HIGHWAY R.ENTON, WASHINGTON This report represents the results of our geotechnical engineering study of the site of the proposed Olympic Door and Millwork, Inc. Office/Warehouse in Renton. The site is located at the southwest corner of Southwest 27th Street and East Valley Highway as indicated on the vicinity Map, Plate 1. Based on preliminary plans furnished to us, we anticipate that the building will consist of 36,000 square feet of warehouse space and 3209 square feet of office space, with twenty-eight (28) foot high concrete tilt -up walls and a slab -on -grade floor. The finish floor elevation is proposed to be near the existing site grade. A loading area is on the east side of the building and will include two dock -high loading areas which will be at approximately four feet below the finish floor. The parking area for the building is proposed on the northern and eastern sides of the site. SITE CONDITIONS SURFACE The tract is nearly rectangular in shape, measuring approximately 280 feet by 359 feet, and is located just west of the West Valley Freeway. The tract is nearly flat, except the northern and eastern edges of the site are slightly higher than the majority of the site. The site vegetation consists mainly of thin, medium tall grass and weeds with occasional small trees. There is some taller grass along the eastern side of the site. The property to the south of the site is developed with a large office/warehouse building, while the northern and western properties are undeveloped. All surrounding properties have nearly flat site grades and are at an elevation similar to that of the subject site. SUBSURFACE The subsurface conditions were explored by six test pits at the approximate locations shown on Plate 2. The test pits were excavated on June 28, 1988 with a rubber -tired backhoe owned and operated by Evans Brothers Excavating. A geotechnical engineer �c,I r, a- '--_1'1'-T'^PI ?1 -iHi H'i�M QH 3 113H:3�� Olympic Door & Millwork, Inc. JN 88235 July 12, 1988 Page 2 from our staff observed the excavation process, logged the test pits and obtained representative samples of the soils encoun- tered. The Test Pit Logs are attached to this report as Plates 3 through 5. The uppermost soil unit consists of approximately seven feet of brown/blue-gray, gravelly, silty sand fill. The upper our feet of the fill is moist and mQdium dense, but the lower three feet were generally saturated and somewhat loose. The fill is underlain by two and one-half to six feet of soft peat. The peat is underlain by soils varying from soft to medium stiff silt to medium dense sand. Borings drilled in the area indicate that these types of soils extend to significant depths. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of f ie ld samples . The stratification lines on the logs represent the approximate boundary between soil types. in actuality, the transition may be gradual. GROUNDWATER Groundwater seepage was observed at a depth near seven feet. The test pits were left open only for a short time period, therefore the seepage levels recorded represent the location of water seepage in the side of the test pit. However, it should be noted that groundwater levels vary with rainfall and other factors. We anticipate that groundwater will likely be found perched above the peat and silt soils. CONCLUSIONS AND RECONNZNDA71ONS GENERAL Our exploration of the project site encountered a considerable amount of peat underlying seven feet of fill soils. Since the peat is highly compressible, there is a potential for considerable settlement if the building foundation is construc- ted in a conventional manner. The foundation alternatives are deep foundations or to support the building on conventional footings after the site has been preloaded with a surcharge fill. It is our opinion that, for a structure such as the one proposed, preloading is the best option for cost reasons. However, preloading does involve more risk of foundation settle- ment and construction delays than do deep foundations. .j aQi) , ,a j r, ' _ Fr',:?— ?-'a�j,= - T ' 0H 131 0�.� ho�� 'j Dr.i I H j.jH QH :S 1 I 3H I 3 A3 Olympic Door & Millwork, Inc. JN 88235 July 12, 1988 page 3 we recommend that the building site be pre loaded with five feet of fill above the finish floor grade in the slab area and seven feet of fill in the exterior footing area where the loads are greater. In the exterior footing area, we recommend that the seven -foot -high fill be a minimum of ten feet wide at the top. The settlement of the preload should be monitored to determine the length of time it should remain in place and the settlement incurred. we estimate that the fill will need to be in place forty-five (45) to sixty (60) days. We anticipate that two inches of ultimate post -construction settlement may occur over the lifetime of the building under normal loading conditions. In the