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Permit D97-0069 - PYRAMID POINTE APARTMENTS - BUILDING B CONSTRUCTION
OCCUPANT PYRAMID POINTE APARTMENTS #B 5711 S 152 PL, TUKWILA WA 98188 OWNER PYRAMID POINTE APTS Phone: 206- 281 -1188 C/O J B MCLOUGHLIN & CO, 200 1ST AVE W STE 302, SEATTLE WA 98119 CONTACT CHARLIE LABODA Phone: 206 328 -3770 3316 FUHRMAN AV E, SEATTLE WA 98102 CONTACT JOHN Phone: 817 -0154 CONTRACTOR DALLY HOMES INC. Phone: 206 -328 -3770 3316 FUHRMAN AVE EAST #100, SEATTLE, WA 98102 ***************************************************** * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** Permit Description: CONSTRUCTION OF A 10,190 S.F., 10 -UNIT APARTMENT BUILDING. THERE WILL BE TWO (2) 1 1/2" WATER METERS INSTALLED AS PART OF THIS PERMIT. ONE WILL BE AT THE PERMIT ADDRESS - THE OTHER WILL BE AT 5821 SOUTH 152ND PLACE. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 639,320.60 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 7,000.21 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: 5 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 115720 -0361 Address: 5711 S 152 PL Suite No: Location: BLDG B Category: NAPT Type: DEVPERM Zoning: HDR Const Type: V -N Gas /Elec.: ELEC Units: 010 Setbacks: North: .0 South: .0 Water: N/A Sewer: N/A Wetlands: Slopes: Y Contractor License No:. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit Signature: DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Print Name: DALLYHI120L7 �•� Date: 9 — a y - 97 -- T o yl hi Co /677 (206) 431 -3670 Permit No: Status: Issued: Expires: Occupancy: APARTMENT HOUSE UBC: 1994 Fire Protection: East: .0 West: .0 Streams: D97 -0069 ISSUED 09/24/1997 03/23/1998 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Project Name/Tenant: > raWU. POI , � M _ Valu W . rusJ,io a 0- 60 Site Address: I ,� i , p City State /Zip: Tax ` c s - 7 Numb ri . . D � ht l ri � i Property OwnerY {- L , 7 'ding? CI yes no • uantities & Material Safety Data Sheets Phon .524 r 371 V Street Address: 331 io ru hrrnah 6, #�(av _itilioty, y Rpte /Zip• Fax #: z oi Contractor: 1. H attie, Phone: . g Street Address: 3 U& rolorm I 4 1ov t State/Zip cl Fax #: 3�•oiQ'1 Architect: Phone: oth .53_i_17 Street Address: i y State /Zip. Fax #: calk 1 � i Engineer: nzz VYIeISe ` ti Cpl Phone: l Street Alibis 0,14 City State / i Fax #: Contact Person r I Lth9614, Q Dio Phone: .1 � Street Address: X3110 vhr rnan f; 1W City State/Zip: Mt L Fax #: 376 &101 Description of work to be done: ' to tVf- ar i2uildt, Existing use: ❑ Retail ❑ Restaurant U Multi-family ❑ Warehouse ❑Hos ital 9 y P Cl Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ C)llier Proposad use: ❑ Retail El Restaurant Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other j Will there be a change of use? ❑ yes 10 'no If yes, extent of change: Existing fire protection features: El sprinklers ❑ automatic fire alarm none ❑ other (specify) 9 P P (P Y) Building Square Feet: existing 1 new Area of Construction: Will there be storage of flammable /combustible hazardous material in the bu Attach list of materials and storage location on separate 8 1/2 X 11 paper indicatin• 'ding? CI yes no • uantities & Material Safety Data Sheets • fOo New Commercial / Addition / Multi- Family Permit Application ?ITY OF TU'WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Permit Number: 0 q7 000 Project Number: • R / W-oE2 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) Cl Channelization /Striping Cl Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180. _... _.. days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: 9 co- G7 - 7 Appllca� taken Oc(Initlals) nCL.zrvcu PLEASE SIGN BACK OF APPLICATION FORM II I NCPERMI7'.DOC 1/29/97 PERMIT CENTER BUILD/N njr •I:T.►rjr:r• ' Signatur ay a Print names - MINESEENIIIIMME Address ; 71 (L 'Pi I,, . Y1� x04 / Phone: 7r D L _ ", 7- City/State/Zip: �CLt off � W <� � � � 6-2.,_ 6 ALL NEW COMMERCIAL/ADDITION / NCPLIZMIT.DOC 1 /29/97 I- FAMILY PERMIT APPLICATIONS M E SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H - 11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9.. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE Ff D AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE L r S OF THE ST ATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Address: 5711 Ite: • Tenant: Type DEVPERM Parcel #: 115720-Q361 kA'k'* k; k9c **Akk *•*: *Ak1474Ak'**'*kA ek*• k*•*'*• A•"* k'*"**A• 4 F , A"** *k*kk4: **•A• *•kk•*.*A *****'k A. *k•k*•k*.4 Permit .Conditions 1. No changes will be made to the plans unless approved by the: °Architect :or•: Engineer and the Tukw,i=ia•;..Bui . idi ng Divis ion. Plumbing permits shall .b'e o tF r ough the "Seattle - King'' . ' Department a.t Publi•c' " Health. Pluiiibing be inspected by that aagency, me l ud i ng all gas p"i'p : i ng (296- 4722) • Electrical permits shall: be: obtained- through ;the Washington •State Divi,. on of Labor and Indus,,tr'ies and al iectt fta1. work will ;e b in'spected by• •that agency (24.8- 66303`. A l 1 .mechan�ica l ..worF��`; ^ita l l b un e,. der, separate, .permit issue the C itya k ; :f Tuw l a Al l permits, inspect ton records; and approved p i,ans shall` avai leble at' the ,fob s.i to pr l.or to the start of. "any str uct:ion '` T ,documents ar�e be maintained and ::avat able` ;'until `f"ina:l inspection approval is granted. Al I s;tructural `concrete shallbe special inspected (UBC Sec V 3O6(a11) . • Whe }'P specia ;; l inspect ion requ;ir •eit;her owner architect t. engineer shall ., notify the Tukwila Building' 'Di.vision of. appo•in•tment • of the inspection agencies prior,,t the�,t ir. t `bui :lding ectior�, :'. Copi;es of all special inspection reports. shell b,e `submitted to the Building Division in "a timely'mann'er. Reports' shal l` contain.: :addr ess, pr.olec:,t name', permit number and -,typeof inspection being perf'o.'r` med. 8. The specialinspector shall submit a` final- si,igned :report.. stating,;._whether the work requiring special, inspection was, to the:; :best of the, inspector's knowledge, in: <_conformance with approved plans and specifications and the applicable workmanship pro"v,is;ions`of, the UBC. 9. Any exposedinsulations hacking ;ma,ter.ial Shall have a Flame Spread Rating :of 25 or less, and material shall bear, - f ication showing- the fire performance. rating thereof. 10. Notify the City'of,. Building; Division prior to placing any concrete, This - procedure As in addition to any requirements for special in. pest i on 11. All wood to remain in placed concrete ::hall be treated wood. 12. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13, There shall be no occupancy of the building (s) until the final inspection has been completed by the Tukwila Building Inspector. 14. VENTILATION IS REOUIRED FOR ALL NEW ROOMS AND SPACES OF NEW OR EXISTING BUILDINGS IN CONFORMANCE WITH. THE UNIFORM BUILDING CODE AND THE WASHINGTON STATE VENTILATION AND INDOOR AIR OUALITY CODE, CHAPTER 51-13 WAG. 15. RECOMMENDATIONS OF THE t=.Ft1TECHNICAI CAT' r, of: 6+n T ap Permit No D97- ,0069. Status: ISSUED Applied 03/06/1997 Issued 09/24/1.997 • . . •.. �� .� .. .. ... � _ .. . O NDITI,`ONy OF THE P IT. OW SHALL SCHEDI[L'_ PRECONSTRUCTION MEE I I NG R E T HE D EVELOPER SHALL:: PRO, E .A SC AND PHASING :`THE CO NSTRUCTION APPROVED 'BY: TH E , SOILS,. ENGINEEER :OF RECORD: 1TH MEETING, ; THE :_SOILS;: • ENGINEER: OF;' SHALL.PROVIDE. `.T.O THE CITY A'` SCHEDULE, „'OF'H:IS AC.TIVI_TIES INCLUDING :A TIMELI :ME: FOR • PERMITTING, :AND C ONSTRLICTION OF THE :RETAINING :WALLS :, • ALL STATUS REPORTS, SHALL-': BE ° SUBMI TO CITY 'IN A ' TIMELY P I,O TO.FIN SIGN - OFF .OF THE PERMIT THE GEO : T ECHNICAL ( INEER HAS TO; CERTIFY :THAT ALL : .THE: FACIL THAT WILL 4 B E TURNED OVER , :TO THE CITY HAVE BEEN : BUILT'•ACCORDING TO THE ; • PLANS A CERTIFICATE' OF OCC.UPAN�'Y 41ILL BE RE FOR THIS PERMI 0:)t vic*vt: fc"4.1 * * * * * 4. •k:*A 7•-A 40..4****A ***%S. ti—A*****4**A***;41.8*A CITY OF TU KWL WA ,• TP.ANSMIT t.,k.k..***.A.A.4.4e****ki ii*A***A ick•kli‘• TRANSKIY.WIAriji!e'r: R97,00f339HAmoitnt: • 51'.00 10101..?-9B 09:34 avment Method CHECK Not at ion:: DALLY 'HOES In it: 1)977.9069 pe: DEVPERM *DEVEL'OPMENI PERMIT' Parcel No • 11'5720-0361 MdOr'ess: 571 S 152 .:PL Location: I;LOG II _Total Fees: - 7102.36 Payment. 51.00 Total ALL Pmts:-. 7,102.36 Hal ancer „ .00 .A4-/44144f)!.44.*I■t ittki k**4•A **A k*.A*4 Ccoun t; Cod pe lat. ion • ' Aincant 000/322 BUILDING - RES 51.00 373 10/05 9717. TOTAL 51.00 • ikli:44c,1 gLTY,i. f.i „1 .„; ,'::-.: l'..:• ' :' .' . SY.....,: ::. :: .:: . , :: .:1' r'..' . . . - - •:;:tRIANS,141T;.1iii*bt , r-: ..R.9700E128 .,'.. . ' ', : :-': ' 33. :15J . O9/10/9 12:42 i P*ii4:1#! 1 t: i 012;( TR I(4). :PRP PER T.IES: 'it: :, 13L1:1_ .• - f 14 ' . '047--0064. ; Ty pr " ".DEVRER14-: :DEVELOPMENT ,. PERMIT . , . 1 c e 1 .. -1 , 16 . :, ' 115720-0361 . .: • --; ' , '. .. - . • S 1 te'':Address': ..5)17 S:,104. PL Lcicat ion : BLIYO 13 • , Toti. Fe.Er., :: ., 7 Thu. PayntOit ,- . - 3315 T.a,t ti 1 ALL Port: - :7 • flalarice: . - • ''',51.60 -.4*4444 1-1'ecouHH Code : . ::: Decript ion . "•...' • , Amoun I: ... -0001345..830 . • • PLAN 'CHECK - :RES , '33.15 ;'k:* 0* 4kk* a4** 0l**** k* kf A** k ` �1 [ h*dk 4A** �1 AA .k*4 ok 4 *�1* •k k:A�.1.sl.ati1•.A k * *A 4 1 k . CITY OF EUKWILA, WA Qi •1 '"'" Q TRAt4S IT *'k **.1 *A*•AA4 *k * **k* *.Y * *' * •1 A** *A*4 * * *k * **k *k ** *k *k*1.A *k* TRA4smr' ` :Number: 89700648 A►nounh: 4.754.75 09/24/97 10:47 aymErit Method CHECK Notation: TRIAD PROPERTIES Init. SL.B Permit .No: : D97-0069 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 115720 - 0361 ite Address: 5711 5 152 PL Location: BLDG U Total Fees: 7,018.21 This Payment 4,754.75 Total ALL Pmts: 7,018.21. Balance: .00 A * * *** ** **RYA *33 k* * * * **4 * * *3* *k *1, •k * * k•A *•A *•k* 4 * k* kA A **04 k** *k** Description Amount PLAN CHECK - NOP)PES -2,263.46 BUILDING - RES 3,4112.25 PLAN CHECK - RES 2.263.4; PLAN CHECK - WATER METER 20.00 STATE BUILDING SURCHARGE 22.50 WATER CONNECTION 450.00 WATER INSTALLATION (DEP) 700.00 ' INSPECTION FEE 30.00 WA'(ER TURN-ON f IE 50.00 Account: Code 000/345. 000/322.100 000/345.830 0 000/306.904 401/388.102 401/ 306.520 401/342.400 401/343.405 4480 09/26 9717 TOTAL 9038.75 * * * * * * * * * * * * * **4c ** TRANSMIT TRANSMIT. Nu'mb' 19700 .46 . Amounts 2.263.46' 12:03 .Pavment :.CHECK Notation »K D ASSOCIATES Init» KOP `.: * * * ** * * : *. *.* *.* * * *'. *. *'* * *' *_* * * *' ** CITY OF TUKWILA. ' CIA *:. * * * * * *4 * ** * * * * * * * ** ** * * * * **► ** Permit No: D97 -0069 Type: DEVPERM DEVELOPMENT PERMIT. Parcel No .1157.20 -03b0 Site Address: 15304 57 ; AV S: Total Fees: 5 TH i ° P.avment 2.263.,4t; Total ALL Pmts: . 2 t 2C3.4C :. Balance: 3.504.75 ***** k*******************' i4+ k ********* ' * * * * * * * * * * * *. * * * * * * * * * ** * * * ** `Account Code. Description Amount 0.0Of345.030 PLAN CHECK.- NONRES 2 1799 03/06 1771.9. ,TOTAL 4452.34 MAR 05 '97 01:58PM TUKWILA DCD /PW CITY Of TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188' Telephone: (206) 431 -3670 WINDOW 0011EDULE GLAZING /_OKYLIGI ITO DV TYPE TOTAL GLAZING AREA 1 1G4' PNRGYCOD.DOC 2/23/97 S.F. - TOTAL CONDITIONED FLOOR AREA 10,, I qb - -- ------- ------ ---------- - - - - -- S.F. x 100 = WASHINGTON STATE ENERGY CODE RESIDENTIAL COMPLIANCE FORM PRESCRIPTIVE APPROACH SIZE TOTAL GLAZING AREA 44 (add entire column) PROPOSED GLAZING PERCENTAGE 11.41 P. 2/9 H -15 ACTIVI _ 0)(0c 1. HEAT SOURCE: Pl-g J (gas, oil, propane, heat pump, electric) 2. WINDOW SCHEDULE: Fill in the window schedule based upon the proposed residential design and calculate the glazing area as % of the conditioned floor area. 3. CHECK PRESCRIPTIVE OPTION: Glazing percentage will determine which option to choose. Mark option at top of column. (See back of this sheet) NO MANUFACTURER FRAME MATERIAL MODEL 4t U -VALUE AREA S.F. The proposed glazing percentage must be less than or equal to the glazing percentage listed under the RECEIVED prescriptive option that is selected. CITY OF TUKWILA MAR 0 6 199/ PERMIT CENTER MAR 05 '97 02:01PM TUKWILA DCD/PW CHAPTER 6, PRESCRIPTIVE OPTIONS FOR ALL "R" OCCUPANCIES, CLIMATE ZONE I • ti " r•tr‘Values Door Wet 1.1ef,, `,9?›r:1%.71:, • ' •• •. 1 .1;/?x s tF.t1V...f, 1 149/1.t.:•' -••"- A tt g`.1!•`.'ttit.. V:'SA tihRifttCS 41„.. •■••• • .6:t. t Vr.:; 'rap filYej ead' bql'es' betvg .t1 , OPT I 0 ENRGYCOD.DOC 2/13/97 HEAT SOURCE: ELECTRIC (exeept heat pumps) OPT II OPT III 0 OPT IV 0 OPT V 0 < two stories R5 foam sheeting required in addition to 919 cavity insulation. Glazing trade may be made if the Option U-value requirement is not exceeded. PLAN REVIEW (for official use only) C:1 YES E NO OPT VI 0 • • 7 Option •1A OPT yr 0 . „ . P.4/9 OPT VIII* 0 "* " 4' • r ••:`•• .••••••• ••••,••• ,'• • •• may be a better Selected Option is appropriate for this dwelling design. choice. Notes: Approved by: Date' RECEIVED • CITY OF TUKWILA MAR 0 6 1997 PERMIT CENTER ❑ Exhaust ventilation sha I be provided for each dwelling unit as follows (S. 302): LOCATION MINIMUM AT .25 W.G. MFR./MODEL LABEL CFM (.1 W.G. KITCHEN FAN 100 CFM i oil, )•1 Gt P rA50 '16 BATHROOM FAN 50 CFM 50 CFM Mt' fflt 0, tr to a ' r. v-' / BATHROOM FAN BATHROOM FAN 50 CFM LAUNVHY I 50 ut-M HOVE ar 15 ❑ WHOLE HOUSE FAN* - X 50 CFM (1 -2 BEDROOMS) (CHOOSE ONE) 0 80 CFM (3 BEDROOMS) 0 100 CFM (4 BEDROOMS) t i r f p ❑ `Whole house fan also serves as a kitchen or bath spot fan: 0 YES 0 NO If a s• of fan is desi • nated as a whole house fan, the ca• aci shall be the lar• er CFM re • uirement. II Whole house fan: Location attic fan is closer than 4' to 0 Whole house fan is listed U Whole house fan wiring O Whole house fan shall . ni -m .Sone rating (< 1.5 if _LS ceiling) /labeled "for Continuous use." for control routed to central location. run continuously: Kitchen rate 25CFM, bath & laundry rato 20CFM. El Integrated forced-air furnace ventilation (lAC Code S. 303.1.2(b)) shall be used instead of a whole house fan and fresh air inlets in the bedrooms: 0 YES S NO 0 If yes, a 6" outside air inlet duct with damper limiting the ventilation rate to .35 -.5 ACH, shall run from the buildin to the furnace return plenum. _exterior a Mechanical ventilation fan ducts shall be > 4" and properly sized using IAQC, Table 3 -3. ❑ Fresh air shall be provided for each unit as follows: (1AQ Code, S. 302.6.1): l Each bedroom: Tested, screened, controllable, through -wall port (y 4 sq. In.) to the exterior. 0 Overall living area; One wall port as specified for bedrooms. OR: RECEI Central forced air furnace which delivers outside makeup air through the ducting system. CITY of T u MAR 05 '97 02 :02PM TUKIJIL CD/P1 CITY OF ► UKWILA . Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 86188 Telephone: (206) 431 -3670 ENRGYCOD.DOC 2/13/97 P.5/9 H -15 ACTIVITY #2 _ac (c_ MINIMUM VENTILATION REQUIREMENTS FOR RESIDENTIAL OCCUPANCIES FOUR STORIES AND LESS Chapter 51 -13 W.A.C. Source specific and whole house ventilation systems are required for residedal occupaneius. It' additiwr, exhaust ventilation fans must provide specific performance ratings and (in the case of the whole house fan) specific "Sone" ratings. Fill in the exhaust fan schedule below with the fan manufacturer's name, model number and performance rating. Secondly, check the criteria that applies to your design. D ( WILA MAR 0 6 1997 PERMIT CENTER Project Pyramid Point Proj. No. 94103 Window Schedule Glazing /Skylight By Type Frame Material Model No. Size Quantity U- Value. Area S.F. total S.F. Vinyl 5120 6040 2 0.49 24.00 Vinyl 5120 6050 1 0.49 30.00 Unit Type Manufacturer Unit A Millgard Millgard Unit Ab Millgard Vinyl 5120 2650 1 0.49 12.50 Millgard Vinyl 5120 6040 2 0.49 24.00 Millgard Vinyl 5120 6068 1 0.49 40.00 Unit B Millgard . Vinyl . 5120 5040 2 0.49 40.00 Millgard Vinyl 5120 8050 1 0.49 40.00 Unit Bb Millgard . Vinyl 5120 5033 2 0.49 32.50 Millgard Vinyl 5120 6040 1 0.49 24.00 Millgard Vinyl 5120 8050 1 0.49 40.00 Unit C Millgard . Vinyl 5120 4040 1 0.49 16.00 Millgard Vinyl 5120 5040 2 0.49 40.00 Millgard Vinyl 5120 6040 1 0.49 24.00 Millgard Vinyl 5120 8040 1 0.49 32.00 Millgard Vinyl 5120 8050 1 0.49 40.00 Unit Cb Millgard Vinyl 5120 4040 1 0.49 16.00 Millgard Vinyl 5120 8050 1 0.49 40.00 Millgard Vinyl 5120 5033 2 0.49 32.50 Millgard Vinyl 5120 6040 1 0.49 24.00 Millgard Vinyl 5120 8033 1 0.49 26.00 Unit D Millgard Vinyl 5120 4040 1 0.49 16.00 Millgard Vinyl 5120 5040 3 0.49 60.00 Millgard Vinyl 5120 6040 1 0.49 24.00 Millgard Vinyl 5120 8050 1 0.49 40.00 Bldg. Type 1 Unit Mix Quantity Glazing Area total /S.F. U -Value Ua A 1 54.00 54.00 0.49 26.46 Ab 1 76.50 76.50 0.49 37.49 B 2 80.00 160.00 0.49 39.20 Bb 1 96.50 96.50 0.49 47.29 C 2 152.00 304.00 0.49 74.48 Cb 2 138.50 277.00 0.49 67.87 D 1 140.00 140.00 0.49 68.60 bldg. total 1108.00 361,38 Bldg. Type II Unit Mix Quantity B 3 80.00 240.00 0.49 39.20 Bb 2 96.50 193.00 0,49 47.29 C 3 152.00 456.00 0.49 74.48 Cb 2 138.50 277.00 0.49 67,87 bldg. total 1166.00 228.83 Page 1 54.00 76.50 80.00 96.50 152.00 138.50 140.00 RECEIVED CITY OF TUKWILA MAR 0 6 1997 PERMIT CENTER + :•...= ...:.' .. TESTED FOR: DATE: PSI A400.1N P N om. Envlro n -c al GeotechnI N . Construction Consulting • EnginN • 'listing .KELLY FOSTER DALLY HOMES, INC. 3316 FUHRMAN AVENUE EAST SUITE 100. SEATTLE, WA 98102 January 28, 1999 REMARKS: INSPECTOR: R. MARLER (FR 4803) REPORT OF FIELD ACTIVITIES PROJECT: OUR REPORT NO.: 712 - 90022 -1 PYRAMID POINT 5717 SO :152ND PL. TUKWILA A PSI representative was on site as requested for epoxied anchor bolts at wall bottom plates. Spacing and locations at missed locations of cast -in -place anchors. Contractor using Simpson Strong -Tie Setpacio epoxy. Inspected hole depths of 8 ". Holes were cleaned with brush and compressed air. All -tread bolts (5/8 x 12 in.) were placed in .sufficient amount of epoxy. cc: C -1 JAMIESON CONSULTING C -1 DALLY C -1 CITY OF TUKWILA PERMIT #D97 -0069 REPORTS MAY NOT EE REPRODUCED, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC, Professional Service Industries, Inc. • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282-0666 • Fax 208/282.0710 • RECE •• •A P R 2 3 1999 OP1MENT Epoxy work was inspected and found in compliance with approved drawings, engineer's request, and manufacturer's recommendation. Respectfully submitted, FES ONAL SERVICE INDUSTRIES, INC. 77zau Sam Yaghmaie, P.E. Department Manager SY /cg Information lb Build On SPECIMEN NUMBER TEST DATE FIELD CURE AGE (DAYS) SIZE (IN) AREA (SQ.IN.) WEIGHT MAX LOAD (LBS) STRENGTH (PSI) 1 10 -27 -98 7 6x12 28.30 29.26# 104.500 3690 2 11 -17 -98 28 6x12 29.29 29.47# 158.550 5600 3 11 -17 -98 28 6x12 28.29 29.31# 158,150 5590 4* OTT ) ROSENAU & ASSCJIAT �VE Construction Inspection & Material Testing � 6747 M.L. King Way South, Seattle, Washington 98118.3216 • Tel :(206) 725 -4600 • Toll Free:(8 .0U 4,$.1S • Fax:(206) 723.2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Lahora 0 ( 1998 CONCRETE REPORT JOB NUMBER: 98 -484 REPORT NUMBER: 002 PROJECT: Pyramid Pointe Apartments CLIENT: McBride Construction ADDRESS: 15304 57 Avenue South, Tukwila ADDRESS: Seattle, Washington DATE: 20 October 1998 INSPECTOR: D. Johnston Inspected and approved the resteel and placement of 102 cubic yards 5 Y2 sack, 2500 psi concrete from Lonestar in the following areas: slab on ground building 2 Resteel is grade 60 , as specified, from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 3200 Batch weights per cubic yard Admixtures: Cast specimens #: 1 -4 at 10 cubic yards with a Cast specimens #: at cubic yards with a Cast specimens #: at cubic yards with a Ambient Temp (Each Set): 45° Weather: Date Samples Received: 10 -21 -98 COMMENTS: *Discarded 517 # type I /II cement 1451 # sand 1850 # 3 h" agg., # agg., # agg. # fly ash # water 5 DEVELOPMENT PERMIT NUMBER: :.;::`''D97- 0068: Concrete Temp (Each Set): TEST RESULTS slump. Truck #: 7012 Del. ticket #: 833374 slump. Truck #: Del. ticket #: slump. Truck #: Del. ticket #: 62° REVIEWED BY TESTED IN GENERAL ACCORDANCE TO ASTM C39 ASTM C78 ASTM C1091109M COMPRESSIVE FLEXURAL THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF THE CLIENT AND OTTO ROSENAU & ASSOCIATES, INC. REPRODUCTION OF THIS REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS STRICTLY PROHIBITED. x x': OWNER x CONTRACTOR ARCHITECT x BUILDING DEPT ENGINEER OTT ) ROSENAU & ASSCJIAT �VE Construction Inspection & Material Testing � 6747 M.L. King Way South, Seattle, Washington 98118.3216 • Tel :(206) 725 -4600 • Toll Free:(8 .0U 4,$.1S • Fax:(206) 723.2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Lahora 0 ( 1998 CONCRETE REPORT JOB NUMBER: 98 -484 REPORT NUMBER: 002 PROJECT: Pyramid Pointe Apartments CLIENT: McBride Construction ADDRESS: 15304 57 Avenue South, Tukwila ADDRESS: Seattle, Washington DATE: 20 October 1998 INSPECTOR: D. Johnston Inspected and approved the resteel and placement of 102 cubic yards 5 Y2 sack, 2500 psi concrete from Lonestar in the following areas: slab on ground building 2 Resteel is grade 60 , as specified, from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 3200 Batch weights per cubic yard Admixtures: Cast specimens #: 1 -4 at 10 cubic yards with a Cast specimens #: at cubic yards with a Cast specimens #: at cubic yards with a Ambient Temp (Each Set): 45° Weather: Date Samples Received: 10 -21 -98 COMMENTS: *Discarded 517 # type I /II cement 1451 # sand 1850 # 3 h" agg., # agg., # agg. # fly ash # water 5 DEVELOPMENT PERMIT NUMBER: :.;::`''D97- 0068: Concrete Temp (Each Set): TEST RESULTS slump. Truck #: 7012 Del. ticket #: 833374 slump. Truck #: Del. ticket #: slump. Truck #: Del. ticket #: 62° REVIEWED BY TESTED IN GENERAL ACCORDANCE TO ASTM C39 ASTM C78 ASTM C1091109M COMPRESSIVE FLEXURAL THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF THE CLIENT AND OTTO ROSENAU & ASSOCIATES, INC. REPRODUCTION OF THIS REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS STRICTLY PROHIBITED. x x': SPECIMEN NUMBER TEST DATE FIELD CURE AGE (DAYS) SIZE (IN) AREA (SQ.IN.) WEIGHT MAX LOAD (LBS) STRENGTH (PSI) 1 10 -15 -98 7 6x12 28.28 30.30# 129,040 4560 2 11 -5 -98 28 6x12 28.32 30.53# 155,020 5470 3 11 -5 -98 28 6x12 28.32 30.37# 161,010 5690 4* Ot 0 ROSENAU & ASSOCIATES, INC Construction Inspection & Material Testing ac ``,, 6747 M.L. King Way South, Seattle, Washington 98118.3216 • Tel:(206) 725.4600 • Toll F (®)OT A 723.2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory NOV 181998 COMMUNITY PERMIT NU/WW • McBride Construction E) Seattle, Washington JOB NUMBER: PROJECT: Pyramid Pointe Apartments ADDRESS: 15304 57 Avenue South, Tukwila DATE: 8 October 1998 Batch weights per cubic yard Admixtures: 18 oz. WRA Cast specimens #: Cast specimens #: Cast specimens #: 1-4 at at at Ambient Temp (Each Set): 60° Weather: Overcast Date Samples Received: COMMENTS: *Discarded 98-484 REPORT NUMBER: 001 10 -9 -98 440 # type 1576 # '/," agg., 77 # fly ash CONCRETE REPORT CLIENT: ADDRESS: 9 cubic yards with a cubic yards with a cubic yards with a INSPECTOR: TEST RESULTS REVIEWED BY G. Moe Inspected and approved the rested and placement of 18 cubic yards 5 1/2 sack, 2500 psi concrete from Gilman in the following areas: building 2; monolithic foundation walls. Reinforcing members were found to conform with applied foundation fire damage repair plan and specifications. Formwork was tight and free of debris, anchor bolts ai specifications. Rested is grade 60 , as specified. from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 551081 I/1I cement 394 # 3/8" agg., 31.21 # water 5" slump. slump. slump. Truck #: Truck #: Truck #: Concrete Temp (Each Set): 70° 1441 # # agg 260 Del. tics * 524738 Del. tide: Del. ticlt#: Tt3TED IN IINERAL ACC:MANCE TO NM C39 NM C78 ASTIG 109/109M C WRESSIVE ElEXURAL THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF TIIE CLIENT AND OTTOIMENAU & ASSOCIATES, INC. REPRODUCTION OF TIt1S REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS STRICT II PROHIBITED. x x OWNER x CONTRACTOR ARCHITECT x BUILDING DEPT ENGINEER Ot 0 ROSENAU & ASSOCIATES, INC Construction Inspection & Material Testing ac ``,, 6747 M.L. King Way South, Seattle, Washington 98118.3216 • Tel:(206) 725.4600 • Toll F (®)OT A 723.2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory NOV 181998 COMMUNITY PERMIT NU/WW • McBride Construction E) Seattle, Washington JOB NUMBER: PROJECT: Pyramid Pointe Apartments ADDRESS: 15304 57 Avenue South, Tukwila DATE: 8 October 1998 Batch weights per cubic yard Admixtures: 18 oz. WRA Cast specimens #: Cast specimens #: Cast specimens #: 1-4 at at at Ambient Temp (Each Set): 60° Weather: Overcast Date Samples Received: COMMENTS: *Discarded 98-484 REPORT NUMBER: 001 10 -9 -98 440 # type 1576 # '/," agg., 77 # fly ash CONCRETE REPORT CLIENT: ADDRESS: 9 cubic yards with a cubic yards with a cubic yards with a INSPECTOR: TEST RESULTS REVIEWED BY G. Moe Inspected and approved the rested and placement of 18 cubic yards 5 1/2 sack, 2500 psi concrete from Gilman in the following areas: building 2; monolithic foundation walls. Reinforcing members were found to conform with applied foundation fire damage repair plan and specifications. Formwork was tight and free of debris, anchor bolts ai specifications. Rested is grade 60 , as specified. from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 551081 I/1I cement 394 # 3/8" agg., 31.21 # water 5" slump. slump. slump. Truck #: Truck #: Truck #: Concrete Temp (Each Set): 70° 1441 # # agg 260 Del. tics * 524738 Del. tide: Del. ticlt#: Tt3TED IN IINERAL ACC:MANCE TO NM C39 NM C78 ASTIG 109/109M C WRESSIVE ElEXURAL THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF TIIE CLIENT AND OTTOIMENAU & ASSOCIATES, INC. REPRODUCTION OF TIt1S REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS STRICT II PROHIBITED. x x SPECIMEN NUMBER TEST DATE FIELD CURE AGE (DAYS) SIZE (IN) AREA (SQ.IN.) WEIGHT MAX LOAD (LBS) STRENGTH (PSI) 1 10 -27 -98 7 6x12 28.30 29.26# 104,500 3690 JOB NUMBER: 98-484 OT`l► ) ROSENAU & ASS( &IATES I Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118-3216 • Tel:(206) 725 -4600 • Toll Free:(888) OTTO.411P Fax:(206) 723-2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT REPORT NUMBER: 002 PERMIT NUMBER: 1111-0068 PROJECT: Pyramid Pointe Apartments CLIENT: McBride Construction ADDRESS: 15304 57 Avenue South, Tukwila ADDRESS: Seattle, Washington DATE: 20 October 1998 INSPECTOR: D. Johnston Inspected and approved the rested and placement of 102 cubic yards 5 V2 sack, 2500 psi concrete from Lomestar in the following areas: slab on ground building 2 Rested is grade 60 , as specified, from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 3200 Batch weights per cubic yard 517 # type VII cement 1451 (sand 1850 # 3/4" agg., # agg., # agg- # fly ash # water Admixtures: Cast specimens #: 1-4 at 10 cubic yards with a 5" slump. Truck #: 7012 DelLdcet #: 833374 Cast specimens #: at cubic yards with a slump. Truck #: Cast specimens #: at cubic yards with a slump. Truck #: Del. .et #: Ambient Temp (Each Set): Weather: Date Samples Received: 10 -21 -98 COMMENTS: 45° Concrete Temp (Each Set): REVIEWED BY 62 TESTED IN GENERAL ICORDANCE TO ASTM C39 ASTM C78 tiTM C109/109M IMPRESSIVE FLEXURAL x x THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF THE CLIENT AND O'I IROSENAU & ASSOCIATES, INC. REPRODUCTION OF T111S REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS SBTLY PROHIBITED. OWNER x CONTRACTOR ARCHITECT x BUILDING DEPT ENGINEER JOB NUMBER: 98-484 OT`l► ) ROSENAU & ASS( &IATES I Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118-3216 • Tel:(206) 725 -4600 • Toll Free:(888) OTTO.411P Fax:(206) 723-2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT REPORT NUMBER: 002 PERMIT NUMBER: 1111-0068 PROJECT: Pyramid Pointe Apartments CLIENT: McBride Construction ADDRESS: 15304 57 Avenue South, Tukwila ADDRESS: Seattle, Washington DATE: 20 October 1998 INSPECTOR: D. Johnston Inspected and approved the rested and placement of 102 cubic yards 5 V2 sack, 2500 psi concrete from Lomestar in the following areas: slab on ground building 2 Rested is grade 60 , as specified, from Cascade Mills. Concrete was placed via pump and it was vibrated internally. Mix Number: 3200 Batch weights per cubic yard 517 # type VII cement 1451 (sand 1850 # 3/4" agg., # agg., # agg- # fly ash # water Admixtures: Cast specimens #: 1-4 at 10 cubic yards with a 5" slump. Truck #: 7012 DelLdcet #: 833374 Cast specimens #: at cubic yards with a slump. Truck #: Cast specimens #: at cubic yards with a slump. Truck #: Del. .et #: Ambient Temp (Each Set): Weather: Date Samples Received: 10 -21 -98 COMMENTS: 45° Concrete Temp (Each Set): REVIEWED BY 62 TESTED IN GENERAL ICORDANCE TO ASTM C39 ASTM C78 tiTM C109/109M IMPRESSIVE FLEXURAL x x THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED AND IS THE EXCLUSIVE PROPERTY OF THE CLIENT AND O'I IROSENAU & ASSOCIATES, INC. REPRODUCTION OF T111S REPORT, EXCEPT IN FULL, WITHOUT WRITTEN PERMISSION FROM OUR FIRM IS SBTLY PROHIBITED. INSPECTION RECO Retain a copy with p INSPECTION NO. eITY.OF TUKWILA BUILDING DIVISION Southcenter Blvd.,,, #100, Tukwila, WA 98188 (20631 -3670 Project:^ Address: 5 S� Special instructions: PUtn.e /5 Pi Approved per applicable codes. Type of inspection: Date called: to112.1��', Date wanted: _ a.m.. (e2 i ti f `I b P.m. Requester: / Phone No.: Corrections required prior to approval. COMMENTS: CO 15/1 L : 1 (9 Ai1� (';... Z (4 t K lx_► '- $ - AAJ f Inspector: kl F $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: T y p e of inspection: , I I r. Address: 5-1 ` ' Sag.►g k?/Ph P <-,... -f2-,4 c AL) ,-fit. oA z ► 4.._.... m..a.03 L S ' : IS . t1 It/l01 . iz (rt 1k (Ait y 0 & i , [ ( ¶y . I5)-w0 t� ek - m 5 IS? .. ,/ . D I, 1, 5-$I 5 P r o j e c t : f yR-k i110 Po hl -te T y p e of inspection: , I I r. Address: 5-1 ` ' Sag.►g D ate called: 0 � � Special instructions: Date wanted: Iv (1‘3 C O a.m. p.m. Requester: Phone No.: Inspector: Receipt No.: Approved per applicable codes. INSPECTION :RECORD Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j�. e‘ eel Date: i " TElimu Nc• (206) 431 -3670 Corrections required prior to approval. gate 7 co ylM� v�S: i. // - r cr s � • W , ,.., OK 1t 6 - ) e f Le4 kii-- th■ / • . 4.2Met . /5..e ..Z4 fi' *AL, 0K . 1, —.e w.era., - Pig -mv.• -I-0 G (1)1 . . Phone No.: Project: y n: Type of inspection: I.b we" p Address: 5? I I 2 - # - O So IS Date called: 1 01 r(I r(? Special instructions: Qj. ct Date wanted: 1/1/q7 a.m. P.m. Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Receipt NQ,: INSPECTION RECORD ty c .�_ 00 (E7 Retain a copy with permi PERMIT NO. Inspector: , ft $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca Ito schedule reinspection. Corrections required prior to approval. Date: (206) 431 -3670 Project: ‘ MAW b Type of inspection: 1 1. 5 w M p Address. So ' 2 so Date called: ` � /9 Special instructions: M FTt"ile- 1`5-12— C. y( 5v7) �' c, Date wanted: I0t . j' a.m. p:m. J Requester: To 1,-.., ( Phone No.: Inspector: II Approved per applicable codes. mss+ wMn,�Mn� �eanx INSPECTION RECORD „ _ y Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I .(206) 431 -3670 Corrections required prior to approval. Date: $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: . [ IrGtni Ia rorY) Type of inspection 1 Date called: '_ j , q Address:571 S 1.524 R. Special instructions: Date wanted: I -7 q q 7 p.m. Requester M i ke t/Q in5 waril1 Phone No.:20613 96 321 b INSPECTION RECORpt - , Retain a copy with pern .;` 1 97— 0069 INSPECTION NO. / PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 • f Inspector: r �� (20 431 =3670 Approved per applicable codes: Corrections required prior to approval. COMMENTS: keweef come 4 S D- e -Flo CTr ° 8/1 eft TJNOI !.S . otc "1" ro'mne - 1° wa etbe#4> . . w11/ iee c hec ,(` Date: 6/7 / 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca I to schedule reinspection. Receipt No.: Date: COMMENTS: looke Gri Pot/vilslace/ 1 ; #2 C 04 -- Me gf c.lc s Id e 0 1510 - _Tr 4.- fri c a lir Yc fh; 1 9 c(ev4 old- . Vis 1 ;ft Wel r -f4e /%14 9(11,1 tine ' fl/So told` J • 1...cf • conCerael 40w /rap e i'' hfcA-4/1/; The S 'Ina • c7(owe1/ _Is Frpze n 1 - thin k c pb --(/' -', • Date wanted: -- projeck . c f . 104, i .3 t . Type of inspection: 5 0 Address: 0 et i Date called: Special instructions: Date wanted: -- Requester: rl Phone No.: ' ' " • "‘" --• *, • ;, INSPECTION RECORD/ Retain a copy with peink_2. INSPECTION NO. . • , 1 MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 (206) 431-3670 I I Approved per applicable codes. I Inspector: 0`7-oo6ei Corrections required prior to approval. Date: /ZrZ $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt NP.: Date: Project: 1 (amid roirtfe Apt5, Type of inspection: - rren�h d Date called: 12_. y —qg Address: 5117 S " JSZr►d pi Special instructions: go Date wanted: 12 ^,-qq o p.m. + Requester: Mite uai -Hi Phone No.: 2043g6- 327 l INSPECTION REC - 9D Retain a copy with ;emit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION " 6300 Southcenter Blvd., #100; Tukwila, WA 98188 (2061 431 -3670 Approved per applicable codes. Dq7 -aotaq Corrections required prior to approval. COMMENTS: 12 -(. g P g ) . a t -<i V JL W4 J 1 0 - - - — t C aws eta �2:v.. e� 141 , Inspector: Date: 7 17 % $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule roinspection. I Receipt No.: Date: INSPECTION. RECORD Retain a copy with per INSPECTION NO. . ' •; /� CITY OF TUKWILA DIVISION :6300 Southcenter `.Blvd., #1 Tukwila, WA 98188 'Approved per applicable codes. COMMENTS: Inspector: Receipt No.: IY7 -0 RMIT NO. 06) 431 3670 Project: :Addy ' s r .5 P1 Special, instructions: Type of inspection:. Date called: Date wanted:. a.m. P.m. Requester: Phone No.: Corrections required prior t� approval. Date: 02.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Pak' at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: COMMENTS: of Inspection: • Sewer Con necfioY1 Address: 5.717 S 152nd 1 Date called: 14_ 1 �! — 9 / AVInq edm c F Date wanted: • - !� l i / 4 6 S , /V lye fv - p 1 �I r( I k' 01' i / E ■ r!v - / Project: . P yra m d r +e of Inspection: • Sewer Con necfioY1 Address: 5.717 S 152nd 1 Date called: 14_ 1 �! — 9 / Special instructions: Date wanted: • .. q Requester: '' i 1t ke i hiW4 h Phone: 2 62 INSPECTION RECORD 91 - 61°0 Retain a,copy with permit' ' r , ... INSPECTION Na . G 5 PERMIT NO. CITY, OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Ei Approved per applicable codes. $47.00 REINSPECTION FFE REQUIRED. Prior to inspection, fee $ Q P must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Inspector: Receipt No: 6U (206)431 -3670 • • ❑ Corrections required pro tQapproval\ Date y t.' (_e�y� Cpp MENTS: i. rkic rriIl, O.5. Ti *r sa si M /�' —e 4 ,E l N0 s' C //YNa.a- -6 PTVld.4- I y G `, fil E-$ wI :' "6 ale covsr 4.1 /-q/� ho illi Bd '.� /t I b �w-,/. .• ni /1QD rtl U N: 1' i 44C,4 e AT Ms/. 414 ,./ h(d) . ' f . v 7 -aota. . ifee-x do ' , a f NF.v ..` , 4 wk, && wt f( 7 Le 50 M# iik `4r- -J-n+ tr '� t f-;10 fit. fae fTA eti7 N /1b (driG f/t/ .7r'41./ p � A /twf a/t.oti' Phone No.: ac)b^ 39G l'Z'A C. �r 5. Pro�' ,ct: ,, ry �a,,c( �a ;.�fe /3 Type of inspection: S.• -, 0ect:•. Address: 57/7 S /SA P1 Date called: I— 8~ C? 9 Special instructions: ,= Date wanted: /— // I9 a.m. �_0 - - Requester: Phone No.: ac)b^ 39G l'Z'A C. I ?tr... •7•.•i '.'0.Y Retain a copy with perm 1017- 0067 INSPECTION RECORD = INSPECTION NO. G PERMIT NO. CITY OF TUKWILA•BUILDIN_G DIVISION 6300 Southceriter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (206) 431 -3670 Corrections required' jor'to approval. Date: $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt No.: Date: 4 , Project Name City of Tukwila Fire Department -m aw, 0 \A tOk rk-s % Address:. 5 ‘. "1 5 1 52._ sr TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Ito C Authorized Signature Date FINALAPP.FRM John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 Project: F/(2 Art 1D oirgr Type of Inspection: LfTlf/rft: rt.l1. Address x. N r � - t s I5z P c:. Date called: ) UNE 4- 1 Special instructions Date wanted: JUNE 2 .11 :r p.m Requester: C HA. it E (. Ate . DA • P 2t�b) 3.77 , x f - lt. 'aka' INSPECTION RECOifD Retain a copy with permit INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100; Tukwila, WA 98188 .Approved per applicable codes. Inspector GG c wr -- O0f711: PERMIT NO. (206)431 -3670 COMMENTS: Corrections required prior to approval. Date: / 21 . 1 r $47.00 REINSPECTION FEE REQUIRED. Prior to inspectio;i, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • Proj vat-IA.10i T • :. o lapection % ) 1ris L 5 62 h: - al e • Special instructions: • l' W 1 \ \ i QC, . be ceqA Date wanted: 0_2__99 ca.ni...614 Requester:,_ , ../\ , hone. rZOCO) . .q(c)-2 - 7& 5 14pproved per applicable codes. ro; INSPECTION RECSKO Retain a copy with permit. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 .(206)43J-3670 Corrections required prior to approval. D l-COVI PERMIT NO. fl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ;P A 'fai hT Type spection: - Address: ` .. n �11 G.92 ' � tX • Date called: Sp ecial instructions: ,, �� � (Akt R e4e4,4126 1'�`rt Date wanted: a.m. p.m. , + Rep 1/VI U.e L YXX o l . Phone: INSPECTION RECO D Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd, #100, Tukwila WA 98188 1k►l-oo6i PERMIT NO. (206)431 -3670 COMMENTS: Inspector: (..) ga Date: ( Approved per applicable codes. D Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project:: r yramrd Poi de Type of Inspection: t &) Final Address: 7,7 S 152 n PI Date called: 5 -2 7 99 Special instructions: ' Date wanted: © q .m � 2d ! / P.m. I Requester: Mike N ainswor)I Phone: 206/396-3276 • Veile PERMIT NO. INSPECTION. NO. CITY OF TUKWILA BUILDING DIVISION 6300. Southcenter : Blvd, #100, Tukwila, WA. 98188 LI Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 9s9 Cc/KJ OkiA Cl/ZILF- 644 ,-3 h1)17; 1; C.� & .Ovt fro nxi e slim /Fs /I / Qct c It EI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite Call to schedule reinspection. Receipt No: Date: INSPECTION RE Retain a copy with permit (206)431 -3670 Project: ai_ Type of Inspection: 7 .... i f Address: S7? /524 Date called: / f 5 2 /79 Special instructions: Date wanted:. . i _ a.m. 2477 P.m. Requester: /I , .,._ ' N.L.... ,.... Lit Phone: INSPECTION RE .D Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: Date: • PERMIT NO. (206)43 3670 COMMENTS: 40 et.t 7z h er,v-recad 6P7.4- ale 11 Approved per applicable codes. El Corr tions required prior to approval. [2] $47,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: p ioct:_. 1� �1�/ �,lM �• Typ nspt;cti A � %9 / ,5, P1 D aile ) • c: eJ Special instructions: : F4 4 - 4 -e ��� Datante • 1' R • , ester; • p A56',-.3c7&---3,? !. INSPECTION REC Retain a copy with permit :INSPECTION Na CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. , • • (206)431 -3670 Corrections required prior to approval. COMMENTS: Rte. S('. /AA, c7)0 -( F/,thei.C. fritJ F f'MZ- J $47.00 REINSPECTION FEE REQUIRED. Pilor to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: Project: P yram id Po +e Type of Inspection: Di na Address: ;.. 57i7 S 1 524 P1 Date called: ! Y 10 - - a Special instructions: Date wanted: y (1/ a.m. '1) Requester: 1 , 'e Haines t rr'-Yi Phone: .2- - I3q b - 32.76 Inspector: INSPECTION RE C D97_ 0069 Retain a copy with permi 7 INSPECTION NO... ;'. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. 1=1 Correct COMMENTS: ERMIT NO. 206)431 -3670 ns required prior to approval. 7 —614-- / / 111 !AEI d 11119MailltIMP 4.4 1 C l Date: � E $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �!..Z:'.su. ;L'::,..�.,c`�k: �..<t �.,<�d. �.i._.�L..:' ` ,; ?ar:.:�.'•,�s,r. .':r,Sj t! �'.4,f >. !r:+G.F�'.r'R.Jti:.!i.. t:S�::. _ t.!.':'9 /' .. • 6 1 6300 Southcenter Boulevard Tukwila, Washington 98188 (206) 431-3674 P e\PCVM c0lk4 Wc A PERMIT NO. VG The following items are found to be deficient DATE: 6/ 1 qg and not in accordance with the approved plans or City standards: — 441At till ON Dqii iiik) @ v441' 61 1 a (i P) 4 , L., (NC it ii, u, o o 10 It-7 vi1t;/14- P)o)( 4 wCiii (o' hU(i C) E,ti\kok1F> 2.(-00 ol fro Ce• ukkt tA-A(Iu CCI\J yittlf -0011 4)1 ir,V4 iv3 ttx1fr 11-6(X .hio N10 P2 - cowl rift I 01 - w • Iva t/1toU4 191 To 1 91 ' 2.. -turg-li - 1 6 Vt4 AkIlit6NA ALi.C/2 CITY OF TUKWr" PUBLIC WORkb ELAINEERING CORRECTION NOTICE CITY OF TUKWILA PUBLIC WORKS ENGINEERING 6300 Southcenter Boulevard Tukwila, Washington 98188 (206) 431-3674 CORRECTION NOTICE The following items are found to be deficient and not in accordance with the approved plans or City standards: TIME: JOB ADDRESS: SIGNED: 61( ( ANN ail PUBLIC WORKS INSPECTOR PERMIT NO. DATE: 6 TIME: JOB ADDRESS: mo-e64) gy V ? t ql 00() 10.19 411 ;cpoit 111 Imo 4114 (b WO 61pic, 'PAO /Atifoli, /26k ion( 01) •to 14 AD' • p_Ip6 6pwr c _fq 4 61D‘ or TA(iiq A. - Al) lvv7 6PiNi fAt6( 1 *.v , ) - /INA/PG& Likiii"(t/t0/7 NO-5- Ow :Po-if, DOI Q0 1 - uj ifv4.fiztio A-(7(.764mbly 1i;( .- o(ni- ID 51 oftV- AY/CA IM(AlirA i-PN6u 1124iLiftfioei g - I -ro 1,\6kAi &ifri'vith) 6, $141 A a? 671 - fkik.RI,Joku bb\iviAki fAt4vv\6ul SIGNED: (01) V 1 1 A f\JAa vPc PUBLIC WORKS INSPECTOR Proje Ty f Inst3ectjon: � Ad ressDate called: ( S pecial instructions: s : Date wanted / � /� a.m p.m. Requester: // Phone: 206.......06 INSPECTION REC Retain a copy with permit INSPECTION NO: • CITY'OF TUKWILA BUILDING DIVISION •.6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: ee--47/W, .O - 4 6 .a Receipt No: Date: proved per applicable codes. Corrections required prior to approval. $47.10 REINSPECTION FEE REQUIRED. Prior to inspec ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,:.r+L a,- (206)431 -3670 +tect: c '4'w 4 9 P »z Ty of Inspection: n W etQ + ytiA ;� . A •. ess: S D ca l Z r pedal instructions: Date wan. / a.m� Request 1111 Ae... Ph 1 _`7t- t0 INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. COMMENTS: INSPECTION REC Retain a copy with permit Corrections required prior to approval. 4 f0'T c/ /d U• 74 '' 15)/ti 0,-*ts /7E 940 s s, / xifg C' $47.10 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: b-000 PERMIT NO. (206)431 -3670. Date: Project: i y �) ro{'l i a Ty pe o ns ec u: p W� i Addre • Date calle Special ins wcli7r . 0 . T t v ate wanted: - , ,._ � � p a.m. Requester q t <1 of Pap -3d- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tulywila, WA 98188 COMMENTS: z —.r9 /TS /4W0 • d INSPECTION RE Retain a copy with permit r rJ pf7-00/0( (� iI .4 ...:r , , ,:.M1.���.$k.n'r tD�.y il r �t:.��: M'.d'fibf,.'1'.' -*: �:c.•t::� ,.,..., .. ,tA. r.... _ ...n... PERMIT NO. (206)431 -3670 Approved per applicable codes. (Corrections required prior to approval. i 0,11r.i/O i `j $47 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Sputhcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: " Date: oject: . " raivwd -Ai K.,t of Inspection: rucae/ es • _.) (----, sz pt Date cal Special instructions: Date wad// P.m. Requesph f 1 , , 'VC, Phone: 3/ 3; -7 INSPECTION REC .Retain a copy with perinit INSPECTION. NO. ". CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 131:P. Approved per applicable codes. (, PERMIT NO. (206)431-3670 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 Corrections required prior to approval. COMMENTS: Receipt No: Date: • P ject: I rj(Xi/l 1 01 Type of I spesti9ri: L { yl itN(.4 `11 9fr - ft ftlh kt9 d ess: 15 Si Date called: 3 Special instructions: Date wante1 / / i r 4 Request . ' r i1' \ )44_ Phone: 240 — 315 - 30,- (c COMMENTS: Inspec • INSPECTION REC Retain a copy with permit ;,INSPECTION NO. CITY.OF TUKWILA BUILDING DIVISION :6300 Southcenter Blvd, #100; Tukwila, WA 98188 pproved per applicable codes. Arg El $47. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • i + PERMIT NO. (206)431 -3670 Corrections required prior to approval. a. ject: , L.1 =s / ‘ d: / 0 . sp ,--j INSPECTION REq )1 7 Z-- Retain a copy with ikrmit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 j C .04 6. PERMIT NO. , Date calle 99 rI ions: Re uester: Phone: pproved per applicable codes. Corrections required prior to approval. COMMENTS: ( 1 19,4_,.. j $0.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 51: YZA4•0:1111. . • G rallird 61/7-/e., o IntAaron: , • i y 7 s. /5 ei at cm Special instructions: , 1 .. . . , Datante0 411000' • • .ReAptstp oaq INSPECTION REC Retain a copy with permi -, INSPECTION NO PERMIT NO CITY OF ;TUKWILA BUILDING DIVISION A 6360 SouiliCenter'B vd, #100, Tukwila, , (206143 . . • Approved per applicable codes. COMMENTS: - 0 pl 4 C-Qtrections required prior to approval. Aerie C +4V/4e A.egoit /17* .3vt&P,c10-7 57 a,c-r,. r caz. / 7 5/3 r .01,1 r . • 7 or $ 7.00 REINSPECTION gE REQUIRED. Prior to in ection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 670 Date: . . . ...... Receipt No: ,,,,,-• , ' . ,,'„',„..;.„,,,,,,,......, 4,#44.,.,.........„...,.....J.,,..........k.,„,„.,,,,,„,,,,..,.,,,,,,,k..,.....,,.„,,,,,..4„.„......,.........,:..„,. _.... .11 0 ■ COMMENTS: P"e77e4C @ ( /,L/ 757 .",•° O /45 20Lf te4r/V/f OE 77.■-A.6417tir 56,a1410947,9241 A-1 sTeA 1)157,0 4 ilf 7- ,e/77 g e/.4z/rs -1:et 5.z3 i * raffiWr ..4 c "Wog° '17" OS 5/ 0 Phone: II _ Pro' • py,444i/p P-7- Type cg.sevlecti:251. Address: 5 7/q— C i c / Date called: Special instructions: ' .Th KA Date e 7/ 0 / .1 9 % ... Requester: Phone: • t ,354• +set», e . ee eiier..'?!.1ie • .4 T . - • : 1—ee , • INSPECTION REC Retain a copy with p INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 P97 -cx)e? PERMIT NO. • (206)431-3670 approved per applicable codes. '-Corrections required prior to approval. $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: :ti■Iti'440 ieq 47 s' $: 1 , COMMENTS: Q // ir , / am / Type of lSRecN�i 1 `� Tvra ` � 21v1 / % 7Q /4 /€. 1 7 •�i {l �' �c.-(b 7 /4 Date called: '1 i �� Special instructions: Date wanted: 1 a.m. 01 a_5 C /c7 p. . 44 .4, g tll.5,197trs _.2J ,/,e66 +60 ra iA75 v - Q A. (o r e D c,/ 7" % �( 72.Z /A.1 Z .-ta a) Project: \ I irk Mid y Y Type of lSRecN�i 1 `� Tvra ` � 21v1 Address: 5 Y P1 J Date called: '1 i �� Special instructions: Date wanted: 1 a.m. 01 a_5 C /c7 p. . Requester: 1 ' k ' Pho e: INSPECTION RECD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0C12torrections required prior to approval. 47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMIcirNTS: Type • ns o ie -r9"' r // e � ri� Yrcis 4.4_,97 46 vcT _ r,.r /7"-,7" a.m. p.m. Reques e : 6 _ /�/ j ,es- .€/ 7E4 s, •4 � A >GA " ? . S �r �S7 e . ,mac 7 - -a cr es ,4'2i- 1 /19-4' ace- 5 1,-T �. /ter - '`� ._ .6..'i A Pr ' t: Type • ns o Address: Date called Sp ; Ai irotruetibns: Date wanted: a.m. p.m. Reques e : 6 _ /�/ Phone: INSPECTIONRECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per pplicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: � .� , ,•.._...u: '�.. - r rr.ic �.�..._ j COMMENTS: 0 '574 a/ ,4-/64- z 4a,AV - 5 - - rs ova N A./ 66W O,/ izk,14 .ear ( ,47 A74c76-.)2 2 6 / 4o 1 - - x 1 .5 7*".__0.5 ' to A._ (7 2701e - Be_ © c_._ • D L. i 1.3 4-A7 Al,4 fe- 73- //L e i3 ,,lePlis Arle ae/cLe4N 0 40% 4 - i V iti ,g-bepi//,---- ,.:m-A./ e c asgr ap 1).1-42::loyo. Olt / 5/ 3 - TX-rq-, 70P ioe_ , I r..S Projec : IA (kt i J ?o i/It Type of Inspection: v --- - y rc4 co i f 1 Add (- C 1 .5 Oile/I Date called: / / '-// i/ei i ,iSPecia instructions: *. r i (N bLI V..-1/ Date rapt,edv _ AI. , -. 71 1 / 71 W Requester: Phone: INSPECTION NO. CITVF-Ofz- BUILDING DIVISION 6300 Southce7 er Blvd, #100, Tukwila, WA 981 El Approved per applicable codes. lnspec Receipt No: INSPECTION RE Retain a copy with permit 1)77- PERMIT NO. (206)431-3670 orrections required prior to approval. $47. REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: . . , • COMMENTS: ( , O u 7 /m/ 6/ � TYpe I n � •Adds - 7/' 7 -- S i S ��— ..-, 7 /' ' ' ' .E %) /5CCYC . •y am AVEIVs / 7 Date wanted: a.m. p.m. S.% - , OP 5 ` � _ 4 /y�,it/4 to/0 4 ? i. E ,t /a7 &-" 16 r' /f._ /A7 ie. /.t77 ,-0.7L 44.. /97' p758 P4--/c/fie...- 4 Y S ti - 0 4(3 -- ,e -r,e4 -i //4 -u A T' / /Se--1, Atka1.t - rc // 57v/°' 4 T l /C f4- P . e (1 UP (p' TYpe I n � •Adds - 7/' 7 -- S i S ��— Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. orrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: PERMIT NO. (206)431 -3670 Projec r Fq k a • Type of l , _... Adok9: ,. ' 12. PL • ' n- 9 . ( Date called: 0 1)7.- . .%,e 5 TPX) Ar" Special instructions: Date wanted: a.m. P.m. Requester: SF.4e/k(67 4r Li/z /3.-7hi-t Phone: s ,Zi.tz.- COMMENTS: / ) - ,iciA9i/Z. 49-0.- ecos6-r - - . .4e Gi/‘1 5/ cePA' &/4Cefx./67 4 ,c7.4C- 4 ,e311 0 1)7.- . .%,e 5 TPX) Ar" gia, EINoyfit Cx4 _fr,--ePyr/7 OG ci)3 reid-fit-f crxi 4//,4 72oL4IC 9 5 P€6014/2/ 4/3, pi SF.4e/k(67 4r Li/z /3.-7hi-t d-g-ri--- AT Ae:7745t79141 s ,Zi.tz.- _Alga e,/t.717 5ee4W/A70, /5 ,L/b7 Ai LOW 4 003 /x_7x (49-rt Inspector:0" , a . adattA Dikey49. 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. • El $47.00 tINSPEcTION FEE REQUIRED. Prior to ins ection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: 11111Lig ; 4, tIt4 INSPECTION REC Retain a copy with permit 1;11 t or 2- Date: P1 1--oorcs? PERMIT NO. (206)431-3670 Corrections required prior to approval. • COMMENTS: $Pec(,G/'C - e • if rr`; y 97 ,0eho 7' P A,4 4r ( .-/ /J/e-/ = s( 6,x7-.Az,--/A "7z- © ..y� .5 51)3 - 7 .. f/ T"Xo .rte pi, ;� .. Cv M me+ L J / Ate 5/..-ii/' / PI reAtt/t/OO .: / (tea ,r 7� 45 t 7 sfl 3- s72 Axire s j7 /5(a47 »,101,s Sal eAlo, Ar /54 r r 1 51 / .dI • Ilf■ . 4 (h thl 4 Project q, _ i , (n TyrAspection: A ddee,, 7 �l (. pi, Date called: Special instructions: Date wanted: a.m. P.m. Requestgrr:, (46, Phone: INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION Z °! t� 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. e Inspector: Receipt No: Date: Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. Date: D91-000 (206)431 -3670 COMMENTS: - r/CA4C-- ( .14- 4Affn C7 c 7Z/A-4,s —0 nr /7 i*e ,e-Z4/4.0 0 /a4 I-X(674(4 ,&g14 7 - ,4-i-e-- Ityas 27z A ...id wr 1017'tfoA 49 7 //urz, 4.‘51744 47 e-x/7 (4) 420-v, .S"‘c cl c :‘e(-(f f y 01 / id , .•67 . 4i 6, 1 ' Ve . peiflor 57 Proje= rWiel (1> Ty = of InspeCtion: 04',-Tillt- Date called: 1 Address: 7(7 Irz 1 0 c Special, instructions: • Date wanted: a.m. P.m. Requez: Phone: INSPECTION RECO Retain a copy with permit :•• INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 Inspector: Approved per applicable codes. orrections required prior to approval. ggrigh r $47.00 R NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins )ection. Date: Receipt No: 99' 4' i7;' ;;;,, , 7 • COMMENTS: ref, 4 Ocharzticia 7 7,--e/s56:5 / fAxot9( o/e. .e/e5•1-,e (le *S.5 ag. b ,/.. %.//c..?3 - -I }a-ee, TO/AIM t/A1,4' "W ,e.51 - se• ;€404/A-rer 57 r,(J164,e6 A-(07tfr6 b a.m. P.m. Request* ae, _ Projecpv //7 TyppfAytu c e o ivig •Address: Date called: . Special instructions: Date wanted: a.m. P.m. Request* ae, _ Phone: "•• INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. • •-•• • 44.460.1,m ;41 . 11 11111 * PERMIT NO. ocz.# (206)431-3670 rrections required prior to approval. $47.00 R NSPECTION F.EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: :** '•'• : j P ject: ra,rM i -PO K te Type of Ins eetion: c 't 'd U\A 16L 2_ ,., / S, { .Pi. 15 L r tr6k Date ca�le�d • • l /I' h Special instructions: Date ted: a.m. Requessier: I, "ke Ph i 3 %- 321(G INSPECTION RE Retain a copy with permit • I NSPECTION NO.' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 •proved per applicable codes.. PERMIT NO. (206)431 -3670 COMMENTS: Corrections required prior to approval. • 47 $' 7.00 REINSPECTION FE' REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ::'.,...,.': Eln, 1. a,',.;• b': rt! w..:..., �tsi. �y5;.>_ w_ r.' mL'. �S,:, Y. nni` niKtiY- Sr..,:,." r.' e�9, w.,. 9� .�l,:ayn.�.+,•rtfa.: +t:`i� :eM:� uc...tia,a. , .,.:`,..a _... Proje tG I d 6ik � Typ . f ' spec tion: � r ion j'u . /► Addr { Date i;alle J 4.1 Special instructs: - ' D Date wante : / a.m. Re q nester , (_ _ n S Phone Nt, ?"! te, J� INSPECTION R 1RD Retain a copy wit - r ,ermit INSPECTION NO. CITY. OF.TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 � Approved per applicable codes. COMMENTS: Inspecto is sv`.;�+iµ��•i::.kk�hrJ '•;S;..F.Y?.!� .K' rX'gX ' FX'ck�' ,,Corrections required prior to approval. Date: 4 RMIT NO. (206) 431 -3670 ri $42.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: s4 3 Propct: 0 ro e ail, Tyg irgp 11,„\me Addr : c . -- .), 1 5,2 ' / C__ D I 1 ip c IS' ) Special instructions: . Date wale,/ e p.m. RequesM c t av --ti tt, vti w Phoneloh ,1 INSPECTION R RD Retain a copy wit rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 i Approved per applicable codes. 6;N required prior to approval. COMMENTS: , . st 1' PERMIT NO. (206) 431-3670 6tp 0 .4 7 t19 ey,j /4//,( Ag-e. • ( /11-72 (9-14-1 (c//(-Xf I 1 $42.01 REINSPECTION FEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila,, WA 9818 P t• TYP f� ?G t E�7�.F -l� D.te called: Special instructions: Date �� t 23 y a.m. Reques q ues Phone pproved per applicable codes. 1 1 Corrections required prior to approval. COMMENTS: Date: PERMIT NO. (206) 431 -3670 1 inspect. 4 /� Arm,2 $42.0. FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No,: Date: Project. Type of inspec ' n: 14 e w, Ica Addres ` �_ ' �l � - . i2 �?I Date called: 11 Special instructions: Date wanted: 11- ZD -95 a.m. p.m. Requester: A i •� Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: ` ' : INSPECTION R Retain.a copy wit RD rmit 6orrections required prior to approval. 1 .. ' Date: PERMIT NO. (206) 431 -3670 [ $42.00 REINSPECTION FEE REQUIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • .. - Vi >�tl., t�:r�n �,.'�;•� „� J/ /. /0” 407, Receipt No.: INSPECTION RE Retain a copy wit rmit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: Ft Address / /1 S /5z p1 Special instructions: pproved per applicable codes. Type of inspection: Date called: JI- 1748 Date wanted: 8- 1.63 Qg . Re Phone No.: tax_ ��vv �C__ �w' 1 1 Corrections required prior to approval. COMMENTS:. 74/4 C4S , 444■44 $42.00 REI " PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: b 1- o• PERMIT NO. (206) 431 -3670 Project: . I n . , 1-, 1 fq24etti 4 tvcs s 0 Type of inspection: SlIte W6-1 Addgi: S 151— Pt- Date called: 1 11 cis Special instructions: Date wanted:1 1/3 Requester:" v i . a..414 fri I it-e Phone • N° to 39 4 7 3 - 762 a -Approved per applicable codes. INSPECTION RE Retain a copy wit rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 I Inspector( 1 1 Date: If PERMIT NO. (206) 431-3670 Corrections required prior to approval. COMMENTS: $42.00 �EINSPECTIflN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ProjectTy 1' y rQ 1ta{ o P 4 �n fa e of inspec D EA- Ion: p c»t i2 at, 6t, a Address. I 77 rsz�� D ate called: g � i0 7 Special instructions: Q-�Q CQ ,y:-€ - / � I 2, .4 Q , w r o C.:4E Q . :44. , Date wanted: / of i X �i C a.m. p.m. Requester: Nike V. a-t -ic-a. w o t^ f"� Phone o• (aow) a44- 7263 r it Approved per applicable codes. , INSPECTION RRD Retain a copy with. INS C • N NO. CITY OF TUKWILA BUILDING DIVISION 6300, Southcenter 'Blvd., #100; Tukwila, WA 98188 Date: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: ‘ro 51Aall [] $42.0 REINSPECTION FEE REQUIRED. Prior to i spection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt No,: ::r COMMENTS: - c Jjiu /07,tio Special instructiOns: W :.;...- • tio - A - / z y s,,/ 1 / 4 ...: - t Requeser: (\ 11 N kt " / - .,4€ • mvi -_, fikl*--.4 22444/4 . _Ay 41 9 - 1 / mfly p-gowDe 4A-7b4 Xeect ;rgatia • A__ 2//L_A Project: r.. mi . d ./ Type of inspect ■- - c Jjiu a ,16.a o ir I N)ate called: Special instructiOns: W :.;...- • Date wanted: /0 . am. --...,... • 1 / 4 ...: - t Requeser: (\ 11 N kt " i _69 INSPECT! S N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100: Tukwila, WA 98188 INSPECTION R RD Retain a copy itvit rmit (206) 431-3670 Approved per applicable'codes. affections required prior to approval. insPect ag l aredalli $ 2.00 INSPECTION FEE REQUIRED. Prior to ins .ection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: t-o c. 3 0r tM 1 ss r. ,) (4 'PA N b ZZ.'s 4A-vtr w.---41F-Iv) A-+o w i (24.1 pi.AJs, 611 • x Oct— Q��c.'t'Q 00 � 1 4 i t.►s f t:NC : ..1e. - E , ,out>z.i Date cal ed: 4 —' 98 CAc'N -t 4 rte S1 - YI-i - i-11J G Ny0 0ZK._ f 4A-rimr.) G t S b k_ iv c b\k ---a.. . Date wanted: - 0(5 ca p.m. Requester: ..)JhIA. tom. P,r ect: 7 • CC 1 a cw► n pe of inspecti.n: .0 ' ` i _ r. - ric41jir rc,Ju, Ad. ress: 5'717S )5 t _ Date cal ed: 4 —' 98 Special instructions:.. Date wanted: - 0(5 ca p.m. Requester: ..)JhIA. Phone No.: a `i`i- -70)/03 Approved per applicable codes; INSPECTION RV-9RD Retain a copy witL,6rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I I Corrections required prior to approval. (206) 431 -3670 I Inspector: C _. ._ l.n__ Date:2/2 Mt- n $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule roinspection. !Receipt No.: ., ... .. .. _ Date: Project: 01/0A ilk Type of inspection • Pax IP ( Andress: ; .. . 6111 S 1St 1 1 1 Date called: 1--20-16 'Special:instructions:: /3" Date wanted: 8 m. Requester d 6 Phone No.: 4 ` 12.03 d• INSPEOTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter.Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. MMENTS: Inspector: INSPECTION RE -ORD Retain a copy witi.ermit e-i's 1 C - 40(9/ • $42.00 REINSPECTION E REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. Receipt No.: Corrections required prior to approval. r ... D 6 11 - 00(A PERMIT NO. (206) 431 -3670 Date: 7 Q} U Prior to inspection, fee must Call to schedule reinspection. Date: Project: B nn _ /1J)'1r1 � 0 f� C Type of inspection: SI #t I7— M4.1 Ls d Address: S J S. /62_ft- Date called: Z:3 Special instructions: ' Date wanted: 7 a.m. Requester: Phone No:: INSPECTION RE RD Retain a copy wit rmit INSPECTION No. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: [Inspector: Date: 3/ yLP $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. [Receipt No.: Date: PERMIT NO. Corrections required prior to approval. (206) 431 -3670 p rri t ifos.. „ Ifd \f/6 0 4 t, Type. of in tlo Add s: re 5111 5' fo2-• P < Date called: a.. . ? ('/� b Special instructions: Date wanted: (J J7 a.m. Requester: • Phone No.: 1 4 s,asIk ris : ry e'. [1 INSPECTION RFRD .:..,. Retain a copy wit rmit INSPE ION NO. . .. ..' CITY OF TUKWILA BUILDING DIVISION 6300, Southcenter Blvd., #100, Tukwila, W08188 Receipt No.: ';Approved per applicable codes. Date: V1 PERMIT NO. /206):431 -3670 MENTS: Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, . n...oR _�- ...!_•.@�.1NUx.. . AUi: Ai�StlCr`fl e�vS. i6�Y tJ.ni.'YS /iT1Gh'dr`..[�IeAuu.. Ye...1.. Prq ct; maim (n4e TY lLt, % ecth PGU r I A S�Cir g,,sj 5 / t ' A p ! Date call? , 3„ l Special instructions:. 5 :00 cu p our pe a 5 5 ' th) Date want;dl ... .5. (,j 7 p : J a.m Requester , _ i pi Phone No. :L /q _ 7 a � 3 INSPECTIO NO. CITY 0 TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Approved per applicable codes. COMMENTS: Inspector: {Receipt No.: INSPECTION R + RD Retain a copy wi -rmit .....r. 60 Corrections required prior to approval. Date: : 31ii1rGr 'it�i ri:'T,.: :Ui�.M?MYY•., nn. . t e. nit A. �S4: is4 +iiflkYl >.¢,ttFsLltf►tiKt.w?A: i. ,i..∎ . o a-1-6 06 3 PERMIT NO. (206) 431 -3670 $42 I '' INSPECTION FEE REQUIRED. Prior to inspection, fee / must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: COMMENTS: �-Type f inspec ion: I -t- J0(.y1c)4,.G+6yt. Date called: 11 -17 -57 C" Gi A1. - 11J Tk.c..+"tia - c-,?I t Ct'►.cc^61At.._ c 6.: Special instuctios:. »: r� n _. w � . i VPI f 0 r1 . 311C, I r1 A ( "-i. 1,4 c,ATw •1S, ; .E (ten .; k ACAS t,; - -( mss: W c,, P/� P,<�.t . IP P a 1 - T W nrt.t.% if.► ?1+-t) -Sf Nit..- r w h t.A._, ; et:t I" t w n,'ti-0 .r-- MS IN uL A-tqa Phone No.: C Li 1 , - 7 a ' 2 A-,-A t-1J G a.S . ( K. WI LL b:• (L, p.14. t t1k Project � J+ i2aI h11 O le �1 �'- linC4Lt9 �-Type f inspec ion: I -t- J0(.y1c)4,.G+6yt. Date called: 11 -17 -57 Address: . 5 7 11 ,5 . i., ?IA c . Special instuctios:. »: r� n _. w � . > 5 �y Date wanted: /) . IP Requester: �� ; Phone No.: C Li 1 , - 7 a ' 2 INSPECTION REQRD Retain a copy w► rmit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I Approved per applicable, codes. 71 Corrections required prior to approval. I Inspector: 4. $42.00 REINSPECTION FE E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: . Type of inspectio . 1 itrzo0 / DA-Lc 4ossfs49 CF -1-1, , t_._ ,„,,,i ,--1,.,7' . Special instructions: P■CA - -c-t . A.-.11.0 - p.m. Requester: (1..) (Asc pAS, up,azit,_ , Phone No.: eA-41:11 ALL/ t 1314thi 711 (c. „ I N.1.4 aX,_. '1 0 C-11.1_6_ . , r% Project: p , A - y fkl--)c- . Type of inspectio . 1 Address: Date called: Date wanted: I 1 P Special instructions: P■CA - -c-t . A.-.11.0 - p.m. Requester: Phone No.: ?-ci4 - po3 Inspector: 1 trwroontea.magfrlarscant.amoornmfonsavo...unnownwamenkermamerwsmatittOMPJAMMOMMOM Approved per applicable codes. INSPECTION REPqRD Retain a copy wit rmit IC INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Corrections required prior to approval. Date: if $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: '` D�`�� Type of inspection:rN R � a r�m j Address: Date called: ' Special instructions: g Date wanted: J 1 �m� 0,, r Requester: Phone No.: COMMENTS: Approved per applicable codes. I ( Corrections required prior to approval. Inspector: eartaIrEelEnZlit Date: PERMIT NO. (206) 431(206) 431 -36770 $42.00.REINSPECTION FE'E RE•UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: DEPARTMENTS: Building Division n Pub is Works . AP 6-24 Complete Comments: Approved sr 1. Omni. LvF9 PLAN REVIEW /ROUTING SLIP ECT NAME: PYRAMID POINTS APARTMENT D97 -0069 ATE: 5- Original Plan Submittal ;. Response to.Incomplete Letter XX Response ;to Correction Letter # 1' XX Revision # ' After Permit Is.Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5 -1 3-99 TUES /THURS ROUTING: Please Route Routed by Staff _ (if routed by staff, make copy to master file and enter into Sierra) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved V'R•ROUTE.000 6/98 Fire Prevention Structural Approved with Conditions C 7 Planning Division AP b - -Z3 Permit Coordinator Incomplete n Not Applicable n No further Review Required n DUE DATE: 6 -10 -99 Approved with Conditions n Not Approved (attach comments) Not Approved (attach comments) DUE DATE: REVIEWER'S INITIALS: DATE: .+fG;14"54:!iatiM.Oil 4rtiotl.'3YS.fi c r`� . a+i? ins` n'^xd.,' n'��1�`v7'<�'i i''.t0A04 fc. Lt�` " c%` C PLAN REVIEW /ROUTING SLIP BAR: D97 -0069 riginal Plan Submittal Response to.Incomplete.Letter r esponse to Correction Letter # X'X ' Revision # ' After Permit Is Issued DEPARTMENTS: Building Division Public Works Approved U CORRECTION DETERMINATION: Approved \PR- ROUTE,DOC 6/98 n n REVIEWER'S INITIALS: Fire Prevention Structural n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5 -13 -99 Complete Incomplete n Not Applicable Comments: TUES /THURS ROUTING: Please Route n No further Review Required I I Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 6 -10 -99 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DUE DATE: Approved with Conditions n Not Approved (attach comments) m Alegct n DATE: - /Zg. l 1 1 ' ym ' M1t}:P 7 ,. 114: ; 7 t` 1+i l way 11° �x r 't� ..yt 'ty� } �, � �} ft, �.: � cp,. w�, � 1T "AF:i`�'irU:l•w:!�J�S?:rY�!: ��y�' ss:!�5?3?•��.tYi��."�'�e -'n�: F: itiriN�SF . fI�'��SY•5�'S�y�f:- �+i'L5 f•�4T ,n!i:;r�Y:KiY�Di DEPARTMENTS: Building Division W C 9 kS ���� 61�Y Routed by Staff Approved Approved V'R•ROUTE.DOC 6/98 Per yyl'i toval PLAN REVIEW /ROUTING SLIP PYRAMID • POI Original Plan Submittal Response to Correction Letter # DATE :: 5 -4 -99 TIVITY NUMBER:_' .D97- 00 `,PROJECT NAME: Response to Incomplete Letter Revision :# : 3 After Permit Is Issued` Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5-6-99 Complete [4 Incomplete n Comments: TUES /THURS ROUTING: Please Route No further Review Required (if routed by staff, make copy to master file and enter into Sierra) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 6 -3 -99 Approved with Conditions n n VINVAVIIIMM Planning Division Permit Coordinator n tie Not Applicable Ti Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved with Conditions REVIEWER'S INITIALS: DUE DATE: Not Approved (attach comments) DATE: ri:h l `+e'' ?tiTs.N;R�';:n aq.: DEPARTMENTS: Complete n Comments: REVIEWER'S INITIALS: Approved 1PR.ROUTE.DOC 6/98 •!Y�'SU.W.x�rl�wfv. Building Division Public Works IgE TUES /THURS ROUTING: REVIEWER'S INITIALS: Incomplete Fire Prevention Structural Approved with Conditions' ') j Approved n Approved with Conditions PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D97 -0069 PROJECT NAME . ;PYRAMID POINTED Original Plan :Submittal Responseio Correction Letter # Response to:Incomplete Letter Revision : #' After'Permit Is- Issued: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5-6-99 Please Route No further Review Required ri Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) Planning Division n Permit Coordinator Not Applicable n DATE: S - `�`"? APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 6 -3-99 n Not Approved (attach comments) ri DATE: 6-07 '� 7 CORRECTION DETERMINATION: DUE DATE: Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: RECEIVED iifj, 1 L.. J. 99 TUKWILA PUBLIC WORKS I'r DEPARTMENTS: Buil mg Division g 4- � 4q Pub is Wor s 4,PerYi•+' ebtiva• PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete ❑ Comments: ACTIVITY: NUMBER: D97 -0069 PROJECT. NAME :: PYRAMID POINTE APARTMENTS DATE: 4-9-99 Original Plan Submittal: Response to Incomplete Letter Response .to Correction Letter# - XX Revision # 2 After Permit Is Issued AP Permit oordinator TUES/THURS ROUTING: Please Route lei Routed by Staff J (if routed by staff, make copy to master file and enter into Sierra) Pla Division Co DUE DATE: 4 - 13 - 99 Not Applicable E No further Review Required C REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 - 11 - 99 Approved J Approved with Conditions Not Approved (attach comments) El REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions [1] WR.ROUTE.DOC 6/98 Not Approved (attach comments) 11 REVIEWERS INITIALS: DATE: f :Yix. ,. :cw S.4?aA? ACTIVITY NUMBER: D97 -0069 PROJECT NAME:: PYRAMID POINTE APARTMENTS Original_Plan Submittal. Response to Correction Letter # DATE: 4-9 -99 Response to Incomplete Letter X Revision # 2 After Permit Is Issued DEPARTMENTS: Building Division ji Public Works PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Not Applicable c Comments: Complete ❑ Incomplete TUES/THURS ROUTING: Please Route REVIEWERS INITIALS: V+R.itOUTE,DOC 6/913 APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions ❑ Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Planning Division ❑ Permit Coordinator ❑ DUE DATE: 4 - 13 -99 No further Review Required DATE: DUE DATE: 5 - 11 -99 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS. DATE: =.r A itN i'•l,q➢LkM'Uas... DEPARTMENTS: Building Division Public Works TUES/THURS ROUTING: Approved \PR•ROUTE.DOC 6/98 REVIEWERS INITIALS. 5/1) Fire Prevention Structural CORRECTION DETERMINATION: Approved ❑ Approved with Conditions ❑ .... au... n....... rw+ u.. �• nrMN• �htM+ w} w+ YF' 1pM�mle+. vwa. ye• .......v.....+w...<.+.w..�....w PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D97 -0069 DATE: 4-9-99 PROJECT NAME: PYRAMID POINTE APARTMENTS Original'. Submittal. Response to Incomplete. Letter Response to. Correction Letter # EX Revision #t~ 2 After Permit Is Issued Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Planning Division Permit Coordinator Please Route ❑ No further Review Required APPROVALS OR CORRECTIONS. (ten days) DUE DATE: 5 -11 -99 DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 - 99 Complete ❑ Incomplete ❑ Comments: Not Applicable ❑ REVIEWERS INITIALS: DATE: Approved with Conditions ❑ Not Approved (attach comments) DATE: 4\ \ s r DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: ACTIVITY NUMBER D97 -0069 DATE: 4'9'99 PROJECT. NAME: PYRAMID POINTE APARTMENTS Original. Plan.S'ubmittal: Response to Incomplete. Letter Response: to Correction Letter if X Revision #' 2 After Permit Is Issued DEPARTMENTS: Building Division Public Works \PR•ROUTE.000 6/98 PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 4 - 99 Complete Incomplete 11 Not Applicable ❑ Comments. TUES/THURS ROUTING: Please Route Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: Aegv DATE: 1- t61 . APPROVALS OR CORRECTIONS: (ten days) DUE DATE 5 -11 - 99 �,,�,( Approved {: Approved with Conditions ❑ Not Approved (attach comments)j�l REVIEWERS INITIALS: Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ No further Review Required DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions LI Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: :,,�'�.:1' q' ". ':,c:: �.a•, . } . r < s:;r ;' `' • s•:r•..<cc =.. r ..mY:..r.,, r�r.:: �n,�a 1 ...w ve,.. tr, «x,,;n =,•'weu �� Hti Hr,; . • 27e�sy; l.;OYZ WeR,1�';?N }r,",:ig' .Lti:S•. ^:i "... .,�� L. T' ..'. ..�.tid�i��s'r (y..rF =��iti 'i \h.. n.. .w2'; 3FLY..: F.. ,... _. <.. .,S'''e %V r N.'. �. .�r:v?...$�.'ti..... `7.. .: .. r. 7f S . 1 . . DEPARTMENTS: B Sldi�g �'vision is PLA ? a mif REV7EW / 9LIP Structurak TUES /THURS ROUTING: Fire Prevention "( 4- DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete g Incomplete Comments: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions CORRECTION DETERMINATION: Approved E \PR•ROUTE.DOC 6/98 ACTIVITY NUMBER: D97 -0069 DATE: 9 -10 -98 PROJECT NAME: PYRAMID POINTE APARTMENTS lB Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 1 After Permit Is Issued Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) �ovv ergib 411 w g REVIEWERS INITIALS: D Planning Division ❑ Permit Coordinator • DUE DATE: 9 -15 -98 Not Applicable ❑ Please Route ❑ No further Review Required REVIEWERS INITIALS: DATE: DUE DATE: 10 -13 -98 Not Approved (attach comments) DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: s "f!�'illi.. #oV 1/l: L• J7T�nykw... na. .n•w�+.a....yY.•vF +.l:uMt <��Nnn W M1 Vn .MM.v+nr...�.w�....nna..,�.... e.+.-+....... w,... .w,.�uu.^.�we4UUn�.r.�..ewwset oliupownf�uru....rcrn ..,vr+...an..wow . w...... ACTIVITY NUMBER: D97 -0069 DATE: 9 -10 -98 PROJECT NAME: PYRAMID POINTE APARTMENTS #s Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division 4. Public Works Complete Comments: PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 9 - 15 - 98 Incomplete TUES /THURS ROUTING: Please Route yej No further Review Required ❑ (if routed by staff, make copy to master file and enter into Sierra) Routed by Staff REVIEWERS INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions ❑ REVIEWERS INITIALS: Approved Approved with Conditions ❑ C a Planning Division Permit Coordinator ❑ DUE DATE: 10 - 13 - 98 Not Approved (attach comme s) DATE: Not Applicable El ble b CORRECTION DETERMINATION: DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6196 A 4- Cs+ac�l��Wor PLA VIEW / ROUTING SLIP ACTIVITY NUMBER 1,11. • Ood9' DATE 19 6 0/A PROJECT NAME R j *,'dP Afkifitif4S • 84. 6 - CCVr •GsvA Z D ARTMENT: ' B G D SION FIRE PREVENTION ❑ P 110 El ING DIVISION PUBLI W ORD STRUr&L ❑ PE' IT COO ustATOR EXL DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE % Al COMPLETE q NOT COMPLETE ❑ NOT APPLICABLE ❑ COMMENTS REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: DATE DATE TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF f1 (If routed by staff, make copy to master file & enter Sierra.) DUE DATE Vi•nrA APPROVED ❑ APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ DUE DATE APPROVED ❑ APPROVED W/ CONDITIONS ID NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE C:ROUTE -F (Certificadon of occupancy required. ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER tIt 6007 DATE 9 4 4 / 9 /9X PROJECT NAME Rimma F4004. ApAr4osemi " BI. 8 '' Cormosvit Z DEPARTMENT: BUILDING DIVISION FIRE PREVENTION t--! PLANNING DIVISION PUBLIC WORKS STRUCTURAL [ PERMIT COORDINATOR Q DETERMINATION OF COMPLETENESS: (T,Th) • • COMPLETE NOT COMPLETE Q COMMENTS e k TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED - ROUTED BY STAFF [J (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: DUE DATE APPROVED ' fl APPROVED W/ CONDITIONS NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE C:ROUTE -F 1 DATE 1 1 -, I e l s ) DUE DATE % /t NOT APPLICABLE 0 c< y - L (A)cA 1 5 DUE DATE I /16E1X NOT APPROVED (attach comments) El DATE t1 (Certification of occupancy required. ) l 't „•l; ?�^�� �:,i.. , 1 : i <s 3 `f'”" !•wt �: o M • TP.^.P• ^rSy . - rtd' i;Y"A;� ,.� e� -work! ,re?aM+i .cyd�tu v a c ,.> raRtx r.`%• F. �. 72 Ih' �o' F".:. t�. 1. d' P• Z;•:' rnJ' sA,....: ti723: �7�Y^. 5 .....ii &�4:91$:2'k..•,Si�iL�t'? lit,:.,... COMPLETE E COMMENTS PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER 1:017 CIO DATE 9 41/9A PROJECT NAME Revlon:// Pi}t 40i 8th. 6 CorreCAM Z DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION lig PLANNING DIVISION El PUBLIC WORKS STRUCTURAL fl PERMIT COORDINATOR Q DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE % ift; TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL NOT COMPLETE E NOT APPLICABLE DATE / 0 / - I APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS . NOT APPROVED (attach comments) 0 REVIEWERS INITIAL C:ROUTE -F DATE DATE DUE DATE VIP/9z DUE DATE CORRECTION DETERMINATION: APPROVED I I APPROVED W/ CONDITIONS NOT APPROVED (attach comments) 0 REVIEWERS INITIAL (Certification of occupancy required. ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER 1)17 6 DATE 9 4 iltgi' PROJECT NAME � 44 �' . 8 • Cet teuttm Z DEPARTMENT: BUILDING DIVISION FIRE PREVENTION PLANNING DIVISION PUBLIC WORKS fl STRUCTURAL ❑ PERMIT COORDINATOR El DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE COMMENTS 1r:,'ttik':;1 .s rv : asskr ,i� r'rs'rttc Pair, Al. r,ITIV3" 414.7;4;n M 1Y 1. i; REVIEWERS INITIAL TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF (If routed by staff, make copy to master file & enter Sierra.) I APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE DATE DATE DUE DATE % NOT COMPLETE E NOT APPLICABLE El 1 DUE DATE e I /` /gX APPROVED W/ CONDITIONS ❑ . NOT APPROVED (attach comments) fl 9/LI < DUE DATE APPROVED ' n APPROVED W/ CONDITIONS ID NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) . ....... .....00.0,1,14e1CPPAIArtql 4 Z' ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS 1111 DETERMINATION OF COMPLETENESS: (T,Th) TUES/THURS ROUTING: ROUTED BY STAFF REVIEWERS DrrnAV APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED El C:ROUTE-F PLAN REVIEW / ROUTING SLIP ti a Pc+ k wfir. q) D g 7 - 0 0 6 '7 DATE cb-q 7 FIRE PREVENTION El PLANNING DIVISION STRUCTURAL PERMIT COORDINATOR El taff, make copy to master file & enter Sierra.) DATE DATE REVIEWERS INITIAL DATE DUE DATE q 6 17 COMPLETE El NOT COMPLETE El ( NOT APPLICABLE Er COMMENTS Cl - Acefe-41Xd PLEASE ROUTE El NO FURTHER REVIEW REQUIREigf-..._ DUE DATE NOT APPROVED (attach comments) Ej DUE DATE APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 1:1 (Cerdficadon of occupancy required. ACTIVITY NUMBER D97 -0069 PROJECT NAME ri:mt;S,ty. W::, R. AcLY. V. si4; L' 4, Ov eii rOs; sf AFrir sA TW 1'1'r'Sr - ".2GrC,"�77i�j,{s'3': COMPLETE n NOT COMPLETE El COMMENTS REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE REVIEWERS INITIAL DATE DATE Perrtik Coovdl ru CDP3 PLAN REVIEW / ROUTING S IP DATE 6/10/97 PYRAMID POINTE APARTMENTS BLDG B — CORRECTION 11 DEPARTMENT: .K-e n n -e UII D G DIVISION FIRE VENTION [ J G D ION Q DIVISION (2 ( 611 ► _. (01 PUB LIC WORKS STRU PERMIT • }INATOR Q 1'c 3 --- i i i RPP r . -? (03 (cf.—) DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 6/12/97 NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) DUE DATE 6/26/97 , APPROVED APPROVED W/ CONDITIONS ri NOT APPROVED (attach comments) Co con \rnc < $ IS l DUE DATE APPROVED CJ APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 (Cenifiadoa of occupancy required. R.SAkt.tcT'gS1%1HrCJb.U6W,'�a: 4 PROJECT NAME COMPLETE COMMENTS ' REVIEWERS INITIAL APPROVED REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 - 0069 DEPARTMENT: BUILDING DIVISION r FIRE PREVENTION El PUBLIC WORKS ❑ STRUCTURAL ❑ DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE ❑ TUES /THURS ROUTING: PLEASE ROUTE ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) APPROVED W/ CONDITION CORRECTION DETERMINATION: WAArrtpr. i' fi,*�.+' 'iYFta�3 Sd:*^'9;�'C. 'fi'.1 .•,'r28c DATE DATE DATE 6/10/97 PYRAMID POINTE APARTMENTS BLDG B — CORRECTION #1 PLANNING DIVISION PERMIT COORDINATOR ❑ DUE DATE NOT APPLICABLE ❑ 6() 6/12/97 NO FURTHER REVIEW REQUIRED ❑ DUE DATE 6/26/97 NOT APPROVED (attach comments) ❑ I 8 tql r 51,-ad-rhu-t DUE DATE APPROVED I 1 APPROVED W/ CONDITIONS [II] NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE (Certifieadoa of occupancy required. C:ROUTE -F Y° el; r,Si+i1i."; at: Ffu1.FM 614rs Vea 4 Yrx.reAL°l t r*riG'•a rtkm. r�SSV,.t `kNnf iMMlnt`5'L:/!tllYbwtr. EtF�Y l_^" ;,'F t' �'0f4S • ACTIVITY NUMBER D97 -0069 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE ❑ COMMENTS • REVIEWERS INITIAL /4 ,T 7/ APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS ❑ REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED C:ROUTE -F APPROVED W/ CONDITIONS DATE PLAN REVIEW / ROUTING SLIP DUE DATE DATE 6/10/97 PROJECT NAME PYRAMID POINTE APARTMENTS BLDG B — CORRECTION #1 DEPARTMENT: BUILDING DIVISION t FIRE PREVENTION PLANNING DIVISION ❑ PUBLIC WORKS ❑ STRUCTURAL El PERMIT COORDINATOR ❑ l NOT COMPLETE ❑ NOT APPLICABLE ❑ 6/12/97 TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter DATE C,. //,9- f I. I REVIEWERS INITIAL DATE DUE DATE 6/26/97 NOT APPROVED (attach comments) ❑ .rt DUE DATE NOT APPROVED (attach comments) (Cetcifiudon of occupancy required. ) N. hetet:R Vet } ACTIVITY NUMBER D97 -0068 DEPARTMENT: BUILDING DIVISION El PUBLIC WORKS COMPLETE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE REVIEWERS INITIAL APPROVED C:ROUTE -F E NOT COMPLETE CORRECTION DETERMINATION: PLAN REVIEW / ROUTING SLIP PROJECT NAME PYRAMID POINTE APARTMENTS BLDG A — CORRECTION #1 DETERMINATION OF COMPLETENESS: (T,Th) ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) FIRE PREVENTION ❑ PLANNING DIVISION STRUCTURAL ❑ PERMIT COORDINATOR ❑ DATE V 13 APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE (" APPROVED n APPROVED W/ CONDITIONS 1111 NOT APPROVED (attach comments) 0 REVIEWERS INITIAL DATE .AYE S4Stw sgr' N VIA.. DATE 6/10/97 DUEDATE 6/12/97 NOT APPLICABLE ❑ NO FURTHER REVIEW REQUIRED ❑ DUE DATE 6/26/97 DUE DATE (Certification of occupancy requlrcd. ___ ) PROJECT NAME REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -9069 006e DEPARTMENT: BUILDING DIVISION ❑1 FIRE PREVENTION n PLANNING DIVISION ❑ PUBLIC WORKS . STRUCTURAL ❑ PERMIT COORDINATOR ❑ DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE COMMENTS ❑ TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF ❑ (If rout • � ff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) APPROVED ❑ CORRECTION DETERMINATION: APPROVED t• 1 APPROVED W/ CONDITIONS C:ROUTE -F :., wa: n:.: tvaic�w •wh�.+w�e+»'.tw4`.W..rrVVe t!r1Y+ :.........alb... PwNoutAAw e PYRAMID POINTE APAR S BLDG B — CORRECTION 11 DATE DUE DATE NOT APPLICABLE ❑ REVIEWERS INITIAL � C'L Ce DATE - 7/2 3 /F REVIEWERS INITIAL DATE DATE 6/10/97 6/12/97 DUE DATE 6/26/97 APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) ❑❑ (Certification of occupancy required. :. }j,tir':}::.v'f's5ii+.:..tY4'Rir iJ . ^ {49.�)A:F•b.'�'F+.- .`.: ".:•7 i3iK+ +",C`.n`aEA'Yir�Rl7cz. c.`�: fly':.' king,•i'!i�V�d`.�h��nY,, der;S;r'�J� � h; i ^i�•v H '_J M y �� , B e y .��i+Fi:���jt�:�:+. 2p 45' ��M�I. A � ..�%����.�i5`K., ?4.�`.�fi Kart. ��Rihh� '•vn^ii�Y.l4'�'�.:W:A,¢R {'A.P DEPARTMENT: COMPLETE COMMENTS REVIEWERS INITIAL C:ROUTE -F c. ?isyrk CoordirtM!o Cj PLAN REVIEW / ROUTING S ACTIVITY NUMBER D97 -0069 PROJECT NAME PYRAMID POINTE APARTMENTS BLDG B BUILDING DIVISION FIRE PREVENTION PLAMING DIVISION El PUBLR STR r CTU RA L (61 ��EtZMIT IN COORD ATOR III CORRECTION DETERMINATION: DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 3/11/97 NOT COMPLETE NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE U NO FURTHER REVIEW REQUIRED l__.! ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE REVIEWERS INITIAL DATE DATE 3/06/97 DUE DATE APPROVED APPROVED W/ CONDITIONS F NOT APPROVED (attach comments) 0 (Certiftcadon of occupancy requited. _ ) APPROVALS OR CORRECTIONS: (ten days) DUE DATE 3/25/97' APPROVED El APPROVED W/ CONDITIONS NOT APPROVED (attach comments) n coccec - t1 moo k ° 3-3i -97 REVIEWERS INITIAL DATE COMPLETE COMMENTS • C:ROUTE - F REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0069 PROJECT NAME PYRAMID POINTE APARTMENTS BLDG B DEPARTMENT: BUILDING DIVISION 11 FIRE PREVENTION t---! PLANNING DIVISION PUBLIC WORKS L. STRUCTURAL DETERMINATION OF COMPLETENESS: (T,Th) 61„, APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED APPROVED W/ CONDITIONS t4.a,aYct :41.% 6179.w,r i., 7,2 4«< vziri,:. i' t.4% ..74V'.qqAt`uN.tritkxry 9y ;;.v:V. "4d, - ft13 :^lMecrNI '�rt� 1 ; +.�4 k:1L4fl+lP.1o.frivv..t^'Y.nx. DATE DATE 5 DATE DATE 3/06/97 PERMIT COORDINATOR 0 4 DUEDATE 3/11/97 NOT COMPLETE L__. NOT APPLICABLE Q TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED U ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) I I DUE DATE 3/25/97' APPROVED I I APPROVED WI CONDITIONS NOT NOT APPROVED (attach commen DUE DATE NOT APPROVED (attach comments) Q (Certification of occupancy rcqulrcd. 1 gfi,•!•Z %,il'.s;.. r rtyia•.'•.a,,.xy ;ila%'w::Sa•. ACTIVITY NUMBER D97 -0069 PROJECT NAME DEPARTMENT: BUILDING DIVISION El PUBLIC WORKS 9 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E COMMENTS • TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL 4 5 APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED WI CONDITIONS I NOT APPROVED (attach comments) Ej REVIEWERS INITIAL S 1 CORRECTION DETERMINATION: APPROVED El APPROVED WI CONDITIONS REVIEWERS INITIAL C:ROUTE -F VW1h0> + fit iXtY,.7tSOSM PYRAMID POINTE APARTMENTS BLDG B NOT COMPLETE n NOT APPLICABLE Er DATE 3/7/A) DATE OINOIMMINO DATE 311 °kM DATE 3/06/97 eRre eP+ - Please 9i9n Mitts PLAN REVIEW / ROUTING SLIP DUE DATE 3/25/97• x'711 S ( 2 : j FIRE PREVENTION PLANNING DIVISION d STRUCTURAL PERMIT COORDINATOR ❑ DUE DATE 3/11/97 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) �.G�r .i�1n'd'v 6. < i:4r''':'.t`,t.;�. +.5 �; 4`. Sr���,': Y�:•+, i:',, trv14 `uYa>+n...:,,« „ns.•rn,.s�w•. PUBLIC WORKS REVIEWERS INITIAL APPROVED !.;:SwK �wNern '.�wm?��ttN"w.n•cmnMV.Lflat 9T S�T"•11: PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0069 PROJECT NAME PYRAMID POINTE APARTMENTS BLDG B DEPARTMENT: BUILDING DIVISION DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE [] NOT COMPLETE El COMMENTS TUES /THURS ROUTING: PLEASE ROUTE f NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) I I APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL. 41 I CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F ear.: h? mv rrtiV r , ;t/V1.:.1?r xZ6 , 1t :0.TV O TSO I lb sit% DATE DATE DATE DATE 3/06/97 FIRE PREVENTION El PLANNING DIVISION ■ • STRUCTURAL E PERMIT COORDINATOR a DUE DATE 3/11/97 NOT APPLICABLE El DUE DATE 3/25/97' APPROVED WI CONDITIONS E. NOT APPROVED (attach comments) q DUE DATE APPROVED APPROVED WI CONDITIONS p NOT APPROVED (attach comments) 0 (Certification of occupancy required. �:: i� ; i?r:'.'•:,, .,... +.'i4 ".,.,:'sa�cr...,ds<f « .+ �' �A' �i... u: s�sr.:.. r..: 11kL.,. vf£ ?' 