dock areas, the footings will be founded at a depth of approximately five feet below the finish floor. The f ill encountered at below four feet was saturated and loose, and is not adequate as footing -bearing soil. We recommend that the loose fill be completely removed down to the peat, filter fabric placed, and a minimum of two feet of structural fill placed. If groundwater seepage is encountered, the structural fill should consist of washed rock or clean crushed rock until the structural fill is stable. Clean pit -run gravel should then be placed up to the subgrade level. In the remaining footing areas, the existing fill is adequate as bearing soil provided it is dry and stable at the. time of construction. The on -site fill soils contain a significant amount of silt which is sensitive to moisture. Therefore, we recommend that earthwork be performed during the dry summer months so the fill does not become softened by machinery and vehicle traffic, at which time importing granular fill would become necessary. PRELOADING PROGRAM Before placing the surcharge fill, the building area should be graded to the design finish grade. Then a surcharge fill is added to provided additional preload to induce as much settlement as possible prior to building construction. The surcharge fill does not have to meet any specific requirements except that it should have a minimum in -place total density of one hundred thirty (130) pounds per cubic foot (pcf). However, if the surcharge fill is to be used Iater as fill on another part of the site, we recommend it meet the requirements for structural fill, i.e., contain no organics and be compactible. Structural fill to be placed in wet weather should contain no more than 5 percent fines passing the No. 290 sieve. The side slopes of the surcharge fill should be inclined no steeper than 1:1 (horizontal to vertical), and the top of the surcharge should extend at least five (5) feet beyond the building bi . 'a—=-'—l—T'OPI IT a"i IH I T;NT��a1'A 'a1111'0H =:tT PL Olympic Door & Millwork, Inc. JN 88235 July 12, 1988 Page 4 perimeter.. No fill berms for landscaping purposes should be placed near the building since the addition of any fill could induce further settlement. Prior to placement of the preload, we recommend installation of at least ten settlement markers in the preloaded area. Care should be taken to protect these markers from disturbance by construction equipment. The markers should be surveyed by a licensed surveyor during fill and surcharge placement; and at intervals of 2, 4, 8, 16, 32 (so forth) days after completion of the fill. Initial readings should show the existing ground elevation, and the readings taken during placement of the surcharge should show the surcharge fill thickness. Settlement readings should be furnished to and evaluated by Geotech Consultants, Inc. when primary settlement is completed, the surcharge fill may be removed. The exposed subgrade should be proofrolled and any loose areas should be overexcavated and replaced by structural fill. FOUNDATIONS Following the completion of the preloading program, the proposed structure may be supported on conventional continuous and spread footings bearing on at least two feet of structural fill. Exterior footings should be continuous, even across doorways. Overexcavation of soil below the footing may be required in the dock footing areas depending on final site grades. Fill placed under footings should extend outwards from the edge of the footings at least an amount equal to the depth of fill underneath the footings. Exterior footings should be bottomed at a minimum depth of twelve (12) inches below the lowest adjacent outside finish grade. Footings bearing on at least two feet of structural fill should be designed for a bearing pressure of one thousand (1000) pounds per square foot (pat). A one-third increase in the above bearing pressures may be used when considering short term wind or seismic loads. For this design criteria, it is anticipated that total settlement of footings founded on the structural fill will be about two inches, with differential settlements of one inch. The distri- bution of settlement cannot be predicted, but we suggest that for design purposes it be assumed that the one inch of settlement will occur over a distance of one hundred (100) feet. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the supporting compacted fill subgrade or by passive earth pressure on the foundations. hee l �31 _�r.iI H_l:dH IDH ? lI3HI3:ja Olympic poor s Millwork, Inc. JN 88235 July 12, 1988 Page 5 For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill. A coefficient of friction of 9.40 may be used between the structural foundation concrete and the supporting subgrade. The passive resistance of undisturbed natural soils and existing fills may be taken as equal to the pressure of a fluid having a density of three hundred fifty (350) pounds per cubic foot (pcf) . SLAB -ON -GRADE FLOORS We recommend that concrete slabs be placed over the existing fill soils if they are stable at the time of construction. Isolation joints should be provided where the slabs intersect columns and walls. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one-fourth of the slab. The spacing of control or expansion joints is a function of the amount of steel placed in the slab. Reducing the water/cement ratio of the concrete and curing of the concrete by preventing evaporation of free water until cement hydration occurs will also reduce shrinkage cracking. A 6-mil polyethylene plastic vapor barrier should be used under floors likely to receive an impermeable floor finish or where passage of water vapor through the floor is undesirable. Based on American Concrete Institute recommendations, we suggest placing a two to three-inch layer of sand over the vapor barrier to protect the vapor barrier and to allow some moisture loss through the botton of the slab to reduce warping in the curing process. Sand should be used to aid in the fine grading process of the subgrade to provide uniform support under the slab. PERMANENT RETAINING AND FOUNDATION WALLS Retaining and foundation walls should be designed to resist lateral earth pressures imposed by the soils retained by these structures. Walla that are designed to yield an amount equal to at least 0.092 times the wall height can be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of thirty-five (35) pounds per cubic foot (pcf) . If walls are to be restrained at the top from free movement, a uniform force of one hundred (100) pounds per square foot (psf) should be added to the equivalent fluid pressure force. For calculating the base resistance to sliding, we recommend using a passive pressure equivalent to that exerted by a fluid having a density of three hundred fifty (350) pcf and a coefficient of friction of 0.40. It is assumed that no hydrostatic pressures ,ai-i'.4-:+rlri' 0 h I .=:tt:-aT F,:_:' . h';w r,r;:?-a— ::— +rl.'_-t' 0 1 131 _1HI H_1. H ID a 1I3HI3'd� E Olympic Door & Millwork, Inc. JN 88235 July 12, 1988 Page 6 act behind the wall and that no surcharge slopes or loads will be placed above the walls. if surcharges are to be applied, they should be added to the above lateral pressures. Retaining and foundation walls should be back£illed with compacted free -draining granular soils containing no organics. The wall backfill should contain no more than 5 percent silt or clay and no particles greater than four inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The purpose of this is to assure that the design criteria for the retaining wall is not exceeded because of a build-up of hydrostatic pressure behind the wall. SITE DRAINAGE We recommend the use. of footing drains at the base of the footings and earth retaining walls in the two dock areas. Roof and surface water drains must be kept separate from the foundation drain system. The footing drains should be surrounded by at least six inches of one -inch -minus washed rock. The rock should be wrapped with non -woven geotextile filter fabric (Mirafi 148N, Supac, or similar materials) At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and/or crawl space and it should be sloped for drainage. A typical footing drain detail is attached to this report as plate 6. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. water should not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, loose surfaces should be sealed at night by com- pacting the surface soils to reduce the infiltration of rain into the soils. The slopes should be covered with plastic. Final site grading in areas adjacent to buildings should be sloped at least two percent away from the building, except where th• area adjacent to the building is paved. Groundwater was observed in our test pits. Some seepage is possible, and, if encountered in the excavation, the water should be drained away from the site by use of drainage ditches, perforated pipe or French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. Olympic Door & Millwork, Inc. JN 88235 July 12, 1989 Page 7 EXCAVATIONS AND SLOPES In no case should excavation slopes be steeper or greater than the limits specified in local, state, and national government safety regulations. Temporary cuts up to a height of four feet may be made vertical. For slopes having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (horizontal:vertical) from the top of the slope. It should be noted that the sands will cave suddenly and without warning. All permanent cut slopes into native dense soils should be inclined no steeper than 1.5:1 (horizontal:vertical). Pill slopes should not exceed 2:1 (horizontal:vertical). Water should not be allowed to flow uncontrolled over the top of any slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. PAVEMENT AREAS All parking and roadway areas may be supported on a Class A structural fill subgrade. The amount of fill required will depend on subgrade conditions at the time of construction. The subgrade should be evaluated by Geotech Consultants, Inc. after the site is stripped and cut to grade. The upper twelve (12) inches of pavement subgrade should be compacted to at least 95 percent of the maximum density. Below this level, a compactive effort of 90 percent would-be adequate. All subgrade areas must also be in a stable, non -yielding condition prior to paving. The pavement section for lightly loaded traffic and parking areas should consist of two (2) inches of asphalt concrete (AC) over four (4) inches of crushed rock base (CRB) or three (3) inches of asphalt treated base (ATB) over at least six inches of Class A gravel. We recommend that heavily loaded areas be provided with three (3 ) inches of AC over six (6) inches of CRB or four (4) inches of ATB over at least twelve inches of Class A gravel. Geotextile fabric placed under the gravel will improve pavement performance and should be used when the subgrade is soft or pumping. The heavily loaded areas are those areas such as main driveways and areas with truck traffic, especially where trucks are turning. These guidelines are based on our experience in the area and on what has been successful in similar situations. We can provide recommendations based on expected traffic loads and R value tests, if requested. Some maintenance and repair of limited areas can be expected. To provide for a design without the need for any repair would be uneconomical. I Olympic Door & Millwork, Inc. July 12, 1988 SITE PREPARATION AND GENERAL EARTHWORK JN 88235 Page 8 We recommend that the building and pavement areas be stripped and cleared of all surface vegetation, all organic matter and any other deleterious material. Stripped materials should be removed from the site or, if desired, stockpiled for later use in landscaping. The stripped materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under buildings. Geotech Consultants, Inc. should observe site conditions prior to fill placement. Structural fill under floor slabs and foundations should be placed in horizontal lifts and compacted to a density equal to or greater than 95 percent of the maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor) . The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks and behind retaining walls should also be placed in horizontal lifts and compacted to 90 percent of the maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. The allowable thickness of the fill lift will depend on the material type, compaction equipment and the number of passes made by the equipment. In no case should the lifts exceed twelve (12) inches in loose thickness. Ideally, structural fill which is to be placed in wet weather should consist of a granular soil having no more than 5 percent material passing the No. 200 sieve. The percentage of particles passing the 290 sieve should be measured on that portion of the soil passing the three-quarter inch sieve. LIMITATIONS Geological factors. such as stratigraphic discontinuities that occur between test pits and soil exposures, or variations in groundwater conditions are not predictable with a limited exploration program or conventional engineering analysis. Such non -quantifiable risks must be borne by the owners. This report has been prepared for specific application to this project and for the exclusive use of Olympic Door and Mill- work and their representatives. Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope .. ... . .1. , .. - . . _ . . w.1. , ... . - -. . .. - r n,. I � . -.,� ♦ . i . , - .1I i I T -It1 T 7 J J / "tv U `' 'T CITY OF RENTON ..0 mom PUBLIC WORKS DEPARTMENT Earl Clymer, Mayor Design/Utility Engineering MEMORANDUM DATE: February 7, 1989 TO: Don Erickson FROM: Chuck Price, Storm Water Utility Engineer SUBJECT: Olympic Door & Millwork Environmental Checklist Review Page 4, item 3.a.(5), asks if the proposal lies within a 100-year floodplain. Their comments do not address the future valley development conditions. The 100-year floodplain which they are referring to is the existing condition FEMA flood plain developed in 1986. FEMA does not look at future conditions when developing their flood plain maps. Under future development conditions, without the P-1 project in place and improvements made to the Green River Levees, it is possible that the site would be in the 100-year flood plain. This issue should be addressed. The existing valley drainage system is inadequate. Only minor storms can be handled without flooding. This situation should be addressed. Water quality should be addressed through use of biofiltration and use of oil water separators. 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