75:A'Su`S',5.,., ,�N r.4 „t,�" �. ?'s �i:: ACTIVITY NUMBER D97 -0069 DATE 3/06/97 PROJECT NAME PYRAMID POINTE APARTMENTS BLDG B DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION El PLANNING DMSION a PUBLIC WORKS , STRUCTURAL PERMIT COORDINATOR Q 4 DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 3/11/97 COMPLETE E NOT COMPLETE E NOT APPLICABLE 0 COMMENTS TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE 3 (L l G r . + APPROVALS OR CORRECTIONS: (ten days) DUE DATE 3/25/97' APPROVED n APPROVED WI CONDITIONS �. REVIEWERS INITIAL t 1 CORRECTION DETERMINATION: DUE DATE APPROVED C:ROUTE -F PLAN REVIEW / ROUTING SLIP APPROVED WI CONDITIONS p NOT APPROVED (attach comments) 0 REVIEWERS INITIAL DATE (Certification of occupancy requited. — ) NOT APPROVED (attach comments)' C (1\1 DATE -3j2 7 2 1 � CITY OP TUKWILA Idt'MISC500 — KeyWorcit ; UACT Ueer: 1671 02/28/00 •; Commente regarding an Activity 1 . „ , • • ...: Permit No: D97-0069 7. 06cupant::PYRAMID POINTE APARTMENTS 00 ° . . , . . Status: FINAL Address: 5711 S 152 PL OUser ID Text Date 0 . . • , • .: : . 6.se6e656646ageee4e4iii6eliieOileaciee6m4e6e04ieee6i'adiieeimeeeels,efeeeei6ems4 , 0A4akatioadoiaiaiaiiaso : 01672 THE ROCKERY WAS NECESSARY. ROUTED TO PW FOR REVIEW 06/04/996 • • • „ , „ . • . • , 0 1672 & APPROVAL"../TLB/. BY JJS ON 5-28-99. BLH. :06/04/980 .511-.99EEVISION"SUBMITTED:INRBSPONSE,TO CORRECTION PHONE 06/04/990 01672 , ALEXA. #2. ROUTED :06/04/990 ' 0 1672 TO„ALEXA"FOR REVIEW AND APPROVAL.. /TLB/ APPROVED 06/04/990 0 1672 BY ALEKPLDERLOW:ON-8-28-99: BLH. , — :66/04/99 0 ..: 2-28-00 $47.00 RE-INSPECTION FEE WRITTEN OFF BECAUSE WE 02/20000 . . . • " COULDN'T COLLECT IT FROM CHARLIE LABOTA' WHO WE 02/28/00p x6pipipt.iy PHONE AND IN WRITING'SEVEKAL:TIMES: OK 02/28/000 • . , . , • TO WRITE OFF PER BRENDA HOLT.:TH/Sr.PiLE IS . 02/2e/00 01671 OFFICIALLY FINAL'D. • TLB. - ' adiedeeeieeeeee elleiaeigie88888iAbeedeeeeeeeeeiedeeeieeeeeeecInsert Mode:OFF6Y <F1>Heip;•: 4F.3>import;'<Ins>Ineeit mode On/Off, eF7>Exit ". • • ' ' This is ihe • !' , ; • . .• .„ „ „ •, • • .. • ' ••••• •••• June 9, 1999 Charlie Laboda Vice President Da lly Homes, Inc. 3316 Fuhrman Avenue E. Seattle, WA 98102 Re: Pyramid Point Apartments Landscape Bond - Building Dear Charlie Laboda: • The landscape bonds for remaining work to complete the tot lot, patio, fencing, and related landscaping has been approved. Attached is your copy of the warranty. The work must be carried out by June 30, 1999. An inspection of the completed work will need to be completed by this date. Please note that a request for an inspection must occur at least 72 hours prior to the date you are ready for the inspection to be held. If you have any further questions, I can be reached at (206) 431-3673. Alexa Berlow Associate Planner Encl. Cc: Brenda Holt, Permit Coordinator City Reviewing Departments Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax: (206) 431-3665 DATE: May 28, 1999 SUBJECT: City of Tukwila Department of Public Works James F Morrow, P.E., Director TO: Brenda Holt, Permit Coordinator FROM Joanna J. Spencer, Public Works development Engineer John W Rants, Mayor Pyramid Pointe Revision No. 3 ( Received on 5/18/1999 ) Permit Number: D97 -0069 Review Approval The above revision submittal, sheet C 2.0, which involves construction of rockery instead of a hillficker wall due to grade changes in the field has been approved on May 28,1999. This approval has been entered into the. Sierra Permit System. JJS /jjs cc : Applicant (with copy of revised plans) Development File (with copy of revised plans) PW Utilities Inspector (with copy of revised plans) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax: (206) 431 -3665 May 25, 1999 TO: Jack Pace Planning Manager FR: Alexa Berlow Associate Planner Plans Attached City of Tukwila Department of Community Development Steve Lancaster, Director RE: Pyramid Point Apartments B.A.R. MINOR MODIFICATION Dally Homes, Inc. proposes to change the content and configuration of recreational facilities on the site since the redevelopment of Phase II work as a result of a fire last year. Current Plan The site plan approved by the Board of Architectural Review includes a spa, gazebo, pool, and children's play area, located between Buildings A and B. The applicant proposes to eliminate the spa and gazebo due to maintenance and safety concerns. Proposed Plan Revision A large patio will replace the recreational space of the spa and gazebo, and the children's play area (tot lot) will be moved closer to the patio to create more cohesion between the recreational activities and uses. The new arrangement would also keep recreation elements on the site in full view of the management office. The recreational space standard for the site is non - conforming. 400 square feet is required for each dwelling unit (TMC 18.52.060[1] and TMC 18.70.090 [B] -- Non - Conforming Landscaping). The revised plan meets minimum requirements under these standards. In addition, a gravel access road will be added along the perimeter of the Pyramid Point property, adjacent to Building B, to allow Tukwila maintenance vehicles access to the pond. In addition, a gravel path will be installed at the south end of property, on the south side of a locked gate (per the City of Tukwila Public Works Department). The path is intended to allow pedestrians access between Southcenter Boulevard and the apartments, via the 57" Avenue. The gate at the top of the path will be locked and access limited to apartment owners (per City of Tukwila Fire Department). The owners of the Pyramid Point Apartments, to manage modifications to the project, have retained the Con Am Management Company. Approved: Jac •c lanning anager Date: Mb O ) 1 '1 John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 PLAN REVIEW = PLANNING DIVISION COMMENTS May 25, 1999 T O Brenda Holt Permit Coordinator Alexa Berlow Associate Planner Pyramid Point Apartments - Revision # 2 File No. D97 -0069 The revision submittal can not be approved without further review by the planning division. The revision proposal involved changes to the original landscape and recreation plan which be reviewed and approved as a minor modification to B.A.R. approval prior to final sign off on this revision. John W Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 D9? -0069 - John W. Rants 14ayor May 21, 1998 Mr. Charlie Laboda Dally Homes Inc. 3316 Fuhrman Avenue East Seattle Washington 98102 Re: Pyramid Pointe Apartments Dear Mr. Laboda: During our preperations to fight the Pyramid Pointe Apartment fire, we encountered two significant problems: access and hydrant availability. Prior to replacing the building, these problems must be corrected. The civil drawings for your project show significant improvements to the access road leading to the new building, including a reduction of the severe turning angle. The road improvements must be completed prior to commencing construction. We were not able to utilize the hydrant adjacent to the building due to the excessive heat of the fire. As a result, we are requiring the installation of a new hydrant at the base of the access road. This hydrant must be installed prior to commencing construction. Please contact me if you have questions related to these issues. Sincerely, Nick Olivas Assistant Chief cc: Duane Griffm, Building Official Joanna Spencer, Public Works • Gary Barnett, Public Works Kelcie Peterson, Permit Coordinator Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .57. 54404 • Fax (206) 575 4439 Project Name: Summary of Revision: F TDOI a7V- - Sheet Number(s) 4`�G( 1 70 1 11 �fi Project Address: 5'7 t ( S ;) )'1 2 Contact Person: (,h ( Al, ( ( or 91 ' e "Cloud" or highlight all areas of revisions and date revisions. CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: DCt -(0 ❑ Response to Incomplete Letter [ Response to Correction - letter `'It�'1z, e 4. If - '�YiyvY A • B • C ev. 42.) ❑ Revision after Permit Issued `1S -l$ rdu# ett 4o A1cg► on a - 'i . i Phone Number: 6-()0 1 1 RECEIVED C;1 TY OP TUKWILA 1999 PERMIT CENTER Submitted to City of Tukwila Permit Center 2 Entered in Sierra on 5 12 3/4/99 1. CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 5 7r /`'t''q Plan Check/Permit Number: d 9 "e©6ei ❑ Resp a to Incomplete Letter ❑ sponse to Correction Letter Revision after Permit Issued Project Name: P 7R 4 ni PD, ` ' Project Address: S F / ?- S. 4 a Platte Contact Person: 4 i&i 11,4..11Sv✓o/Z.74-A Phone Number: £206 3% - 32 7 L An 2_,:e. L a► boviR ,. B 4-1 1,e0 5 ! 0o6) 32-8 - 3 9 7c. .,ate t, Summary of Revision: e {�? ��✓' . Gr c .� JA'ac�es fh if /1,17; N14 „ 71-he % / /"; c iei w'Au_ a /v CON57 1.4.c.--7 /b•✓ 0 - 7 4-- 7 e kesz s 4/ eCeS5,4 y . 51 / '7 ( d (/ e 4 40 C ke/2j CL 6/ `1 /t 'e2 a bet / eITY oa TuKWIU% MAY 0 4 1999 Sheet Number(s) PERMIT CENTER "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center (j6C-- (Entered in Sierra on 5-5- 3/4/99 6r /bin/ s rsa / F e 'a:7 9 g famicA Rwive 4-pt t 15a- P1 .Fire R.cture J/37 Pyrctniib /» 71 Nelgi 15a PI Fir-e 4-l717 P)'cttve. L13-q98' Pyran-heA Pbrot 4-0 803 B 52i7 5 16 P/ Fre 4.fraq,cis Pyran-) ic Po Pr-e, F7 q",21t7-9 Li-c?Cl-Cfg • ;?= "tcr.r „silt' 1y� r..� ; Apr .13 99 11 s 07a • GEOTECH CONSULTANTS, INC. 13256 Nr. 20th Street. Suite 16 Rcllevnu, WA YB005 (425)747.561R FAX (425)747 -6561 Dally Homes 3316 Fuhrman Avenue, Suite 100 Seattle, Washington 98102 Attention: Charlie Laboda Via Facsimile: (206) 328 -6909 Subject: Rockery Stability West of Existing Southeast Building Pyramid Pointe Apartments Tukwila, Washington Dear Mr. I ahoda: (4251747 -8561 April 13, 1999 JN 95062 This letter is intended to summarize our opinions related to the stability of the rockery that extends westward from the existing southeast building. Our firm was not present during the rockery construction, but we have had discussions with the contractor (Skyview Development) regarding how the rockery was built. Additionally, we have visited the site to observe the completed rockery. Over most of the rockery's length, it has an exposed height of less than 4 feet. An exception to this is a set of stepped, 3- to 4 -foot rockeries located immediately west of the existing southeast building. The area above the rockeries is paved for parking, but curbs will prevent vehicles trout parking within 4 to 5 feet of the rockeries. Below the single tier portion is a slope that drops to a new storm control swale. The ground in front of the double - tiered portion is relatively flat and covered by concrete steps. The rocks used are large (3- to 4 -man) and we observed quarry spalls behind the facing rocks for drainage. We understand that most of the rockery was built in front of a cut, The maximum fill height behind the rockery was 5 feet. This is the typical maximum fill that we allow behind rockeries without geogrid t eiriforcement. We understand that on - sito, silty sand was used for the backfill behind the quarry spell layer. The contractor has informed us that the tiered rockery portion consists of a full height (8 to 9 feet) rockery, with a shorter filled rockery in front of it to keep the exposed height near 4 feet. Our opinions regarding the stability of the new rockeries are based on our observations of the rock facing and the performance of the asphalt pavement located behind the rockeries. On January 15, 1999 we visited the site and observed the rockery performance. At that time, the asphalt had been in place for at least several weeks. No obvious bulging or tilting of the rocks was noted. Generally, the asphalt behind the single -tier rockery showed no signs of settlement or distress. Behind the double -tier portion, the asphalt had settled and cracked several inches. However, there were no visible indications that tho rockeries themselves had moved. In order to determine if rockery movement was occurring, we recommended that benchmarks be placed on two rocks in the upper tier so the benchmarks could be monitored for settlement, Based on the monitoring ,, that Daily Homes has completed between January 23 and March 30, no detectable ice' movement has occurred. During this time, the unusually heavy precipitation that the Pacific Northwest has been experiencing has continued. -0 3 99 April 13, 1999 ':Based on the information available to us, the rockeries appear stable in their current condition. As . .. with any rock structure, they may require periodic maintenance. Any cracks that form in the asphalt pavement should be caulked or sealed to minimize infiltration of surface water into the soil •;:. '''-'" ',,. - - behind the rockeries. We should be contacted immediately if there are any visible changes in the :. .. . . . - . I EXPIRES, 1 ittn, J Marc R. McGinnis, P.E. Associate 1 6-07;ff. , ..1 , James R. Finley, P.E. Principal • • rockeries. ..• s.1fthe are.any questions, or if we can be of further service, please contact us. • • • . - • • • • . • , MRWJRF: mmm • • .•• , . . Respectfully submitted, GEOTECH CONSULTANTS, INC. Gotech Comultunts, C425 1:747 =713561':': • .1N 05062 Page 2, • April 14, 1999 Greg Villanueva, Utilities Inspector City of Tukwila, Public Works Department 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Pyramid Pointe Rockery DALLY HOMES I N t: 0 K P 0 K A T P.. n ■ "Eirrpttnnal {lunly -Tum l.,, kiln, ® recycled paper f 3 " f 5 1999 13t f 1 ��, t,.., t i C,, -,. Ct.> Dear. Greg, As you are aware, rockeries have been substituted for the Hilfiger walls at Pyramid Pointe. During the course of construction, we realized that the existing grades were different than the design grades. Consulting with our Civil Engineer, Laurie Pfarr of Coughlin Porter Lundeen, and with your approval, we were able to eliminate the rockery at the north end of the site, lower the wall at the south end of the site between the buildings, and raise the grade of the detention pond. Also, because of the discrepancies in height, we were able to eliminate the Hilfiger wall between the parking lot and the detention pond. Scott Baltzell, Daily Homes Superintendent, and Ed Bloch of Skyview Development discussed this field change with you. You said that this was acceptable as long as our engineer approved it. Laurie Pfarr said that the two - tiered rockery was acceptable as long as the maximum height of exposed rock did not exceed four feet. The cut was over excavated to set the rock on bearing soil and the rockery was built by By Design Rockeries, which is a reputable firm. Laurie also inspected the rockery during construction. During the heavy rains of the past winter, we experienced some settling of the asphalt at the top of the wall. At your direction, we monitored the wall for three months and gave our soils engineer our information, Attached is a copy of the letter from Geotech Consultants. The rockery has not moved. The rockery is of sound construction and is acceptable to both the structural and civil engineers of record. 33 lb FUIIKMAN Ave. E. • SUITE 100 • SliArIY-li, WA 98102 • (206) 328 -3770 • FAx 328 -691)9 • IIDAt.1..Y11I120L7 Vice President CC: Triad Properties LLC Geotech Consultants Inc. Coughlin, Porter, Lundeen The Pyramid Pointe Apartments are owned by Triad Properties LLC who plan to retain ownership of the property. In addition to the structural and civil engineer, the owners do i• riot have any concerns about the rockery. Daily 1-lomes Inc, Construction Manager for Pyramid Pointe proceeded in good faith in the construction of the. rockery based on the recommendations of the engineers of record and with you. The rockery is on private property and is acceptable to both engineers. ,• • This letter should alleviate your concerns regarding the rockery. Date: ❑ Response to Incomplete Letter ❑ Response to Correction Letter ❑ Revision after Permit Issued Project Name: Project Address: Contact Person: Sheet Number(s) [Entered in Sierra on CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 "7f( (52r Plan Check/Permit Number Dq7- 00(al "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center U - 12-gq Phone Number: Summary of Revision: A edivr. a - d uL CiTl/(4 U CITr T URNA 4 PR — 8 1999 PERMIT CENTEn 3/4/99 77o TESTED FOR: DATE: Environmental p Gootechnical .Construction Consulting • Enginooring • Testing KELLY FOSTER DALLY HOMES, INC. 3316 FUHRMAN AVENUE EAST'. SUITE 100 SEATTLE, WA 98102 January 28, 1999 REMARKS: INSPECTOR: R. MARLER (FR 4803) PSI A•300.1N Respectfully submitted, ROFESSIONAL SERVICE INDUSTRIES, INC. Sam Yaghmaie, P.E. Department Manager PROJECT: cc: C-1 JAMIESON CONSULTING C-1 DALLY C-1 CITY OF TUKWILA PERMIT#D97-0069 REPORTS MAY NOT REPROOUCEO, EXCEPT IN PUU., %tumour WRITTEN PERMISSION 8Y PROFESSIONAL SERVICE INDUSTRIES, INC. 1 REPORT OF FIELD ACTIVITIES OUR REPORT NO.: 712 ■-■ .7) „,, j • • V v •— ":". PYRAMID POINT 5717 S0.152ND PL. TUKWILA A,:psl representative was on site as requested for epoxied anchor bolts at wall bottom plates. Spacing and locations at missed locations of cast-in-place anchors. Contractor using Simpson Strong-Tie Setpacio epoxy. Inspected hole depths of 8". Holes were cleaned with brush and compressed air. All-tread bolts (5/8 x 12 in.) were placed in sufficient amount of .• epoxy. Epoxy work was inspected and found in compliance with approved drawings, engineer's request, and manufacturer's recommendation. !, SY/cg information To Build On Professional Service Industries, Inc. • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282-0666 • Fax 206/282-0710 John W. Rants, Mayor Ross A. Eamst, P. E., Director „ . To Kelcie Peterson, Permit Coordinator From Joanna J. Spencer, Public Works Development Engineer ate: 1-20-99 Subject: Pyramid Pointe Revision received 1-12-99 Permit Number. Review Approval The above revision submittal involves placing a french drain at the base of the hill adjacent to the • lower dumpster and pool to catch water has been approved on January 20, 1999. This approval has 1. been entered into the Sierra Permit System. JJS/tkf cc: Applicant (with copy of revised plan) Public Works Inspector (with copy of revised plan) Development File (with copy of revised plan) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433•0179 • Fax (206) 4313665 SHEET NUMBER(S) v:7Dnh, hnt +.x.n. .........erv...m,.c..V.I AL..ww*... »w.∎.K >... 1%. ,11NO +n. YNn, CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /- /2 -- PLAN CHECK/PERMIT NUMBER: PROJECT NAME: / a' /r7 /4rTr PROJECT ADDRESS: -� 7 CONTACT PERSON: /A P. KL1 /N.S`vo, ?7V PHONE: REVISION SUMMARY: GU e A./e I "Xxee. Cc � c�ticL, C/R. -:ti a. 7 I a .se. o *r 7% 2. - . VY �� r^ &A.7`- 7 -7 e_ li wefe 6/� .?- . a Ad,/ v / 7 1-o et-7 w a 7 w /, , - c w as Se e � e-, --e /-1.7 -e e . 'f, G✓ e aZSo - Ae eov r/l v e 71. 7'2' e S 7 ( O/z A✓A e /2 e 7 e_ W u /e -I /o s /evl0 a Add e hie 6, o , APPPOVED PER PUBLIC WORKS LETTER DATED / -20- 9 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 6 AAA e, Bldg. Planning Fire C ip 9 � -o�� (2o6) 356.32 �6 CIT OF TUKWILA JAN 1 2 1999 PERMIT CENTER CITY USE ONLY Public Works 3/19/96 i 3 a 2 3 15 30 60 SCALE 1' =30' PROJECT Pyramid Pointe Apartments PROJECT NO. 95- 0313 -01 CLIENT Daly Homes v�cr^ t: a+ rrx+Y•uRtl:trr arlerit.41.w alc,Nrrnw nti.t.1,ro M,•r. {PlIt{]k:^vg4 fi•1 Jan -08 -99 04:56P CPL, T (Civil) 9 u 01"&c, COUGHLIN PORTER LUNDEEN 206 -3'r' 5691 A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION FRENCH DRAIN SEE DETAIL 1 --- FRENCH hole, S AL 2 '•• CONNECT TO EX'• C8 IE =148.0 (6' IN EX POOL SHED ''r``•'� -,-,fir � .. 3 L . 0.02. IN i X, PIPE FF =145.5 =15 IE =152 OR S NEC X STORN NH RIM= 162.27 IE= 159.47 (12'RCP (= 155.37 (12' CAIP CONNECT EX YD TO 12` SD 0 2% MIN (1YP OF 2)4Y.7 EX CONC EX YD POOL AREA RIM= 158.77 PROVIDE CRATE - � VER OUTL i� o // APPROVED PER PUBLIC W c LET1 — DATED / r� d -9 � / ! 19 ,99 pFAMIT CEIITFN ' FRENCH DRAIN EXHIBfT *1 DESIGNED BY: LJP DATE: 12 -29 -98 CHECKED BY: LIP SHEET 1 of 1 217 1 STFEET SUITE 520 SEATTLE, WA 9901 8206/343.0460 F2061343-5691 D oab 9 P.02 Ep Uk,y /L4 Jan -08 -99 04:57P CPL, SAWCUT & REMOVE EX ASPHALT AS NECESSARY TO REMOVE DAMAGED ASPHALT 2' MIN. (TYP) BEYOUND FRENCH DRAIN TRENCH EX ASPHALT CONCRETE PAVEMENT 3' MIN CLASS B ASPHALT PAVEMENT 6' CRUSHED SURFACING ALTER FABRIC WRAP PEA GRAVEL PER WSDOT 9 -03.12 (4) 4" PERF PPE • 2% MIN. • I . MIN VARIES 2' 1' MIN JAN 1 2 DETAIL 2 PROJECT Pyramid Pointe Apartments PROJECT NO. 95-0313-01 CIJENT Daly Homes (Civil) 206 -3 .5691 P.04 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION DESIGNED BY: UP DATE: 12 -29 -98 RECEIVED CITY OF TUKWILA 999 PERMIT CENTER CHECKED BY: UP SHEET 1 of 1 217 PIE 6TIEET SUITE 520 SEATTLE. WA 8601 P2061343.0460 F206r343.569i Dq'7 0069 Jan -08 -99 04:56P CPL, 1.-c. (Civil) 2" MIN A PROJECT Pyramid Pointe Apartments PROJECT NO. 95- 0313 -01 CLIENT Daly Homes 2� ,206-301-5691 COUGHLIN PORTER LUNDEEN " A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION FILTER FABRIC WRAP PEA GRAVEL PER WSDOT 9 -03.12 (4) 4" PERF PIPE 0 2% MIN. DESIGNED BY: LJP DATE: 12 -29 -98 P.03 CITY p TU JAN 1 2 1999 PERMIT CENTER DETAIL 1 DECKED BY: LJP SHEET 1 of 1 217 PrE STREET SUITE 520 SEATTLE, WA 98>DI P4061343.0460 FQ081343 D? Consulting Services Since 1960 Joseph M. Bolick PE, SE President James R. Perrault, PE. SE Vice President J. A. Bredal, AIA Thomas d. Harader. AIA Gordon D. Hjulm, PE, SE E. Frank Hofmeister, PE. SE Mark A. Schaefer, PE, SE Arthur B. Schroeder, PE. SE Associates September 29, 1998 Mr. Ken Nelson, Plans Examiner CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, Washington 98188 Subject: erinit No D97-0069 ..:: 11 JL • Srp 3 0 1998 oPv Foundation Fire Damage Repair Pyramid Pointe Apartments Building No. 2 15304 - 57 Avenue South Tukwila, Washington �' t " "r�';; ifi 'Z Pacific Engineering Technologies • Dear Mr. Nelson: As requested in the comments of your review letter dated September 21, 1998, our responses are as follows: Comment 1 Summary of investigations performed. Response a) Site visits were made on June 18 and July 8, 1998. b) Portions of the south concrete foundation wall and 22 lineal feet of the east wall at the southeast building corner were heavily spalled, to the extent that steel reinforcing was exposed. We determined that these walls should be removed and replaced, c) Foundation walls that were spalled to maximum depths of t /s" to 1 ", and which were to be covered by furred out sheathing, were tested using a Schmidt Hammer, which is an impact device for testing the hardness of concrete. All foundation walls (with the exception of the south wall and 22 feet of the east wall that is adjacent to the southeast building corner) were found to have concrete strengths of 4500 to 5000 psi. We determined that these walls should remain, d) The concrete slabs were heavily spalled and had plumbing penetrations which were damaged by the fire and /or the clean -up process. We determined that the slab be removed and replaced. 982691tr Ken Nelson 9/29/98 1 1300 Dexter Ave. North - Suite 100 o Seattle, Washington 98109 Tel: 1206) 281 -7500 o Fax: 12061 281.4611 1800) 621-7300 Comment 2 Provide calculations qualifying the use of epoxy grout for setting new anchor bolts for hold downs. Response - Calculation sheet No. 1 has been included. Please call if you have any further questions. Very truly yours, • ,PACIFIC ENGINEERING TECHNOLOGIES; 'INC: Prepared by: Donald C. Nelson, P.E. Project Engineer Reviewed by: 1.,r. ep Bo ick, P,E., S. sident cc: Mr. Dick Smith & Mr. Joe Tatman McBride Construction Resources 224 Nickerson Street Seattle, Washington 98109 Enclosure 98269 Itr Ken Nelson 9/29/98 2 • swxeas rs ; .1".M. t F.Z%MANAVEL'S:WP.74; Project No: r 26 Date: 2 a S nheet: Of. Project Name: P / R--IN N p I NCR-, Comp. By: I , NEL.. 60 Chk. By: Contents: -P 0 Ay 9-4 ‘kT e t') ?` c M s s Pic; w STN z I -16 NR►Li : 1 .7 ..Anwr-Nriit■srMinrOzef,. F[FA-9- S ass 37 Gy ' s I Pacific Engineering Technologies • 1300 Dexter Avenue North - Suite 100 0 Seattle, Washington 98109 Telephone: (2061 281-7500 0 Facsimile: (2061281.4611 (8001621.7300 C,Rtu N Ox: /,� \K S -P�l1Z -G 3Z. �"I 1'� 4D, S. (3 STR_E_Q . . o , n,d ow, ..+.M+wrYNrHAY1Mm4WYWrt4ttl{6 September 22, 1998 Charlie Labota Daily homes, Inc 3316 Fuhrman Avenue E Seattle, WA 98102 Dear Mr. Labota: Sincerely, t1 1 3)-61 Brenda Holt Permit Technician Enclosures File: D97 -0069 ll7dst4kfA? City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0069 Pyramid Pointe Apartments #B 5717S152PI This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division. At this time the Fire Department, Planning Division and Public Works Department have no comments regarding your application for permit. The City requires that two (2) complete sets of revised plans be resubmitted with the appropriate ' revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit two (2) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must bade in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4.313670 • Fax (206) 4313665 DATE: PROJECT NAME: APPLICATION NO: PLAN REVIEWER: eview the following comments and submit applicable documentation. 1 Provide a documented summery of the site investigations done to determine the • extent of the foundation repairs. Details test procedures used for determining the integrity of the remaining foundation and other applicable observations. 2. Provide engineering calculations to qualify the use of epoxy anchor bolts in the replacement of the existing damaged holdovvns. Also reference any requirements for special inspection of the epoxy bolts if applicable. BUILDING DIVISION REVIEW September 21, 1998 Pyramid Point foundation fire damage D97-0069 Ken Nelsen, Plans Examiner (206) 431-3670 • • • 7 7 ?1�Y1'kA? CITY 0-TUKWILA '._.. Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL � -- �,�, 9r PLAN CHECK/PERMIT NUMBER: & DATE: �U! � 9 � PROJECT NAME: / Yie nI / 0 i PT 7 PROJECT ADDRESS: /S 30 7 CONTACT PERSON: Ci /C PHONE:0 ' . �5 �3 70 REVISION SUMMARY: TV Lt/tit.0 7C P l` /e mfyA7,410-b- %G1 /GD / N l� 105 frl/L SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Bldg: Planning Fire Public Works REVISION N RECEIVED CITY OF TUKWILA SEP 1 0 1998 PERMIT GENT 3/19/96 City of Tukwila Department of Public Works All other activities and fees associated with this permit are being covered by D97 -0068. JJS /sal NOTIFICATION OF UTILITY PERMIT ACTION Permit Center Public Works Engineering September 18, 1997 Pyramid Pointe Apartments - Building B 5711 South 152nd Street Project No.: PRE94 -050 Permit No.: D97 -0069 Contact Person: Charlie Laboda Phone: (206) 328 -3770 CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Department (with a copy of application) Ross A. Earnst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON SEPTEMBER 18, 1997: PERMIT FEE 1 1/2" Permanent Water Meter $625.00 1 1/2" Permanent Water Meter (at 5821 South 152nd Place) $625.00 TOTAL: $1250.00 Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 Lt REVISION SUBMITTAL DATE: T 24 11 - 7 PLAN CHECK/PERMIT NUMBER: Dq -ooc9 PROJECT NAME: kir-amid. Po in4t. ela PROJECT ADDRESS: ! 7I ( S i52, 5 I girl (t, L6 dl <- PHONE: gr S X Z ( CONTACT PERSON: Bldg. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southeenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUMMARY: (/I,2 ((G W I O V ks Planning Fire (. ?DA ( rl 'S tkaa/el ke/f74,*(4..) . p e/v CV(YCho\ RECEIVED CITY ur TUKWILA AUK iV97 PERMIT C NTER tn4 (eel 0 SHEET NUMBER(S) , C2-,V , C2+0 , , O , G S4 0 , ,(,s I Z. "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Public Works 3/19/96 08 -28 -1997 01 :48PM FROM Geotech Consultants GEOTECH CONSULTANTS, INC. Memo To: Charlie Laboda Comparr Daily Homes Addsrsg 3240 Eastlake Avenue E., Suite 200 Seattle, WA 98102 Response to Correction Notice Pyramid Pointe II Apartments JN: Runt Dates FAX: cc: Couglin Porter Lundeen - Laurie Pfarr (206) 343-5691 Phan,: (204) 328 -3770 Inc TO 3286909 P.01 13256 NE 20 Street, Suite 16 Bellevue, WA 98005 (206) 747 -5618 FAX 747 -8561 95062 gam R. McGinnis August 28, 1997 (204) 328.6909 ,s(5 s This memo is in response to the geotechnical clarifications requested by Tukwila in their correction notice dated July 23, 1997. We have been provided with Sheets C1.0, C2.0, C3.0, C4.0, C5.0, and C5.ldeveloped by Coughlin Porter Lundeen and dated August 12, 1997. The recommendations presented in this memo, and our previous June 6, 1997 memo, which is attached, should be considered addendums to our March 20, 1995 geotechnical report. Our June 6, 1997 memo provides recommendations for construction of the bloswale to prevent It from adversely affecting the stability of the nearby steep slope. These recommendations are also intended to create stable compacted fill slopes for the bioswale. Rockeries having design heights of less than 4 feet will be constructed at various locations around the site. The Tower two-thirds of these rockeries should be constructed of 3 -man rocks, with a minimum 12 inch width of quarry spells behind each rockery. The reinforced fill walls looted between Buildings 1 and 2, and east of Building 2 will be designed by others. These walls will have heights of up to 10 feet Many different types of flexible, reinforced earth walls, such as geogrid- reinforced rockeries and modular block walls, or Hilfiker walls can be used. The wall east of Building 2 must be designed to include a traffic surcharge for the parking area that will be supported on the bac Where utilities require trenching into the short, steep slope south of Building 2 it will be important that the trench backfiU be well - compacted within at least 10 feet of the face of the backfilled slope. We recommend that a minimum 90 percent relative compaction be achieved in this zone. This will reduce the potential for sloughing of the compacted fill slope. All utility backfill In other structural areas should be compacted in accordance with the recommendations presented in our geotechnical report. SIeeving the utilities beneath the proposed earth walls will prey- .e utilities from being crushed under the weight of the wall and fill. The �ti1 sleeving will also allow the utilities to be repaired or replaced in the 4 o w.!.sxGf future without having to excavate through the walls. eZ•�� �� t. '►� TOTAL. P.01 COUGHLINPORTERLUND tN Project Record Date: August 25,1997 To: City of Tukwila Public Works Department 6300 South Center Blvd. Tukwila, WA 98188 Attn: Pages: Project: Joanna Spencer Project No: 95- 0313 -01 -1 3 By: Laurie J. Pfarr, P.E. Pyramid Pointe Apartments Plan Check No. D97 -0069 4 cD Memorandum Sent Via Courier Joanna, Attached are our responses to each of the City of Tukwila's Review Comments per your letter dated July 23, 1997: 1. The buildings have been numbered on all Civil Sheets. 2. KTH has submitted clarification to the front, rear, left and right elevations. 3. Civil plans indicated an incorrect FF for building and has revised the FF elevation on Sheet C2.0. 4. City of Tukwila has requested that CPEP ADS N12 be used for all on -site storm drainage pipe systems. Drainage Note No. 3 has been modified to that effect. Per our discussion at the July 24, 1997 and August 21,1997 meeting the ADS N12 storm pipe 12 -inch diameter and greater will be water tight and air testable and 8 -inch diameter and smaller will be silt tight. CB #17 has been added at connection location number 7 . 5. The City of Tukwila has verified the size of the existing on -site water line to be 8 -inch diameter. 6. The sanitary sewer system has been modified to lessen the slopes from 19.5% to a maximum slope of 11% by providing outside drop connections at SS Manhole No. 2. The system has also been re- aligned to avoid rockery adjacent to swimming pool. 7. Assumed locations for sanitary side sewers have been shown on sheet C1.0. These systems have been noted to be plug and abandon in place beyond new connection points. The Contractor shall connect to the existing side sewer system near the existing buildings and shall provide a cleanout at the connection point per the Contract Plans. 217 PINE STREET • SUITE 520 • SEATTLE, WA 98101 • P:206/343 -0460 • F:206/343 -5691 :9$tsaai 11. Water symbols listed have been shown on legend. 8. Existing 8 -inch sanitary sewer is shown on sheet C1.0 and is noted to be plugged and abandoned in place. We have also shown a portion of this line on sheet C3.0 where it is anticipated to remain abandoned in place. 9. A cleanout has been added at the end of the run along the east side of building II. 10. All existing sanitary sewer lines and manholes which will no longer be service have been noted to be removed as necessary to complete proposed improvements. The remaining pipes shall be plugged and abandoned in place and the sanitary sewer manholes shall be abandoned in place per WSDOT /APWA Section 7- 05.3(1). 12. The existing side sewer serving the southeast building has been shown to be removed as necessary to install new improvements and the remaining line be plugged and abandoned in place. 13. Water systems have been modified per discussion at a meeting on July 24, 1997 and subsequent discussions with Pat Brodin, Greg Villanueva and Ted Freemire. 14. Water systems have been modified per discussion at a meeting on July 24, 1997 and subsequent discussions with Pat Brodin, Greg Villanueva and Ted Freemire. 15. Water systems have been modified per discussion at a meeting on July 24, 1997 and subsequent discussions with Pat Brodin, Greg Villanueva and Ted Freemire. 16. Detail has been added showing the storm drainage and sanitary sewer crossing of the structural earth retaining wall. A ductile iron sleeve has been provided for both utilities. 17. The existing 8 -inch water line will be abandoned in the location of the earth retaining wall per discussion at meeting on July 24, 1997 and subsequent discussions with Pat Brodin Greg Villanueva, and Ted Freemire. 18. Gas, telephone and power will be design build system installed by the utility. The exact routing of these system will be decided in the field and have not been shown on the construction documents. Contractor shall be responsible for providing the City with an "As- built" drawing with these lines indicated at the completion of the project. See also General Note No. 1, Sheet C1.0. 19. The structural earth wall detail was misleading and has been modified. Barrier shrubbery or fencing is proposed along top of wall and will be addressed by Landscape Architect. 20. Earthwork quantities have been added to grading plan and have been expressed in cubic yards. 217 PINE STREET . SUITE 520 • SEATTLE, WA 98101 • P:206/343 -0460 • F:206/343 -5691 21. Steep slope setback of 15 -feet has been shown on Sheet C2.0. Swale is shown to be outside of this setback. The geotechnical report on the stability of the biofiltration swale has been referenced on the grading and drainage plan. 22. Storm drainage maintenance schedule per King County Surface Water design manual is provide with this submittal to City of Tukwila. 23. Supplemental recommendations will be provide by Geotechnical engineer on stability of biofiltration swale. 24. Supplemental geotechnical information will be provided for utility lines, earth walls, biofiltration swale, and penetration of earthwall. 25. An attempt has been made to provide as accurate information as possible for the location of existing water lines. Water Notes 14 and 15 have been added to address minimizing impact to adjacent properties. 26. Water Note 16 has been added to have the Contractor provide a construction schedule for the excavation and installation of the block sequence for the water lines. 27. Meeting was scheduled and attended by all parties for final review of the utility systems on August 21, 1997. 28. General Note 1 has been expanded to include the requirement for surveyed "As Built" plans to be provide to the City of Tukwila. 29. Information for utility turnover has been noted. We have been in constant contact with Public Works Staff with any questions during our revisions and have attempted to address all their comments and concerns. Please call with any questions. cc: Charlie Laboda, Dally Homes Inc. Scott Harkey /John Larson, KTH Architects 217 PINE STREET • SUITE 520 • SEATTLE, WA 98101 • P:206/343 -0460 • F:206/343 -5691 August 18, 1997 Dear Mr. Laboda: City of Tukwila Mr. Charlie Laboda Dally Homes 3316 Fuhrman Avenue East, #100 Seattle, Washington 98102 Sincerely, i elca . ` a Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0069 .w.wrfttm rowte .nrel tston reAr/hvert ir t itWAtrattA SUBJECT: CORRECTION LETTER #2 Development Permit Application Number D97 -0069 Pyramid Pointe Apartments - Building B 5711 S 152 St John W. Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Division, Planning Division and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 City of Tukwila Department of Public Works �..u:J��T'e -,.. n..... � nor...- n.....-.... rr.. �. .- .w.u....- r+M....w.w.m+u.�w+.. snwn . �wvk�.wri/u•+rv:4. sANJ.4i. • r W.er<ux•.- �Fi+.a�var..vev+..e'1 iTN. ..vow rA V fdAMI n PUBLIC WORKS DEPARTMENT COMMENTS DATE: July 23, 1997 PROJECT NAME: Pyramid Pointe Apartments PERMIT NO.: D97 -0068, D97 -0069 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Ross A. Earnst, P. E., Director 1) Number the proposed buildings on the civil plans. 2) Clarify the front, rear, left and right elevations in relationship to North, South, East and West directions on sheets A5.1 and A5.2. 3) Is the finished floor elevation on the civil plans the same as the elevation listed for the top of the slab on the architectural plans? If so, why is there a 0.5' difference in elevation between the finished floor of one building section on sheet C2.0 and top of slab on sheet A5.2 and A6.3? 4) ADS N -12 air testable pipe or equal shall be used for storm drainage. Revise storm drainage pipe material call -outs and drainage note #3 on the storm drainage plan. Add a new storm drain catch basin at the connection at location 7. 5) The size of the existing water main is 8 ", not 10" as shown in the plan set. Please verify the water main size. 6) The proposed 19.5% slope of the sanitary sewer pipe between sanitary sewer manhole # 1 and sanitary sewer manhole # 2 is too steep. Move manhole #2 in the southwest direction and realign the sanitary sewer pipes to avoid conflict with the rockery located south of the existing pool. Sanitary sewer manhole #2 must be a drop manhole. 7) Show how the existing southeast building will connect to the new sanitary sewer lines (sanitary sewer keynote 3). 8) Show existing 8" sanitary sewer main that goes down the hill (keynote 4). 1 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 - 0179 • Fax (206) 431-3665 nwa« ma+s John W. Rants, Mayor 3%i°o."..°.N :Sti'S:tartr;+n: 9) Additional sanitary( .an -out is needed at the end of the along the east side of building II. 10) Old sewer lines need to be plugged or capped at existing manhole (one mainline and two side sewers). 11) Clarify symbols W (circled) and W (boxed) (not included in the legend) on sheet C3.0 and C4.0. 12) Show the existing sewer line to be removed that presently serves the existing southeast building. 13) New water services shall not be tapped off of the dead end. Revise new water services and show the tap south of the gate valve (keynote location 5). 14) Revise the concrete deadman on the side view of "Restrained Joint" detail on sheet C3.0. A cross - section shall also be shown per attached mark -up. 15) Add valve east of tapping tee at keynote 9. 16) Show details for sanitary sewer and storm drainage crossings at the earth wall. 17) Outline detail showing how the earth wall will be constructed over the existing water line. 18) Show new power, gas, and communication lines that will serve the proposed buildings. 19) Can trees be planted on top of the earth wall if utility lines passing under the earth wall? 20) All quantities of earthwork associated with this project shall be added to the grading plan and shall be submitted. Earthwork quantities shall be expressed in cubic yards. 21) The geotechnical consultant's memo references stability of the bio-swale. Slopes shall be referenced in plan. 22) Submit a storm drainage maintenance schedule that includes maintenance provisions for the bio - swale. The maintenance schedule shall be accompanied by an explanation of how the storm drainage structures will be maintained. 23) Provide recommendations from the geotechnical engineer on methods to achieve and maintain 100% stability for the proposed bio- swale. The information that was provided in the original submittal does not insure 100% stability for the bio - swale. 2 24) Revise the soils rep . to include new utility lines, earth Cps, bio- swale, and penetration of the earth wall. 25) The existing water survey was drawn incorrectly. Water components shall be pre assembled in order to minimize impacts to adjacent properties. 26) A construction schedule shall be provided for excavation and installation of the block sequence for the water lines. 27) Applicant shall schedule a meeting with Public Works prior to re- submitting the revised plans to the Tukwila Permit Center. Refer to July 24,1997 meeting between Public Works staff, land owners representative, and land owners civil engineer. Also refer to Public Works staff conference call with civil engineer. 28) Utility lines shall be surveyed and an "As- Built" utility plan will be required with appropriate easement documents. 29) Immediately after completion of construction, the appropriate utility systems shall be requested for turnover to the City through the appropriate turnover documents as required by the City. Tukwila City Council shall make the final decision to accept the utilities as public infrastructure. 3 ELEVATION FACING FRONT NORTHEAST RIGHT NORTHWEST REAR SOUTHWEST LEFT SOUTHEAST ELEVATION FACING FRONT NORTH RIGHT WEST REAR SOUTH LEFT EAST K T H ARCHITECTS ' 13400 Northup Way East, Suite 23 Bellevue, WA 98005 Tel: (425) 401 -6828 Fax: (425) 401 -0630 July 30, 1997 Joanna Spencer Plan Reviewer Public Work's Department City of Tukwila Suite 100 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Public Works Department Comments dated 7/23/97 Pyramid Pointe Apartments Building type I & II Permit #: D97 -0068 & D97 -0069 Dear Joanna Spencer: Below is our comment to question # 2 of the Public Works Comments dated 7/23/97 for the Pyramid Pointe Apartments, building type I & II. c0797 38.doc 2) Clarify the front, rear, left and right elevations in relationship to North, South, East and West directions on sheets A5. 1 and A5.2. BUILDING TYPE I BUILDING TYPE II We have included these callouts on Sheets A5. 1 and AS.2. If you have any questions, please call. Sincerely, K T H ARCHITECTS c0797_311.doc 2 q:Z +V ti;iA 'i�i�1+ 'vhh�s. 1?F3 i'£�i'Sf C City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS DATE: July 23, 1997 PROJECT NAME: Pyramid Pointe Apartments PERMIT NO.: D97 -0068, D97 -0069 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Ross A. Earnst, P. E., Director 1) Number the proposed buildings on the civil plans. 2) Clarify the front, rear, left and right elevations in relationship to North, South, East and West directions on sheets A5.1 and A5.2. 3) Is the finished floor elevation on the civil plans the same as the elevation listed for the top of the slab on the architectural plans? If so, why is there a 0.5' difference in elevation between the finished floor of one building section on sheet C2.0 and top of slab on sheet A5.2 and A6.3? 4) ADS N -12 air testable pipe or equal shall be used for storm drainage. Revise storm drainage pipe material call -outs and drainage note #3 on the storm drainage plan. Add a new storm drain catch basin at the connection at location 7. 5) The size of the existing water main is 8 ", not 10" as shown in the plan set. Please verify the water main size. 6) The proposed 19.5% slope of the sanitary sewer pipe between sanitary sewer manhole # 1 and sanitary sewer manhole # 2 is too steep. Move manhole #2 in the southwest direction and realign the sanitary sewer pipes to avoid conflict with the rockery located south of the existing pool. Sanitary sewer manhole #2 must be a drop manhole. 7) Show how the existing southeast building will connect to the new sanitary sewer lines (sanitary sewer keynote 3). 8) Show existing 8" sanitary sewer main that goes down the hill (keynote 4). John W. Rants, Mayor 1 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 9) Additional sanitary cl t -out is needed at the end of the ruU long the east side of building II. 10) Old sewer lines need to be plugged or capped at existing manhole (one mainline and two side sewers). 11) Clarify symbols W (circled) and W (boxed) (not included in the legend) on sheet C3.0 and C4.0. 12) Show the existing sewer line to be removed that presently serves the existing southeast building. 13) New water services shall not be tapped off of the dead end. Revise new water services and show the tap south of the gate valve (keynote location 5). 14) Revise the concrete deadman on the side view of "Restrained Joint" detail on sheet C3.0. A cross - section shall also be shown per attached mark -up. 15) Add valve east of tapping tee at keynote 9. 16) Show details'for sanitary sewer and storm drainage crossings at the earth wall. 17) Outline detail showing how the earth wall will be constructed over the existing water line. 18) Show new power, gas, and communication lines that will serve the proposed buildings. 19) Can trees be planted on top of the earth wall if utility lines passing under the earth wall? 20) All quantities of earthwork associated with this project shall be added to the grading plan and shall be submitted. Earthwork quantities shall be expressed in cubic yards. 21) The geotechnical consultant's memo references stability of the bio - swale. Slopes shall be referenced in plan. 22) Submit a storm drainage maintenance schedule that includes maintenance • provisions for the bio - swale. The maintenance schedule shall be accompanied by an explanation of how the storm drainage structures will be maintained. 23) Provide recommendations from the geotechnical engineer on methods to achieve and maintain 100% stability for the proposed bio - swale. The information that was provided in the original submittal does not insure 100% stability for the bio - swale. 2 24) Revise the soils re o .. o include new utility lines, earth, bio- swale, and penetration of the earth wall. 25) The existing water survey was drawn incorrectly. Water components shall be pre- assembled in order to minimize impacts to adjacent properties. 26) A construction schedule shall be provided for excavation and installation of the block sequence for the water lines. 27). Applicant shall schedule a meeting with Public Works prior to re- submitting the revised plans to the Tukwila Permit Center. Refer to July 24, 1997 meeting between Public Works staff, land owners representative, and land owners civil engineer. Also refer to Public Works staff conference call with civil engineer. 28) Utility lines shall be surveyed and an "As- Built" utility plan will be required with appropriate easement documents. 29) Immediately after completion of construction, the appropriate utility systems shall be requested for turnover to the City through the appropriate turnover documents as required by the City. Tukwila City Council shall make the final decision to accept the utilities as public infrastructure. 3 FOSS /Mill ill A'S S.0 C I .A T E. S CONSULTING ENGINEERS A PROFESSIONAL . .• SERVICES . . CORPORATION 2030 FIRST AVENUE SUITE 203 • . SEMTLE, WASIIINGTON 90121 TELEPIIONE: (200) 250 -18(13 FAX: (206) 250.0197 4r Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -04 (Pyramid Pointe Apartments - Building B). RFA #97102 -04 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments. Enclosed are the drawings and calculations for your use. We have forwarded a copy of this letter to the architect at Kappler Thomas Harkey Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystifl Kolke CLK:3 a:\RFAV7t04 ^3.doc cc: Mr. Scott Harkey Kappler Thomas Harkey Architects 13400 Northup Way East, Suite 33 Bellevue, WA 98005 R 0 B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS June 23, 1997 Dear Mr. Griffin: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A PROFESSIONAL SERVICES CORPOR:\'I'ION 2030 FIRST AVENUE SUITE 203 sEArrl.E, \\ }\SIIINGTON 99121 TEMPI IONE: (200) 256-1803 FAX: (206) 2r6 -0197 RECEIVED JUN 2 4 1997 COMMUNITY DEVELOPMENT Regarding: 97 -T -04 (Pyramid Pointe Apartments - Building B) RFA #97102 -04 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. For Side /Side lateral forces, an adequate load path should be provided at the roof as follows: a) At the Rear shear wall where Section 4/S3.2 is cut, solid blocking with adequate nailing connections should be provided. This revised detail calls for blocking, however, no nailing is referenced from the blocking to the top plate. Deferring to UBC Table 23 -I -Q, this connection does not appear adequate. Refer to Detail 3/S3.2 for a similar condition. b) The two 7' Front shear walls occur at the low gabled roof. Since these walls are intended to receive tributary roof forces, considering the upper roof area, then an adequate load path should be provided from the upper roof to the shear walls at this lower roof. The revised Detail 2/S3.2 does not show how lateral roof forces are transferred up the wall. 2. Section 14/S3.2 is cut where trusses are to be sheathed to transfer lateral forces to the shear walls below. A note should be added to provide intermediate vertical framing members between truss diagonals in order to consider shear values in UBC Table 23- I -K -1. Additionally, the flat 2x member at the bottom of the truss may split when the truss deflects. This should be addressed by the Engineer of Record. 3. Section 8/S3.2 is cut typically at interior shear walls running parallel to floor joists. The adequacy of shear transfer is relatively low, considering the average shear value at typical walls. For example, refer to the First Floor Mid Walls, Page L -3R of the calculations shows 319 plf. Section 8/S3.2 would not be adequate. The revised calculations on page Al do not appear to address this issue clearly. June 23, 1997 Pyramid Pointe Apartments - Building B Page Two Sincerely, If Section 10/S3.2 is not intended to be used, it should be voided to avoid confusion during construction. The Dumpster Enclosure, shown in Detail 3/A8.1, is not exempt from this permit per UBC Section 106,2. Construction details should be provided for our review. We did not receive a revised Sheet A8.1 to review. Section 1/S1.4 shows the CS16 strap nailed first to the wall. It is not clear how the connection to the truss is made. We question constructability of this connection. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Jamieson Consulting, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Kappler Thomas Harkey Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cry stal Kolke CLK:2 a: n\vnoa^s.aoc cc: Mr. Scott Harkey Kappler Thomas Harkey Architects 13400 Northup Way East, Suite 33 Bellevue, WA 98005 June 11, 1997 K:.T:H ARCHITL+' T 13400 Northup: Way East, Suite 23 Bellevue, WA 98005 Tel: (425) 401- 6828. Fax: (425) 401 -0630 Kelcie .J.. Peterson. Permit Coordinator. • Building Division Departinent of Community Development City of Tukwila • Suite 100 6300 Southcenter Boulevard Tukwila, WA 98188 e: Correction. letter #1 Development Permit application Number D97-0069 Pyramid. Pointe Apts.- Building B 15304 57 Av S • Dear Kelcie J. Peterson: We have just forwarded to Crystal Kolke at Robert Fossatti Associates the structural comments, calculations • and revised drawings for their review. If you have any questions, please call. Sincerely, KTH ARCHITECT John Hayes Larson Project Manager c0697_30.doc RECEIVED JUN 12 1997 COMMUNITY DEVELOPMENT JC JAMIESON CONSILING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B-1 • KIRKLAND WA 98033 (206) 803-2581 • FAX (206) 803-3289 RESPONSE TO BUILDING DEPARTMENT COMMENTS CITY OF TUKVVILA: 97-T-03 PYRAMID POINTE APARTMENTS NAME JOB NO. BY DATE SHEET NO. OF RECEIVED CITY OF TUKWILA JUN 1 0 1997 Thank you for the through review of the plans. All of the items have been addressed and the PERMIT CENTER changes / corrections have been incorporated into the plans and have been clouded for your convenience. If you feel any of the responses are inadequate please call me directly so as to expedite the approval process. Thank you. Douglas J. Jamieson 803-2581 ••••••" ) ,..---------""" . , ... ,, ,:t1 11,1,-; :, . • , , ,... ., 0 , „,-0...: • ; , , I) See the revised plans; "Also .. . „ .,:. •,:::: , Building A: 1. See revised Note E 5. 2. See revised Note F 3. 3. See item 2 above. 4. See revised Note F 1. 5. 11/S3.2 as indicated on sheet 51.2 should have been 11/S3.1. 11/S3.1 has been revised to reflect the 100 psf uniform load. 6. See the revised plans. 7. Notes added to plans, see also A-1 of the included calculations. 8. See the revised plans. 9. For the footings supporting Beams B-2 & C-2, two different conditions occur, a 3 story condition and a 2 story condition. The 3 story conditions have F2.5 footings per F-14 of the calculations. The 2 story condition requires an F1.5 type footing. The end of the thickened slab is similar to an F1.5 footing. 10. See revised Detail 4S3.2. 11. The calculations have been revised. No adjustments were required. 12. Per Section 1603.3.1 this engineer used rational analysis to adjust the tributary area slightly to account for location and relative stiffness of the lateral-force-resisting elements. Specifically, the example noted (L-1, Third floor, RMid), the exact tributary area would be 20'. Some area was added to the rear because of its relatively close proximity to RMid, and some went to the front because of its significantly greater stiffness. The other example (L-2,Third floor, CRCen), some tributary area went to C/B because of its relatively close proximity and CRCen is generally in "front" and C/B is generally in the rear of the structure. See revised calculations. 13. a. See revised Section 4/S3.2. b. Added Section 14/S3.2. c. See revised Section 2/S3.2, and note on roof plans "roof sheathing to be continuous under dummy framing, typical". 14. a. See revised Section 3/S3.2. b. See revised Section 2/S3.2. c. Added Section 15/S3.2. 15. See revised end conditions. 16. See revised calculations and plans. 17. See revised calculations and plans. 18. See revised calculations and plans. 19. See revised calculations and plans. 20. See revised calculations and plans. 21. See revised calculations and plans. JAMIESON CONSULTING Consulting Engineering & Project Management 901 KIRKLAND AVE STE 13;1 • KIRKLAND WA 98033 (206)' 803-2581 • FAX (206) 803-3289 • BY • ...DATE - • SHEET NO. • RESPONSE TO BUILDING DEPARTMENT COMMENTS CITY OF TUKVVILA: 97-T-03 PYRAMID POINTE APARTMENTS 22. See revised detail and additional calculations provided. 23. See revised detail and additional calculations provided. . , 24. See revised detail and additional calculations provided. 25. Section cut deleted from plans. 26. This is exactly the same detail as your office uses, the horizontal steel in the wall is indicated on . ' the wall section, see Detail 10/S3.1. 27. See additional details and calculations provided. 28 See revised architectural detail. - - Building B: , Items 1 thru 17 have been addressed in Building A. 18. See revised plans. . • • 19. CLeft: v = 3570 / 20.5 = 174 plf P1-6 OK See revised plans and calculations for holdowns. 20. See revised plans. 21. See revised plans. .. . , 22. See revised plans. 23. See item 21 Building A. Items 24 thru 29 have been addressed in Building A. , . • ■ ' ' • . , '• ' ,.' .. . ■ • ' : : , f$ tiK . ?YriMi fp 901 KIRKLAND AVE STE B-1 • KIRKLAND WA 98033 C JAMIESON CONSULICING . Consulting Engineering & Project Management N 2....,. 4_z (206) 803-2581 • FAX (206) 803-3289 D OF SHEET NO. . ok 7 Fr-ovr F: /4 7„,e ri- z/6e /-/z-- 45' 44 s ( 0 /,zzx/ 33 (4,5 .. 446*/ 5- 7.5(o /A/ z/C08/8.zr ......._ , 21 /44 /Fb v" ( 541/450x/ 3 .--- a = , a7 GIN lr5 alc ; 3 97D1ZY : 77 ' 2 7cory f . p= 5,795 F/15 og e 4E3' 4e5 s 2/4 99 7>eg" ( wa (3) sax 1,35 / r /0 PLF ' JOB NO 962 423. 435 e. 32`bic, gi /Z/5Z /&9 pcF got TOE K/,55//,33 5" PGE CgC01 I /1-= 2-27 /0/7 ( 27' OK 731.Cen ZJ 2153.7 A36d, /bb,C get, ' /Ad 7v a 901 KIRKLAND AVE STE B-1 • KIRKLAND WA 98033 (206)803-2581 • FAX (206) 803-3289 , . ,• „ r',.. ( L ) JOB NO. AMIESON CONSULTING • Consulting Engineering & Project Management Oozy PO 6S OOF FRAMING t A 15 LCC K.I X.* t I-LTE J A Y5 FOR CS 1 t!O 03T1eAp Aylj c614, (L=13') OVER JOIST'S , 15LCtiK.I 1JG 4 Rim JOIST 3 1 1 H CL -141) 11 11 11 11 UNIT 'CR' UNIT 'B' X14021) FOZCE5 FLOOR F4M !tJ(, ER 23/4 x 9 1/2 PSL LEDGER W /(2) 1/2" 0 LAG BOLTS 0 16' O.C. (4) 1/2" 0 LAG BOLTS TO DOUBLE STUD HUC41O TF 1 3/4 x 9 1/2 PSL LEDGER SLOPED W (2) 1/2' 0 LAG BOLTS 0 32" O.C. HU 410 TF 1 314 x 9 1/2 PSL LEDGER W /(2) 1/2" 0 LAG BOLTS ®16 "O.C. / 4x 4 ?r sr W/ E� 44 • II 2 x 8 0 12" O.C. S-2 3 1/2" x 9 1/2" PSL 0' x cn x N HU410 TF S-2 3 1/2" x 9 1/2" PSL 3 Yz x9Yz 7SL 2 x 10 OF LEDGER W /(2) 16d NAILS 0 16" O.C. te- tr x a o) (4) 1/2" 0 LAG BOLTS . TO DOUBLE STUD HU410 TF HU410 TF SLOPE FOR STRINGER (TYP.) 1 3/4 x 9 1/2 PSL LEDGER W /(2) 1/2' 0 LAG BOLTS 0 16" O.C. 2x8016 "0.C. W /U26 EA. END (4) Y2 LAG ept..75 TO - bow OI.E '3TU'D 4x4 PT post /W/Ft44 • JAMIESON CONSULrtNG Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803 -2581 • FAX (206) 803 -3289 7 = 450 (F.1) /,33x 45o 490 A V77E, 45o TA I E ,BZ 415E CLE# 2 ,P,4nl 74-731.E = 3330 44- x , SZ = 2.730 46 /353 A NAME PYRAM/a BY DATE SHEET NO. OF CVowNs I JGI Foe 44-Fie , Sz ;/ 997 oNwev 050o p I coNc e TF EDG- = ± /!oo +tt ccAtegers .cavreol$) m/ro /O/z ; /, 33 x 4 9(a9 x , e a = 5409 # (NA /Ls. cemimol_ W 3�2 �VD S nip l #E'Ar(- F/k 7 - 9540 vf k, ea = 78Z3 Ul / v fz " ' 7) 5TG! " 7:0116- FI i� - 51-5 [. : 9 54o J C JAMIESON CONSUL`.ING Consulting Engineering & Project Management Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803.2581 • FAX (206) 803 -3289 INPUT 35 0.267 6 1.00 0.83 0.50 2.00 Zoo 7tw it/ bi a x (/' d_ v f 4 Q 12'ooe NAME OUTPUT UNITS EFP # /ft3 Cf a w t toe heel H Lf fs fs2 Lf/3 X 2Lf /3 F Fk FS Mot Mr Mu W w1 w2 w3 x2 x3 6.83 3.50 1,938 2,002 1.17 0.96 2.33 1,416 73 1.998 2,759 5,513 3,672 2,876 1540 900 436 2.50 1,00 1.75 ft ft ft ft ft ft ft # / ft2 # /ft2 ft ft ft # - ft # - ft # - ft ft ft ft 40 ,es i A = , /65,4 Q , FCC€ NAME Location of resultant force BY DATE SHEET NO. TYPICAL CANTILEVERED RETAINING WALL w/ 100 psf uniform load COMMENT Equivalent fluid pressure Coef. of friction against sliding (Includes Factor of Safety of 1.5) Height of earth above "base" Wall thickness Footing thickness Length of toe Length of heel Overall height of equivalent fluid Total footing width Soil bearing if X Is In mid 1/3 Soil bearing if X is not in mid 1/3 Total horizontal force Required key force ( key req'd if > 120# ) Net factor against overturning Overturning moment Resisting moment Ultimate moment for concrete design Total weight on footing Soil weight on heel (120 pcf) Weight of wall Weight of footing (e) 4 c otr, - '/ GL2 ��► TY? -; 4e /Zito, @, ---- -- • 4 ,)08 NO • • OF (z) 44 roP EA, FACE LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (LI SEISMIC: V • :1032 W Wr = 2250 SF 6 (15 + 10) psf = 56,250 # W3f = 2200 SF 6 (10 + 15) psf = 55,000 # Dead Loads: W2f = 2200 SF 6 (10 + 15) psf = 55,000 # Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horn. framing) & 15 psf (partition) gvvb therefore: Vr - 5805 # Vr = 7734 # V3f = 5676 # V3f = 7563 # V2f • 5676 # V2f = 7563 # TOTAL 17,157 # 22,859 # WIND: side /side Fr = 220 SF 17.91 psf = 3940 # 260 SF 6 16.20 psf = 4212 # 104 SF 6 15.35 psf = 1596 # Total Roof s /s: Fr • 9749 # Fuf = 156 SF 6 15.35 psf = 2395 # 260SF 14.28 psf = 3713# 52 SF 6 13.22 psf = 687 # Total Third Floor s /s: F3f • 6795 # Fmf = 468 SF © 13.22 psf = 6187 # Total Second Floor s /s: F2f • 6187 # Total s/s • Fr = 220 SF 6 17.91 psf = 3940 # 275 SF 6 16.20 psf = 4455 # 168 SF © 15.35 psf = 2579 # Total Roof fib: Fr • 10974 # Fuf= 112 SF ©15.35 psf = 1719# 280 SF c 14.28 psf = 3998 # 112 SF613.22 psf = 1481 # Total Third Floor fib: F3f = 7198 # Fmf = 504 SF 13.22 psf = 6663 # Total Second Floor f /b: F2f • 6663 # Total f/b • 24,835 SUMMARY: Wind controls all levels. both directions. THIRD FLOOR SHEAR WALLS (C,B) SIDE /SIDE: V = 9749 L(eff) = 45.0 v = 217 plf Wall L(eff) V Section Length shear Type Rear 6 1300 a 8 162 P1 -6 RMid 16 3486 a 10 347 P1-4 Front 23 4983 a 7 221 P1 -6 b 7 221 P1 -6 c_ 8.5 221 P1 -6 TOTAL 45 9,749 22.5 9w , CLeft LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (L) FRONT /BACK: V = 10974 L(eff) = 56.0 v = 196 plf Wall L(eff) V Section Length shear Type CFL 3 588 a 3 98 P1-6 b 3 98 P1-6 6 11 2156 a 6.5 105 P1-6 b 8.5 105 P1-6 c 5.5 105 P1-6 20.5 CRCen 11 2156 a 21.5 100 P1 -6 C/B 9 1764 a 12 73 G1 -7 b 12 73 G1 -7 24 BLCen 11 2156 a 17 127 P1-6 BRight 11 2156 a 36 60 G1 -7 TOTAL 56 10,974 gwb 42 SECOND FLOOR SHEAR WALLS (D,B) SIDE/SIDE: V = 6795 L(eff) = 45.0 v = 151 plf Wall L(eff) V Section Length shear Type gwb Rear 5 2055 a 8 257 P1-4 RMid 7 4523 a 10 452 P1 -3 Mid 21 3171 a 12.5 167 P1 -6 b 6.5 167 P1 -6 19 Front 12 6795 a 3 331 P1-4 b 6 331 P1-4 c 3 331 P1 -4 d 8.5 331 P1 -4 TOTAL 45 16,544 20.5 FRONT /BACK: V = 7198 L(eff) = 56.0 v = 129 plf Wall L(eff) V Section Length shear Type DFL 3 974 a 3 162 P1 -6 b 3 162 P1 -6 6 DLeft 11 3570 a 8.5 255 P1 -4 b 5,5 255 P1 -4 14 DRCen 11 3570 a 21.5 166 P1-6 D/B 9 2921 a 12 122 P1 -6 b 12 122 P1 -6 24 BLCen 11 3570 a 17 210 P1 -6 BRight 11 3570 a 10 198 P1-6 b 8 198 P1 -6 TOTAL 56 18,174 18 gwb C- LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (LI FIRST FLOOR SHEAR WALLS (C,B) SIDE /SIDE: V = 6187 L(eff) = 45.0 v = 137 plf Wall L(eff) V Section Length shear Type Rear 5 2742 a 8 343 P1 -4 RMid 7 5485 a 10 549 P1 -310 Mid 21 6058 a 12.5 319 P1 -4 b 6.5 319 P1 -4 19 Front 12 8445 a 7 375 P1 -3 b 7 375 P1-3 c 8.5 375 P1-3 TOTAL 45 22,731 22.5 FRONT /BACK: V = 6663 L(eff) = 56.0 v = 119 plf Wall L(eff) V Section Length shear Type CFL 3 1331 a 3 222 P1 -6 b 3 222 P1-6 6 CLeft 11 4879 a 6.5 238 P1-4 b 8.5 238 P1 -4 c 5.5 238 P1 -4 20.5 CRCen 11 4879 a 21.5 227 P1 -6 CB 9 3992 a 12 166 P1-6 b 12 166 P1 -6 24 BLCen 11 4879 a 17 287 P1 -4 BRight 11 4879 a 10 271 P1 -4 b 8 271 P1 -4 TOTAL 56 24,838 18 HORIZONTAL DIAPHRAGM SHEARS ROOF DIAPHRAGM Rear: BLOCK roof sheathing to 2' RMid: ADD BLOCKING PANELS, L = 3466 / 230 = 16', (8) panels, see detail B Front: v = 14 x 221 / 22 = 141 plf OK CRCen: SHEATH TRUSS L = 2156 / 230 = 10' See detail A C /B: SHEATH TRUSS L = 1764 / 2 / 230 = 4' (2) places, See detail A BLCen: same as CRCen 3RD FLOOR DIAPHRAGM Note: Sheathing is continuous at all exterior walls RMid: sheathing is continuous Mid: v = 167 plf < 221 plf OK see detail 8/S3.2 D /B: v = 122 plf ADD A35 6 48" o.c. Bright: v = 8 x 198 / 28 = 57 plf < 73 plf OK 2ND FLOOR DIAPHRAGM RMid: sheathing is continuous Mid: v = 319 plf ADD A35 6 16" o.c. C /B: v = 166 plf ADD A35 6 48" o.c. BRight: v = 271 plf ADD A35 6 24 " o.c. LA TERAL ANALYSIS FOR PYRAMID POINTE BLDG I (L) . 1 . ANCHOR BOLTS USE 5 / 8 " 0 Anchor Bolts 5' - 0" o.c. Unless Noted Otherwise (U.N.O. v (II) IN 5 r (1820 + 1980) I 21 ic 1.33 x .82 • 1036# / 5 *20Tplf: ' • ar v 343 plf 5/8" c 32" o.c. Mid: ,v = 319 plf 5/8" 32" o.c. Front: v = 375 plf 5/8" a 32" o.c. BLCen: v =.• 287 plf 5/8" al 32" 0.0. OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (L) END CONDITIONS* WALL L V H Mot wdl Mr Mnet T L I FR R/ BK THIRD FLOOR WALLS (C,B) SIDE /SIDE Rear 8 162 8 10368 170 3645 6723 640 5 5 RMid 10 347 8 27760 330 11055 16705 1671 5A 5A Front 7 221 8 12376 110 1806 10570 1510 1 & 5 3 & 5 7 221 8 12376 110 1806 10570 1510 3 & 5 1 & 5 8.5 221 8 15028 110 2662 12366 1355 5 & PdI 5 & Pdl FRONT /BACK CFL 3 98 8 2352 110 332 2020 673 1 5 3 98 8 2352 110 332 2020 673 5 1 CLeft 6.5 105 8 5460 90 1274 4186 644 Pdi 2 & 4(1) 8.5 105 8 7140 90 2178 4962 584 2 & 4(1) 5 5.5 105 8 4620 90 912 3708 674 5 1 CRCen 21.5 100 8 17200 90 18237 -1037 -48 OK OK CB 12 73 8 7008 90 4342 2666 222 2 2 12 73 8 7008 90 43421 2666 222 2 2 BLCen 17 127 8 17272 90 8713 8559 503 Pdi 5 BRight 36 60 8 17280 90 390741 -21794 -605 OK OK SECOND FLOOR WALLS (D,B) SIDE /SIDE Rear 8 257 8 16448 110 2358 14090 2201 5A 5A RMid 1 10 452 8 36160 110 3685 32475 4919 8 8 Mid 12.5 167 8 16700 120 6281 10419 834 1 5 6.5 167 8 8684 90 1274 7410 1140 2 & 4(2) I 5 Front 3 331 8 7944 140 422 7522 2507 5B 5A 6 331 8 15888 140 2888 13000 2167 5A 5A 3 331 8 7944 140 422 7522 2507 5A 5B 8.5 331 8 22508 120 4604 17904 2106 5A 5A FRONT / BACK DFL 3 162 8 3888 140 422 3466 1828 5A 5A 3 162 8 3888 140 422 3466 1828 5A 5A DLeft 8.5 255 8 17340 90 2178 15162 1784 5A 5A 5.5 255 8 11220 90 912 10308 1874 5A 5A DRCen 21.5 166 8 28552 110 21334 7218 336 1 2 D/B 12 122 8 11712 150 7236 4476 373 2 2 12 1221 8 11712 150 7236 4476 3731 2 2 BLCen 17 210 8 28560 130 12586 15974 940 5 5 BRight 10 198 8 15840 90 3015 12825 1283 5 5 8 198 8 12672 901 1930 10742 1343 5 5 .L•4 OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (L) END CONDITIONS* WALL L V H Mot wdl Mr Mnet T L / FR R / BK THIRD FLOOR WALLS (C,B) SIDE /SIDE Rear 8 162 8 10368 170 3645 6723 640 5 5 RMid 10 347 8 27760 330 11055 16705 16711 5A 5A Front 7 221 8 12376 110 1806 10570 1510 1 & 5 3 & 5 7 221 8 12376 110 1806 10570 1510 3 & 5 1 & 5 8.5 221 8 15028 110 2662 12366 1355 5 & PdI 5 & Pdl FRONT / BACK CFL 3 98 8 2352 110 332 2020 673 1 5 3 98 8 2352 110 332 2020 673 5 1 CLeft 6.5 105 8 5460 90 1274 4186 644 PdI 2 & 4(1) 8.5 105 8 7140 90 2178 4962 584 2 & 4(1) 5 5.5 105 8 4620 90 912 3708 674 5 1 CRCen 21.5 100 8 17200 90 18237 -1037 .48 OK OK CB 12 73 8 7008 90 4342 2666 222 2 2 12 73 8 7008 90 4342 2666 222 2 2 BLCen 17 127 8 17272 90 8713 8559 503 PdI 5 BRight 36 60 8 17280 90 39074 -21794 405 OK OK SECOND FLOOR WALLS (C,B) SIDE /SIDE Rear 8 257 8 16448 110 2358 14090 2201 5A 5A RMid 10 452 8 36160 110 3685 32475 4919 8 8 Mid 12.5 167 8 16700 120 6281 10419 834 1 5 6.5 167 8 8684 90 1274 7410 1140 2 & 4(2) 5 Front 3 331 8 7944 140 422 7522 2507 5B 5A 6 331 8 15888 140 2888 13000 2167 5A 5A 3 331 8 7944 140 422 7522 2507 5A 5B 8.5 331 8 22508 120 4604 17904 2106 5A 5A FRONT /BACK CFL 3 162 8 3888 140 422 3466 1828 5A 5A 3 162 8 3888 140 422 3466 1828 5A 5A CLeft 6.5 174 8 9048 90 1274 7774 1196 5 5 8.5 174 8 11832 90 2178 9654 1720 5A 5A 5.5 174 8 7656 90 912 6744 1900 5A 1 & 5 CRCen 21.5 166 8 28552 110 21334 7218 336 1 2 C/B 12 122 8 11712 150 7236 4476 373 2 2 12 122 8 11712 150 7236 4476 373 2 2 BLCen 17 210 8 28560 130 12586 15974 940 5 5 BRight 10 198 8 15840 90 3015 12825 1283 5 5 8 198 8 126721 90 1930 10742 1343 5 5 • OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (L) END CONDITIONS* WALL L V H Mot wdl Mr Mnet T L / FR R / BK FIRST FLOOR WALLS (C,B) SIDE /SIDE Rear 8 343 8 21952 110 2358 19594 4450 7 7 RMid 10 549 8 43920 110 3685 40235 8943 8A 8A Mid 12.5 319 8 31900 120 6281 25619 2050 7 7 6.5 319 8 16588 90 1274 15314 2356 7 7 Front 7 375 5 13125 90 1477 11648 1664 7 7 . 7 375 5 13125 150 2462 10663 1523 7 7 8.5 375 5 15938 120 2904 13033 3403 7 7 FRONT /BACK CFL 3 222 5 3330 140 422 2908 2797 7 7 3 222 5 3330 140 422 2908 2797 7 7 CLeft 6.5 238 5 7735 130 1840 5895 2103 7 7 8.5 238 5 10115 90 2178 7937 2654 7 7 5.5 238 5 6545 90 912 5633 2898 7 7 CRCen 21.5 227 8 39044 110 17034 22010 552 1 6 C/B 12 166 8 15936 150 7236 8700 725 6 2 & 4(1) 12 166 8 15936 150 7236 8700 725 6 2 & 4(1) BLCen 17 287 8 39032 130 12586 26446 2496 7 7 BRight 10 271 8 21680 90 3015 18665 3150 7 7 8 271 8 17344 90 1930 15414 3270 7 7 *END CONDITIONS Pdl Dead load reaction at end of wall 1 Perpendicular Exterior Wall (min) V = H * 230 # / ft 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # 3 Over / Under openings V = h * 230 # / ft (varies) 4 A 35 Framing Anchors = 450 # each 5 CS 16 Strap = 1353 # 5A MST 48 6 2730 # \ 5B MST 60 6 4092 # 6 HPAHD 22 6 1665 #_ 7 STHD14 6 4160 # (edge) or 5490 # (interior) 8 HD 8A w/ (2) 1 -1/2" studs 6 5300 # 8A HD 10A w/ (1) 3 1/2" Doug -Fir Stud_g 9540 # • s. 11y/ RAbiNat. Nla' aa�ewn.�..wew:..n......«,w.wr.+ . LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (R) SEISMIC: V - .1032 W Wr = 1920 SF Q (15 + 10) psf = 48,000 # Dead Loads: W2f = 2004 SF Q (10 + 15) psf = 50,100 # Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) WIND: side /side RMid Front TOTAL CLCen CRight CFR TOTAL gwb therefore: Vr • Vr = V2f - V2f = TOTAL SUMMARY: Wind SIDE /SIDE: V = Wall L(eff) Rear 5 18 22 FRONT /BACK: V = Wall L(eff) ALeft 9 ARCen 7.5 A/C 9 4954 # 5170 # 10,124 # 210 SFQ15.35 psf = 210 SF ©14.28 psf = 90 SF a 13.22 psf = Total Roof ale: Fr - F2f = 405 SF c 13.22 psf = Total Second Floor s /s: F2f - Fr = 245 SF @ 15.35 psf = 245 SFQ14.28 psf = 102 SF ©13.22psf Total Roof f /b: Fr - F2f = 459 SF Q 13.22 psf = Total Second Floor fib: F2f - controls all levels, both directions. Fr = SECOND FLOOR SHEAR WALLS (A,C) 7412 L(eff) = 45.0 v = V 824 2965 3624 45 7,412 8608 V 1534 1278 1534 11 1875 11 1875 3 511 50.5 8,608 Section a a a b c d Length 7 8 7 3.5 7 7 24.5 L(eff) = 50.5 v = Section Length a 36 a 17 a 12 b 12 24 a 21.5 a 6.5 b 8.5 c 5.5 20.5 a 3 b 3 6 6600 # 6889 # 13,489 # 3224 # 2999 # 1190 # 7412 # 5354 # 5354 # Total sis - 12,766 3761 # 3499 # 1348 # 8608 # 6068 # 6068 # Total fib - 14,676 165 plf shear Type 118 P1-6 371 P1 -3 148 P1 -6 148 P1-6 148 P1 -6 148 P1 -6 170 plf shear Type 43 G1-7 75 P1 -6 64 G1 -7 64 G1 -7 87 P1 -6 91 P1 -6 91 P1 -6 91 P1 -6 85 P1-6 85 P1 -6 gwb gwb 33 49 LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (R1 FIRST FLOOR SHEAR WALLS (A,C) SIDE /SIDE: V = 5354 L(eff) = 45.0 v = 119 Of Wall L(eff) V Section Length shear Type Rear 5 1419 a 7 203 P1 -6 RMid 8 3917 a 8 490 P1 -310 Mid 20 2380 a 12.5 190 P1-6 Front 12 5052 a 7 206 P1 -6 b 3.5 206 P1 -6 c 7 206 P1-6 d 7 206 P1-6 TOTAL 45 12,767 24.5 FRONT /BACK: V = 6068 L(eff) = 50.5 v = 120 plf Wall L(eff) V Section Length shear Type ALeft 9 2615 a 8 145 P1 -6 b 10 145 P1-6 18 ARCen 7.5 2179 a 17 128 P1 -6 A/C 9 2615 a 12 109 P1 -6 b 12 109 P1-6 24 CLCen 11 3197 a 21.5 149 P1 -6 CRight 11 3197 a 6.5 156 P1 -6 b 8.5 156 P1-6 c 5.5 156 P1-6 20.5 CFR 3 871 a 3 145 P1 -6 b 3 145 P1-6 TOTAL 50.5 14,675 6 HORIZONTAL DIAPHRAGM SHEARS ROOF DIAPHRAGM RMid: ADD BLOCKING PANELS, L = 2965 / 230 = 13', (7) panels, See Detail B ALeft: SHEATH TRUSS L = 1534 / 230 = 7' See detail A ARCen: SHEATH TRUSS L = 1278 / 230 = 6' A /C: SHEATH TRUSS L = 1534 / 2 / 230 = 4', (2) places CLCen: SHEATH TRUSS L = 1875 / 230 = 9' 2ND FLOOR DIAPHRAGM Note: sheathing is continuous at all exterior walls Mid: v = 190 plf < 221 plf OK ALeft: v = 10 x 145 / 28 = 52 plf < 73 plf OK A/C: v = 109 plf, ADD A35 48" o.c. ANCHOR BOLTS USE 6 / 8 " O Anchor Bolts 5' - 0" o.c. Unless Noted Otherwise (U.N.O.) v(II)s.5[( 1820 +1980) /2]x1.33x .82 = 1036 #I 5- 207plf RMId: v = 3917 / 24 = 163 plf OK gwb gwb L-7 1z OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (R) END CONDITIONS* WALL I L VI H Mot wdl Mr Mnet T L / FR I R / BK SECOND FLOOR WALLS (A,C) SIDE /SIDE } Rear 71 118 7.5 6195 1141 2791 3404 250 2 2 RMid 81 371 8 23744 221 7075 16669 2084 5A 5A Front 7 148 8 8288 221 5417 2871 410 1 Pdl 3.5 148 8 4144 221 1354 2790 797 3 & Pdl 1 7 148 8 8288 74 1806 6482 926 5 5 7 148 8 8288 74 1806 6482 926 5 5 FRONT / BACK ALeft 36 43 8 12384 60 39074 -26690 -741 OK OK ARCen 17 75 8 10200 60 8713 1487 87 1 2 A/C 12 64 8 6144 60 4342 1802 150 2 2 CLCen 21.5 87 8 14964 60 13937 1027 48 1 2 CRight 6.5 91 8 4732 60 1274 3458 532 PdI 2 & 4(1) 8.5 91 8 6188 60 2178 4010 472 2 & 4(1) 1 5 5.5 91 8 40041 60 912 3092 562 5 5 CFR' 3 85 8 20401 74 332 1708 569 1 5 3 85 8 2040 741 332 1708 569 5 1 FIRST FLOOR WALLS (A,C) I SIDE /SIDE Rear 7 203 8 11368 74 1806 9562 1366 6 6 RMid 8 490 81 31360 74 2358 29002 5709 8 8 Mid 12.5 190 8 19000' 80 6281 12719 1018 6 6 Front 7 206 5 7210 871 2134 5076 725 1 6 3.5 206 5 3605 60 369 3236 9241 6 1 71 206 5 7210 94 2298 4912 1628 6 6 7 206 5 7210 60 1477 5733 1745 6 & Pdl 2 & 6 FRONT / BACK ALeft 8 145 5 5800 60 1930 3870 484 1 2 10 1451 8 11600 60 30151 8585 859 6 1 ARCen 17 128 8 17408 94 13554 3854 227 1 2 A/C 12 109 8 10464 94 6754 37101 309 2 2 CLCen 21.5 149 8 25628 74 17034 8594 400 1 2 CRight 6.5 156 5 5070 87 1840 3230 497 6 2 & 4(1) 8.5 156 5 6630 60 2178 4452 524 2 & 4(1) 6 5.5 156 51 4290F 601 912 3378 614 6 1 CFR 3 145 5 2175 94 422 1753 584 1 6 3 145 51 2175 94 422 1753 584 6 1 1 *END CONDITIONSI 1 PdI Dead load reaction at end of wall 1 Perpendicular Exterior Wall (min) V = H * 230 #7- f t 1 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # 3 Over / Under openings V = h * 230 # / ft (varies) 4 A 35 Framing Anchors = 450 # each _ 5 CS 16 Strap = 1353 # 5A MST 48 a 2730 # 5B MST 60 a 4092 # 6 HPAHD 22 a 1665 # 7 STHD14 a 4160 # (edge) or 5490 # (Interior) 8 HD WA w/ 3 1/2" stud a 7823 # 1 I mg g S ffEdrTH -mu L =Io' ROOF vcAJ UNIT 'CR' 13 CDC, I si6 UNIT 'B' 5U4 D 14 ii?. (2s Ev) I PAID 22 11P (20) K>3■1) UNIT 'AR' PouisiDArriaJ t PLAN Scate 113'a-0' UNIT 'C' reQS x[2'AKA= ear (4) REQ'I, % /1.8- a 32ao• c. • 1F NOTE- L(5E 5 4. 4 6 AwC-ci E FOGS e s -fo"QG u.N.o. • REAIE vas- 3 A_ • P1 3 P1 -3 L UNIT 'CR' A A33e o.c 35e tbb.c. is pi-4 ST17, 14 TIP (ze) latECiT7 UNIT. 'B' r 1 STuv - ADP A35e404 — 010A w 35eltd "o X24 0.G UA L LTDT MATE- l' I}PA u 74P 0 -9) izsca1) 20 7 5i4E Q WALLS BLDG I LEVEL 1 fELEMEREIN5M* Scale !is = r-0 • IS Pl -f, ct.N.o. UNIT 'C 3 m t7 I■T •: ALL 5.xT IO WALLS TV BE Fec►1T V REAR grim 149149 WALL.. 8E cW M iD Msr4e ra WALL 5ELDM( � V UNIT 'DR' a UNIT 'B' ',ALL treLows t pd Z ir UNIT 'ABR' (BARRIER FREE) t 5�{F..AR WI4l.LS B��v I LEVEL 2 UNIT 'C I— &t CS(fo TO WALL BELOW (1)A35 ROTE: ALL E:XTEg(OK WALLS TO SE 11,A1.O. r RN ID cety To WALL Bc.LOW F2CeJT REAR WA ro pro To FaLT U. V J (i)A3'5 __ q CClf To WAu- veccw UNIT 'CR' NOTE= Au. ExTratoe WADS TO BE Pt -(o U. LO cslb To WALL BELOW UNIT 'B' L UNIT 'ABR' (BARRIER FREE) !p - cs (` 70 >u *LL Low 5}}E4T# TL L= 7' 514Witla w M.LS. BLTt& I LEVEL 3 FELEOGREREW / IMWEREEECECEEElakffs"'`''s - UNIT 'C AvD (7) alecrat, ?MELS rag DETAIL Pcr /-00G9 LATERAL ANALYSIS FOR PYRAMID POINTE BLDG II (RI SEISMIC: V - .1032 W ` Wr = 2215 SF a (15 + 10) psf = 55,375 # Dead Loads: W3f = 2311 SF a (10 + 15) psf = 57,775 #. Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) gwb therefore: Vr - 5715 # Vr = 7614 # V3f - 5962 # V3f = 7944 # TOTAL 11,677 # 15,558 # WIND: side /side Fr = 210 SF 15.35 psf = 3224 # 210 SF fp 14.28 psf = 2999 # 90 SF 13.22psf= 1190# Total Roof s /s: Fr is 7412 # F3f = 405 SF 13.22 psf = 5354# Total Second Floors /s: FM II 5354 # Total s/s - Fr= 270SF@ 15.35psf= 4145# 280 SF 14.28 psf = 3998 # 112SF© 13.22 psf = 1481 # Total Roof f /b: Fr - 9624 # F3f = 504 SF 13.22 psf = 6663 # Total Second Floor f /b: F3f = 6663 # Total f/b _ 16,286 SUMMARY: Wind controls both levels, both directions. THIRD FLOOR SHEAR WALLS (B,C) 7412 L(eff) = 45.0 v = 165 plf Wall L(eff) V Section Length shear Type Rear 5 824 a 8 103 P1 -6 RMid 18 2965 a 10 296 P1 -4 Front 22 3624 a 8.5 161 P1 -6 b 7 161 P1 -6 c 7 161 P1 -6 TOTAL 45 7,412. 22.5 SIDE /SIDE: V = FRONT /BACK: V = Wall L(eff) BLeft 11 BRCen 11 B/C 9 CLCen CRight CFR 9624 V 1890 1890 1547 11 1890 11 1890 3 516 TOTAL. 56 9,624 L(eff) = 56.0 v = 172 plf Section Length shear Type a 36 53 G1-7 a 17 111 P1 -6 a 12 64 G1 -7 b 12 64 G1 -7 24 a 21.5 88 P1 -6 a 6.5 92 P1 -6 b 8.5 92 P1-6 c 5.5 92 P1 -6 20.5 a 3 86 P1 -6 b 3 86 P1-6 6 gwb gwb 42 51 TOTAL LATERAL ANALYSIS FOR PYRAMID POINTE BLDG II (RI SECOND FLOOR SHEAR WALLS (B,C) SIDE /SIDE: V = 5354 L(eff) = 45.0 v = 119 plf Wall L(eff) V Section Length shear Type Rear 5 1419 a 8 177 P1-6 RMid 8 3917 a 10 392 P1 -3 Mid 20 2380 a 12.5 190 P1 -6 Front 12 5052 a 8,5 225 P1-6 b 7 225 P1 -6 c 7 225 P1-6 TOTAL 45 12,767 22.5 FRONT /BACK: V = 6663 L(eff) = 56.0 v = 119 plf Wall L(eff) V Section Length shear Type BLeft 11 3199 a 10 178 P1 -6 b 8 178 P1 -6 18 BRCen 11 3199 a 17 188 P1 -6 B/C 9 2618 a 12 109 P1 -6 b 12 109 P1 -6 24 CLCen 11 3199 a 21.5 149 P1 -6 CRight 11 3199 a 6.5 156 P1 -6 b 8.5 156 P1-6 c 5.5 156 P1-6 20.5 CFR 3 873 a 3 145 P1 -6 56 16,286 HORIZONTAL DIAPHRAGM SHEARS b 3 145 P1 -6 6 ROOF DIAPHRAGM RMid: v = ADD BLOCKING PANELS, L = 2965 / 230 = 13', (7) panels, See detail B BLeft: SHEATH TRUSS L = 1890 / 230 = 8' See detail A BRCen: SHEATH TRUSS L = 1890 / 230 = 8' B /C: SHEATH TRUSS L = 1547 / 2 / 230 = 4' (2) places CLCen: same as BRCen 3RD FLOOR DIAPHRAGM Note: sheathing Is continuous at all exterior walls. Mid: v = 190 < 221 plf OK BLeft: v =10 x 178 / 30 = 60 plf OK B /C: v = 109 plf, ADD A35 c 48" o.c. ANCHOR BOLTS USE 5 / 8 " O Anchor Bolts a 5' - 0" o.c. Unless Noted Otherwise (U.N.O.) v (II)a.5[( 1820 +1980) /2]x1.33x .82 =1036#/5 RMid: v = 3917 / 29 = 135 plf OK Front: v = 225 plf 5/8" G 48" o.c. gwb gwb OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG II (R) 1 END CONDITIONS* WALL L VI H Mot wdlI Mr Mnetl T L I FR I R 1 BK THIRD FLOOR WALLS (B,C) SIDE /SIDE Rear 8 103 7.5 61801 114 3645 2535 317 2 2 RMid 10 296 8 23680 201 10050 13630 1363 5 & Pdl 5 & Pdl Front 8.5 161 8 10948 201 7261 3687 198 Pdl Pdl 7 161 8 9016 74 1806 7210 1030 5 5 7 161 8 9016 74 1806 7210 1030 5 5 FRONT /BACK BLeft 36 53 8 15264 60 39074 -23810 -661 OK OK BRCen 17 111 8 15096 60 8713 6383 375 Pdl 2 B/C 12 64 8 6144 60 4342 1802 150 2 2 CLCen 21.5 88 8 15136 60 13937 1199 56 1 2 CRight 6.5 92 8 4784 60 1274 3510 540 ' Pdl 2 & 4(1) 8.5 92 8 6256 60 2178 4078 480 2 & 4(1) 5 5.5 92 8 4048 60 912 3136 570 5 5 CFR 3 86 8 2064 74 332 1732 577 1 5 3 86 8 2064 74 332 1732 577 5 1 SECOND FLOOR WALLS (B,C) SIDE /SIDE Rear 8 177 8 11328 74 2358 8970 11211 6 6 RMid 10 392 8 31360 74 3685 27675 2768 7 7 Mid 12.5 190 8 19000 80 6281 12719 1018 6 6 Front 8.5 225 6 11475 80 2904 8571 772 6 6 7 225 6 9450 94 2298 7152 1022 6 6 7 225 6 9450 60 1477 7973 1139 6 6 FRONT /BACK BLeft 10 178 8 14240 60 3015 11225 11231 6 6 8 178 8 11392 60 1930 9462 1183 6 6 BRCen 17 188 8 25568 101 14522 11046 650 6 6 B/C 12 109 8 10464 101 7236 3228 269 2 2 CLCen 21.5 149 8 25628 74 17034 8594 400 1 2 CRight 6.5 156 6 6084 87 1840 4244 653 6 2 & 4(1) 8.5 156 6 7956 60 2178 5778 680 2 & 4(1) 6 5.5 156 6 5148 60 912 4236 770 6 6 CFR 3 145 6 26101 94 422 2188 729 1 6 3 145 6 2610 94 422 21881 729 6 1 *END CONDITIONS Pdl Dead load reaction at end of wall 1 Perpendicular Exterior Wall (min) V = H * 230 # / ft 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # 3 Over / Under openings V = h * 230 # / ft (varies) 4 A 35 Framing Anchors = 450 # each 5 CS 16 Strap = 1353 # 5A MST 48 0 2730 # 5B MST 60 a 4092 # 6 HPAHD 22 c 1665 # 7 STHD14 @ 4160 # (edge) or 5490 # (interior) •■■ , • ", '• . „ ' • • • •;:;:tomiiijoastittauthe.:uivn....— UNIT 'BR' soon; - nuns L.=8' 13 LI,G (R) ROOF PLAN ab, fATh neuss Lz4' EA . 'Wes Lj UNIT 'C' Atv (7)13tece.i06 r4NELs raiz. MAIL b s#EAtT4 "rp-tig L.= S EA. 'FLA= L1X7 31, (R) N CS(lo TO VJA,LL tsELOW LEVEL 3 FLOM PLAN' cst40 11) WA-..L 154..ovir v 14 i k RENE 1 Cslio WALL OMAN jti.)A35 L 1 (1) Ass PRCAT Om.: Al L OXTEZIole WA WA 70 yr P1-4 MID UNIT 'BR' • t NPAE4i7 22 TYR. (22) RE:Citi 1 t5 pu 3 • UNIT 'C' 1 \6741)14 'rip �z) REC'il D 14H5 PLAu L 11 131.1X. dr* L.VEL 2 F1.00P PL.A4 w LE7 REAR 17 •.. 1s RMtfl ti-)A55 M ID .(9 - 3 Ve 04 e• e 49"o .c. aiDcv =Oa) 91)41:114: i 1P• I6 a ,t.t415"ac. 14PA PP za ur U% 5 4 ° 0 AAILNOR eOf.TS 5t-0"O.C, U. FOUfflDATIOiJ 'MAW 0 • JAMIESON CONSULTING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803 -2581 • FAX (206) 803 -3289 7 (/ t W/S 6U1O.C. `SETA ( L A VaT #T k ? BY DATE SHEET NO. V AIL 13 o 1 3 w /ed e, 6' C. 2..x4 rpmkAles oFrruss lode ( c. �, rz Mu— TOP parE U K T H ARCHITECTS 13400 Northup Way East, Suite 23 Bellevue, WA 98005 Tel: (425) 401 -6828 Fax: (425) 401 -0630 June 6 24, 1997 Ken Nelson Plans Examiner Building Division Department of Community Development City of Tukwila Suite 100 6300 Southcenter Boulevard Tukwila, WA 98188 Re: Project Name: Application No.: Dear Ken Nelsen: C0497_18.doc RECEIVED CITY Off`TUKWILA JUN' 1 01997 PERMIT. CENTER tfc Pyramid Pointe Apts., building "A" & `B" permit application D97 -0068 & D97 -0069 Below are our responses to the Building Division's non - structural comments for the above named project. 1) Building "A" and "B" by U.B.C. definition are considered three story buildings and therefor must be provided with an additional exit for the third floor level as required by U.B.C. Section 1003.1. This Exit must comply with U.B.C. Section 1006 and if applicable Section 1009. (Note, check with the Planning Division regarding exterior changes to building design). We have adjusted the floor levels and finish grading surrounding the buildings so as to have both of the buildings 1 story tits/ basement on % of the building and 2 story w/ basement on the other half See civil plans for grading, building section A /A6.1 & building section A /A6.3 for grading notes, Project Data /A0.1, and attached calculations. The second story portions only need 1 exit per 1003.1 Exception 1 [ the units have an occupancy load of 4 (992 sq f / 300 sq ft per occupant) and 3 (850 sq ft / 300 sqf per occupant)) and per 1003.1 Exception 2 l2 dwelling units total occupancy load on to 1 stair (1 +3 =7 < 10)J. 2) The "Project Data" notes on sheet A0.1, designates the building construction type as V -N. U.B.C. Section 310.2.2 requires R -1 occupancies more than two stories or greater than 3,000 square feet over the first floor to be one -hour fire- resistive construction throughout. Provide appropriate revisions and notes referencing general one -hour construction requirements. Type V -N is the correct construction type. 1 -hr fire resistance throughout (Type 1 -11r) is not necessary per Section 310.2.2 [the buildings are less than or equal to 2 stories in height and the above the 1" floor square fo is less than 3,000 sq ft (Bldg. 1 — 2,132 sq fl and Bldg 11 = 2,131 sq fin as long as the walls & floor separating the units and other units and the stairway are of 1 -hr construction. Section 601.5.2.2 112 allows combustible framing with non- combustible materials to be used. See building sections for floor /ceiling and wall construction call -outs. 3) Provide additional specific specifications and plan details requirements for U.B.0 Sections 709 (wall • membrane penetrations), 710 (floor- ceiling or roof - ceiling penetrations), and 711 (shaft enclosure) of plumbing pipes, wiring, and ducts. These details are generated by the Bidder- Design Contractor who shall provide the details as necessary for the building department's approval. Note #13 has been revised to General Notes / A0.1. Regarding one -hour construction, provide a listed 1-HR rated wall assembly compatible with the proposed Vinyl siding materials. The exterior walls of Type V-N construction need not be 1 -Hr construction. 5) For the use of Vinyl siding at exit stairs, provide documentation of the vinyl materials flame spread class complying with U.B.C. Section 804 and table 8 -B. The siding in the stairways shall be Hardiplank noncombustible fiber cement siding. Call outs provided on stairway plan A2.1, building front elevations A5.1 & A5.2, building section B /A6.2, and building section B /A6.4. 6) Under "General Notes" on sheet A0.1, revise number 15 to read "City of Tukwila ". Revised. 7) Provide reference and/or plan revisions for three - fourths -hour fire- protection rating of openings below and within 10 feet on the three story exit stairways per U.B.C. Section. 1006.11. Example, on sheet A3.1 note 1) lists, "typical entry doors as 20 minute rated ", the 20 minute rating may only apply to two story stairways. Note # 1 /A3.1 has been revised to call out 45 min rating. Note #E General Door Notes /A0.1 has been added. 8) Related to item 7 above, provide the door schedule noted on sheet A0.1 door note "C ", include exterior doors. Also key specific doors on unit floor plans and include STC sound rating per U.B.C. Appendix Section 1208.8. Interior schedules with door & hardware selections are an Contractor provided item. Note #E. General Door Notes /A 0.1 has been added calling out a STC rating of 26 or greater for the unit entry doors. 9) Provide details and specifications for stair landings conforming with U.B.C. Section 1006 general. Include handrail details per U.B.C. 1006.9. Plan it 1 /A2.1 has been revised to include stair, railing, and guardrail call -outs. CO497 18.doc 2 10) Provide an additional note reference and plan details for wall, ceiling, and floor sound rating class 50 (SCT) requirements per U.B.C. Appendix Section 1208. Also include the specific requirements for penetrations and opening in construction for plumbing, electrical, heating, etc. per Section 1208.8. See attached test report for the floor /ceiling rating. See UL -U305 . test report for party wall rating. Note # 18 General Notes /A0.1 has been added to have contractor provide details for building department's review and approval. 11) The first paragraph on Sheet A0.1 under Energy Compliance states, "The buildings meets WSEC Chapter 4, (see attached Wattsun program). The Wattsun program has not been submitted, regardless Wattsun programs do not comply with. Chapter 4 rather they are related to Chapter 5, please clarify. First paragraph of Energy Compliance /A0.1 has been revised accordingly. 12) Additional to Item 11 above, a prescriptive Energy Code form was submitted identify that use of Chapter 6 option II. This is acceptable however, U -value .43 windows are required for this option while the plans and separate window schedule calls out Milgard series 5000 with a U -value of only U 0.49. Clarify and correct these window requirements. Note #A of General Window Notes /A0.1 and the second paragraph of Energy Compliance /A 0.1 has been revised calling out Milgard clear /air LoE glazing windows and max. U -Value of 0.13 for all glazing. Note #D of General Door Notes /A 0.1 has been added for door glazing. 13) Provide additional general notes regarding plumbing fixtures Water Conservation standards complying . with WAC Chapter 51 -26. Sincerely, K T H ARCHITECT Note #17 of General Notes /A0.1 has been added. John Hayes Larson Project Manager attachments Building perimeter calculations. Floor system STC test report. 4 complete sets of revised architectural drawings for each building. C0497 18.doc 3 /. ,. +� EY,CB,. PAM= 117,36 r IE=17 (24 "RCP i r +) ` 5 ' IC- 173.46 8 " RCP E) r-- IE -1 7 1;86 (12 "It it =''i'l.irC' 16(7 s1 ° 4{ I .7 , 50 t :;■: ya RiM- 1 i -11a 10 ii ° RCP N1 8`RCP w) 171.7 172.1 SD 14; 161.; 171.5 168.3 CSDY . • 171.5 �. 161 -/_ ( • i i,t1 `i r te- ? 6BJi \- 115 U 6" PVC SO . y `aD ;3.5"; (1,11N) ,,,, . SS CO. 1 �'G f ; t. ' -d,,� _ -- 155.5 • 1: :'r 044 /I elev41 `oh /5 1.0, 7 . c.u/Gwl'fti P l Po; hie. 9 t'fo3 MAX &' -DL- , , L 8LOh - 161 7 w-754 4 ' .. ►� 1/k h4A•oi. L'IThiN S oP 13404 34 LF 12" PVC 1.4Z 1 ! 1 157.6 iSS CO -� 157 IJf.Q 1 11 ry "\157.4 156 SS N _..:_ L o f't'.::.5 /o ; $� O ._.._ : :: ,1 ._ : _ _ . __:_:._._. :Pe';-yeffe� Icwbrt_4s _ _ .: 1 1____ 4 ii__.._ _.. _.__ :. _I o : - . _ °5 _! _ w 6_ _ ...G . �_t 1 _____. o __._. :___ - _ _.. -- 8 _._ - _ ._._ : 6 - _._.... _...... _ ___: _...:_. _: to 7 • " • ." 9 RoPfre tdf›-- epo . 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TJle Floor /Ceiling Assembly Plus A Layer of 19.5 mm (3/4 in. Thick Gyp -Cret CONDUCTED: 9 July 1981 50 Sound Transmission Loss Test TL 81 -106 Page 1 of 3 TEST METHOD: Unless otherwise designated, the measurements reported below were made with all facilities and procedures' in explicit con- formity with the American Society for Testing and Materials Designa- tions E 90-75 and E413 -73, as well as other pertinent standards. DESCRIPTION OF THE SPECIMEN: The test specimen was a floor /ceiling, assembly designated by the manufacturer as a 0.24 m (9 -1/2 in,) TJIU systew combined with a surface layer of 19,5 mm (3/4 in.) 'thick Gyp - Crete The entire specimen was constructed directly in the labora- tory 6.1 m (20 ft) by 4.26 m (14 ft) test opening and sealed on the periphery (both sides) with a dense mastic. The specimens construc- ti on was as follows: the 0.24 m (9 -1/2 in.) deep, TJZ'& /25 joists were °' cut to 4.26 m (14 ft) lengths and placed upon wood pl at 0.61 in (24 in.) centers. Between the joists at each end, TJ /25 sections -were sized and placed on the plates as end bridging (cros's- bracing) Both the TJ] /25 joists and the bridge sections were nailed to the plates with 16d common nails. The sub -floor consisted of 18.25 mm 23 32 in.) tongue and groove_plsrwood. This plywood was nailed to the joists wit 8d common nails spaced on 0.3 m (12 in.) centers. The plywood was also glued at the seams and to the joists, The ceiling portion consisted of RC -1 channels that spanned the entire 6.1 m (20 ft) length and were spaced across the TJI• ) joists on 0.41 m (16 in,) centers. These channels were fastened directly,to each joist with 31.8 mm (1 -1/4 in.) long type S drywall screws. . Double channels were used at the gypsum board butt joint locations. The first layer of 12.7 mm (j2 in.) thick USG Firecode C gypsum board was fastened to the channels with 25.4 mm (1 in.) long type S drywall screws. These screws were placed on 0.2 m (8 in.) centers at the butt joints and on 0,3 m (12 in.) centers at all intermediate locations. A second layer of, previously described gypsum board was then applied, but off set - by nominally 0.41 m (16 in.) with the first layer, This second layer was fastened with 41.3 mm (1 -5/8 in.) long type S drywall screws which also were spaced on 0.2 m (8 in.) 'centers at the butt joints and 0.3 m (12 in.) centers at all intermediate locations, All seams of the second gypsum board layer were taped and sealed with drywall joint compound and the screw heads finished in the required manner. The floor surface portion of this assembly consisted of a single layer of Trus Joist Corporation 9 July 1981 r RESULTS OF MEASUREMENTS: Sound transmission loss values are tabulated co at the eighteen standard frequencies. An explanation'-o -f the sound transmission class rating, a graphic presentation of the data, and additional information appear on the following page. CD 0 0 0 CD 0 CD C FREQUENCY, o c o � �a CD CD o o tai o 0 0 c Hertz (cps) .--+ I-+ I-1 N N re) to .o CO ,- I N N c7 .7 to DESCRIPTION OF THE SPECIMEN (con't) 106 pcf, nominally 19.5 mm (3/4 in.) thick, Gyp - Crete This was adhered to the plywood with a bonding agent, There was a 6.35 mm (1/4 in.) thick by 19.5•mm (3/4 in.) wide strip of closed cell foam placed around the entire periphery of the Gyp - Crete) layer which provided floor /wall isolation. The test specimens weight distribu- tion was as follows: the plywood weighed 258 kgs (568.4 lbs), the gypboard 460 kgs (1015 lbs), plates 38.1 kgs (84 lbs),,joists 229 kgs (506 lbs), RG-1 channels 22.7 kgs (50 lbs), screws and nails 1.8 kgs (4 lbs) and the Gyp -Cretd 843 kgs (1858 lbs). The entire test specimen weighed nominally 1852 kgs (4085 lbs), an average of 71.8 kgs /m (14.6 lbsLft The transmission area, S, used in the calculations was 26 m (280 .ft 4 ). The floor surface was allowed to cure for a minimum of 28 days before the measurements were re- corded TRANSMISSION to N LOSS,dB In DEFICIENCIES SOUND TRANSMISSION CLASS 58 Re-'s�ectfully su.0 itted, en H. Shi , P.E. eg. Prof. E gr. Ill. x;62 -23539 Los Angeles Reg. #24206 c'1 .o Co co to to to tr, in c", N v-I N �7 - TL 81 -106 Page 2 of 3 cp N N- QT -1" In tr) .D .D .0 .D n N 40 30 20 3 100 2 1000 2 . FREQUENCY, HERTZ (CYCLES PER SECOND) 3 1 10000 PAGE 3 OF 3 , TL 81--106:THIS PAGE ALONE IS NOT A COMPLET.E REPORT THE SOUND TRANSMISSION LOSS OF THE TESTED SPECIMEN IS SHOWN BY THE CURVED LINE IN THE ABOVE GRAPH. THE BROKEN LINE IS THE LIMITING SOUND TRANSMISSION CLASS CONTOUR. THE GRAPH WAS i'REPARED ON CODEX PAPER NO. 31, 462. THE THEORETICAL TRANSMISSION OF THAT LIMP MASS HAVING THE SAME WEIGHT PER SQUARE FOOT AS THE SPECIMEN CAN BE LOCATED BY DRAWING A STRAIGHT LINE BETWEEN THE TWO SLASH MARKS ON THE EDGES OF THE GRID. THIS WAS DERIVED FROM THE EQUATION: TL = 20 LOG W + 20 LOG F - 33, WHERE W IS WEIGHT IN POUNDS PER SQUARE FOOT, AND F IS FREQUENCY IN HERTZ (CYCLES PER SECOND). 1 ! e 7i3 -J00 .,00- 173 -1111 __ 0- X13 -CD- 300 - 30 - 0:e - 100 -175 4 O -7U0- 710- -100 40 30 20 3 100 2 1000 2 . FREQUENCY, HERTZ (CYCLES PER SECOND) 3 1 10000 PAGE 3 OF 3 , TL 81--106:THIS PAGE ALONE IS NOT A COMPLET.E REPORT THE SOUND TRANSMISSION LOSS OF THE TESTED SPECIMEN IS SHOWN BY THE CURVED LINE IN THE ABOVE GRAPH. THE BROKEN LINE IS THE LIMITING SOUND TRANSMISSION CLASS CONTOUR. THE GRAPH WAS i'REPARED ON CODEX PAPER NO. 31, 462. THE THEORETICAL TRANSMISSION OF THAT LIMP MASS HAVING THE SAME WEIGHT PER SQUARE FOOT AS THE SPECIMEN CAN BE LOCATED BY DRAWING A STRAIGHT LINE BETWEEN THE TWO SLASH MARKS ON THE EDGES OF THE GRID. THIS WAS DERIVED FROM THE EQUATION: TL = 20 LOG W + 20 LOG F - 33, WHERE W IS WEIGHT IN POUNDS PER SQUARE FOOT, AND F IS FREQUENCY IN HERTZ (CYCLES PER SECOND). 0B -28 -1997 01 :55PM l ,e �otech Consultants GEOTECH CONSULTANTS, INC. Memo Ta John Larson Company' KTH Architects Address: Inc TO 77OO&'( Eli JNr 95062 Fume Mat R, McGinnis Dates June 8, 1997 /AX: (425) 401-0630 Y Plum= (425)401 -8828 Stability of 8io •Swale Slopes !� e ' . -- Pyramki Pointe Apts. ci LJ Tukwila, Washington cc; &d 144 060% - 1.oarie bare 3`/3- 56 ?1 /irwj 1� W 13256 NE 20` Street, Suit Bellevue, WA 98005 (206) 747 -5618 FAX 74 3286909 P.01 0 z x If 4.. 0 a . We have been provided with the plans developed by Couglin, Porter, Lundeen for the proposed biofiltrion swale to be constructed for the project. These plans indicate that the swale will be located no closer than 15 feet to the crest of the steep slope on the eastern portion of the property. The detail for the swale indicates that an impervious geofabric (Mirafi MCF 1212) will be installed 12 inches below the bio-swale. It appears that up to approximately 3 feet of fill will be necessary at the southwestern, downslope, end of the bio- swale. Our test pits indicate that there could be some loose fill in the vicinity of the proposed fill berm. It is our professional opinion that there is a low potential for the proposed bio-swale adversely affecting the stability of the steep south slope. The liner will prevent the swale from introducing water into the underlying soil. The small amount of fill necessary to create the downslope berm will not surcharge the slope, which is relatively far away. We have the following recommendations to improve the berm's performance: • Remove loose or unsuitable extisting fill before starting fill placement for the bio- swale, • Use silty, fine-grained sand, such as the on -site soil, to create the fill berms. This reduces the potential for water seeping laterally through the berm. • Compact the NI to 95 percent of the maximum Modified Proctor (ASTM D- 1557). This will require additional effort, and the fill cannot be overly -moist to achieve this level of compaction. Very silty soils may require that a sheepsfoot (kneading) roller be used. Fill lifts should be no more than 12 inches in thickness. • Pour waste concrete to form a collar around the outflow pipe upstream of SD1. This reduces the potential for water to seep along the pipe's trenchline. TOTAL P.01 PERMIT CENTER • , • 14:it June 6, 1997 , . • K T H ARCHI Ts 13400 Northup Way East, Suite 23. Bellevue, WA 98005 Tel: (425) 401-6828 Fax: (425) 401-0630 Kelcie J. Peterson Permit Coordinator Building Division 2 ` Department of Community Development City of Tukwila Suite • 6300 Southcenter Boulevard Tu la, WA 98188 Re: Correction letter #1 Development Permit application Number D97-0069 Pyramid Pointe Apts.- Building B 15304 57 Av S Dear Kelcie J. Peterson: Enclosed please find the consolidated response to the various departments' correction requests for the above named project as outlined in your March 31, 1997 letter to Charlie Laboda of Daily Homes, Inc. 4 complete sets of revised drawings. Building Division's (Ken Nelsen's, Plan Examiner, 3/26/97 letter) non structural conunents by KTH Architects. Robert Fossatti Associates' (Crystal Kolke" 4/2/97 letter to Duane Griffin, City of Tukwila) structural comments by Jamieson Consulting with caculations, Public Works Department's (Joanna Spencer's 3,27,97 letter) conunents by Coughlin Porter Lundeen with letter from Geotech Consultants, Inc (Marc McGinnis's 6/6/97 letter)regarding the stability of the bioswale and with redlined set of original submittal's civil drawings (Redlined set is included in Building A's resubmittal package).. Sincerely, KTI-1 ARCHITECT 244 John Hayes Larson Project Manager • attachments C0497_33.doc 4 complete sets of revised drawings Revision submittal sheet KTH Architecture's response letter Jamieson Consulting's response letter WI structural caculations Coughlin Porter Lundeen's response letter w/ Geotech's 6/6/97 letter w/ redlined set of original submittal's civil drawings (redline drawings included in Building A package) it, .�., ...�,.. , ...r..r �o.... Po , ...::: 21" r';:], t. ir: 5'✓!'! ?iYEii !i;iltil k:.�i�h`;.'Lt'u4;.'k.Y CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 ,: !.'iSi:'.£;k:s:A!ak! ::\?it:t JN4Y?';L•C ",- ttlrri:I :�1kF. ifs °tt,:ov 7f'.t;4fg4mo,. REVISION SUBMITTAL DATE: /jay /TV' PLAN CHECK/PERMIT NUMBER: bc17'0660 9 PROJECT NAME: Plept(l,0 PO t Te. &L 7 PROJECT ADDRESS: S // S IS 5 L CONTACT PERSON: Th40I tlAyes L p- on PHONE: (0106J 6'I / S3.0 REVISION SUMMARY: • Revi I4 -ro 04 ;104' ! / -',,t ,Bldg: Co 441 ( t1'i Het sem's 5/2x4 / ci'i. - 1. • /1 t5 pduse - r? fi-tf '- �lll�1 f .el7rr, / 4t - rt.7 b'/d' n k1,/h a /1 4 ' 6 ' e . t 1 I/L /y 1-e-re.. J , Planning Fire Public, Works RECEIVED CITY OF TUKWILA JUN 1 01997 PERMIT CENTER QTv 1 " L) P htk_ UJa,'fi rbqii4h 5 3127(9'7 co it 01 0415 L/ 5 ?Zs SHEET NUMBER(S) kit ���4, ?«Ik --� � / ,k/ L i ✓: I / /5- /l 5T'teiq�y / / /J' // "Cloud" or highlight all areas of revisions and date revisions. la a alSC-C ¢ p�+'H�— 5it./v SUBMITTED TO: CITY USE ONLY 3/19/96 • General CONSUITING ENGINEERS April 2, 1997 Dear Mr. Griffin: F() 1TrTI A S S O C I A T E S Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A I'ROFESSIONAI. SERVICES CORPORATION 2030 FIRST AVCNUE SUI'T'E 203 ShAPI'Id4, H'ASI IINGTON 90121 '1'EI,EI') (206) 256.11103 MN: (200)250 -0197 RECEIVED APR 0 3 1997 COMMUNITY DEVELOPMENT Regarding: 97 -T -04 (Pyramid Pointe Apartments - Building B) RFA #97102 -04 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. The Structural Notes should indicate that welding will be performed by WABO certified welders. 2. The premanufactured trusses would be considered a deferred submittal, as defined in UBC Section 106.3.4.2. A note should be provided stating that the architect or Engineer of Record will review the deferred submittal and forward it to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. 3. A note should be provided in the Structural Notes instructing the truss manufacturer to consider the effects of eccentric loading in the design of heel joints for trusses spanning more than 35 feet. Refer to UBC Section 2343.3. Additionally, the design loads in the Structural Notes should be clarified to indicate the live, dead, and uplift forces to be used for design. 4. The Structural Notes should call out the intended species and grade of sawn lumber beams and headers to coordinate with the calculations. 5, We do not find Section 11 /S3.1 cut in plan. Refer to page W -3 of the calculations. If this retaining wall cannot deflect at the top per the parameters outlined on page 9 of the geotechnical report, a uniform lateral pressure of 100 psf should be added to the active equivalent fluid pressure. Calculations should re- evaluate this condition. t 4, ^ tiih - h Vertical Lateral April 2, 1997 Pyramid Pointe Apartments - Building B Page Two 6. Exterior wall studs should be evaluated considering combined stresses from vertical and lateral loading conditions. Refer to UBC Section 2308 and page F -14 of the calculations. Also, the Engineer of Record should clarify where wall stud sizes are called out on the drawings. 7. At Unit C, the (2) Td1's at the Front Bedroom bear on the corner of the closet. The Foundation Plan does not show foundation support at this location and should be revised accordingly. Refer to Sheet S2.1. 8. At Units B and C, the foundation supports at Beams B -2 and C -2 require adequate footing sizes. Refer to page F -14 of the calculations. We are concerned with the reaction on the end of the continuous wall footing. Additional calculations should be provided that verify structural adequacy. Refer to Sheet S2.1. 9. Roof trusses should be supported laterally at points of bearing by solid blocking to prevent rotation and lateral displacement per UBC Section 2326.12.8. Refer to Section 4/S3.2. 10. Since both plywood and GWB shear walls are being used to resist shear forces, an R=6 should be utilized for the entire lateral design for the accommodation of seismic forces. While this requirement does not appear that it will significantly effect the design since wind forces are critical, we have listed this comment for your information. The Engineer of Record should respond to this issue by verifying that this Code requirement has been considered. The Design Criteria in the calculations should be revised accordingly. Refer to UBC Section 1628.3.4 and Table 16 -N. 11. The tributary area applied to shear walls should be re- evaluated by the Engineer of Record. Two specific examples follow, however, all similar conditions should be reconsidered and all effected details and connections revised, as necessary: a) Page L -13 of the calculations attributes only 15 feet of Side /Side shear force [L(etf)] to the Third Floor RMid shear walls. The tributary area that should apply would be half the distance to the Rear wall and half the distance to the Front wall. The Engineer of Record should re- evaluate this condition at all floor levels. b) Page L -13 of the calculations attributes only 11 feet of Front/Back shear force [L(ett)] to the Third Floor BRCen shear wall. The tributary area that should apply would be half the distance to the BLeft wall and half the distance to the B/C wall. The Engineer of Record should re- evaluate this condition at all floor levels. • April 2, 1997 Pyramid Pointe Apartments - Building B Page Three 12. For Side /Side lateral forces, an adequate load path should be provided at the roof as follows: a) At the Rear shear wall where Section 4/S3.2 is cut, solid blocking with adequate nailing connections should be provided. b) At the RMid shear walls, a section cut should be provided at the roof to show how lateral forces are transferred into the wall below. A typical method for transferring lateral forces at the roof, where trusses run perpendicular to the wall below, is to provide diagonal bracing, with detailed connections, adequate for the applied forces. c) The two 7' Front shear walls occur at the low gabled roof. Since these walls are intended to receive tributary roof forces, considering the upper roof area, then an adequate load path should be provided from the upper roof to the shear walls at this lower roof. 13. For Front/Back lateral forces, an adequate load path should be provided at the roof as follows: a) At the CFL and CFR shear walls where Section 3/S3.2 is cut, solid blocking with adequate nailing connections should be provided. b) Where Section 2/S3.2 is cut at CLeft and CRight walls, shear wall nailing into a double top plate should be provided. c) At the shear walls each side of the stairs and at the adjacent party walls (for example, see walls CRCen, C/B, and BLeft at the left side of Building II), a section cut should be provided at the roof to show how lateral forces are transferred into these walls below. Common methods of accommodating these forces are: 1) to sheath the trusses to transfer lateral loads to the top plate of the wall or 2) to provide the lateral shear values on the drawings at each location for the truss manufacturer's design information. 14. When relying on dead load to resist overturning forces, UBC Section 1619.1 requires that the overturning moment not exceed two thirds of the dead - load - resisting moment. We are concerned at locations where a considerable portion of the dead load is being assumed to resist overturning forces. A few examples follow, however, all similar conditions should be evaluated: a) Refer to the Second Floor Front Walls, page L -4 of the calculations. Here, the CS 16 strap is being used along with the roof and wall dead loads. The Engineer of Record should submit calculations verifying adequacy of this and other similar conditions. b) The 6.5' Mid wall at the First Floor, page L -5 of the calculations, utilizes attachments via nailing and clips to resist overturning forces. Not only should the dead load be • April 2, 1997 Pyramid Pointe Apartments - Building B Page Four r reduced as noted above, but attachments should be reduced as applicable for Hem -Fir framing. Calculations should evaluate adequacy. 15. The First Floor RMid Walls on page L -5 of the calculations have overturning forces that exceed the capacity of the HD8A Holdowns. Also, the Engineer of Record should evaluate the adequacy of the foundation to resist the concentrated uplift forces. 16. Page L -5 of the calculations calls out the holdown requirements at the First Floor walls for forces in the Front/Back direction. These holdowns, typically, are not called out on the plan, Sheet S2.2. 17. The anchor bolt spacing called out on the drawings, Sheet S2.1, should be re- evaluated for adequacy at the following locations - refer to page L -11 of the calculations: a) The Type P1-4 shear walls along CLeft (3 locations) and BRight (2 locations). b) The Type P1 -310 shear walls along RMid (2 locations). c) The Type P1 -3 shear walls along Front (3 locations). 18. The Second Floor Mid Shear Wall should be called out as a Type P1 -6 on Sheet S2.3. Refer to page L -14 of the calculations. Also, the holdowns noted on page L -15 of the calculations should be called out on the drawings. 19. The CLeft shear walls need to be called out as Type P1-4 walls on Sheet S2.3. Refer to page L -2 of the calculations. 20. The ten -foot BLeft shear wall at the Second Floor should be called out as a Type P1 -6 wall per page L -14 of the calculations. Sheet S2.3 incorrectly calls for a wall Type G1 -7. 21. We question the adequacy of the holdown strength of the perpendicular wall at the 7' portion of the Second Floor Front wall where no holdown is called out on Sheet S2.3. The Engineer of Record should submit calculations to verify adequacy. 22. The Engineer of Record should clarify why holdowns are not called out on Sheet S2.3 at the Second Floor for shear walls BLeft, CRight, and CFR, as called for on page L -15 of the calculations. Supporting calculations should be submitted. 23. The Engineer of Record should indicate how chord forces are resolved. We are concerned with the provision of chord elements at the rear of the building for forces in the Front/Back direction and at the entry off the stair for forces in the Side /Side direction since the floor layout jogs at the center of the diaphragm where the chord force would be the highest. April 2, 1997 Pyramid Pointe Apartments - Building B Page Five 24. Section 1/S3.2; there is no load path for lateral forces between the eave blocking and the shear wall below. This section should be revised to accommodate the most critical condition. 25. Section 8/S3.2 is cut typically at interior shear walls running parallel to floor joists. The adequacy of shear transfer is relatively low, considering the average shear value at typical walls. The Engineer of Record should submit calculations evaluating this section for critical forces to show adequacy. 26. Section 9/S3.2 is cut typically at party /shear walls. The adequacy of shear transfer is relatively low, considering the average shear value at typical walls. The Engineer of Record should submit calculations evaluating this section for critical forces to show adequacy. 27. It is not clear where Section 10/S3.2 is cut in plan. The load path for lateral forces should be clarified and the Engineer of Record should verify adequacy. 28. The Typical Stepped Footing Detail, 8/S3.1, should be clarified to call out horizontal reinforcing at vertical wall extensions to meet the minimum reinforcing requirements in UBC Section 1914.3. 29. The Dumptster Enclosure, shown in Detail 3/A8.1, is not exempt from this permit per UBC Section 106.2. Construction details should be provided for our review. We are mainly concerned with the stability of this structure to resist uplift forces and the connection to the foundation. Currently, enough information is not provided on the drawings to review. The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Jamieson Consulting, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Kappler Thomas Harkey Architects for their convenience. If you have any questions or require any additional clarification, please call me directly at (206) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. ry ' al Kolke CLK: 1 a:1121rnv7t04 "l.aoc cc: Mr. Scott Harkey Kappler Thomas Harkey Architects 13400 Northup Way East, Suite 33 Bellevue, WA 98005 March 31, 1997 City of Tukwila Department of Community Development Mr. Charlie Laboda Dally Homes, Inc. 3316 Fuhrman Avenue East Seattle, Washington 98102 Dear Mr. Laboda: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0069 Pyramid Pointe Apartments - Building B 5711S152St This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division and the Public Works Department. At this time the Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted.with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0069 fi{ L:. W�;, C�! ib` ?". d�s�53?i�^.�- ��.?�;'�it�e"�?�Se r„ h' �` � "tti`��`�r��.`wt - ' .. FILE COPY • John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431366S .. ::"n��ik'i6, 6 ° �� iF�Cff i' iKtrR�rotr•. ax., r. . �..,.. a..: y..,. e�.. + w.+,*+., nwe. wry . �:u +�•rit�; �t44 DATE : PROJECT NAME : APPLICATION NO. : PLAN REVIEWER: ?q tlYa,YEd'!l'3!d!J.S:: c�: 'R P-J'V.aK? S 7:A. VWAS. BUILDING DIVISION COMMENTS March 26, 1997 Pyramid Point Apts., buildings "A" 8z "B" permit application D97 -0068 8T D97 -0069 Ken Nelsen, Plans Examiner (206) 431 -3670 The submitted application requires the following corrections or clarifications: 1. Building "A" and "B" by U.B.C. definition are considered three story buildings and therefor must be provided with an additional exit for the third floor level as required by U.B.C. Section 1003.1. This Exit must comply with U.B.C. Section 1006 and if applicable Section 1009. (Note, check with the Planning Division regarding exterior changes to building design). 2. The "Project Data" notes on sheet A0.1, designates the building construction type as V -N. U.B.C. Section 310.2.2 requires R -1 occupancies more than two stories or greater than 3,000 square feet over the first floor to be one -hour fire- resistive construction throughout. Provide appropriate revisions and notes referencing general one -hour construction requirements. 3. Provide additional specific specifications and plan detail requirements for U.B.C. Sections 709 (wall membrane penetrations), 710 (floor- ceiling or roof-ceiling penetrations, and 711 (shaft enclosure) of plumbing pipes, wiring, and ducts. 4. Regarding one -hour construction, provide a listed exterior l -HR rated wall assemble compatible with the proposed Vinyl siding materials. 5. For the use of Vinyl siding at exit stairs, provide documentation of the vinyl materials flame spread class complying with U.B.0 Section 804 and table 8 -B. .'J 6. Under "General Notes" on Sheet A0.1, revise number 15 to read "City ofTukwila ". 7. Provide reference and /or plan revisions for three - fourths-hour fire - protection rating of openings below and within 10 feet on the three story exit stairways per U.B.C. Section 1006.11. Example, on Sheet A3.1 note 1) lists, "typical entry doors as 20 minute rated ", the 20 minute rating may only apply to two story stairways. 8. Related to item 7 above, provide the door schedule noted on sheet A0.1 door note "C ", include exterior doors. Also key specific doors on unit floor plans and include STC sound ratings per U.B.C. Appendix Section 1208.8. ' Page 2;'of D97 -0068 Provide Details and specification for stair and landings conforming with U.B.C. Section 1006 general. Included handrail details per U.B.C. 1006.9. Provide an additional note reference and plan details for wall, ceiling, and floor sound rating class 50 (SCT) requirements per U.B.C. Appendix Section 1208. Also include the specific requirements for' penetrations and opening in construction for plumbing, electrical, heating, etc. per Section 1208.8. The first paragraph on Sheet A0.1 under Energy Compliance states, "The buildings meets W.S.E.C. Chapter 4,(see attached Watson program). The Watson program has not been submitted, regardless Watson programs do not comply with Chapter 4 rather they are related to Chapter 5, please clarify. 2. Additional to Item 11 above, a prescriptive Energy Code form was submitted identify that use of Chapter 6 option II. This is acceptable however, U -value .43 windows are required for this option while the plans and separate window schedule calls out Miligard series 5000 with a U -value of only U 0.49. Clarify and correct these window requirements. Provide additional general notes regarding plumbing fixtures Water ,Conservation . standards complying with WAC Chapter 51 -26. No further comments at this time. ti� 0.pryCW'ir ».r. krcy .,;w n;- V�M X.AY1Y{ 4h DATE: PLAN CHECK NO.:D97 -0069 March 27, 1997 City of Tukwila Department of Public Works 't 'r i 6 h:.gryift7i. PUBLIC WORKS DEPARTMENT COMMENTS PROJECT NAME: Pyramid Pointe Apartments - Building B PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1) METRO Sewer Use Certification Form is required for each building. Credit will be given for demolished managers office building. Make an inventory of the existing plumbing fixtures inside the building that will be demolished. 2) Per TMC 14.04.090, each building shall be metered separately, including the existing buildings on site. All meter boxes must be located so that they are easily accessed by motor vehicles. The City prefers that all new water meters be located in a meter bank. 3) .Show location of the double detector check valve assembly. Please note on plans if assembly ' is to be located inside either of the proposed buildings. 4) Show and label the existing fire suppression water line located on the south side of the property serving the North Hill Apartments. 5) Add note: "Air vac if fire hydrant is not located at high point." 6) Show existing 12" aluminum CMP storm drainage system on site. 7) Submit detailed plans, cross - sections, and structural calculations for the proposed earth wall (detail 9 on sheet C 5.1). All submittals for the earth wall must be prepared and stamped by a licensed structural engineer. If applicable, submit information for proposed drainage system within the earth wall. John W. Rants, Mayor Ross A. Earnst, P. E., Director 8) On the civil engineering plans, show a typical foundation drain trench cross - section showing how the filter fabric is wrapped up (refer to sheet A 7.1). 9) Show vehicular access routes for emergency maintenance to the proposed bio- detention swale. Information from a licensed geotechnical engineer must be submitted discussing how the stability of the bio - detention swale will be ascertained. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 ■,•1 • • '• • - • ,,•• • ••••• t• •- • Specify earthwork qua (cut and fill) and make a note statf he quantity of material • • that will be hauled off of the site. These quantities will be incorporated into the Land Altering Permit: • • 1)' Incomorate all Public Works comments and recommendations from the March 27, 1997 meeting with Public Works staff members. Please contact Joanna Spencer if you would like to . schedule additional meetings with Public Works Staff. DATE: PLAN CHECK NO.:D97 -0069 March 27, 1997 City of Tukwila Department of Public Works an 1nr vOax+c..�ss?.. PROJECT NAME: Pyramid Pointe Apartments - Building B PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 2) Per TMC 14.04.090, each building shall be metered separately, including the existing buildings on site. All meter boxes must be located so that they are easily accessed by motor vehicles. The City prefers that all new water meters be located in a meter bank. 4) Show and label the existing fire suppression water line located on the south side of the property serving the North Hill Apartments. 5) Add note: "Air vac if fire hydrant is not located at high point." 6) Show existing 12" aluminum CMP storm drainage system on site. 7) Submit detailed plans, cross - sections, and structural calculations for the proposed earth wall (detail 9 on sheet C 5.1). All submittals for the earth wall must be prepared and stamped by a licensed structural engineer. If applicable, submit information for proposed drainage system within the earth wall. �P. �. K' Sr7.' k+ kl'.' CwYn' Y•'41'k1YF.t4a'k11f14f #IHOf4�.w John W. Rants, Mayor Ross A. Earnst, P. E., Director 1) METRO Sewer Use Certification Form is required for each building. Credit will be given for demolished managers office building. Make an inventory of the existing plumbing fixtures inside the building that will be demolished. I �, 3); Show location of the double detector check valve assembly. Please note on plans if assembly is to be located inside either of the proposed buildings. 8) On the civil engineering plans, show a typical foundation drain trench cross - section showing how the filter fabric is wrapped up (refer to sheet A 7.1). 9) Show vehicular access routes for emergency maintenance to the proposed bio- detention swale. Information from a licensed geotechnical engineer must be submitted discussing how the stability of the bio- detention swale will be ascertained. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 AO) Specify earthworlc quaCues (cut and fill) and make a note statlLflthe quantity of material that will be hauled off of the site These quantities will be incorporated into the Land Altering Perrhit. 11) Incorporate all Public Works comments and recommendations from the March 27, 1997 meeting with Public Works staff members. Please contact Joanna Spencer if you would like to schedule additional meetings with Public Works Staff. n Kd): ;"Y2a�l ,P4ti :YYY.�:�•yN:SY.Y�IIJE DATE : PROJECT NAME : APPLICATION NO. : i����:5?tptt;kwi+l Ntii• K!612 BUILDING DIVISION COMMENTS March 26, 1997 Pyramid Point Apts., buildings "A" 8L "B" permit application D97 -0068 D97 -0069 PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431 -3670 The submitted application requires the following corrections or clarifications: 1. Building "A" and "B" by U.B.C. definition are considered three story buildings and therefor must be provided with an additional exit for the third floor level as required by U.B.C. Section 1003.1. This Exit must comply with U.B.C. Section 1006 and if applicable Section 1009. (Note, check with the Planning Division regarding exterior changes to building design). 2. The "Project Data" notes on sheet A0.1, designates the building construction type as V -N. U.B.C. Section 310.2.2 requires R -I occupancies more than two stories or greater than 3,000 square feet over the first floor to be one -hour fire- resistive construction throughout. Provide appropriate revisions and notes referencing general one-hour construction requirements. Provide additional specific specifications and plan detail requirements for U.B.C. Sections 709 (wall membrane penetrations), 710 (floor - ceiling or roof- ceiling penetrations, and 711 (shaft enclosure) of plumbing pipes, wiring, and ducts. 4. Regarding one -hour construction, provide a listed exterior 1 -HR rated wall assemble compatible with the proposed Vinyl siding materials. 5. For the use of Vinyl siding at exit stairs, provide documentation of the vinyl materials flame spread class complying with U.B.0 Section 804 and table 8 -B. 6. Under "General Notes" on Sheet A0.1, revise number 15 to read "City of Tukwila ". 7. Provide reference and /or plan revisions for three-fourths-hour fire- protection rating of openings below and within 10 feet on the three story exit stairways per U.B.C. Section 1006.11. Example, on Sheet A3.1 note 1) lists, "typical entry doors as 20 minute rated ", the 20 minute rating may only apply to two story stairways. 8. Related to item 7 above, provide the door schedule noted on sheet A0.1 door note "C ", include exterior doors. Also key specific doors on unit floor plans and include STC sound ratings per U.R.C. Appendix Section 1208.8. �t.tprYv)rolmArryr.rmtsad,.•, ... Page 2 of 2 D97-0068 Provide Details and specification for stair and landings conforming with U.B.C. Section 1006 general. Included handrail details per U.B.C. 1006.9. 10. Provide an additional note reference and plan details for wall, ceiling, and floor sound rating class 50 (SCT) requirements per U.B.C. Appendix Section 1208. Also include the specific requirements for penetrations and opening in construction for plumbing, electrical, heating, etc. per Section 1208.8. 4.. • 1.1 The first paragraph on Sheet A0.1 under Energy Compliance states, "The buildings • • meets W.S.E.C. Chapter 4 (see attached Watson program). The Watson program has not been submitted, regardless Watson programs do not comply with Chapter 4 rather they are related to Chapter 5, please clarify. In Additional to Item 11 above, a prescriptive Energy Code form was submitted identify that use of Chapter 6 option 11. This is acceptable however, U-value .43 windows are required for this option while the plans and separate window schedule calls out Millgard series 5000 with a U-value of only U 0.49. Clarify and correct these window requirements. 1 1 3. Provide additional general notes regarding plumbing fixtures Water Conservation standards complying with WAC Chapter 51-26. No further comments at this time. Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D97 -0069 ( March 19, 1997 Re: Pyramid Pointe Apartments, Building #B - 57 South 152nc1 Place • The attached set of building plans have been•reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable Fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the Lop of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely . attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accorirp l i shed 'or the inspection tag is not completed, a reputable fire extinguisher service company w i l l be required to conduct these required surveys. (NFPA 10A -4 -4) 2 . E x i t doors shall be openab l e from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are no allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Storage under exterior or interior stairways shall not be permitted unless such space is protected on the enclosed side by one hour fire - resistive construction and sprinklered where required. (UFC 1210.3) When Lwo or more exits from a story are required, e x i t signs shall be installed at the required exits and whore otherwise necessary to c l e a r l y indicate the direction of egress. (UBC 1013.1) 3. An approved a u t o m a t i c f i r e sprinkler extinguishing system is required for this project. (City Ordinance i#1742) An approved hose station requires plans review. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$4439 urn:: r:, r• �r ,�.r.:.....,�......�.,..,....µ »...�.,�:...:«x,.M�..<, Page number 3 City of Tukwila John W Rants, Mayor Fire Department Thomas P. Keefe, Fire chief (Flans 'Must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance ##1742) Fire hydrants are required as detailed in C i t y Ordinance 41692. Local U.L. central station supervision is required. (City Ordinance 41742) Maintain a 3' clear space around the sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) When subject to vehicular damage, protective guard posts or curbs are required around all as meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance }#1692) (UFC 903.4.3, 1106) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped w i t h the appropriate level o F competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existirig sprinkler systems shall have fire department review and approval of drawings prior to installation or m o d i f i c a t i o n . New sprinkler systems and a l l m o d i f i c a t i o n s to s p r i n k l e r systems i n v o l v i n g more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative des i gnated acrd /or recognized by The CiLy of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall continence without approved drawings. (City Ordinance 41742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all s p r i n k l e r systems shall be electrically supervised. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) .575-4439 . • . Page •number• 4 (City Ordinance #1742) City of Tukwila Fire Department All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator vales (WIV) and Fire Department connection (FDC)_ (City Ordinance #1742) • Hose racks must remain unobstructed to allow the rack :• to swing freely. (UFC 1001.7.3). Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13-4-6.4.1.2) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All new underground piping shall be hydrostatically tested. Test pressure shall be riot less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, al; (206) 433-0179 to make an appointment. (NFPA 24-8-9.3.1, 24-8-9.3.2) 5. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51-20 WAC (Chapter 31 Accessibility), N.F.P.A. '72 and the City of Tukwila Ordinance #1742. All new fire alarm systems or modifications to existing systems shall have the written approval of Thu Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) 6. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone. (206) 575•4404 • Palo (206) 575•4439 ... �lM4R:k. Atli♦ r'{ Pi7eY�. �Pfh( Si. PO' �. �VJ+�nw..a�..nw�•n...w.�...ww.w Page number 5 aww.dYi�N.�..l' 0411..k.MhU1tWY]RN•!l City of l uila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire chief (NFPA 70) 7. Your street address crust be conspicuously posted uri the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) In order to provide you with the fastest police and fire protection► under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the m a i n entry door. Numbers shall contrast with their background. (UFC 901 .4.4) 8. Every building shall be accessible to Fire Department . apparatus by way of access roadways with all - weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn- around area. Access shall be w'ith'in 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) 9. A 1 1 required hydrants and surface access roads shall be i n s t a l l e d and made serviceable prior to and during the time of construction. (UFC 901.3) 10. For all commercial, ri►ultifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a b u i l d i n g and so that no point or a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance From a hydrant to a building 'is measured along the path of vehicular• travel. 11. F ire hydrants shal 1 conform to Amer ican Water Works Association specifications C- 502 -54; IL shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a l 1/4" Pentagon o p e n - l i f t operating nut. 12. Tukwila City Ordinance #1741 provides that the required width of any f i r e apparatus road (fire lane) shall Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$.4404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P Keefe, Fire Chief igot be! obstructecJ `in any. Manner, • i ncluding ,Lh par k •i rrig of veht • ' :. ht iriieburii t equi retl'w1dthis ;arid) :.c sf'►a be:": iriai►rt ained;at all ti riles . such:: cord i t i on, or v i o l at ion Ar,y- uver:looked hazardous cOndiL ion .and/or ` violation of the aduple'd Fire or Bui1dany Codes' does. ,not imply appra■a.1 of .Tukwi i a Fire Prevention. Bureau Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 arch .12, 1997 Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97 -T -04: Pyramid Pointe Apartments Bldg B (D97- 0069) John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, Sheltie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 March 12, 1997 Dear Mr. Laboda: Sincerely, / e6a Kelcie J. Peterson Permit Coordinator File: D97 -0069 4 PRE94 -050 City of Tukwila FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster Director Mr. Charlie Laboda Dally Homes, Inc. 3316 Fuhrman Avenue East Seattle, Washington 98102 SUBJECT: Development Permit Application Number D97 -0069 Pyramid Pointe Apartments - Building B S153St &57AvS PehRf This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 6, 1997, was reviewed at the March 11, 1997, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 TRIAD PROPERTIES LLC June 29, 1999 Jim Morrow Director of Public Works City of Tukwila Re: Pyramid Pointe -Sewer Takeover/Permit #D97-0068 Dear Jim, We have installed an 8-inch sewer line at Pyramid Pointe Apartments consisting of 402 lineal feet of SDR35 ASM3034 and 5 type II 48" manholes. This City main connects the Hampton Heights and Heatherwood Apartments. We would like to have the City of Tukwila take over the ownership and maintenance of this sewer line. Please be advised that there is a 2-year maintenance bond in place for warranty work. Tha g you for your coo eration. p o a ide President i''e- -050 "l 00&34 RECEI CITY OF TUKWILA MAR 0 6 1997 PERMIT CENTER STRUCTURAL CALCULATIONS FOR .. PYRAMID POINTE APARTMENTS TUKWILA, WASHINGTON RECEIVE 3 3/97 MAR 1 2 1997 NOTE: This stamp applies to the members and assemblies described in these calculations only. Jamieson Consulting Job No. 96215 JAMIESON CONSULTING CONSULTING ENGINEERS PROJECT MANAGEMENT 901 KIRKLAND AVE STE B -1 KIRKLAND WA 98033 (206) 803 -2681 FAX 803 -3289 TABLE,OF. • D ESIGN CRITERIA •• SHEAR WALLSCHEDULE ' 1 FRAMING F-1 thru ,F10 . , . .‘. • , :..RETAINING WALLS W-1 thrti: W-3 LATERAL ANALYSIS' L thru L WIND PER SECTION 1618 SITE /PROJECT SPECIFIC VALUES: Ce = 0.62 Cq = 1.3 qs = 16.4 Iw = 1.00 Exposure "B" (< 15') Method 2 80 MPH P= 13.22 PSF (< 15') 14.28 PSF (< 20') 15.35 PSF (< 25') 16.20 PSF (< 30') 17.91 PSF (< 40') FRAMING LUMBER : SPECIES Group III (or better) MISCELLANEOUS HARDWARE SIMPSON Strong -Tie Connectors or equal DESIGN CRITERIA PER 1994 UNIFORM BUILDING CODE Design Wind Pressure: P = Ce • Cq • qs • Iw where: Ce = Exposure Factor Cq = Method Factor qs = Wind Stagnation Pressure Iw = Importance Factor ANCHOR BOLTS: 5/8" Dia. X 10 ", A307 or better, w/ 7" min. Embedment EARTHQUAKE PER SECTION 1628 Base Shear: V= Z • 1 • C • W / Rw where: Z= Seismic Zone Factor I = Importance Factor C = Numerical Coefficient W = Total Seismic Dead Load SITE /PROJECT SPECIFIC VALUES: Z = 0.3 I = 1.00 C = 2.75 Rw. = 8 6 V (ply) = .1032 W V (gwb) = .1375 W STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans. HORIZONTAL SHEATHING: Roof: 1/2" w/ 8d nails @ 6 "o.c: Allowable Diaphragm Shear =180 X 0.82 = 148 pif Floor: 3 /4 "T &G w /10d nails @ 6 "o.c. Allowable Diaphragm Shear = 215 X 0.82 = 177 plf SHEAR WALLS: SEE SHEAR WALL SCHEDULE NOTE: GWB sheer wells must be reduced by 50% when used to resist seismic forcer/ Zone 3 Need Not Exceed Plywood Shear Walls GWB Shear Walls JAMIESON CONSULTING CONSULTING ENGINEERS PROJECT MANAGEMENT 901 KIRKLAND AVE STE B -1 KIRKLAND WA 98033 (206) 803 -2581 SHEAR WALL SCHEDULE (see 1994 UBC table 23- / -K -1, 23 -1 -K -2 & G1 -7 v(w) = 100 pif 1/2" GWB (1 side) w / 5d cooler nails @ 7" o.c. (UNBLOCKED) vls) = 50 pif Anchorage: 16 d @ 12" o.c. P1 -6 v = 230 pif 1/2" plywood or OSB equal, w / 8d nails @ 6" o.c. Anchorage: 16 d @ 5" o.c. P1-4 v = 352 pif 1/2" plywood or OSB equal, w / 8d nails @ 4" o.c. Anchorage: 16 d @ 4" o.c. P1 -3 v = 451 pif 1/2" plywood or OSB equal, w / 8d nails @ 3" o.c. Anchorage: 16 d @ 3" o.c. P1 -310 v = 545 pif 1/2" plywood or OSB equal, w / 10d nails @ 3" o.c. Anchorage: 1/2" X 5" lag bolt @ 8" o.c. NOTES: 1. Nail spacing is for all plywood /OSB panel edges. Space nails at 12" o.c. along intermediate framing members. For GWB shear walls, nail spacing applies to all studs, plates and blocking. 2. Anchorage values are for wall panels. Where portions of walls are not designated as shear panels nails may be spaced at 16" o.c. per Table 23 -1 -Q. 3. For plywood /OSB sheathed walls, staples are not an acceptable alternative for nails unless pre- approved by the local building offical. 4. For GWB shear walls, screws are not an acceptable alternative for cooler nails. JAMIESON CONSULTING CONSULTING ENGINEERS PROJECT MANAGEMENT 901 KIRKLAND AVE STE B -1 KIRKLAND WA 98033 (206) 803 -2581 FAX 803-3289 • 4, JAMIESON CONSULTING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 ' (206) 803 -2581 • FAX (206) 803 -3289 OF F/04- 1/1 /N6 = is F LL = 25 TgasSES Gv 2 'o'' o. c, E3 - 5 v AN -1 L06' ,3' -7 %c. A,7 . - / -c E4M/44 E / ( ,4iJ -z L =c' 4 -1 L=/15' � _ L _ aN-3 L -5' L =s' 2 L. = //' . 0/1-4 L. g, c� -s L=5 CN -lam L =(' S Lo4 L=5' ' sE� Ail -1 541�r; BY 7/F3 - zo' 7e/5 = /65' 7a'3 = /8.T,' F-6 F- /7 POINT Loo D T /a= S.S' 7E /3 = 4' 7z /t5 = /2,5' "m/a- 6,5' POUT LOAD T /3 = /2' 70 /NT LD47' 5Fx 75N -3 sEE A4y- 3 cur F F -2 -s) NAME 73:Y0,12- c /Air JOB NO. 9&2 /S DATE SHEET NO. A OF = ��l�c /i+/ ,� ,bay - e-D Fs/ P4 /La /I < (F5L) 2.0E W; 7JNI F E: Fz9-M /N /0 TxF a.= 4o PsF / l 5 l t i o ' ' o . c , L , , / 4 ' TYP. PYRAMID POINTE RB- Choice J 5-114x 7 -114 2.0E WS TJM PARALLAM® PSL Conditions Data Attributes Actual Critical Status Ratio Values Adlustments Loads R1 = 3248 Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 8.0 ft Reaction 1 3248* Reaction 1 LL 11.89* Reaction 2 3248* Reaction 2 LL 95* Mabmum V 3248* 6495 W Max V (Reduced) 2757* L / 240 TL Actual Dell L / 428 L / 360 LL Actual Del L / 696 2000* 2000* Section (in') Base Values Base Adjusted CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Uniform TL: 800 = A R1= 5.0 in R2= 5.0 in= DL Dell 0.09 in Shear (in TL Dell (In) LL Defl Fb (psi) 2900 3527 1.06 1.15 Fv (psi) 290 334 1.15 Uniform LL: 500 Uniform Load A E (psi x mil) 2.0 2.0 SPAN =8FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 3248 Fc ijpsi) 650 650 BeamChek has automatically added the beam self- weight into the calculations. PYRAMID POINTE AH -1 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 2244 4x 10 HF #2 BASE Fb =850 ADJ Fb =1173 '91 NDS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Dell 6.0 ft Reaction 1 2244# Reaction 1 LL 7.87 # Reaction 2 2244* Reaction 2 LL 47 # Modmum V 2244* 3365 '# Max V (Reduced) 1667* L / 240 TL Actual Dell L / 992 L / 360 LL Actual Dell L / >1000 1388* 1388* Section (in') 49.91 34.43 OK 69% 32.38 28.99 OK 90% 0.07 0.30 OK 24% 0.04 0.20 OK 22% Fb (psi) Base Values 850 Base Adjusted 1173 75 86 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.20 1.15 1.15 BeamChek has automatically added the beam self- weight into the calculations. Uniform TL: 740 = A R1= 5.5 in' R2= 5.5 in= DL Dell 0.03 in Shear (n') TL Dell (in) ROOF FRAMING UNIT A Date: 1/16/97 Fv (psi) LL Deft E (psi x mil) Uniform LL: 463 Uniform Load A SPAN =6FT Uniform and partial uniform Toads are Ibs per lineal ft. R2 = 2244 Fc l (psi) BeamChek 2.0 PYRAMID POINTE BH - 7 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1865 14x 8 HF #2 BASE Fb = 850 ADJ Fb = 1271 '91 NDS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 5.0 ft 6.17 # 31 2332 '# L / 240 L/360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Dell LL Actual Dell 1865* Reaction 1 LL 1865* Reaction 2 LL 1865 *. 1415* L/828 L / >1000 1156* 1156* Section (in') 30.66 22.02 OK 72% 25.38 24.60 OK 97% 0.07 0.25 OK 29% 0.04 0.17 OK 27% Fb (psi) Base Values Base Adjusted 850 1271 75 86 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.30 1.15 1.15 BeamChek has automatically added the beam self - weight into the calculations. Uniform TL: 740 = A Shear (1n') TL Dell (in) ROOF FRAMING UNIT B Date: 1/16/97 BeamChek 2.0 R1= 4.6 in' R2= 4.6 in' DL Dell 0.03 in Fv (psi) LL Dell E (psi x mil) Uniform LL: 463 Uniform Load A SPAN =5FT Uniform and partial uniform loads are Ibs per lineal 1t. R2 =1865 F cl ( psi) PYRAMID POINTE CH -1 Choice Conditions • Data Att►ibutes Actual . • Critical Status Ratio Values Adjustments Loads Min Bearing Area Section (ins) Point LL Point TL 5088 B = 8140 Pt Toads: R1 = 2710 3 -112x 9 -1/2 2,0E WS TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 3423 R1= 4.2 in= R2= 11.1 in= DL Del 0.03 in Suggested Camber 0.04 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 5.0 ft 10.39 # 52 # 7248 * L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Dell LL Actual Dell L / >1000 2710# 7242# 7242 # 7234# L/859 Reaction 1 LL Reaction 2 LL 1678 # 4510# Shear (In=) TL Dell (in) 52.65 25.41 OK 48% 33.25 32.54 OK 98% 0.07 0.25 OK 28% 0.04 0.17 OK 26% Fb (psi) Fv (psi) (P Base Values Base Adjusted 2900 3423 290 334 2.0 2.0 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.00 1.15 1.15 BeamChek has automatically added the beam self - weight into the calculations. Distance Par Unif LL Par Unit TL 4.0 275 H = 440 H ROOF FRAMING UNIT C Date: 1 /16/97 !L Dell 0 SPAN =5FT Uniform and partial uniform loads are lbs per lineal ft. E (psi x mil) Fc I R2 = 7242 BeamChek 2.0 Start End 0 4.0 PYRAMID POINTE AH=2 Choice Conditions Attributes Actual Critical Status Ratio Values Adjustments Loads 960 Pt Toads: R1 = 1312 FLOOR FRAMING UNIT A Date: 2/22/97 BeamChek 2.0 . 4x 8 HF #2 BASE Fb = 850 ADJ Fb =1105 '91 NOS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Defl 6.0 ft Reaction 1 1312* 6.17* Reaction 2 375* 37 # Maximum V 1312* 1631 Max V (Reduced) 1127* L / 240 TL Actual De11 L / >1000 L / 360 LL Actual Dell L / >1000 Reaction 1 LL Reaction 2 LL 1035# 285 # Section (in R1= 3.2 in R2= 0.9 in DL Defl 0.02 in Shear 0n TL Dell On) 30.66 17.71 OK 58% 25.38 22.55 OK 89% 0.07 0.30 OK 24% 0.06 0.20 OK 28% Fb (psi) Fv LL Defl E (psi x mil) Fc l ( psi ) (Psi) Base Values Base Adjusted 850 75 1105 75 1.3 1.3 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.30 BeamChek has automatically added the beam self-weight into the calculations. I Point LL Point TL Distance Par Unif LL Par Unif TL Start End B =1200 H 1.5 240 H =300 SPAN =6FT Uniform and partial uniform Toads are ibs per lineal ft. R2 =375 0 1.5 PYRAMID POINTE AH -3 Choice .Condltions '91 NDS Min Bearing Area R1= 2.1 1n R2= 2.1 in= DL Dell 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads • R1 = 843 14x 8 HF #2 BASE Fbs850 ADJFb =1105 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 6.0 ft 6.17 # 37 # 1265'# L / 240 L / 360 Reaction 1 843 # Reaction 2 843 # Maximum V 843* Max V (Reduced) 674 # TL Actual Dell L / >1000 LL Actual Defl L / >1000 Reaction 1 LL Reaction 2 LL 660 # 660 # Section (in') Uniform TL: 275 = A Shear (in') TL Defl On) 30.66 13.74 OK 45% 25.38 13.47 OK 53% 0.06 0.30 OK 19% 0.04 0.20 OK 22% Fb (psi) FLOOR FRAMING UNIT A Date: 2/22/97 Fv (psi) LL Dell E (psi x mil) Base Values 850 Base Adjusted 1105 75 75 1.3 1.3 405 405 CF Size Factor Cd • Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.30 BeamChek has automatically added the beam self - weight into the calculations. Uniform LL: 220 Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 843 Fc ! (psi) BeamChek 2.0 Data PYRAMID POINTE A -1 • Choice I (2) 2x 10 HF #1 Condkions '91 NDS Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1321 Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Deft LL Max Deft 11.0 ft Reaction 1 1321* Reaction 1 LL 6.74 # Reaction 2 1321 # Reaction 2 LL 74# MaximumV 1321# 3634 '# Max V (Reduced) 1136 # L / 240 TL Actual Deft L / 496 L / 360 LL Actual Deft L / 638 1027 # 1027 # Section (ins) Shear (n') Fb (psi) Uniform TL: 234 = A Uniform Load A SPAN = 11 FT Uniform and partial uniform Toads are Ibs per lineal ft. FLOOR FRAMING UNIT A Date: 1/16/97 BeamChek 2.0 R1= 3.3 in R2= 3.3 in DL Deft 0.06 in TL Deft (in) Fv ( LL Dell 0.21 0.37 OK 56% E (psi x Uniform LL: 187 BASE Fb = 950 ADJ Fb =1045 42.78 41.73 OK 98% 27.75 22.72 OK 82% 0.27 0.55 OK 48% R2 =1321 Fc i (psi) Ps) Base Values 950 Base Adjusted 1045 75 75 1.5 1.5 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.10 BeamChek has automatically added the beam self- weight into the calculations. F -8 PYRAMID POINTE A -2 Choice Conditions Attributes Actual Critical Status Ratio Values Loads FLOOR FRAMING UNIT A Date: 2/22/97 BeamChek 2.0 3.1/2x 9.112 2.0E WS TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2976 I Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Deli LL Max Dell 6.0 ft Reaction 1 1906# Reaction 1 LL 10.39 # Reaction 2 1906* Reaction 2 LL 62 # Maidmum V 1906* 2859'# Max V (Reduced) 1403* L / 240 TL Actual Deft L / >1000 L / 360 LL Actual Dell L / >1000 1500 # 1500 # Section (n Shear (in Fb Uniform TL: 625 = A R1= 2.9 in R2= 2.9 in DL Dell <0.01 in. TL Dell (In) 52.65 11.53 OK 22% 33.25 7.26 OK 22% 0.04 0.30 OK 12% Fv (psi) LL Deft 0.03 0.20 OK 15% E (psi x mil) (Psi) Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.03 BeamChek has automatically added the beam self- weight into the calculations. Uniform LL: 500 Uniform Load A i 0 0 R1 =1906 R2 =1906 SPAN =6FT Uniform and partial uniform loads are lbs per lineal ft. Fc l (psi) -9 " .• . • ... . PYRAMID POINTE LS. R1 = 828 4x 8 HF *2 BASE Fb 880 ADJ Fb 1105 '91 NDS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 5.0 ft Reaction 1 828 * 6.17* Reaction 2 828* 31 # Moimum V 828* 1035 VS Max V (Reduced) 628* L / 240 TL Actual Dell L / >1000 L / 360 LL Actual Dell L / >1000 Reaction 1 LL Reaction 2 LL 650* 650* Section (in') Shear (in TL Dell (in) 30.66 11.24 OK 37% CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use R1= 2.0 in R2= 2.0 in DL Dell <0.01 in. 25.38 12.56 OK 49% 1.30 Uniform TL: 325 = A FLOOR FRAMING UNIT B Date: 2/22/97 0.03 0.25 OK 13% LL Dell 0.03 0.17 OK 15% Fb (psi) Fv (psi) E (psi x mil) Fci (psi) Base Values 850 Base Adjusted 1105 75 1.3 75 1.3 405 405 BeamChek has automatically added the beam self-weight into the calculations. Uniform LL: 260 Uniform Load A SPAN 5 FT Uniform and partial uniform loads are Ibs per lineal ft. _J zs. R2 = 828 BeamChek 2.0 PYRAMID POINTE B -1 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads 1080 Pt loads: R1 = 921 3.1/2x 9-112 2.0E WS TJM PARALLAM® PSL BASE Fb - 2900 ADJ Fb 2976 Min Bearing Area Beam Span' Beam Wtperft Beam Weight Max Moment TL Max Dell LL Max DeA 5.0 ft 10.39 * 52 * 1635'# L/240 L / 360 Reaction 1 921 * Reaction 2 1731* Maximum V 1731 * Max V (Reduced) 1525* TL Actual DeA L / >1000 LL Actual Dell L / >1000 Reaction 1 LL Reaction 2 LL 716* 1364* Section Off) 52.65 6.59 OK 13% 33.25 7.89 OK 24% 0.02 0.25 OK 7% 0.01 0.17 OK 8% p Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.03 BeamChek has automatically added the beam self-weight into the calculations. Uniform TL: 250 = A 1 Point LL Point TL Distance B = 1350 R1= 1.4 in R2= 2.7 in DL Dell <0.01 in. Shear (in TL DeA (in) Fb (psi) 4.0 FLOOR FRAMING UNIT B Date: 2t22/97 Fv (pm) Uniform LL: LL DeA E (psi x rnil) 200 Uniform Load A 0 SPAN =5FT Uniform and partial uniform Toads are Ibs per lineal ft. R2 =1731 Fc L ( BeamChek 2.0 PYRAMID POINTE B -2 Choice Conditions Attributes Actual Critical Status Ratio Values Ad /ustments Loads R1= 3357 Min Bearing Area FLOOR FRAMING UNIT B Date: 222/97 R1= 5.2 ins R2= 5.2 in= DL Defl 0.09 in BeamChek 2.0 13.1/2x 9 -1 /2 2.0E WS TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2976 I Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 11.0 ft Reaction 1 3357* Reaction 1 LL 10.39* Reaction 2 3357* Reaction 2 LL 114 * MaEdmum V 3357* 9232* Max V (Reduced) 2874 * L / 240 TL Actual Dell L / 329 L /360 LL Actual Dell L/418 2640 * 2640* Section (fns) Shear (fns) TL Dell (in) LL Dell 52.65 37.22 OK 71% 33.25 14.87 OK 45% 0.40 0.55 OK 73% 0.32 0.37 OK 86% Fb (psi) Fv (psi) E (psi x ma) Fc I (psi) Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.03 BeamChek has automatically added the beam self - weight into the calculations. Uniform TL: 600 = A Uniform LL: 480 Uniform Load A SPAN = 11 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 3357 PYRAMID POINTE CH.4 Choice I 4x10 HF #2 Conditions Data Attributes • Actual Critical Status Ratio Values Ad ustments Loads 1028 Pt loads: R1 1630 '91 NOS Min Bearing Area Section (ire) Shear (in TL Dell On) Fb (psi) FLOOR FRAMING UNIT' C Date: 2/22/97 BeamChek 2.0 R1= 4.0 in R2= 3.3 in DL Dell 0.03 in BASE Fb 850 ADJ Fb 1021T 1 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Dell 8.0 ft Reaction 1 1630* Reaction 1 LL 7.87 # Reaction 2 1342 # Reaction 2 LL 63* MaAmum V 1630* 3995 VP Max V (Reduced) 1374* L / 240 TL Actual Dell L / 591 L / 360 LL Actual Dell L / 749 1279# 1049 # LL Dell 49.91 47.00 OK 94% 32.38 27.47 OK 85% 0.16 0.40 OK 41% 0.13 0.27 OK 48% E (psi x mil) Fc (PO 010 Base Values 850 Base Adjusted 1020 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.20 Fv BeamChek has automatically added the beam self-weight into the calculations. Point LL Point TL Distance Par Unif LL Par Unif TL Start End B = 1284 5.0 H 260 H = 325 SPAN 8 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 1342 0 5.0 the:M.-AI 144 C JAMIESON CONSULTING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 t206) 803 -2581 • FAX (206) 803 -3289 • F,Mm/G (CANT. ) C - � C- 2 CP - VIII -1 -z G = /o Trz /, 5.5 L = // 5EE 137Z L = /o' /Nr L04 L= " s 51/-3 L -6' 7=e7t'N7 74-2 .»..«., nw ..�a.,w..,vxbn.r.�ac <aaavnrirem. rw- �sr,. a... m. c+... r: r..., ao...+ ttw�www+ »rn.wca»a.sw.+.w.n•...w++w.mavw .+�+,.w.e.a,....w..... - BY NAME r 7 /A FO = JOB NO. 96 DATE SHEET NO. P / OF (2) TJ ( /ZX 9% F 1- 3yax9 %y F c- 4 4x 6 �YZ x 9% - 3 / x 9 ) FL V /74V3 4. M/.4L65 • C cce woogr c/9-5 cal (i o/0 > 7 2) 5"7"/A5 iMr F . 77e/8 = 2 F! -GVZ7 e G()= 2(/3.5) SO - 3(E0) _ 159o se./7.3 �= 6 f4= z7 5 47e Psl (r 'r5.1= 405 P5/ �,r X = 405 4. 5,:..3.5 ._ 2/ > Z/ /5 OK . 2x ( 57 Woosr CASE CoNzE Al GIN/7" 4E3 - ' F - /8.5' 2/ z Fecoms lam, s' • o. d /8.5(40) 1- /3 (so)* . 3(Bo)= x1, = z168 . agt>t) _ 40s x /, sg. 5,s x/ /5- 3534-a > z16.8 � o� P)(4/7 L4A-a5 Coo /L f3EA W& G. 2co Psr- ) uNrr ,4 : e4 -1 -- , as ( _ /loo 'X 4" 4-z ? =:. 1506, # 8, 5(G) 5o 4 .� / ' 4(N pr 5 73-.f B . . Z (/73/) ' - 2 ( 2 , 5 ) 5.5 0 ) = 4837 l b / 4 ' / / -6 Gv 5 - z 9 1 7 = 2(357)' 2(A&7 5 co) _ /' 5 89 z -'x z Z ;, UN /r C &C - 77 z&e4) = z765 144 /: b x /4 Gr G- Z SAME. 45 e t -z 2'-" Attributes • PYRAMID POINTE C-1 Choice Conditions Data Actual Critical Status Ratio Values Ad ustments Loads R1 = 1284 (2) 2x 10 HF *2 BASE Fb 850 ADJ Fb 2 935 1 .91 NDS Mn Bearing Area Section (ins) FLOOR FRAMING UNIT C Date: 1/16/97 R1= 3.2 in R2= 3.2 In DL Dell 0.05 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 10.0 ft Reaction 1 1284* Reaction 1 LL 6.74 # Reaction 2 1284* Reaction 2 LL 67# Maidmum V 1284* 3209 'St Max V (Reduced) 1086 # L / 240 TL Actual Dell L / 535 L / 360 LL Actual Dell L / 687 1000* 1000* Shear (in TL Dell (in) 42.78 41.19 OK 96% 27.75 21.72 OK 78% 0.22 0.50 OK 45% LL Dell 0.17 0.33 OK 52% E (psi x mil) Fc I BeamChek 2.0 (psi) Base Values 850 Base Adjusted 935 75 75 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.10 Fb (psi) Uniform TL: 250 = A Fv (psi) BeamChek has automatically added the beam self-weight into the calculations. Uniform LL: 200 Uniform Load A SPAN 10 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1284 F-15 PYRAMID POINT CD -1 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads 1392 Pt loads: I R1 =819 3.112x 9.112 2.0E WS TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb s 2976 Min Bearing Area Section (in') Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 10.0 ft Reaction 1 819* Reaction 1 LL 10.39 # Reaction 2 1689* Reaction 2 LL 104 # Ma amum V 1689* 4016 Max V (Reduced) 1629* L / 240 TL Actual Dell L / 791 L / 360 LL Actual Dell L / >1000 614* 1310* Shear (in TL Dell (in) R1= 1.3 in' R2= 2.6 in DL Dell 0.03 in 52.65 16.19 OK 31% 33.25 8.42 OK 25% 0.15 0.50 OK 30% 0.12 0.33 OK 35% Psi Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.03 B =1740 Fb (psi) BeamChek has automatically added the beam self- weight into the calculations. Uniform TL: 67 = A 7.5 FLOOR FRAMING UNIT C Date: 2/23/97 Fv (psi) Uniform LL: E LL Dell ( 53 x mil) + Point LL Point TL Distance Uniform Load A 0 SPAN =10 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 1689 Fc l (psi) BeamChek 2.0 F -16 PYRAMID POINT D -1 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads 520 Pt loads: R1 = 1740 Min Bearing Area Section (n Shear (n B = 650 Fb (psi) Uniform TL: 325 = A 2.0 Uniform Load A FLOOR FRAMING UNIT D Date: 2/23/97 3 -1 /2x 9 -112 2.0E WS TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2976 R1= 2.7 in R2= 2.8 in DL Dell <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Dell 6.0 ft Reaction 1 1740* Reaction 1 LL 10.39 # Reaction 2 1823* Reaction 2 LL 62* Maximum V 1823# 2965* Max V (Reduced) 1379* L / 240 TL Actual Dell L/>1000 L / 360 LL Actual Dell L / >1000 1367* 1433* TL Dell (in) 52.65 11.95 OK 23% 33.25 7.13 OK 21% 0.04 0.30 OK 13% 0.03 0.20 OK 16% Fv ( Psi) Base Values 2900 Base Adjusted 2976 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.03 BeamChek has automatically added the beam self- weight into the calculations. Uniform LL.: 180 LL Defl E (psi x ml) 260 Point LL Point TL Distance Par Unif LL Par Unif TL Start End I H = 225 H 0 SPAN =6 FT Uniform and partial uniform Toads are Ibs per lineal ft. R2 =1823 F cl ( psi) 2.0 BeamChek 2.0 6.0 C - - JAMIESON CONSULTING Consulting Engineering & Project Management 901 KIRKLAND AVE STE 8-1 • KIRKLAND WA 98033 (206) 803-2581 • FAX (206) 803-3289 golyte//16 = /0 P;;",= A J/Vr5 e/ 25e e e /2llac, 6=4' zge-e 6 / 1-14-4/6Egs R 457 # az6, OA • oi smfit6„Ezs 5-J. L z.' - 7L- 114/ 15410 1.1a4/07 / 440/ I 9A irsc6 616 14,4 430' '10 e46 md-s c, asx L.,4& 806:7 3z1O,c, • 4 a.5E z46 Mrs • • - NAME 7/4M f ID ArfE JOB NO 9&2—/5 BY DATE • • SHEET NO. r- /6 OF 1Z---154o° PYRAMID POINT JOISTS Choice Conditions Data Attributes Actual Critical Status • Ratio Values Ad ustments Loads R1 = 451 STAIR FRAMING • • Date: 2/24/97 BeamChek 2.0 2x8 HF #2 BASE Fb • 850 ADJ Fb 1020 '91 NDS Min Bearing Area R1= 1.111'1 R2= 1.1 in DL Defl 0.02 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 8.0 ft Reaction 1 451 # Reaction 1 LL 2.64 # Reaction 2 451 # Reaction 2 LL 21 # Maximum V 451 # 901 Max V (Reduced) 383* L / 240 TL Actual Deli L / 574 L / 360 LL Actual Dell L / 646 400 # 400 # Section (ire) Shear (in TL Dell (in) 13.14 10.60 OK 81% 10.88 7.65 OK 70% 0.17 0.40 OK 42% Fb (psi) Uniform TL: 110 =A Fv (psi) LL Deft 0.15 0.27 OK 56% E (psi x mil) Base Values 850 Base Adjusted 1020 75 75 1.3 1.3 405 405 CF Size Factor 1.20 Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam setf-weight into the calculations. Uniform LL: 100 Uniform Load A SPAN =8 FT Uniform and partial uniform loads are lbs per lineal ft. R2 451 Fci (Psi) PYRAMID POINT S-1 Choice Conditions Data • Attributes Actual Critical Status Ratio Values Loads R1 = 1613 3-1/2x 9-112 2.0E WS TJM PARALLAMS PSL BASE Fb 2900 ADJ Fb si 2976 Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell R1= 2.5 in R2= 2.5 in DL Dell 0.05 In Suggested Camber 0.08 in 14.0 ft 10.39* 145 * 5645 I* L /240 L / 360 Section (ins) Shear On TL Dell On) 52.65 22.76 OK 43% 33.25 7.40 OK 22% 0.40 0.70 OK 57% 0.35 0.47 OK 74% Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Fb (psi) 1.00 Uniform TL: 220 = A Uniform Load A Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Dell LL Actual Dell Fv (pal) 1613* 1613* 1613* 1430* L /423 L / 487 LL Dell E (psi x mil) Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 BeamChek has automatically added the beam self-weight into the calculations. Uniform LL: 200 SPAN 14 FT Uniform and partial uniform loads are Ibs per lineal ft. 1 Date: 2/24/97 BeamChek 2.0 R2 = 1613 Reaction 1 LL Reaction 2 LL Fc_l_ (Ps» 1400* 1400* PYRAMID POINT S -2 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adlustments Loads 3000 Pt loads: R1 = 1655 STAIR FRAMING Date: 2/24/97 BeamChek 2.0 3 -112x 9 -112 2.0E WS TJM PARALLAM® PSL BASE Fb • 2900 ADJ Fb 21 2976 Min Bearing Area R1= 2.5 in R2= 2.5 in DL Dell 0.01 in Suggested Camber 0.02 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 8.0 ft 10.39 # 83 # 6535 # L / 240 L/360 Reaction 1 1655* Re Reaction 2 1655 # Re Maximum V 1655 # Max V (Reduced) 1646 # TL Actual Dell L / 639 LL Actual Del L / 696 action 1 LL action 2 LL 1500# 1500# Section (in') Shear (1n TL Del (in) B = 3226 LL Dell 52.65 26.35 OK 50% 33.25 8.52 OK 26% 0.15 0.40 OK 38% 0.14 0.27 OK 52% Fb (psi) Fv (psi) E (psi x mil) Base Values Base Adjusted 2900 2976 290 290 2.0 2.0 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.00 BeamChek has automatically added the beam self-weight into the calculations. Point LL Point TL Distance 4.0 0 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 =1655 Fc i (psi) JAMIESON CONSI:ING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803 -2581 • FAX (206) 803 -3289 NAME P! E/ �� j � " r JOB NO. 9&21-3" (J 21 BY ./ DATE SHEET NO. W - 1. OF CANTILEVERED RETAINING WALL W/ BASE SLAB INPUT NAME OUTPUT UNITS COMMENT 35 EFP # / ft3 Equivalent fluid pressure 3.83 a ft Height of earth above base slab 0.67 w ft Wall thickness 0.83 t ft Footing thickness 0.33 toe ft Length of toe 0.33 heel ft Length of heel H 3.83 ft Overall height of equivalent fluid Lf 1.33 ft Total footing width fs 1,387 # / ft2 Sal bearing if X is in mid 1/3 fs2 ' 1,538 # / ft2 Soil bearing if Xis not in mid 1/3 Lf/3 0.44 ft X 0.30 ft Location of resultant force 2Lf/3. 0.88 ft 257 # . Total horizontal force FS 1.648 Net factor against overturning Mot 328 # - ft Overtuming moment Mr 540 # - ft Resisting moment Mu 557 # - ft Ultimate moment for concrete design W 700 # Total weight on footing w1 152 # Sal weight on heel (120 pcf) w2 383 # Weight of wall w3 165 # Weight of footing x1 1.16 ft x2 0.66 ft x3 0.66 ft "MI �y = 40 4 5/ M u = , S(o k /n/ 5.1ce -I&o. - �� AL I BEND ) #4 6) slob c, ,/ (Z) 4 4 ccJi, (4' 5,06. is 3 11 C 12 ___— ($) '� V )1 ,, A' ,/ k 4 S 4 1 4 io? C C JAMIESON CONSUCING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803 -2581 • FAX (206) 803 -3289 INPUT NAME 35 EFP 4.5 a 0.67 w 0.83 t 0.67 toe 0.33 heel H Lf fs fs2 Lf/3 X 2Lf/3 F FS Mot Mr Mu W w1 w2 w3 x1 x2 x3 ,9 K mph ee--/- /I 4.50 1.67 1,227 1,291 0.56 0.43 1.11 354 1.679 532 892 904 836 178 450 208 1.50 1.00 0.83 # - ft # - ft # - ft ft ft ft NAME J� i 4-> 0//V / F JOB NO 962-5' BY DATE CANTILEVERED RETAINING WALL W/ BASE SLAB OUTPUT UNITS COMMENT # / ft3 Equivalent fluid pressure ft Height of earth above base slab ft Wall thickness ft Footing thickness ft Length of toe ft Length of heel ft Overall height of equivalent fluid ft • Total footing width # / ft2 Soil bearing if X is in mid 1/3 # / ft2 Sal bearing if Xis not in mid 1/3 ft ft Location of resultant force ft # Total horizontal force Net factor against overturning Overturning moment Resisting moment Ultimate moment for concrete design Total weight on footing Soil weight on heel (120 pcf) Weight of wall Weight of footing 1 3 t 'Cf - - - ----�: /. • SHEET NO. _ Z- (4 44 To? f =HI i l --# e I6 A1_T, 73i;iros C1JrE2 -10 WAU. ( caJr 10" 6 1.00 0.83 0.33 1.92 JAMIESON CONSUL`ING Consulting Engineering & Project Management 901 KIRKLAND AVE STE B -1 • KIRKLAND WA 98033 (206) 803 -2581 • FAX (206) 803 -3289 TYPICAL CANTILEVERED RETAINING WALL INPUT NAME OUTPUT UNITS COMMENT x1 2.29 ft x2 0.83 ft x3 1.63 ft NAME ___4 1"7 - � C JOB NO, '6 2/5 35 EFP # / ft3 Equivalent fluid pressure 0.267 Cf Coefficient of friction against sliding (includes Factor of Safety of 1.5) a ft Height of earth above "base" w ft Wall thickness t ft Footing thickness toe ft Length of toe heel ft Length of heel 4 7/ = Z F5/ = g5 i1/f = z, 2 I ' , mii BY ] DATE SHEET NO. 1A - 3 OF H 6.83 ft Overall height of equivalent fluid Lf 3.25 ft Total footing width fs 1,767 # / ft2 Soil bearing if X is in mid 1/3 fs2 1,775 # / ft2 Soil bearing if X is not in mid 1/3 Lf/3 1.08 ft X 1.01 ft Location of resultant force 2Lf/3 2.17 ft F 816 # Total horizontal force Fk 99 # Required key force ( key req'd if > 1201 ) FS 2.459 Net factor against overturning Mot 1,859 # - ft Overtuming moment Mr 4,570 # - ft Resisting moment Mu 2,142 # - ft Ultimate moment for concrete design W 2,687 # Total weight on footing w1 1382 # Soil weight on heel (120 pcf) w2 900 # Weight of wall w3 405 # Weight of footing 3 Zt Tye. (2) #4 7O? EA F ACF THIRD FLOOR SHEAR WALLS (C,B) SIDE/SIDE: V = 9749 L(eff) = 45.0 v = 217 pif Wall L(eff) V Section Length shear Type Rear , 6 1300 a 8- 162 P1-6 RMid 16 . 3466 a 5 347 P1-4 2-7.S 1 tv7 b 5. 347 P1-4 10 Front 23 ,-, 4983 01 P a b 7 221 P1-6 7 221 P1-6 c 8.5 221 P1-6 TOTAL 45 9,749 22.5 -......... • -....... LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (L) SEISMIC: V Mi .1032 W Wr = 2250 SF Q (15 + 10) psf = 56,250 # VV3f = 2200 SF Q (10 + 15) psf = 55,000 # Dead Loads: W2f = 2200 SF 0 (10 + 15) psf = 55,000 # Roof = 15 psf (horz. framing) 8 10 psf (partition) -, Floor = 10 psf (horz. framing) 8 15 psf (partition) gwb therefore: Vr 11 5805 # Vr = 7734 # V3f SI 5676# V3f = 7563# , . V2f go 5676# V2f = 7563# TOTAL 17,157 # 22,859 # WIND: side/side Fr = 220 SF Q 17.91 psf = 3940 # 260 SF 16.20 psf = 4212# 104 SF @ 15.35 psf = 1596# Total Roof sls: Fr = 9749 # Fur = 156 SF Q 15.35 psf = 2395 # 260 SF Q 14.28 psf = 3713# 52 SF 8 13.22 psf = 687 # Total Third Floor sls: F3f si 6795 # Fmf = 468 SF 8 13.22 psf = 6187 # Total Second Floor sls: F2f III 6187 # Total ihi mg front/back Fr = 220 SF 8 17.91 psf = 3940 # 275 SF 8 16.20 psf = 4455# 168 SF 8 15.35 psf = 2579 # Total Roof flb: Fr = 10974 # Fuf = 112 SF 15.35 psf = 1719# 280 SF Q 14.28 psf = 3998 # 112 SF @ 13.22 psf = 1481 # Total Third Floor flb : F3f = 7198 # Fmf = 504 SF @ 13.22 psf = 6663# Total Second Floor flb: F2f 6663 # Total flb = 24,835 SUMMARY: Wind controls all levels, both dlrecfions. gwb G , 0 LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (L) FRONT/BACK: V = 10974 L(eff) = 56.0 v = 196 pif Wall L(eff) V Section Length shear Type CFL 3 588 a 3 98 P1-6 b 3 98 P1-6 6 CLeft 11 2156 a 6.5 1Y) 105 P1-6 b 8.5 105 P1-6 c 5.5 105 P1-6 20.5 CRCen 11 2156 a 21.5 100 P1-6 C/B 9 1764 a 12 73 G1-7 . 52 b 12 73 G1-7 , 24 BLCen ' 11 2156 a 17 .. 127 P1-6 BRight 11 2156 a 36 60 G1-7 TOTAL 56 10,974 SECOND FLOOR SHEAR WALLS (D,B) SIDE/SIDE: V = 6795 L(eff) = 45.0 v = 151 pif Wall L(eff) V Section Length shear Type gwb Rear 5 2055 a 8 257 P14 RMid 7 4523 a 5 452 P1-3 b 5 452 P1-3 10 Mid 21 3171 a 12.5 167 P1-6 -- b 6.5 167 P1-6 19 Front. .12 6795 a 3 331 P14 b 6 331 P14 c 3 331 P14 d 8.5 331 P14 TOTAL 45 16,544 20.5 FRONT/BACK: V = 7198 L(eff) = 56.0 v = 129 pif Wall L(eff) V Section Length shear Type gwb DFL 3 974 a 3 162 P1-6 — b 3 162 P1-6 6 DLeft 11 3570 a 8.5 255 P14 b 5.5 255 P14 14 DRCen 11 3570 a 21.5 166 P1-6 D/B 9 2921 a 12 122 P1-6 b 12 122 P1-6 24 BLCen 11 3570 a 17 210 P1-6 BRight 11 3570 a 10 198 P1-6 b 8 198 P1-6 TOTAL 56 18,174 . 18 gwb 42 a_ LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (L) FIRST FLOOR SHEAR WALLS (C,B) SIDE/SIDE: V = 6187 L(eff) = 45.0 v = 137 pif Wall L(eff) V Section Length shear Type Rear 5 2742 a 8 343 P1-4 RMid 7 5485 a 5 549 P1 -310 b 5 549 P1 -310 10 Mid 21 6058 a 12.5 319 P1-4 b 6.5 319 P1-4 19 Front 12 8445 a 7 375 P1 -3 b 7 375 P1 -3 c 8.5 375 P1 -3 TOTAL . 45 . 22,731 22.5 FRONT/BACK: V = 6663 L(eff) = 56.0 v = 119 pif Wall L(eff) . V Section Length shear Type CFL 3 1331 a 3 222 P1-6 b 3 222 P1-6 6 CLeft 11 4879 a 6.5 238 P1-4 b 8.5 238 P1-4 c 5.5 238 P1-4 20.5 CRCen 11 4879 a 21.5 227 P1 -6 CB 9 3992 a 12 166 P1 -6 b 12 166 P1 -6 24 BLCen 11 4879 a 17 287 P1-4 BRight 11 4879 a 10 271 P1-4 b 8 271 P1-4 TOTAL 56 24,838 18 HORIZONTAL DIAPHRAGM SHEARS ROOF DIAPHRAGM Rear: BLOCK ROOF RMid: v = 3466 / 29 = 120 pif OK ADD A35 © 4' - 0" o.c. Front: v = 14 x 221 / 22 = 141 pif OK 3RD FLOOR DIAPHRAGM OK 2ND FLOOR DIAPHRAGM OK ANCHOR BOLTS USE 5 / 8 " Anchor Bolts 5' - 0" o.c. U.N.O. Rear: v = 343 pif 5/8" 32" o.c. RMid: v = 5485 / 29 = 189 pif OK Mid: v = 319 pif 5/8" 32" o.c. Front: v = 8445 / 44 = 192 pif OK BLCen: v = 287 pif 5/8" 32" o.c. gwb gwb L-3 Mommammamab OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (L) END CONDITIONS* WALL L V H Mot wdl Mr Mnet T L/ FR R1 BK THIRD FLOOR WALLS (C,B) SIDE/SIDE Rear 8 162 8 10368 114 3645 6723 368 2 2 RMid 5 347 8 13880 221 2764 11116 2223 3 & 5 2(2)& 4(1)& 5 5 347 8 13880 221 2764 11116 2223 2(2)8 4(1)& 5 3 & 5 Front 7 221 8 12376 74 1806 10570 1510 1 3 & 5 7 221 8 12376 74 1806 10570 1510 3 & 5 1 8.5 221 8 15028 74 2662 12366 1219 3 & Pdi 3 & Pdl FRONT / BACK CFL 3 98 8 2352 74 332 2020 673 1 3 3 98 8 2352 74 332 2020 673 3 1 CLeft 6.5 105 8 5460 60 1274 4186 644 3 2(2) 8.5 105 8 7140 60 2178 4962 584 2 & 4(1) 3 5.5 105 8 4620 60 912 3708 674 3 1 CRCen 21.5 100 8 17200 60 13937 3263 152 1 2 CB 12 73 8 7008 60 4342 2666 222 2 2 12 73 8 7008 60 4342 2666 222 2 2 BLCen 17 127 8 17272 60 8713 8559 503 1 2 BRight 36 60 81 17280 60 39074 -21794 -605 OK OK SECOND FLOOR WALLS (D,B) SIDE/SIDE Rear 8 257 8 16448 74 2358 14090 1289 2 & 5 & PdI 2 & 5 & PdI RMid 5 452 8 18080 74 921 17159 3748 7 7 5 452 8 18080 74 921 17159 3789 7 7 Mid 12.5 1671 8 16700 80 6281 10419 834 1 2(2) 6.5 1671 8 8684 60 1274 7410 1140 2 & 4(2) 2 & 5 Front 3 331 81 7944 94 422 7522 2507 1 & 5 3 & 5 & PdI 6 331 8 15888 94 1688 14200 2131 3 & 5 & Pdi 3 & 5 & PdI 3 331 8 7944 94 422 7522 2507 3 & 5 & PdI 1 & 5 8.5 331 8 22508 80 2904 19604 2070 3 & 5 3 & 5 FRONT /BACK DFL 3 162 8 3888 94 422 3466 1155 1 3 & 5 3 162 8 3888 94 422 3466 1155 3 & 5 1 DLeft 8.5 255 81 17340 60 2178 151621 1784 2 & 4(3) 3 & 5 & PdI 5.5 255 8 11220 60 912 10308 1874 3 & 5 1 DRCen 21.5 166 8 28552 74 17034 11518 536 1 2(2) D/B 12 122 8 11712 101 7236 4476 373 2 2 12 122 8 11712 101 7236 4476 373 2 2 BLCen 17 210 8 28560 87 12586 15974 940 1 2(2) BRight 10 198 8 15840 60 3015 12825 1283 2 & 5 2 & 5 8 198 8 12672 60 1930 10742 1343 2 & 5 2 & 5 r ac.- w.w...,,.... A- ....,........... .......,. .,........,. L-4 ✓11:41 ?. OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (L) I 1 i l END CONDITIONS* WALL L I V H Mot wdl i Mr Mnet T[ L 1 FR R / BK FIRST FLOOR WALLS (C SIDE/SIDE Rear 8 343 8 21952 74 2358 19594 1977 2 & 6 2 & 6 RMid 5 549 8 21960 74 921 21039 6886 8 8 5 549 8 21960 74 921 21039 7525 8 8 Mid 12.5 319 8 31900 80 6281 25619 2050 2(2) 6 _ 6. — 6.5 319 8 16588 60 1274 15314 2356 2&4(4) '1 , = , 2 & 7 Front 7 375 5 13125 60 1477 11648 1664 _ 6 71 375 5 13125 101 2462 106631 1523 6 7 8.5 375 5 15938 80 2904 13033 2683 7 7 FRONT / BACK CFL 3 222 5 3330 94 422 2908 969 1 6 3 222 5 3330 94 422 2908 969 6 1 CLeft 6.5 238 5 7735 87 1840 5895 907 6 2 & 4(2) 8.5 238 5 10115 60 2178 7937 934 2 & 4(2) 6 5.5 238 5 6545 60 912 5633 1024 6 6 CRCen 21.5 227 8 39044 74 17034 22010 552 1 6 CB 12 166 8 15936 101 7236 8700 725 6 2 & 4(1) 12, 166 8 15936 101 7236 8700 725 2 & 4(1) 2 & 4(1) BLCen 17 287 8 39032 87 12586 26446 1556 6 6 BRight 10 271 8 21680 60 3015 18665 2678 2 & 6 2 & 6 8 271 8 17344 60 1930 15414 2738 2 & 6 2 & 6 *END CONDITIONS PdI Dead Toad reaction at end of wall • 1 Perpendicular Exterior Wall (min) V = H * 230 # / ft 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # I (. P.) (4)(,4) _ el-5� * 3 Over / Under openings V = h * 230 # / ft (varies)1 4 A 35 Framing Anchors = 450# each T 2 ir = -4 5 CS 16 Strap = 1386 # 1 1 1 6 HPAHD 22 Hold Down a 2210 # (Come or 3680 # 7 HTT 22 x`4305 # (thru floor) or 4050 # w /SSTB 24AB 8 HD 8A a 5300 # -- I 9 HD 10A c 6814 # •- l , �1M L -5 LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (R) SEISMIC: V on .1032 W Wr = 1920 SF @ (15 + 10) psf = 48,000 # Dead Loads: W2f = 2004 SF ( (10 + 15) psf = 50,100 # Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) gwb therefore: Vr = 4954 # Vr = V2f = 5170 # V2f = TOTAL 10,124 # WIND: side /side Fr = 210 SF c 15.35 psf = 210 SF @14.28 psf = 90 SF @ 13.22 psf = Total Roof s /s: Fr = F2f= 405 SF ©13.22 psf = Total Second Floor sls: F2f front/back Fr = 245 SF (a 15.35 psf = 245 SF @ 14.28 psf = 102 SF 13.22 psf Total Roof fib: Fr = F2f = 459 SF 13.22 psf= Total Second Floor flb: F2f = SUMMARY: Wind controls all levels, both directions. 6600 # 6889 # 13,489 # 3224 # 2999 # 1190 # 7412 # 5354 # 5354 # Total Ws = 12,766 3761 # 3499 # 1348 # 8608 # 6068 # 6068 # Total fib = 14,676 SECOND FLOOR SHEAR WALLS (A,C) SIDE/SIDE: V = 7412 L(eff) = 45.0 v = 165 pif Wall L(eff) V Section Length shear Type gwb Rear 6 988 a 7 141 P1-6 RMid 15 2471 a 5 494 P1 -310 Front 24 3953 a 7 161 P1-6 b 3.5 161 P1-6 c 7 161 P1 -6 d 7 161 P1 -6 TOTAL 45 7,412 24.5 FRONT/BACK: V = 8608 L(eff) = 50.5 v = 170 pif Wall L(eff) V Section Length shear Type gwb ALeft 9 1534 a 36 43 G1 -7 33 ARCen 7.5 1278 a 17 75 P1-6 A/C 9 1534 a 12 64 G1 -7 49 b 12 64 G1 -7 24 CLCen 11 1875 a 21.5 87 P1 -6 CRight 11 1875 a 6.5 91 P1-6 b 8.5 91 P1-6 c 5.5 91 P1 -6 20.5 CFR 3 511 a 3 85 P1 -6 b 3 85 P1-6 TOTAL 50.5 8,608 6 FIRST FLOOR SHEAR WALLS (A,C) SIDE/SIDE: V = 5354 L(eff) = 44.5 v = 120 pif Wall L(eff) V Section Length shear Type Rear 5 1590 a 7 227 P1-6 RMid 1 2591 a 5 518 P1 -310 Mid 26 3128 a 12.5 250 P1-4 Front 12.5 5457 a 7 223 P1-6 b 3.5 223 P1-6 c 7 223 P1 -6 d 7 223 P1-6 TOTAL 44.5 12,766 24.5 FRONT/BACK: V = 6068 L(eff) = 50.5 v = 120 pif Wall L(eff) V Section Lenjth shear ALeft 9 2615 a 8 145 b 10 145 18 7.5 2179 a 17 128' P1 -6 9 2615 a 12 109 P1 -6 b 12 109 P1-6 24 CLCen 11 3197 a 21.5 149 P1 -6 CRight 11 3197 a 6.5 156 P1 -6 b 8.5 156 P1-6 c 5.5 156 P1 -6 20.5 CFR 3 871 a 3 145 P1 -6 b 3 145 P1 -6 TOTAL 50.5 14,675 6 ARCen A/C LATERAL ANALYSIS FOR PYRAMID POINTE BLDG I (R) HORIZONTAL DIAPHRAGM SHEARS ROOF DIAPHRAGM RMid: v = 2471 / 14.5 = 170 pif BLOCK ROFF to 2' ADD A35 24" o.c. 2ND FLOOR DIAPHRAGM OK ANCHOR BOLTS USE 518 " Anchor Bolts a 5' - 0" o.c. U.N.O. RMid: v = 2591 / 14.5 = 179 pif OK Mid: v = 250 pif 5/8" 32" o.c. Type P1-6 P1 -6 gwb gwb tti OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG I (R) END CONDITIONS* WALL L+ V H Mot wdl Mr Mnet T L / FR R / BK SECOND FLOOR WALLS (A,C) SIDE/SIDE Rear 7 141 7.5 7403 114 2791 4612 423 2 2 RMid 5 494 8 19760 221 2764 16996 3399 2 & 4(1) & 7 3 & 7 Front 7 161 8 9016 221 5417 3599 514 1 3 3.5 161 8 4508 221 1354 3154 901 3 1 7 161 8 9016 74 1806 7210 1030 1 2 & 3 7 161 8 9016 74 1806 7210 1030 3 & 5 2 & 5 FRONT /BACK ALeft 36 43 8 12384 60 39074 -26690 -741 OK OK ARCen 17 75 8 10200 60 8713 1487 87 1 2 A/C 12 64 8 6144 60 4342 1802 150 2 2 CLCen 21.5 87 8 14964 60 13937 1027 48 1 2 CRight 6.5 91 8 4732 60 1274 3458 532 3 2 & 4(1) 8.5 91 8 6188 60 2178 4010 472 2 3 5.5 91 8 4004 60 912 3092 562 3 1 CFL 3 85 8 2040 74 332 1708 569 1 3 3 85 8 2040 74 332 1708 569 3 1 FIRST FLOOR WALLS (A,C) SIDE/SIDE ' Rear 7 227 8 12712 74 1806 10906 1558 6 6 RMid 5 518 8 20720 74 921 19799 6459 9 9 Mid 12.5 250 8 25000 80 6281 18719 1498 6 6 Front 7 223 5 7805 87 2134 5671 810 1 6 1 3.5 223 5 3903 60 369 3533 1009 6 1 i 7i 223 5 7805 94 2298 5507 7871 1 6 71 223 5 78051 601 1477 6328 904 6 6 FRONT / BACK ALeft 1 8 145 5 5800 60 1930 3870 484 1 2 10 145 8 11600 60 3015 8585 859 2 & Pdi 1 ARCen 1 17 128 8 17408 94 13554 3854 227 1 2 A/C 1 12 109 8 10464 94 6754 3710 309 2 2 CLCen 21.5 149 8 25628 74 17034 8594 400 1 2 CRight 1 6.5 156 5 5070 87 1840 3230 497 6 2 & 4(1) 1 8.5 156 5 6630 60 2178 4452 524 2 & 4(1) 6 5.5 156 5 4290 60 912 3378 614 6 1 CFR i 3 145 5 2175 94 422 1753 584 1 • 6 3 145 5 2175 94 422 1753 584 6 1 *END CONDITIONS 1 Pdl 1 Dead load reaction at end of wall 1 'Perpendicular Exterior Wall (min) V = H * 230 # / ft ; / ; ! 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # 3 Over / Under openings V = h " 230 # / ft (varies) 1 4 1A 35 Framing Anchors = 450 # each 1 5 CS 16 Strap = 1386 # 1 1 1 • 6 1 HPAHD 22 Hold Down @ 2210 # (Comer) or 3680 # 1 7 'HIT 22 c@ 4410 # (thru floor) or 4050 # w /SSTB 24AB 8 I HD 8A @ 5300 # i 1 1 9 IHD 10A e_6814# 1 1 I • 1 REAR IZIA It) RUNT UNIT 'CR' • NOTE: Au. EETEP -t02 Vitas TO BE Pt-6 u .u. o . A, UNIT 'B' , •B tacK- F�F AtzEA m cs(6 To WALL BELOW UNIT 'ABR' (BARRIER FREE) UNIT 'C' 8�n6I LEVEL 3 s��`� PL=COR=PIAW/ w��s �� -� Scale vir=r-ar REAR RMIP CVO; To WALL VELOW M 1D cct•TO WALL vELOW UNIT 'DR' ( -4 celb TO WM-L I 'E[.oW V UNIT 'B' C—Nto TO WALL. tsELpru t31T 22 Tv t rrzz C.TOP OF WALL mum TIP. (4) FEGit, cs - ro GSM) TO WAM(,L BELOW C.S« TO WA-LL BELOW UNIT 'ABR' (BARRIER FREE) 5ReAR WALLS BLOC, s LEVEL 2 ELEEGRER606 Scala I/8' =P -O' UNIT 'C' D ko..)A35 cs((0 - ro WALL Setow ROTE: ALL EXTE WALLS TO SE 1,10 F�ou1 ittrOt. c.,ArgMtfittit +V'. , RENE RM ID MID FRONT a_ • UNIT 'CR' P1-3 1- 7 i . • UNIT 'B' 14Tr2.2.111'.(5)1 'ARP 22 UNIT 'AR' al 4 " L d Z (5 514EAR WALLS T GIM O. BLDG I LEVEL 1 fELECMREINpkt* UNIT 'C' WTE. A LL o To BE 1 1 a 1L-HI LL EA RMrD MID MOO UNIT 'CR' %" AIB.a?2'ac. UNIT 'B' O i4FA4t13 za TYP ( 56T824 FOR 1-11T22 AEoVE UNIT 'AR' UNIT 'C' %T8Z8 Foa 4v !I'VE T. POU414 VA 1 1 NOTE: (ISE 5 4 4 6 MOM BoM es PLAN u t - /y �a la US'a -O' iXt] — l't.��`' i I A LATERAL ANALYSIS FOR PYRAMID POINTE BLDG II (R) SEISMIC: V .1032 W Wr = 2215 SF @ (15 + 10) psf = 55,375 # Dead Loads: W3f = 2311 SF @ (10 + 15) psf = 57,775 # Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) gwb therefore: Vr = 5715# Vr = 7614 # V3f ag 5962 # V3f = 7944 # TOTAL 11,677 # 15,558 # 1NIND: side/side Fr = 210 SF © 15.35 psf = 3224 # 210 SF @ 14.28 psf = 2999# 90 SF @ 13.22 psf 1190 # Total Roof sis: Fr = 7412 F3f = 405 SF c 13.22 psf = 5354 # Total Second Floor Ws: F3f = 5354 0 Total sis = 12,766 front/back Fr = 270 SF @ 15.35 psf = 4145 # 280 SF © 14.28 psf = 3998 # 112 SF @ 13.22 psf = 1481 # Total Roof fib: Fr = 9624 F3f = 504 SF @ 13.22 psf = 66630 Total Second Floor fib: F3f = 6663 0 Total fib = 16,286 SUMMARY: Wind controls all levels, both directions. THIRD FLOOR SHEAR WALLS (B,C) SIDE/SIDE: V = 7412 L(eff) = 45.0 v = 165 pif Wall L(eff) V Section Length shear Type Rear 6 988 a 8 124 P1-6 RMid 15 2471 a 5 247 P1-4 Ir)4. 0,2- b 5 247 P1-4 10 Front 24 3953 a 8.5 176 P1-6 b 7 176 P1-6 c 7 176 P1-6 TOTAL 45 7,412 22.5 gwb FRONT/BACK: V = 9624 L(eff) = 56.0 v = 172 pif Wall L(eff) V Section Length shear Type gwb BLeft 11 1890 a 36 53 G1-7 42 BRCen ; 7J _ 11 1890 a 17 111 P1-6 B/C 9 1547 a 12 64 G1-7 51 b 12 64 G1-7 24 CLCen 11 1890 a 21.5 88 P1-6 CRight 11 1890 a . 6.5 92 P1-6 b 8.5 92 P1-6 c 5.5 92 P1-6 20.5 CFR 3 516 a 3 86 P1-6 b 3 86 P1-6 TOTAL 56 9,624 6 L- I3 1 LATERAL ANALYSIS FOR PYRAMID POINTE BLDG 1I (R) SECOND FLOOR SHEAR WALLS (B,C) SIDE/SIDE: V = 5354 L(eff) = 45.0 v = 119 pif Wall L(eff) V Section Length . shear Type Rear 5 1583 a 8 198 P1 -6 RMid 8 3423 a 5 342 P1-4 b 5 342 P1-4 Mid 21 2499 a 12.5 200 . P1 -6 Front 11 5262 a 8.5 234 P1 -6 b 7 234 P1 -6 c 7 234 P1 -6 TOTAL 45 12,766 22.5 FRONT/BACK: V = 6663 L(eff) = 56.0 v = 119 pif Wall L(eff) V Section Length shear Type BLeft 11 3199 a 10 178 P1 -6 b 8 178 P1 -6 18 BRCen 11 3199 a 17 188 P1-6 B/C 9 2618 a 12 109 P1-6 b 12 109 P1 -6 24 CLCen 11 3199 a 21.5 149 P1 -6 CRight 11 3199. a 6.5 156 P1 -6 b 8.5 156 P1 -6 c 5.5 156 P1 -6 20.5 CFR 3 873 a 3 145 P1 -6 b 3 145 P1 -6 TOTAL 56 16,286 6 HORIZONTAL DIAPHRAGM SHEARS ROOF DIAPHRAGM RMid: v = 2471 / 29 = 85 pif OK ADD A35 4' -0" 0.c. 3RD FLOOR DIAPHRAGM OK ANCHOR BOLTS USE 5 / 8 " Anchor Bolts 5' - 0" o.c. U.N.O. RMid: v = 3423 / 29 = 118 pif OK gwb 9b OVERTURNING - HOLD DOWNS FOR PYRAMID POINTE BLDG II (R) I i I END CONDITIONS* WALL I Lf VI H I Mot wdl Mr Mnetl T L / FR I RISK THIRD FLOOR WALLS (B,C) SIDE /SIDE Rear 8 124 7.5 7440 114 3645 3795 474 2 2 RMid 51 247 8 9880 201 2513 7368 1474 3 & 5 2 & 5 5 247 8 9880 201 2513 7368 1474 2 & 5 3 & 5 Front 8.5 176 8 11968 201 7261 4707 318 3 3 7 176 8 9856 74 1806 8050 1150 1 3 & 5 7 176 8 9856 74 1806 8050 1150 3& 5 1 1 FRONT /BACK BLeft 36 53 8 15264 60 39074 -23810 -661 OK OK BRCen 1 17 111 8 15096 60 8713 6383 375 1 2 B/C I 12 64 8 6144 60 4342 1802 150 2 2 CLCen 21.5 88 8 15136 60 13937 1199 56 1 2 CRight 6.5 92 8 4784 60 1274 3510 540 3 2 8.5 92 8 6256 60 2178 4078 480 2 3 5.5! 92 8 4048 60 912 3136 570 3 1 CFR 1 31 86 81 2064 74 332 1732 577 1 3 31 86 8 2064 74 332 1732 577 3 1 SECOND FLOOR WALLS (B,C) SIDE /SIDE Rear 8 198 8 12672 74 2358 10314 1289 6 6 RMid 51 342 8 13680 74 921 12759 2552 7 7 5 342 8 13680 74 9211 12759 2552 7 7 Mid 1 12.5 200 8 20000 80 6281 13719 1098 6 6 Front ! 8.5 234 6 11934 80 2904 9030 _ 826 6 6 7 234 6 9828 94 2298 7530 1076 1 6 1 7 234 6 9828 60 1477 8351 1193 6 [a FRONT / BACK BLeft ? 10 178 8 14240 60 3015 11225 1123 6 6 8 178 8 11392 60 1930 9462 1183 6 6 BRCen 17 188 8 25568 101 14522 11046_ 650 1 2(2) B/C 12 109 8 10464 101 7236 3228 269 2 2 CLCen 21.5 149 8 25628 74 17034 8594 400 1 2 CRight ; 6,5 156 6 6084 87 1840 4244 6531 6 2 & 4(1) 8.51 156 6 7956 60 2178 5778 680 2 & 4(1) 6 5.5 156 6 5148 60 912 4236 770 6 1 CFR 3 145 6 2610 94 422 2188 729 1 6 3 145 6 2610 94 422 2188 729 6 1 *END CONDITIONS PdI Dead load reaction at end of wall 1 Perpendicular Exterior Wall (min) V = H * 230 # / ft 2 Perpendicular Wall (min) 4 - 16d nails = 4 * 118 = 472 # 3 Over / Under openings V = h *230 # / ft (vanes) ; 4 A 35 Framing Anchors = 450 # each I ; 5 ICS 16 Strap = 1386 # — 6 1 6 HPAHD 22 Hold Down 2210 # (Comer) or 3680 # 1 1 7 HTT 22 6 4410 # (thru floor) or 4050 # w /SSTB 24AB 1 I 8 A 5300 # 8 10Ar�6814# j 1 1 f 9 HD I 1 L -l5 O A . a3z." o .c• UNIT 'CR' UNIT 'B' BLDG ar ,6"0 4,15•a32'.c. t4PAt D 2211? \ss co1Z 4D Ac)E TIP ay SSTB 2$ FOR MTV- . ABOVE TIP UNIT 'BR' UNIT 'C' r \T*113 24 FOB 1-4TTZ2 AoVE TYP. 14PA14.t 22 VIP Nora: Use. WO ANcE4oia EOLIS e s -o o•G. U.1V PLAN DC17/CC;(9 Scale „&..,._m. Mike 1EM ro C.Stb TD WALL` eELOw C9( .104.1BELOW FRottr UNIT 'CR' 11 -4 p1 -4 esi To WALL BELOW s csl Co TO WAU- P!- 4 i BELOW a UNIT 'B' cs16 W Al.. cS(6 10 MALL 13raow irt c-Slb 71) WALL. I MOW • UNIT 'BR' REAM RAID b. V UNIT 'CR' UNIT 'B' GS (6 TO 111141-L. P3EWW $Loc.K KcoF SF4EA -T+1 I 1141S AKEA UNIT 'BR' UNIT 'C' 7 J cst (DTo WAL- t3ELoW EI CSl(, Ta WAd_!_ reLow �1 ,�A ,tI NOTE: ALL ExTE WALLS TO 8E PI -G S{4 " R itr u.S M.140. 1313,6 IE LEVEL 3 X - Ct 9 Scale V8'•Y -0' REAR IL-16I ' MID i ENGINEERING REPORT Storm Drainage Maintenance Schedule Pyramid Pointe Apartments PREPARED FOR Daily Homes, Inc. 3316 Fuhrman Avenue East Seattle, WA 98102 PREPARED THROUGH: KTH Architects 13400 Northup Way East, Suite 23. Bellevue, Washington 98005 PREPARED BY: Coughlin Porter Lundeen 217 Pine Street, Suite 217 Seattle, Washington 98101 Phone: (206) 343-0460 Contact: Ms, Laurie Pfarr, P.E. PROJECT OVERVIEW The subject property is located near the intersection between 57th Avenue South and South 152nd Street in Tukwila, Washington. The site entrance is located at the south terminus of 57th Avenue. The project site is bounded on the north by Heatherwood and Hampton Heights Apartments , on the south by the Southcenter Boulevard /I -5 northbound on -ramp, and on the west by 57th Avenue South and La Vista Apartments). The subject property is rectangular in shape and has an area of approximately 4.67 acres. The proposed project development area is located near the southwest corner of the site. The proposed development will add approximately 5,800 ft2 of new multi - family apartment buildings as well as associated parking and sidewalk area's. The total increase in impervious area is 10,331 ft2 with 505 ft2 being new impervious area subject to vehicular traffic. PROPOSED DRAINAGE SYSTEM Storm water runoff from the site will be collected using standard catch basins. The catch basins will be connected using storm drainage pipe. All new roof downspouts shall be tight -lined to the proposed drainage system. All flow will be conveyed into an onsite combined detention and biofiltration system. The combined system shall release flows into the existing storm conveyance system directly south of the project site. Due to site constraints a combined detention and biofiltration system shall be incorporated into the drainage system. The detention system has been sized and analyzed as described in the "Detention requirements" portion of this report. The calculated required stormwater detention volume based on the site conditions is 1,287 ft The detention system was designed to be a combined detention and biofiltration system that is 77 -feet long, 7 -feet wide sloped at 0,50% with 3:1 side slopes with a design depth of 1.5 -feet providing 1,416 ft of storage volume. Per King County Core Requirement #3 the pond has been increased in size by 30% (100 linear feet, 7 feet wide, at a design depth of 1.5ft) The system has also been designed to discount the slope. The top elevation of the pond is 142.0 with 0.5 feet of free board and a design depth of 1.5 -feet. This is equal to elevation 140 which is the elevation of the inlet. The elevation of the outlet is 139.5. The detention system is designed to release flows equal to or below existing conditions, no adverse impact to the downstream drainage system is anticipated. RECOMMENDED MAINTENANCE SCHEDULE The following pages describe maintenance recommendations for the on -site drainage system. These recommendations should be followed as a minimum under normal operating conditions. As with all private storm drainage systems, regular inspection and maintenance of the system by the owner should reduce potential problems. 1 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Trash & Debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general there should be no visual evidence of dumping. Trash and debris cleared from site. Poisonous Vegetation Any poisonous vegetation which may constitute a hazard to City personnel or the public. Examples of poisonous vegetation include: tansy ragwort, poison oak, stinging nettles, devils club. No danger of poisonous vegetation where City personnel or the public might normally be. (Coordination with Seattle /King County Health Department). Pollution Oil, gasoline, or other contaminants of one gallon or more or any amount found that could: 1) cause damage to plant, animal, or marine life; 2) constitute a fir hazard; or 3) be flushed downstream during rain storms. No contaminants present other than a surface film. (Coordination with Seattle /King County Health Department) Unmowed Grass / Ground Cover If facility if located in the private residential area, mowing is needed when grass exceeds 18 inches in height. In other areas, the general policy is to make the pond site match the adjacent ground cover and terrain as long as there is no interference with the function of the facility. When mowing is needed, grass /ground cover should be mowed to 2 inches in height. Rodent Holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents destroyed and dam or berm repaired. (Coordination with Seattle /King County Health Department) Insects When insects such as wasps and hornets interfere with maintenance activities. Insects destroyed or removed from site. 2 PONDS The following schedule is recommended for the inspection and maintenance of on -site detention ponds. giike . P.APRIMP11140 hatritrAwirissoto.0..1"...14.411rtieNvoar...1.1.00.nouv 3 • Tree Growth Tree growth does not allow maintenance access or interferes with maintenance activity (i.e., slope mowing, silt removal, vactoring, or equipment movements). If trees are not interfering with access, leave trees alone. Trees do not hinder maintenance activities. Selectively cultivate trees such as alders for firewood. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Slopes should be stabilized using appropriate erosion control measure(s); e.g., rock reinforcement, plating of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% of designed pond depth. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Pond Dikes Settlements Any part of dike which had settled 4 inches lower than the design pond depth. Dike should be built back to the design elevation. Emergency Overflow/ Spillway Rock Missing Only one layer of rock exists above native soil in are five square feet or larger, or any exposure of native soil. Replace rocks to design standards. giike . P.APRIMP11140 hatritrAwirissoto.0..1"...14.411rtieNvoar...1.1.00.nouv 3 • Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed General Trash and Debris (includes Sediment) Distance between debris build -up and bottom of orifice plate is Tess than 1 -1/2 feet. All trash and debris removed Structural Damage Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 pounds or up or down pressure. Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are watertight; structure repaired or replaced and works as designed. Any holes - other than designed holes - in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See "Closed Detention Systems" Standard No. 3 See "Closed Detention Systems" Standard No. 3 Catch Basin See "Catch Basins" Standard No. 5 See "Catch Basins" Standard No. 5 CONTROL STRUCTURE/FLOW RESTRICTOR 4 The following schedule is recommended for the inspection and maintenance of on -site control structure /flow restrictor. Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed General Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking basin by more than 10 %.' No trash or debris located immediately in front of the catch basin opening. Trash or debris ( in the basin) that exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. No trash or debris in the catch basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that would cause complaints or dangerous gases (e.g. methane). No dead animals or vegetation present within the catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Structural Damage to Frame and /or Top Slab Corner of frame extends more than 3/4 inch past curb face into the street (if applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into the basin). Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 of the frame from the top slab. Frame is sitting flush on top slab. Cracks in Basin Walls/ Bottom Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any No cracks more than 1/4 -inch wide at the joint of inlet/outlet pipe. urS:nldWOO 4,7 CATCH BASINS The following schedule is recommended for the inspection and maintenance of the on -site catch basins. 5 6 evidence of soil particles entering catch basin through cracks. Settlement/ Misalignment Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Fire Hazard Presence of chemicals such as natural gas, oil, and gasoline. No flammable chemicals present. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation growing in inlet/outlet pipe joints that is more than 6- inches tall and less than 6- inches apart. No vegetation or root growth present. Pollution Non flammable chemicals of more than 1/2 cubic foot per 3 feet of basin length. No pollution present other than surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. Catch basin cover is closed Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have Tess than 1/2 inch of thread. Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying 80 Ibs of lift; intent is keep cover from sealing off access to maintenance. Repair so that cover can be removed by one maintenance person. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. Metal Grate Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or Missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. 6 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed External: Rock Pad Missing or Moved Rock Only layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil. Replace rocks to design standard. Dispersion Trench Pipe Plugged with Sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned /flushed so that it matches design. Not Discharging Water Properly Visual evidence of water discharging at concentrated points along trench (normal condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Trench must be redesigned or rebuilt to standard. Perforations Plugged Over 1 /2 of perforations in pipe are plugged with debris and sediment. Clean or replace perforated pipe. Water Flows Out Top of "Distributor" Catch Basin Maintenance person observes water flowing out during any storm less than the design storm or it is causing or appears likely to cause damage. Facility must be rebuilt or redesigned to standards. Receiving Area Over - Saturated Water in receiving area is causing or has potential of causing landslide problems. No danger or landslides. Internal: Manhole/ Chamber Worn or Damaged Posts, Baffles, Sides of Chamber Structure dissipating flow deteriorates to 1/2 or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. Replace structure to design standards. Other Defects See " Catch Basins" Standard No. 5 See "Catch Basins" Standard No. 5 ENERGY DISSIPATORS The following schedule is recommended for the inspection and maintenance of the on -site energy disspators. 7 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Pipe cleaned of all sediment and debris. Vegetation Vegetation the reduces free movement of water through pipes. All vegetation removed so water flows freely through pipes. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Pipe repaired or replaced. Any dent that decreases the cross section area of pipe by more than 20 %. Pipe repaired or replaced. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from the ditches. Sediment Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned /flushed of all sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion Damage to Slopes See "Ponds" Standard No. 1 See "Ponds" Standard No. 1 Rock Lining Out of Place of Missing (if Applicable) Maintenance person can see native soil beneath the rock lining. Replace rock to design standard. Catch Basins See "Catch Basins" Standard No. 5 See "Catch Basins" Standard No. 5 Debris Barriers (e.g., Trash Rack) Settlement/ Misalignment See "Debris Barriers" Standard No. 6 See "Debris Barriers" Standard No. 6 CONVEYANCE SYSTEMS (PIPES & DITCHES) The following schedule is recommended for the inspection and maintenance of the on -site conveyance systems. 8 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed General Weeds (Nonpoisonous) Weeds growing in more than 20% of the landscaped area (trees and shrubs only). _ Weeds present in Tess than 5% of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous vegetation. No poisonous vegetation present in a landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Area clear of litter. Trees and Shrubs Damage Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of the total foliage with split or broken limbs. Trees or shrubs that have been blown down of knocked over. Tree of shrub in place free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; remove any dead or diseased trees. GROUNDS (LANDSCAPING) The following schedule is recommended for the inspection and maintenance of the on -site grounds. 9 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance if Performed General Trash and Debris (Includes Sediment) Trash and debris exceeds 1 cubic foot per 1,000 square feet, i.e., trash and debris would fill up one standard size garbage can. Trash and debris cleared from site. Blocked Roadway Debris which could damage vehicle tires (glass or metal). Roadway free of debris which could damage tires. Any obstructions which reduce clearance above road to less than 14 feet. Roadway overhead dear to 14 feet high. Any obstructions restricting the access to a 10- to 12 -foot width for a distance of more than 12 feet or any point restricting access to Tess than a 10 -foot width. Obstruction removed to allow at least a 12 -foot access. Road Surface Settlement, Potholes, Mush Spots, Ruts When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Road surface uniformly smooth with no evidence of settlement, potholes, much spots, or ruts. Vegetation in Road Surface Weeds growing in the road surface that are more than 6 inches tall and less than 6 inches apart within a 400 - square -foot area. Road surface free of weeds taller than 2 inches. Shoulders and Ditches Erosion Damage Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Shoulder free of erosion and matching the surrounding road. Weeds and brush out to 2 inches in height or cleared in such a way as to allow maintenance access. Weeds and Brush Weeds and brush exceed 18 inches in height or hinder maintenance access. ACCESS ROADS /EASEMENTS The following schedule is recommended for the inspection and maintenance of the on -site access roads /easements. 10 ENGINEERING REPORT Drainage Report Pyramid Pointe Apartments PREPARED FO Daily Homes, Ineik 3316 Fuhrman Aveipe, Seattle, WA. 98102; r RECEIVED CITY OF TUKWILA MAR 0 6 1997 PREPARED BY: Coughlin Porter Lundeen 217 Pine Street, Suite 217 Seattle, Washington 98101 Phone: (206) 343 -0460 Contact: Ms, Laude Pfarr, P,E. PREPARED THROUGH:? Kappler Thomas Harkey'Acfttects 13400 Northup Way East, Sulte:333 Bellevue, WA. 98005 COUGiHLIN PORTER LUNDEEN General Project Description Drainage Report Pyramid Pointe Apartments Coughlin Porter Lundeen Project No. 95- 0313 -01 February 24,1997 The subject property is located near the intersection between 57th Avenue South and South 152nd Street in Tukwila, Washington (see Vicinity Map in Appendix 'B'). The site entrance is located at the south terminus of 57th Avenue. The project site is bounded on the north by Heatherwood and Hampton Heights Apartments , on the south by the Southcenter Boulevard /I -5 northbound on -ramp, and on the west by 57th Avenue South and La Vista Apartments). The subject property is rectangular in shape and has an area of approximately 4.67 acres. The proposed project development area is located near the southwest corner of the site. The proposed development will add approximately 5,800 ft of new multi - family apartment buildings as well as associated parking and sidewalk area's. The total increase in impervious area is 10,331 ft with 505 ft being new impervious area subject to vehicular traffic. Existing Drainage and Site Conditions The existing site is comprised of three wood - framed apartment buildings and a manager's residence. A concrete swimming pool is located near the center of the apartment complex. The remaining site area includes a mixture of asphalt parking lots, landscaping, grass lawns, and a few mature deciduous and coniferous trees. The existing site topography consists of moderate to steep slopes and declines toward the south at approximately 12 %. The maximum topographic rise throughout the site is on the order of 78 feet (High: 214' Low: 136'). The underlying soil composition within the subject property is composed of Urban Land soils. The King County Soil Survey and Figure 3.5.2A in the King County Surface Design Manual denotes Urban Land soils as having a variable hydrologic soil type (see Soils Map & Soil Legend in Appendix 'B'). A geotechnical report prepared by Geotech Consultants, Inc. indicates the soils generally consist of loose silty sands (Geotechnical report available for review upon request). Based on the geotechnical report and a site visit we determined the soils to have a SCS soils classification of 'B', moderately low runoff potential, and moderate infiltration rates. The existing on -site drainage system, which consists of parking lot catch basins and associated underground pipes, collects and conveys stormwater runoff to the southwestern-most corner of the property. An off -site asphalt flume intercepts surface flows from the western half of the property and conveys runoff to the southwest COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p :lpyramisdrainagedrainagereport property corner. At this point, the stormwater from the west and east halves of the site convergence to a 12" intake pipe. The runoff from the project site is then conveyed down a steep embankment, which subsequently joins the storm system along Southcenter Boulevard. Downstream Analysis Based on recent telephone conversations with Mr. Phil Fraser, Senior Surface Water Engineering with the City of Tukwila, a downstream conveyance capacity problem was identified. During larger storm events, upstream off -site flows conveyed through the asphalt flume often exceed the inlet capacity of the 12 -inch corrugated metal pipe at the end of the system (located near the southwest corner of the subject property). As a mitigation measure, the City of Tukwila's 57th Avenue South Public Works project will divert some of the off -site upstream stormwater, which is currently being conveyed to the asphalt flume, to a separate drainage system. To prevent our site from further impacting the existing off -site drainage problem and to provide some alleviation before the 57th Avenue project is fully constructed, we are proposing to install a detention system with a control structure as outlined within this report. Providing on -site detention will help to "phase" the amount of runoff tributary to the inlet pipe. This will reduce the amount of surcharge building up on the asphalt headwall of the inlet pipe, thereby reducing the potential for flooding of downstream properties. Surface water runoff leaves the site via a 12 -inch corrugated metal pipe that travels down a steep embankment. The 12 -inch CMP pipe enters an existing structure on the north side of Southcenter boulevard. The structure is connected to the existing storm drainage system within Southcenter boulevard. The existing storm drainage system within Southcenter Boulevard discharges into Gilliam Creek located on the south side of Interstate 405. Gilliam creek eventually discharges into the Green River(see Appendix 'B', Offsite Drainage Map). Detention Requirements The City of Tukwila refers to the Department of Ecology's Surface Water Manual as well as the King County Surface Water Design Manual its stormwater design criteria's and standards. Based on King County's Core Requirement #3 (Section 1.2.3), a project site is exempt from stormwater detention if the following criteria's are satisfied: • "The proposed project site post - developed peak runoff rate for the 100 -yr, 24 -hour duration design storm event is calculated for each discharge location to be less than 0.5 cfs more than the peak runoff rate for the existing site conditions; OR, • The project proposes to construct 5,000 square feet, or less, of new impervious surface." COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p` pyramid\drainagedrainagereport • Existing Basin Peak Runoff Rate = 2.86 cfs • Developed Basin Peak Runoff Rate = 3.03 cfs To determine if the project site is qualified for the exemption, a 100- yr /24 -hr peak runoff rate comparison was performed. The analysis applied the Santa Barbara Urban Hydrograph method (SUBH) with Type 1A rainfall distribution. The hydrology computer program "Waterworks Version 4.09" was used to develop and manipulate hydrographs. The results of the runoff analysis are as follows: Peak Runoff Rate Increase = 3.03 - 2.86 = 0.17 cfs < 0.50 cfs Meets Exemption. According to King County's Core Requirement #3 (Section 1.2.3) this project qualifies for exemption. However, through conversations with Mr. Phil Fraser, Senior Surface Water Engineering with the City of Tukwila, it has been determined that the site will provide detention to help to "phase" the amount of runoff tributary to the inlet pipe and reducing the potential for flooding of downstream properties. Detention will be provided as outlined below: I. The post- development peak runoff rate shall not exceed the existing peak runoff rate during a 2- yr /24 -hr design storm event. II. The post- development peak runoff rate shall not exceed the existing peak runoff rate during a 10- yr /24 -hr design storm event. III. The post- development peak runoff rate shall not exceed the existing peak runoff rate during a 100- yr /24 -hr design storm event. Detention System Design Parameters and Procedures Basin Runoff Analysis Procedure The "Basin Summary" within this report lists the design parameters and associated references to derive the stormwater runoff values. The computational steps outlined below have been applied to obtain the existing and developed basin runoff quantities for up to the 100- yr /24 -hr design storm: Identify and delineate the overall drainage basin for each discharge point from the development site under existing conditions. • Identify existing land uses. • Identify existing soil types using the SCS soil survey or on -site evaluation. • Identify existing drainage features (i.e. streams, depressions, etc.) II. Select and delineate pertinent sub - basins based on existing conditions. • Select separate sub - basins for on -site and off -site drainage. • Select separate sub - basins for major drainage features. COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p :lpyramidldrainegeldrainagereport Determine runoff parameters for each sub -basin under existing conditions. • Identify pervious and impervious areas. • Select CN values based on soil type and land use. • Compute the time of concentration for each basin analyzed. IV. Compute existing runoff hydrographs based on basin characteristics and appropriate design storms for each sub - basin. Repeat steps a -d for the proposed developed site conditions (i.e. detained basin, bypass basin). In Appendix `B' of this report, both the existing and developed basin maps have been enclosed showing delineated areas and time of concentration travel paths. The "Developed Basin Map" identifies the overall detained area tributary to the detention facility. Basin Summary I. Existing Basin Conditions A. Total Basin Area 1. Lawn/landscaped areas = 2.76 acres 2. Impervious areas (i.e. existing house, road, etc.) = 2.14 acres B. Soil Types 1. Alderwood: hydrologic group `B' C. CN Values 1. Lawn/landscaped areas: 2. Impervious: D. Time of Concentration 1. Sheet - flow: 300 LF(Pavement) @ S= 7.6% 2. Shallow -flow: 240 LF(Pavement) @ S= 4.2% 3. Channel flow 50 LF (Pipe) @ S= 8% 4. Sheet -flow: 115 LF(Grass) @ S= 22.6% 5. Channel flow: 200 LF(Earth Swale) @ S= 5% E. Precipitation 1. 2- yr /24 -hr design storm event = 2.0 inches 2. 1 0-yr/24-hr design storm event = 2.85 inches 3. 100- yr /24 -hr design storm event = 3.95 inches II. Developed Basin Conditions CN =83 CN =98 A. Total Basin Area 1. Lawn/landscaped areas = 2.53 acre 2. Impervious areas (i.e. rooftop, road, etc.) =2.14 acres COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. OpyremidkreinegeNdrainagereport B. Soil Types 1. Alderwood: hydrologic group `B' C. CN Values 1. Lawns /landscaping: 2. Impervious: CN =83 CN =98 D. Time of Concentration 1. Since the calculated time of concentration is extremely fast, a practical limit of 5 minutes was assumed during the developed site conditions in order to properly form hydrographs. This is a conservative assumption. E. Precipitation 1. 2- yr /24 -hr design storm event = 2.0 inches 2. 10- yr /24 -hr design storm event = 2.85 inches 3. 100- yr /24 -hr design storm event = 3.95 inches A summary of the storm water basin calculations are presented in Table 1 below. Existing Drainage System Description Peak Rate 24hr Storm (cfs) 2 -yr 10 -yr 100 -yr Existing 1.08 1.83 2.86 Developed 1.19 1.96 3.03 Table 1. Basin Summary Storm water from the paved northern portion of the existing site is collected in catch basin and discharged onto the grass slope along the west side of the of the northwest building and allowed to flow overland off site. The northwest building and the southeast building's roof drains are tightlined into the existing on site drainage system. The northeast building's roof drains and the existing managers residence are discharge onto splash blocks and allowed to flow overland. Storm water from the lower parking area is collected into the on -site catch basin and pipe system and routed into the asphalt flume at the south west corner of the site. Two of the structures in the southern portion of the site have been buried. Time of concentration for the project area was calculated as follows: storm water from the northeast corner of the site sheet flows overland in an westerly direction across an existing asphalt parking lot to a catch basin. The catch basin discharges flow southerly down a grassy hillside to an asphalt flume. The asphalt flume discharges the flow into a 12 -inch corrugated metal pipe which directs flow down a steep sloped embankment off of the site(see Appendix 'B' Existing Basin Map). COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p:\pyramid 'drainage \drainage report Proposed Drainage System Description Conveyance Analysis Water Quality Storm water runoff from the site will be collected using standard catch basins. The catch basins will be connected using storm drainage pipe. All new roof downspouts shall be tight -lined to the proposed drainage system. All flow will be conveyed into an onsite combined detention and biofiltration system. The combined system shall release flows into the existing storm conveyance system directly south of the project site(see Appendix `B' Developed Basin Map). Due to site constraints a combined detention and biofiltration system shall be incorporated into the drainage system. The detention system has been sized and analyzed as described in the "Detention requirements" portion of this report. The calculated required stormwater detention volume based on the site conditions is 1,287 ft (see "Level Pool Table" in Appendix `A'). The detention system was designed to be a combined detention and biofiltration system that is 77 -feet long, 7 -feet wide sloped at 0.50% with 3:1 side slopes with a design depth of 1.5 -feet providing 1,416 ft of storage volume. Per King County Core Requirement #3 the pond has been increased in size by 30% (100 linear feet, 7 feet wide, at a design depth of 1.5ft) The system has also been designed to discount the slope. The top elevation of the pond is 142.0 with 0.5 feet of free board and a design depth of 1.5 -feet. This is equal to elevation 140 which is the elevation of the inlet. The elevation of the outlet is 139.5. The detention system is designed to release flows equal to or below existing conditions, no adverse impact to the downstream drainage system is anticipated. The proposed conveyance system has been analyzed for up to the 25- yr /24 -hr design storm event. The worst case scenario would be that the entire site drainage would pass through a single 12 -inch pipe. We have analyzed the conveyance using two both Manning's equation to check pipe capacity as well as the `Head Water Nomograph for Smooth Interior Pipe Culverts with Inlet Control'. Using the `Head Water Nomograph for Smooth Interior Pipe Culverts with Inlet Control,' the headwater to pipe diameter ratio is 1.07. Using a 12 -inch diameter pipe, the headwater is 1.07 -feet. The minimum cover for the pipe is L5 -feet, therefore the 12 inch diameter pipe has adequate capacity. A second conveyance check was made using `H1- ICalc' to determine the minimum pipe slope for the 25 -year 24 -hour design storm. The minimum pipe slope for the design storm flow is equal to 0.59 %. The project conveyance system has been design such that all pipes have a slope greater than a 0.59 %. The stormwater conveyance system meets the City of Tukwila's drainage requirements and has been analyzed assuming uniform flow conditions. (See supporting calculations in Appendix `A'). City of Tukwila design requirements stipulate that runoff from impervious areas subject to traffic shall be treated to remove pollutants prior to discharge into the downstream system. Several treatment methods were reviewed and due to site constraints and existing topography a the biofiltration swale shall be incorporated into the detention system. The base of the detention system shall be 7- feet -wide and 100 -feet long, have a depth of 1.5 -feet and 3:1 side slopes. To ensure flow through the system the bottom of the system will be sloped at 0.5 %. Additionally a biofiltration swale hydroseed mixture will be planted for runoff treatment. COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p:\pyramid`drainage` report Y Erosion Control The proposed water quality biofiltration swale has been designed per Washington State Department of Ecology Storm Water Manual for the Puget Sound Basin section I11 -6.2 Runoff Treatment and Conveyance. The following data was used to design the biofiltration swale (See supporting calculations in Appendix `A'). Water Quality Design flow 0.76 cfs (6 -month storm = 64% of developed 2 -yr) Side Slopes for Swale 3:1 Slope of Swale 0.5% Design Depth 4 inches Manning's `n' 0.10 Site constraints do not allow for a full 200 -foot long biofiltration swale. The biofiltration swale was shortened and the bottom width was increased to provide the equivalent biofiltration surface area of the full 200 -foot long bioswale within a 100 -foot long biofiltration swale. To minimize the amount of sediment laden water from leaving the site during the construction process for the site, a temporary erosion and sedimentation control (TESC) plan has been submitted as part of the Civil Engineering drawings. This plan clearly indicates the minimum necessary measures that the contractor shall implement during the construction process. BMP's are defined as physical, structural and/or managerial practices, that when used in combination, prevent or reduce pollution of water caused by construction activities. The following are Best Management Practices (BMP's) that are shown on the TESC plan: To ensure that the disturbance of the site is limited to the development area, the clearing limits shall be clearly staked prior to any clearing or grading as shown on the TESC plan. A stabilized construction entrance /wheel cleaning station shall be provided at the point of egress and ingress to the development area. The stabilized construction entrance shall reduce the amount of sediment transported onto paved roads by motor vehicles. Silt fencing will be used around the perimeter of the site to minimize sediment laden surface water from leaving the site. Plastic sheeting and sand bags will also be implemented to reduce erosion of exposed soils on the open cut excavation. Building excavation cuts shall be limited to 1.5 horizontal to 1.0 vertical cut slope to reduce potential slides and minimize local soil erosion. Catch basin protection will be used on existing and future catch basins to reduce sediment laden water from entering the existing storm water runoff system during construction. Site runoff flowing into the new system will be conveyed to the new swale /pond for additional sediment control. A straw bale barrier will protect the outlet from sediment laden storm water. All construction debris will promptly be removed from the water to minimize spreading of demolition and construction impacts on the site. The contractor shall implement the BMP's as set forth by DR 6 -94, the SGDCC, and as approved and/or required by other agencies with COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. pymmid\drainagedrainagerepon - Jeff Peterson Project Engineer 0!•, ' : • ' Prepared by COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. OPYromidkdrainglic \drainago Mon urisdiction during construction to prevent demolition and construction debris, waste, material, el; oil, lubricants, and other fluids from entering the water. h e storm water detention and conveyance system has been designed in accordance with the City of Tukwila design standards. The proposed drainage system for the project has been designed to manage storms up to the 100-yr/24-hr design storm event. The onsite conveyance will adequately be able to convey the flows up to the 25-yr/24-hr design storm event. The combined detention system and biofiltration facility will prevent any adverse impacts to the downstream drainage system. A temporary erosion and sedimentation control plan has been designed in accordance with the City of Tukwila design standards. COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts, p:\ pyramicklrainage■drainage report COUGHLINPORTERLUNDEEN Hydrograph Input Worksheet Project: P Yid 14/f'IID Pa/NTE 19 R4 RT/7FN7S Drainage Basin Identification (5 char): E /00 Description (30 char): Elf )STING 64DIVD I rIUNS — I oU y'l2 Total Area: 4 46 7 Precipitation: (50 %)2yr 2yr a .0 Syr 10yr 2 2 2Syr 50yr iooyr 3,c 5 Hydrograph Numbers: (50 %)2yr 2yr Syr 10yr 2Syr Time of Concentration: length slope 3 0o 7,6% ayo 4'.i % 0 g ,11s .1d.6 a oo s 0io Total Travel Time: q M/N Pervious Area: a. 76 Curve Number. (pervious) 53 surface type PAYtMr>vr PAvenne .'r P/PE GRASS EHRT1l Impervious Area: D.-• /y (impervious) 98 100yr "n" value time 0.011 Di. /65/ a 0.7.13 Li a 0.070 O.15 S.�Sy ao 0.715 Land Use: Soil Type: 3 Hydrologic Soil Group: CPL Job No. 95 - 03/11-01 Date: .2 /9/97 ;I7 pis' ra:R Sui*E3:0. 9; CI P:IC6n43.0 •f::M6 /3 +3.369( COUGHLINPORTERLUNDEEN Hydrograph Input Worksheet Project: P A/I10 Po /NT! PAJRT/.6yr: Drainage Basin Identification (5 char): 1)1 00 Description (30 char): Dew La?ED Total Area: y. 6 7 AG Precipitation: (50 %)2yr 2yr a , D Syr 10yr Hydrograph Numbers: (50 %)2yr 2yr Time of Concentration: length slope Total Travel Time: 5 /I / N Pervious Area: a. 53 Curve Number. (pervious) a 3 Land Use: Soil Type: Hydrologic Soil Group: surface type COMO ric Syr 10yr 23y-r 3. S'S 50yr Syr 5 Qyr 100yr "n" value time Impervious Area: a•/9 (impervious) 9 $ laO 3. CPL Job No. 9 3)1'` Date: 2// 9/92 yt1 Psrv( S'AEET $ i'E 520 • SE•":E. • HIV • P :44/7134 •'::;e/544091 2/20/97 COUGHLIN DRAINAGE 4:2:24 pm Coughlin, Porter, Lundeen Inc. PYRAMID POINTE PORTER LUNDEEN JOB #95- 0313 -01 ANALYSIS w /DETENTION BASIN ID: D10 SBUH METHODOLOGY TOTAL AREA 4.67 Acres RAINFALL TYPE TYPE1A PRECIPITATION 2.85 inches TIME INTERVAL 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.96 cfs VOL: BASIN ID: D100 NAME: DEVELOPED CONDITIONS 100 -YR TOTAL AREA 4.67 Acres RAINFALL TYPE TYPE1A PRECIPITATION 3.95 inches TIME INTERVAL 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.03 cfs VOL: BASIN ID: D2 SBUH METHODOLOGY • TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 PEAK RATE: 1.19 cfs VOL: BASIN ID: El0 SBUH METHODOLOGY TOTAL AREA 4.67 Acres RAINFALL TYPE • TYPE1A PRECIPITATION 2.85 inches TIME INTERVAL 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 TcReach - Shallow L: 240.00 TcReach - Channel L: 50.00 TcReach - Sheet L: 115.00 TcReach - Channel L: 200.00 PEAK RATE: 1.83 cfs VOL: ... w••.... �. wwn. ��- .w...., «......s+.ww.. +svM.vssa M,s�M.s.YNwwMi4wvn�wro�W.++vwr enrol- �6.'.i.i1'.�. 4.67 Acres TYPE1A 2.00 inches 10.00 min BASIN SUMMARY NAME: DEVELOPED CONDITIONS 10 -YR BASEFLOWS: 0.00 cfs PERV AREA..: 2.53 Acres CN • 83.00 TC 5.00 min 0.75 Ac -ft TIME: 480 min BASEFLOWS: 0.00 cfs PERV AREA..: 2.53 Acres CN • 83.00 TC 5.00 min 1.14 Ac -ft TIME: 480 min NAME: DEVELOPED CONDITIONS 2 -YR BASEFLOWS: 0.00 cfs PERV AREA..: 2.53 Acres CN 83.00 TC 5.00 min 0.46 Ac -ft TIME: 480 min NAME: EXISTING CONDITIONS 10 -YR BASEFLOWS: 0.00 cfs PERV AREA..: 2.76 Acres CN 83.00 TC 8.96 min ns:0.0110 p2yr: 2.00 s:0.0760 ks:27.00 s:0.0420 kc:42.00 s:0.0800 ns:0.1500 p2yr: 2.00 s :0.2260 kc:20.00 s:0.0500 0.72 Ac -ft TIME: 480 min .o...p**JwMnr Me/w+n..wru.r•••■-■•• page 1 IMP 2.14 Acres 98.00 5.00 min IMP 2.14 Acres 98.00 5.00 min IMP 2.14 Acres 98.00 5.00 min IMP 1.91 Acres 98.00 9.00 min • 2/20/97 4:2:24 pm Coughlin, Porter, Lundeen Inc. page 2 , PYRAMID POINTE COUGHLIN PORTER LUNDEEN JOB #95-0313-01 • DRAINAGE ANALYSIS w/DETENTION BASIN ID: E100 SBUH METHODOLOGY TOTAL AREA • 4.67 Acres RAINFALL TYPE • TYPE1A PRECIPITATION 3.95 inches TIME INTERVAL 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 • TcReach - Shallow L: 240.00 TcReach - Channel L: 50.00 TcReach - Sheet L: 115.00 TcReach - Channel L: 200.00 PEAK RATE: 2.86 cfs VOL: BASIN ID: E2 SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL • 0. ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 300.00 TcReach - Shallow L: 240.00 TcReach - Channel L: 50.00 TcReach - Sheet L: 115.00 TcReach - Channel L: 200.00 PEAK RATE: 1.08 cfs VOL: BASIN SUMMARY NAME: EXISTING CONDITIONS 100-YR BASEFLOWS: 0.00 cfs PERV IMP AREA..: 2.76 Acres 1.91 Acres CN • 83.00 98.00 TC 8.96 min • 9.00 min ns:0.0110 p2yr: 2.00 s:0.0760 ks:27.00 s:0.0420 kc:42.00 s:0.0800 ns:0.1500 p2yr: 2.00 s:0.2260 kc:20.00 s:0.0500 1.11 Ac-ft TIME: 480 min NAME: EXISTING CONDITIONS 2-YR 4.67 Acres BASEFLOWS: 0.00 cfs TYPE1A PERV IMP 2.00 inches AREA..: 2.76 Acres 1.91 Acres 10.00 min CN • 83.00 98.00 TC 8.96 min 9.00 min ns:0.0110 p2yr: 2.00 s:0.0760 ks:27.00 s:0.0420 kc:42.00 s:0.0800 ns:0.1500 p2yr: 2.00 s:0.2260 kc:20.00 s:0.0500 0.44 Ac-ft TIME: 480 min . „ 8 :18:40 am Coughlin, . Porter, Lundeen Inc. ,., OUGHLIN PORTER 'LUNDEEN JOB. #9S=0313-0I '.1:e e'..: ' • , . PYRAMID POINTE „ D RAINAGE ANALYSIS w/DETENTION STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No VAULT Description: SWALE USED FOR DETENTION Length : 77.00 ft . Width : 7.00 ft Side Slope 1: 3 Side Slope 3: 3 Side Slope 2 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch 2/21/97 COUGHLIN DRAINAGE NOTCH WEIR Description: Weir Length: Elevation . ID No NOTCH WEIR 0.6300 ft. 140.20 ft. RISER DISCHARGE Description: 12 Riser Diameter (in): Weir Coefficient...: Orif Coefficient...: 8:18:40 am Coughlin, Porter, PYRAMID POINTE PORTER LUNDEEN JOB #95- 0313 -01 ANALYSIS w /DETENTION DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. COMBO :Description: COMBINATION. RISER /ORIFICE Structure: ORIFICE Structure: Structure: NOTCH Structure: Structure: RISER NOTCH Weir height (p): Weir Increm: 0.10 MULTIPLE ORIFICE ID No. ORIFICE Description: SINGLE ORIFICE Outlet Elev: 139.50 Elev: 98.00 ft Orifice Diameter: 7.5000 in. ID No. RISER 12.00 elev: 9.739 height: 3.782 increm: Lundeen Inc. page 141.00 ft 141.00 ft 0.10 ft MATCH ;2-2 .. .... . • 1.08 1.19 VAULT COMBO 140.00 1 332.09 Cf I .08 i4krCit io-io , . . . . 1 .83 1.96 VAULT COMBO 140.48 2 : 786:22 cf MATCH 100-100 :2. 2.86 3.03 VAULT COMBO 140.90 3 1287.16 cf . . • , 8:18:41 am Coughlin, Porter, -Lundeen:ind:•.. • - • PYRAMID POINTE COUGHLIN2PORTER LUNDEEN JOB #95-0313-01 IwuncwE ANALYSIS w/DETENTION , • MATCH INFLOW -STO- rDIS-; ;47FEAK-, STORAGE . Peak Out . . .. . >.'Icfi) (Cfs) --id- c-STAGE> id VOL (cf) cfs H.: • LEVEL POOL TABLE SUMMAR 6 : 35 : 0 am Coughlin , Porter , Lundeen Inc . PYRAMID POINTE COUGHLIN PORTER LUNDEEN JOB #95-0313-01 DRAINAGE ANALYSIS BASIN SUMMARY GONVEvANce BASIN ID: D25 NAME: DEVELOPED CONDITIONS 25-YR SBUH METHODOLOGY TOTAL AREA 4.67 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERV IMP PRECIPITATION.... : 3.45 inches AREA..: 2.53 Acres 2.14 Acres TIME INTERVAL . . . . : 10.00 min CN 83.00 98.00 TC 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.54 cfs VOL: 0.96 Ac-ft TIME 480 min Quantities 12.0000 in 0:.0140 0.5900 % IN PIPE SLOPi 2.5400 cfs . F VLL FLO 3.2340 ft /s 12.0000 in Diameter: Manning's n alculated Slope: Flow Rate: Calculated Velocity: 'Calculated Depth: Calculated Quantities Area Of Flow: Wetted Perimeter: Hydraulic Radius: d/D Ratio: Velocity Head: Critical Depth: Full Capacity: Max Capacity: 0.7854 sf 37.6991 in 3.0000 in 1.0000 parts 0:1624 ft 8.1936 in 2.5401 cfs 2.7324 cfs HHCalc, Version 7.Os Eagle Point, 4131 WestMark Drive, Dubuque, IA, 52002, 1 -800- 678 -6565 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 168 156 144 132 120 108 96 36 33 30 27 24 21 C45 18 10,000 8,000 6,000 5,000 4,000 3,000 2,000 1,000 800 4 / 60 to 50 40 HD SCALE 30 (1) Sguors edge .it hsod•oll 20 (2) Groove with AO • ••all 10 8 1.0 EXAMPLE 0.42 inches 13.5 lest) 0.120cfs env t,M 0 t..t (1) 2.5 e.e (2) 2.1 7.4 (3) 2.2 7.7 9 0 in feel (3) oars end projecting 6 T use scale (2) or (3) project 5 orizont oily to scale (1), then use straight inclined line through 0 and 0 scales, or reverse os illustrated. !MIN HWT ).071 ENTRANCE TYPE 4.3.5.11 (1) (2) (3) 6. - 6. - 6. - 5. 4. - 3. 84 / 1 - 600 _ 500 �� . .. - 2' 400 . Be = 300 72 � %� _ . z ct) / ul 60 u 200 la - 1.5 48 -1.0 - .9 -.8 - .7 - .6 - .5 2. 1.5 .8 .6 •.5 - 5. - 4. - 3. - 2. - 1.5 1.0 1.0 - .9 - .8 - .7 - - .5 ENTRANCE TYPE SQUARE EDGE WITH HEADWALL I L -- PLAN (1) GROOVE END WITH HEADWALL PLAN (2) GROOVE END PROJECTING 1/90 COUGHLIN PORTER LUNDEEN Pyramid Pointe Apts. p:\pymiddriinijcWruinacrcport 1 .r• sains sUt, I I rE TERMINAL wrM• Mon • 1 S, IJeIN A S I]ml sr 17811 sr — =� ^ I i . 111711101 - 1Y .5.1]IM SI © n ECM a S 1 S s t ro n 4 x 77 _ `11a' t► 15 .L, COMM EUIU ■ m SI TA 146n1 SI S 1AIS S SI 1411 I S 119111$ iAYrn> (TUNE TENORS. wY. ■MI WWII ��•M. t amr_� sr -r. —1-, 'Timm SI h• i.a . 141St 51 sr 1 T} ▪ r J1L&OE 12 ' i F S • LT •• LJN S w 1 Ins LR 144111 � F •+ S NS 144 S1RAIIDER I7 IM 1!6111 3 IL SI •^ -Li /IN y 1j st 1'I 7 ' �^ 1ME111T11 ti t' I.le • 7 2 �' I/etN SI i. .T. , AS! l' 1e (lKlr r .. 1p FOSTER \'• • 1.■ -• 1; LINKS 4 2 • IS s 2C I -1 1 • S moo Pl. 1, jG sorturva COL IR COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING COMPANY 217 R: E STREET • SUITE 520 • SEATTLE. WA 98101 • P2061343.0450 • F 206/343/5691 VICINITY MAP - . • . X . t k Riverto ..... •t•to . • • . •• rch Sch ' eiturnier . ':. : o .• •. • .... \ . City •. ieV,7-, . UkW1 t: H •' art 1.. • . t., II v.1, Ir• t• lint l• Tuk% • 181 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING COMPANY 227 Rit•E STREET • SUITE 520 • SEATTLE. WA 98101 • P206/343•0460 • F 2Q6230/5691 SOILS MAP SYMBOL NAME AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes AgO Alderwood gravelly sandy loam, 15 to 30 percent slopes AkF Alderwood and Kitsop soils, very steep AmB Arent', Alderwood material,0 to 6 percent slopes • AmC Arents, Alderwood material, 6 to 15 percent slopes • An Arent's, Everett material • BeC Beauslte gravelly sandy loam, 6 to 15 percent slopes BeD Beauslte gravelly sandy loam, 15 to 30 percent slopes B•F Beauslte gravelly sandy loom, 40 to 75 t•.rct slopes Bh Bellingham silt loam Br. Briscot silt loam Bu Buckley silt loom Cb Coastal Beaches Ea Earlmont silt loom Ed Edgewiek fine sandy loam EvB Everett gravelly sandy loam, 0 to 5 percent slopes EvC Everett gravelly sandy loam, 5 to 15 Percent slopes EvD Everett gravelly sandy loom, 15 to 30 percent slopes EwC Everett•Alderwood gravelly sandy looms, 6 to 15 percent slopes InA Indianola loamy fine sand, 0 to 4 percent slopes InC Indianola loamy fine sand, 4 to 15 percent slopes InD Indianola loamy fine sand, 15 to 30 percent slopes Kp8 Kitsop silt loam, 2 to 8 percent slopes KpC Kitsop silt loam, 8 to 15 percent slopes KpD Kitsop silt loom, 15 to 30 percent slopes KsC Klaus gravelly loamy sand, 6 to 15 percent slopes Ma Mixed alluvial land NeC Nsihan very gravelly loamy send, 2 to 15 percent slopes Ng Newberg silt loam Nk Nooksack silt loam No Norma sandy loam Or Orcas peat Os Orldia silt loom OvC Ovall gravelly loam, 0 to 15 percent slopes OvD Ovall gravelly loam, 15 to 25 percent slopes OvF Ovall gravelly loam, 40 to 75 percent slopes Pc Pilchuck loamy fine sand Pk Pilchuck fine sandy loam Pu Puget silty clay loom Py Puyallup fine sandy loam RaC Ragnor fine sandy loam, 6 to 15 percent slopes RaD Rdgnar fine sandy loom, 15 to 25 percent slopes RdC Rognar•Indianola association, sloping • RdE Rognor.lndianola association, moderately steep • Re Renton silt loom Rh Riverwash Sa Salal silt loom Sh Sommamish silt loom 5k Seattle muck Sm Shalcor muck Sn SI silt loam So Snohomish silt loam Sr Snohomish silt loom, thick surface variant Su Sultan silt loam Tu Tukwila muck Ur Urban land We Woodinville silt loom • The composition of these units is more variable than that of the others in the area, but It has been controlled well enough to interpret for the expected use of the soils. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING COMPANY 217 PIE STREET • SUITE 520 • SEATTLE. WA 9801 • P•206/343.0460 • F2081343/5691 Soils Legend • • et0901 i PMCR PARR . T CONCRETE root AREA NORTHEAST , JS TREES O /\Rr •, YAM O Mu ELEV..' r qt r `�% .` I I q /,O .' /ON. MATER SEPAMTOR R1u LLY.. { { 1 ' O r RAL ELEV..ta7.17' I {' WV. Ia.{a' r 17 CNP .N.NC.13S. 2; PVC rm. C.1311.52 - -• R�OPwV.•.+1ap.f �W-. wN � J . what W at COSSERTE NCAOWAL. • • • • • • • F CO ft 7!i 17• RCP PN.mV.11�14' 5o t PtPE R EP 7 {.75' IN. {' RCP NV. 14.174.50' {' RCP W. R'.174.75' iND.S//' R /!lS'M — :3 , 1,71 ii{Qr ' .. ^.- e.- ..,.."°" ........�...._.. ` " ^ -•--- .-- ...-_. 115i. HE,r nod 2,00 Lf • G oNtBNTRmE0 Fi- o w ye) ig•F N.C. I SOW /7 wu LLCV.13.7.07' {' PVC RN. N•171.s {• WC *N. %.171. 117' SHAH() k► ' .�: imoS IN .1 SOUR /1 RM [ 177_0' 10' OUCfrC NV. R.173.O5 10' cur ow. C•17740' .1w0 Rai uCV..11111.37' SOUR /] RN CLEV!1117.11' • • al SO/JrHfA cuR. s PROJECT PYRAMID POINTE APARTMENTS PROJECT NO. i5- O313 -OI CLIENT KTH 4110 ivR:M: Imo tr Si: PV NV.NC .1730$ ' P•t !N. 5.172.13 50YN 1 NW ELM= 177.30' I0' DUCTtt MO N•173.0S' 10' OW 1W. C•172.e0' y , � .0' CYP 1W. f.172 ) ` M M M5 .- .�. M ...y � M A • wI.' IRK w 7. _ ,,,� ,„,. / e I , . • a �Q M M.12. rARAT0 I . k t ' I { I '17.1 e; WC O C•1311.52' V2 .W Nov = . =.... lrr/:i a 0104L 7 C •=""mow ▪ •. . "fin ""....;',,,„""; s.," • } \a, \.< IST1\ EA IN 'C;1 1M.MR 7tNCE DESIGNED BY: JNP DATE: 2/21/c11 CHECKED BY: LP SHEET NA of NA 217 Pet STREET SJITE 520 SEATTLE. WA 9601 P206/343-0 F1206,343.5691 ir■1117a111:arnai � r' 11. ►g1f1tM{INC � •f�flO tJtitf tiraraf so LI CI Ot CI (.mx (xb oM £.nua (nv %) 15.1/3.111 £.( 71.A b Q [•111.N t L; \u 157 IF 2 -1/2 COPPER V no NO ' w � 'rgD n.ur CL CI ON auuf '4 O SAY MO NI t. Il 43 f.1R1!a NC p_ 1.113.113 tr PC R] O 2.13 rNC Li DIP C. w+�wnw.nr. Ir CNC MGOfM! DEVELOPE PROJECT PYRAMID POINTE APARTMENTS PROJECT NO. 95 - 0313 - CLIENT KTH 2OIf6'SSO 62 If 6 SS01.0XUN. to. 9A usuen COTT NC CIS UNE 10 CONSTRUCT &FRCP/N n m Ss •( OR CODAWMTf 1YITH�CAS A4 n DECK p 9 a 'er 41 4 470 I. 410 stow tm // Q SAS SIK0 ON 1 4.177.41 1 NC [WILD r vre (.11!.17 • Pit 0) • � IE 1e �1e41i,� IV Cpi 1QADvil COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 6 /. DESIGNED BY: JNP DATE: 2/21/97 CHECKED BY: LP SHEET NA of NA 217 PInE STREET SUITE 520 SEATTLE. WA 9801 8206/343.0460 F1206/343•5691 Riu�'► ck .uuuipinp_Sta nii It I •i I. „). - N t � I1." c I$c Ii' 3c 110 l. o "k II . s Sig 1;00 erg _ u_ IN Ai • • PROJECT PYRAMID POINTE APARTMENTS PROJECT NO. 95 - 0313 - CLIENT KTH COUGHLI A CONSULTING STRUCT 4 :11' 4 OFFSITE DRAIN DESIGNED BY: CHECKED BY: 211 PM STREET , ..? ° Su IIsId Ri arlinolon Go Course RENTON J .:— TUKWI no& Z 01 0' 0 20 • 25 u wila IM7B Pablc OFFSITE DRAINAGE MAP PROJECT PYRAMID POINTE APARTMENTS PROJECT NO. 95 CLIENT KTH COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION DESIGNED BY: JNP DATE: 2/21/97 CHECKED BY: LP SHEET NA of NA 217 PNE STREET SUITE 520 SEATTIE. WA 9801 P206/343-0460 F:20E443•56 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.IC 2-YEAR 24-HOUR ISOPLUVIALS • 2-YEAR 24-HOUR PRECIPITATION 0 .3.4 """ ISOPLUVIALS OF 2YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 I Milis e=r • 4 (. KING COUNTY, WASHINGTON, S FIGURE 3.5.1H 100-YEAR 24-HOUR ISOPLUVIALS 1: 300,000 ino-YEAR 24-HOUR PRECIPITATION 3.4 ISOPLUVIALS OF 100-YEAR 24-HOUR 4 TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 13 M114$ URFACE WATER DESIGN MANUAL 3.5.1-13 1/90 FIGURE 3.5.1F 25-YEAR 24-HOUR ISOPLUVIALS R$ 2.8 2p. 2,9 29 3.1 3 .3 ‘Z6-* (- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL '6 0 1 2 1:300,000 25-YEAR 24-HOUR PRECIPITATION 3.4 ISOPLUVIALS OF 25-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 3 4 5 6 7 8MIIes 3.5.1.11 1/90 s. o-' 1 4.8 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP AB C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth Wood or forest land: young second growth or brush Orchard: with cover crop 42 64 76 81 55 72 81 86 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area fair condition: grass cover on 50% to 75% of the area 68 86 90 8 77 90 92 Gravel roads and parking lots Dirt roads and parking lots 76 85 89 91 72 82 87 89 Impervious surfaces, pavement, roofs, etc. Open water bodies: lakes, wetlands, ponds, etc. 98 9® 98 98 100 100 100 100 Single Family Residential (2) Dwelling Unit /Gross Acre % Impervious (3) 1.0 DU /GA 15 1.5 DU /GA 20 2.0 DU /GA 25 2.5 DU /GA 30 3.0 DU /GA 34 3.5 DU /GA 38 4.0 DU /GA 42 4.5 DU /GA 46 5.0 DU /GA 48 5.5 DU /GA 50 6.0 DU /GA 52 6.5 DU /GA 54 7.0 DU /GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. Separate curve number shall be selected for pervious and impervious portion of the site or basin ....«.w.. ..... ..«n,....,,.....w.s..a....,,..e eMm+s.tn.. rt ,ell7tsrF']+^ ter r- �. . KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5 2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (1) (2) (3) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. Assumes roof and driveway runoff is directed into street /storm system. The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2 -3 11/92 C Fallow fields or loose sod surface (no residue) Cultivated soil with residue cover ( a < • 0.20 h /ft) Cultivated soh with residue cover (S> 0.20 It/h) Dense grasses Bermuda grass Range (natural) Woods or forest with light underbrush Woods or forest with dense underbrush 1. Forest with heavy ground truer and meadows (n•0.10) 2. Brushy ground with some trees (n • 0.060) 3. Fallow or minimum thlage cultivation (n •0.040) 4. High grass (n - 0.035) 5. Short grass, pasture and lawns (n- 0.030) 6. Nearly bare ground (n- 0.025) I 7. Paved and gravel areas (n•0.012) 6. CMP pipe (n•0.024) 8. Other waterways and pipes Channel Flow (Continuous stream, R • 0.4) 9. Meandering stream with some pools (n - 0.040) 10. Rock -lined stream (n•0.035) 11. Grass-lined stream (n.0.030) 12. Other streams, man-made channels and pipe 'n, Shoot Flow Equation Manning's Values (For the Initial 300 It of travel) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS 0.• r Smooth surfaces (concrete, asphalt, gravel, or ban hard packed soh) 0.011 Short prairie grass and lawns 0.15 1 *Manning values for sheet how only, from Overton and Meadows 1976 (See TR•55, 1986) 'k' Values Used In Travel Time/Time of Concentration Calculations Channel Flow (Intermittent) (At the beginning of visible channels: R•0.2) t. Forested swale with heavy ground titter (n • 0.10) 2. Forested drainage course /ravine with defined channel bed (n • 0.050) 3. Rockdinod waterway (n•0.035) 4. Grassed waterway (n- 0.030) **See Chapter S, Table 5.3.6C for additional Mannings 'n' values !or open channels 3.5.2.7 0.05 0.06 0.17 024 0.41 0.13 0.40 0.80 Shallow Concentrated Flow (Alter the initial 300 h. of sheet how, R • 0.1) k, 3 5 a 9 27 k, 5 10 15 17 5. Eanh•Iined waterway (n- 0.025) 2 4 21 I 7. Concrete pipe (0.012) 42j 0.508 /n k, 20 23 27 0.807 /n" 1/90 ' (2) Backwater Analysis Method Used to analyze the capacity of both proposed, and existing, pipe systems to convey the peak rate of runoff for the 25, and 100 -year design storm events. (Note, structures for proposed pipe systems must be demonstrated to provide a minimum of 0.5 feet of freeboard between the headwater surface (hydraulic grade line) and the top of the structure for the 25 year peak rate of runoff. Structures may overtop for the 100 -year peak rate of runoff as allowed by Core Requirement #4 in Section 1.2.4. When overtopping occurs for the 100 -year peak rate of runoff the additional flow over the ground surface is analyzed using the methods described in Section 4.3.7 and added to the flow capacity of the pipe system determined, as described below.) This method is used to compute a simple backwater profile (hydraulic grade line) through a proposed, or existing, pipe system for the purposes of verifying adequate capacity. It incorporates a re- arranged form of Manning's Equation expressed in terms of friction slope (ie, slope of the energy grade line in ft /ft). The friction slope is used to determine the head loss in each pipe segment due to barrel friction, which can then be combined with other head losses to obtain water surface elevations at all structures along the pipe system. The backwater analysis begins at the downstream end of the pipe system and is computed back through each pipe segment and structure upstream. The friction, entrance and exit head losses computed for each pipe segment are added to that segment's tailwater elevation (the water surface elevation at the pipe's outlet) to obtain its "outlet control" headwater elevation. This elevation is then compared with the "inlet control" headwater elevation, computed assuming the pipe's inlet alone is controlling capacity using the methods for inlet control presented in Section 4.3.5. The condition that creates the highest headwater elevation then determines the pipe's capacity. The approach velocity head is then subtracted from the controlling headwater elevation and the junction and bend head losses are then added to compute the total headwater elevation which is then used as the tailwater elevation for the upstream pipe segment. 4.3.4 -16 11/92 SOIL GROUP HYDROLOGIC GROUP' SOIL GROUP HYDROLOGIC GROUP' Alderwood Arents, Alderwood Material Arents, Everett Material Beausite Bellingham Briscot Buckley Coastal Beaches Earimont Silt Loam Edgewick Everett Indianola Kitsap Klaus Mixed Alluvial Land Neilton • Newberg Nooksack Normal Sandy. Loam C C B C D D D Variable D C A /B A C C Variable A B C D Orcas Peat Oridia Ovall Pilchuck Puget Puyallup Ragnar Renton Riverwash Sala! 'Sammamish Seattle Shacar Si Silt Snohomish Sultan Tukwila Urban D D C C D B B D Variable C D D D C D C D Variable Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well -to- excessively drained sands or gravels. These soils have a high rate of water transmission. B . (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. • r t KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY • From SCS, TR - 55, Second Edition, June 1986, Exhibit A -1. Revisions made from SCS, Soil Interpretation • Record, Form #5, September 1988. 3.5.2-2 11/92 SEP-24-1997 10 : 42 FROM DALLY COMPANIES DETCTO DISPLAY CERTIFICATe 4313665 P . 01 ' TOTAL. P.01 1 ... ...... ...... ..... .. .... . .. . . . .:.ry,.. . f.C.. r.. v. . . . . .. .... . •::: ,.:! . . ... ... . . . .... ... . .... :.. :. ti ,. : y . ::::<:i %::::1:sirii is <ii +:j >::::.:'ii:;:::'..: C : ba . >. nll�d `! n'b rl�r b .. :. S. .... ......... ..... slowlo :I ed C/ >:s :., :. NAME OF DEVELOPMENT: - ?.i (t m i c\ r ($ \ " A (' S DATE: (o ' i DEVELOPMENT ADDRESS: 5 1 S . ( S 2.,/1 A- et . PERMIT NO.: t) c i 1 - arx.e q CASH ASSIGNMENT NAME: poi ( i t,i (t) r i t-6 - 1 j 17 (, TEL. NO. ,O( 32Y - 3 7 70 SHALL BE REFUNDED MA BY MAILING TO: ADDRESS: 3 i Le I- ", ( Yc'I1 CLr, /D , . '' (please print) CrrY/STATERIP '' f• t l (l L,I,4 ' < I a v DESCRIp11ON OFF I GEMS TO BE COMPLETED (REFERENCE � - • 4111 C ' i - j ' " f I 0.-f. . : . l 0 l i/'1 G " I1 A, 1 SC tty e,• 1 Lj As the owaer, uthorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ i ' t ? 1i —"" ($150% of value to complete work described above) and attach supporting ; documentatic�n for v iu of work. ( (( / 1 4'0 /' ), or risk I will have this work carried out and call for a final in • ection by this date: having the City use these I • • : to carry out the i• rk with their own contractor or carry out the work, I hereby a , • i • e the p ity to go •) to t pr• •r to carry out I further agree to co • = = J w listed . • • ve ' tor to f: questing inspection and j� f SIGNED: ' ( L \ r , `-' in -house manpower. If I fail to completion of the above deficiencies. release of these funds. TiTLE: e Lily ul i ukwila f DEVELOPER'S PRA IECT WARRANTY REQUEST FORM `SE CJ7ON 2110 be.:complet d b yCity.ste SIGNED: SECTION t i& AMOUNT: 41, l ( CASH CASH EQUIVALENT CITY RECEIPT NO. `firta >ti�r'cari 72 HOUR NOTIFICATION INSPECTION AND RELEAS DEVELOPER'S REPRESENTATIVE: ;`comple by SECTION ;4 (to be completed by C ty et • – Developer – Finance Department – Permit Coordinator, DCD CASH EQUIVALENT – LETTER AUTHORIZING RELEASE CASH CiTY CHECK NO. THIS FUND ISAUTH • - IZED T BE ACCEPTED. DEPARTMENT HEAD: L 1 6/,i 1 i r/ Upon completion through Section 2, Finance personnel shall send copies to: DEPOSITED THIS DATE: 1199 RECEIVED BY: CHECKED BY: I hay reviewed the above authorize the lease of • e AUTHORIZED BY: II work identified in Section 1 of this form has now been completed retuj =d to department which authorized warrant . I hereby spectio release of my cash/ shAqui1alent DATE: (g S AMOUNT:/ I h` .00 RELEASED THiS DATE: `'I RELEASED BY: Upon completion ' -(1 b JUN 0 3 1999 COMMUNITY t:,VELOPMENT ork and found it acceptable and kheFefo ye cash assignment. 11 DEPARTMENT: CO • 04.1. 0 , FINANCE DEPT. of entire form, Finance personnel shall – Developer – Finance Department – Permit Coordinator, DCD 061/13/90 p yramid Pointe Apartments d eveloper's Project Warranty b equest Form $4,329.00 $1,200.00 $2,800.00 `. $975.00 $10,392.00 $15,588.00 RECEIVED JUN 0 3 i999 COMMUNITY DEVELOPMENT TRIAD PROPERTIES LLC June 29, 1999 Jim Morrow Director of Public Works City of Tukwila Re: Pyramid Pointe -Sewer Takeover/Permit #D97-0068 Dear Jim, We have installed an 8-inch sewer line at Pyramid Pointe Apartments consisting of 402 lineal feet of SDR35 ASM3034 and 5 type II 48" manholes. This City main connects the Hampton Heights and Heatherwood Apartments. We would like to have the City of Tukwila take over the ownership and maintenance of this sewer line. Please be advised that there is a 2-year maintenance bond in place for warranty work. Tha g you for your coo eration. p o a ide President as Principal, and AMWEST SURETY INSURANCE COMPANY TUKWILA S•3689 /GEEF 2/97 has agreed to construct in PYRAMID POINTE APARTMENTS RECEIVED JUN 0 3 1999 COMMUNITY DEVELOPMENT �' �`"' SUBDIVISION BOND KNOW ALL MEN BY THESE PRESENTS, that we DALLY HOMES, INC. authorized to do business in the State of Nebraska , as Surety, are held and firmly bound unto CITY OF as Obligee, in the penal sum of Fifteen Thousand Five Hundred Eighty Eight and 00/100 Bond No. 111000249 ($ 15,588.00 ) DOLLARS, lawful money of the United States of America, for the payment of which well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, DALLY HOMES, INC. the following improvements: CONCRETE PATIO, TOT LOT, LANDSCAPE, POOL FENCE NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall construct, or have constructed, the improvements herein described and shall save the Obligee harmless from any loss, cost or damage by reason of its failure to complete said work, then this obligation shall be null and void; otherwise to remain in full force and effect. Signed, sealed and dated this 3RD day of June , 1999 DA J OME INC. / tmorimago AMWEST SURETY INSURANCE COMPANY By r &-71 - tom PAMELA NELSON Attorney -in -Fact ...... • vora.. i, • wit -w., n.ai..t..a • LIMIT. POWER OF ATTL RNEY Amwest Surety Insurance Company Expiration Date: 10/07/00 This document is printed on white paper containing the artificial watermarked logo ( A ) of Amwest Surety Insurance Company on the front and brown security paper on the back. Only unaltered originals of the Limited Power of Attorney ( "POA ") are valid. This POA may not be used in conjunction with any other POA. No representations or warranties regarding this POA may be made by any person. This POA is governed by the laws of the State of Nebraska and is only valid until the expiration date. Amwest Surety Insurance Company (the "Company ") shall not be liable on any limited POA which is fraudulently produced, forged or otherwise distributed without the permission of the Company. Any party concerned about the validity of this POA or an accompanying Company bond should call your local Amwest branch office at (206) 522 -3111 KNOW ALL BY THESE PRESENT, that Amwest Surety Insurance Company, a Nebraska corporation, does hereby make, constitute and appoint: Pamela Nelson Deanna M. Meyer Cynthia L. Jay Susan B. Larson Tim Church As Employees of Parker, Smith & Feek its true and lawful Attorney -in -fact, with limited power and authority for and on behalf of the Company as surety to execute, deliver and affix the seal of the company thereto if a seal is required on bonds, undertakings, recognizances, reinsurance agreement for a Miller Act or other performance bond or other written obligations in the nature thereof as follows: All Bonds up to $5,000,000.00 and to bind the company thereby. This appointment is made under and by authority of the By -Laws of the Company, which are now in full force and effect. I, the undersigned secretary of Amwest Surety Insurance Company, a Nebraska corporation, DO HEREBY CERTIFY that this Power of Attorney remains in full force and effect and has not been revoked and furthermore, that the resolutions of the Board of Directors of Amwest Surety Insurance Company set forth on this Power of Attorney, and that the relevant provisions of the By -Laws of each company, are now in full force and effect. Bond No. 111000249 Signed & sealed this 3rd day of JUNE 19 99 Karen G. Cohen, Secretary RESOLUTIONS OF THE BOARD OF DIRECTORS * * * * * This POA is signed and sealed by facsimile under and by the authority of the following resolutions adopted by the Board of Directors of Amwest Surety Insurance Company at a meeting duly held on December 15, 1975: •RESOLVED, that the President or any Vice President, in conjunction with the Secretary or any Assistant Secretary, may appoint attorneys -in -fact or agents with authority as defined or limited in the instrument evidencing the appointment in each case, for and on behalf of the Company, to execute and deliver and affix the seal of the Company to bonds, undertakings, recognizances, and suretyship obligations of all kinds; and said officers may remove any such attorney -in -fact or agent and revoke any POA previously granted to such person. RESOLVED FURTHER, that any bond, undertaking, recognizance, or suretyship obligation shall be valid and bind upon the Company: (i) when signed by the President or any Vice President and attested and sealed (if a seal be required) by any Secretary or Assistant Secretary; or (ii) when signed by the President or any Vice President or Secretary or Assistant Secretary, and countersigned and sealed (if a seal be required) by a duly authorized attorney -in -fact or agent; or (iii) when duly executed and scaled (if a seal be required) by one or more attorneys -in -fact or agents pursuant to and within the limits of the authority evidenced by the power of attorney issued by the Company to such person or persons. RESOLVED FURTHER, that the signature of any authorized officer and the seal of the Company may be affixed by facsimile to any POA or certification thereof authorizing the execution and delivery of any bond, undertaking, recognizance, or other suretyship obligations of the Company; and such signature and seal when so used shall have the same force and effect as though manually affixed. IN WITNESS WHEREOF, Amwest Surety Insurance Company has caused these present to be signed by its proper officers, and its corporate seals to be hereunto affixed this 25 day of September, 1998. State of California County of Los Angeles On September 25, 1998 before me, Peggy B. Lofton Notary Public, personally appeared John E. Savage and Karen G. Cohen, personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is /are subscribed to the within instrument and acknowledged to me all that he /she /they executed the same in his/her /their authorized capacity(ies), and that by his/her /their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. Signature op-4. e John E. Savage, President WITNESS my d and official seal. PryyyB III Tpi76iuy Public POWER NUMBER 0000939137 Karen G. Cohen, Secretary ! . • Conlntl■ionilO6113M (Seal) - ,m N01 y Public — Collards Comm. _ 6griro /lap 6. NW 5230 Las Virgenes Road Calabasas, CA 91302 TEL 818 871 -2000 ARRIER -FREE NOTES OAIN VN VL AUATRR / N. Loia l,l on Gt 8 pNe d b atvtc tka- (oae I atr dy ta/ mna' oerd Itla. t 10 ahom Ui ice sre te ah. 4 pwe - S i a. CT 8 om Ludy . 5 f voe O 0 (a: b mte. hn lctd . . Wti etd btom B Non - accessible, movable ca binetry a slelving may be allowed beneath the lower Wtdsah counter space required by Sec. 11061122, provided that such cabinetry and shelving le not permanent and Is easily removable. Lavatory canter shall be self- supporting. B. Grab bars required by Sec. 110611/1, need not be metalled provided that all etrucural e reinforcemnts for future grab be ...nation atoll be provided.. C. None of th above exceptiore shall be corutrued ere lessening a eliminatlrng any other reg .. fa accessible dwelling maws. s. e. 2 Doe to accessible apac moat eve a minimum clear opening width of 32' (3' 0' door) per Sec. 10045. 3 Maximum th elm of eehold h to be V2' along: accessible route travel per Sec. 0049 Provide minimum IS' beyond strike Jamb on side of door swing per Sec 1106J03 If door.. is self closing. and self-latching, provide 12' beyond strike jamb on opposite side of ca.,. on suing. et Accessible route or travel to me requirements of definition in Sec. 106.4 Unobstructed floor. space t a height of 29' above finished floor sell be: provide! where Indicated on Drawings per5ec. 10623. A' toe space which lea minimum of 9' k height and 6'. a depth mayconsidered be considered part of the unobstructed floor space. m Minimum lateral distance Ro water closet centerline to nearest obetructdon (including grab bare) to be 6' on one ode and 42' on. the older , eider per ° Sec. 11061151 Provide grab bare for toilet per Sec. 11061153, 9 (Nees 106212 for adaptable vet exception) SFiouer, If provided, in accessible ballroom, sell II Bathe. In aceeselbk ballroom sell be aceeoebe per.. Sea 112.11.9. 6.1I.9. 12 KItchene to be accessible per Sec. 110612. e 13 The ndgrip portion of handrails elell be not leas than 1 nor more than a apse sectional al a the shape sell provide an equivalent gripping surface. The hendgripportion erdralla shall have a atrface with no eturp comers. 14 Handles, pulls, laid-. laid-. loc and other operating devices on doors; mandate, cabinets, plumbing nxtvee and 'brags facilities, shall have a lever or o11 shape which that ;w111 permit operation by wrist or arm pressure and chid does not require tight grasping, pinching or twisting to operate: Per Sec. 1063. 6 Barrier -free parking spaces and access alske: shall eve maximum slope of 1:48 per Sec 11012. GENERAL NOTES th 1 An work shall conform to e 1934 U11fov Bulking Code, (INC), and all other Mate and local Jnrladlala rules ad regulatlorm. 2. This set or working drawings le considered a b thi 'builder eat' and at. s Diners. request does not Include Specifications. It 15 the Owner's responsibility to provide and coordinate Speclflcatior's, including product selection and instal... or amerbky. The Architect anew. no liability or respa w eibility for errors a conflicts which o. through Ourar apecIfied materlale and. their n respective installatio 3. verify all dimeseiae, datums, and levels prior to construction Dimensions are to Face of stud a to. race of concrete unless noted otherwise. Do not elgnifIcantly vary or modify the work shown, except with written Mtnrctlor0 from the Architect. The Ard amass t t amass no tlebluty a responsibility for unapproved variations a .... rectifications. 5. Report errors and allusions to the ,architect immediately. fool 6. Contract. shall be responelble for all required.eafety precautions, and the metlnds, techniques,' sequences or procedures required to pertain Ms work M '.. 1. Glazing k locations ,bjea to hewn Impact such ere panes in doors; glazing witk*24'. of a door opening, glazing within B' of a finished floor (only W greater ten 9 square ,f ), a eraser doors and tub enclose. shall be wire: reinforced, tampered a laminated safety glass .',Fatter resistant plastic per INC 2406.1 a. Provide and Wall evoke detectom per UBC' 309J. 9 All exposed exterior metal dull be galvanized steal unless noted otherwise 0. Slope all concrete walk, driveways, and patios away Rom building at Warm elope or V8' per IL Egress In every sleeping room *hall hive a mktret clear opening of 5.l Q. FT. The me net clear . opening height dimension shall be 24' min net clear opening width dimension of 20'. The finished ell) height than not be more than 44' above the floor. UBC 30.4 U. Repetitive eater. are often drawn for noted) only once and. Be ll be completely provided as if drawn for noted) In full B. Contractor sell Rrestop and freblock all floor, wall and roofcelleg assemblies per UBC building standards and all'.otler pertinent codas. The'. contractor sell be responsible for adding that the integrity of the IUe safety and other code required ane is each ae but not U nited. to fire, • structural and scud assemble. are maintained by all the subcontractors' 6.11attoro Cr The Contracts Mull supply ',seta, details at all protected.mmbrane pentratIons for review and approval by the Jurhedlction W. Provide Fire AlarmSysteme designed In ecr„ -. .!ante with UBC 904 where required 6. Provide rkl Fre Sprer Sysetm per Gay o3.TUuula requirements. 16. Tess drawhge and d th esIgn are e exclusive property of the' Ard test and may be reproduced only with the urlttenpermission of the Architect. Authorized reproductio a st bear the name of the Architect 11. All plumbing fixtures shall comply 14 ply with C Chapter 51 -26 Water Conservation Standards. Contractor shell install er.), tall all mat and aeseslblles as to comply with 1115C Appendix. Section 1208, 801ND. TRAN8MISSICNCCNTROL. Walls and floor /ceiling aesemblles between units shall have a minimise eased rating cleat, of 50. All palpate. or openinge-In these constoict88n aeeemblke for piping, electrical delete, race.. 8M8t8, bathtube,'offlteor heating, ventilations midmost dude. Mall be sealed, lined, emulated a otherwise treated to maintain the required ratings. The Contractor Nall supply 20 the J urisdiction for their retie, and approval, detalle on the methods and materials to be utilized amply mply with Appendix Seclon 1208. ENERGY COMPLIANCE Thetas buildings shell comply with the 895 Weehirgton State Energy Code, Chapter 6, PreecrlptIve Cptiame - Heat Source: Climate Zone: Op tion: Electric H80 ... fremaMs Gle. • Max: of door oor U -Value r Doe U -value: (R- Value) Ceilings: wlthattic vaulted above. grade baba, de. Interior exterior Slab on Grade 0.43 010 (R- 5)..: R -38 R -30 R -19 ;.. 10 , .'. R -0 raurg o VENTILATION SCHEDULE PROJECT INFORMATION Project: Adores. Pyramid Paste Apartments 6304 51th Ave. S. Tukwila, WA D.veloper: P819 Homes, 8o 3316 Fuhrmen Ave. E, Suite 00 Seattle, WA 98102 Don Dally (2 061 328-3110 DOOR NOTES GENERAL A Iramla- wit door. are called out on the unit plans. B Exterior doom must be. operable at maxima 85 paWnde pressure. )ten doors or doo r be operab8 at a: maxw0 5 garde pressure. Ail doors nut be operable by wrist or arm pressure. C See Interior' schedule fa door 1. hardware .eledtlon. D All exterior geeing shall have -a U -Value of 0.43 a lees. E Unit envy doors from eteirways shall be iraulaed(R - min) self-doping 49 ve rated natal : doom, with smoke ga8eting and a STC rating of. not leas than 26. WINDOW NOTES GENERAL A All widows are booed upon Illgar8 Series 5000 vinyl col Gear /air LoE glazing with all-Valle of 0'43' o lees. ROOF NOTES 1 Flash all roof edges and. penetration's per SMACNA manual. 2. Provide continuous venting, at all roof atus Spaces. Notch ands 588814e roof ventilator., 8e to required Provide minimum ve area per Sec 15053. 3. Provide Class" G' ins. roofing systems. at all roofs. LEGAL DESCRIPTION (FROM WARRANTY DEED RECORDED UND88 K.C. REC. NO. 5516864) ALL THAT ' , ' LYING 8GUI14105TERLY OF 1l A LINE DRAU PARALLEL WITH AND 140 FEET. DISTANT NORTHEASTERLY THERIFR , U6185 MEASURED AT T RIGHT mane 4488/OR RADIALLY FRO1 THE HAD ROAD LNE OF PRIMARY STATE HIGHWAY NO. I, SOUTH 88TH 6T. TO SOUTH 126114 98. CONSULTANTS N ; ARCHITECT: Kappler Thomas Harkey 88418808 13400 Narllvp Way East, 8u1te33 Bellevue, WA 98005 Scott Harkey 206 - 641.5320 STRUCTURAL ENGINEER: Jamieson Ccmulting 901 Kirkland Ave, Suite 8 - Kirkland, W4 98033 Doug Jamieson 206 - 903 -2581 CIVIL ENGINEER: CougH0 Porter Lundeen 211 Pine Street, Suite 520 Seattle, 984 98101 Laurie J. Pfarr- Dillard 206. 343 -0460 LANDSCAPE ARCHITECT Design 2426 4205 148th Ave. NE, Sults. 02 Bellevue, IUA 58001 Marty Zoier 206 -881- 2426 GEOTECHNICAL ENGINEER Geoterh Consultant, Inc. 13256 NE 20th Sheet Suite 16 Bellew*, WA. 98005 Marc McGkmie 206 - 141 -56IS TRAFFIC ENGINEER TPE 801112th Ave. NE, Suite 10 Bellevue, W4' 98004 Bob. Herman 206 -455 -5320 SECTION 2 BUILDING PLANS A21 BLDG. TYPE '1' -. FLANS 422 BLDG TYPE .'1' - PLANS :.' 423 BLDG TYPE ':'IP- P1_455 A2.4 BLDG TYPE '11' - 91.4145 SECTION 3 UNIT PLANS ' 43.1 UNIT TYPE' A', 'AB'; AND 8' - FLANS 432 UNIT TYPE C' AND '8' - PLANS SECTION 6 BUILDING ELEVATIONS A51 8LDG'', IT - ELEVATIONS A52 BLDG .�TYPE I1' - EL9 ATIONS SECTION 8 BUILDING SECTIONS 4 ' I 61 BLDG TYPE' - BUILDING SECik P' .... 462 BLDG 1' - CROSS 9ECT10 A63 82.06 TYPE 'II' - 0,11LDMG SECT A6.4 BLDG ,TYPE u' -88095 8ECT14 SECTION 7 : WALL SECTIONS 1 WALL SECTIONS Al2 WALL. 9ECT1018 INDEX OF DRAWINGS ARCHITECTURAL 0 A' SECTION 0 PROJECT INFORMATION • 40.1 COVER SHEET SECTION 1 SITE INFORMATION All SITE PLAN SECTION 8 DETAILS I'. A81 DETAILS STRUCTURAL 'S ":541 BLDG I, • FC490 N PLAN 812 BLDG 1 - LEVEL I FRAMING 91- a.+ 913 BLDG 1 - L55EL FR AI1MG PLAN 51A 51.04 1 - LEVEL 3 LatER ROO FRN'1590 PLAN 915 BLDG 1 - UPPER ROOF FRNMMG PL 821 BLDG 2 - Fd1NDATIO4 PLAN 522 BLDG 2 - LEVEL 1 FRAMIP90 PLAN 523 BLDG - LEVEL 2 FRAMNG PLAN 52,4 BLDG 2 - LEVEL 3 FRAMING PLAN 525 '51. G�2. ROCF. Ri- PLAFI 931 9 1UR4L.INOTE8 AND FOUNDATION DETAI X832 51 DETAILS I CIVIL ,I "�'C C.10 00 etrr1 t4 158C l' C 20 GRADMAN G D DR494AGE PLAN c 30 UTILITY -FLAN C 40 PAVNG'FLA14 I .; C 5 D GEAIFI3il4 DEtAIL9 C RA9 890412.14 LANDSCAPE L -h;' LArIQ9G4PE PLAN L.A D " L-3- FE 4190441 eJ3 WHEW SURVEY . t REVISIONS AoE To OR NO CHANGES' SHALL BE ISION. THE SCOPE' OF WORK WITHOUT P RI OF TUKWII -A SUILDING DIV APPROVAL 9IAN SU IS AL NO AND MAY INCLUDE NCL DE ADD AN ZONAL PL REVIEW (LEVELS I AND 2) ( LEYEL 3 AND ROOF) (LEVELS I AND 2). (LEVEL 3 AND 800f) D 8 9 Lavatory rim height to be 33' -34', with 25' minim. ekararre Rom bottom of apron to floor per Sec. 1061L1. Land,Uee Max. 5884. Ht . Re.eation Open Spade red x ... 400st 09Na) Primary lot, 2 story Secondary Front, 3 stay Side, 3story Rear, 3 story : 20'. -0' -- i' 20 "-0' - 4 81 acre* . I .98.126 _... 29- 6' . 46,492 Building -'T,e 11! Data Banding Type 'l' Unit Data Unit •194te Ihit 'A Unit 'AB Un . be accessble per Sec:' 1114 1 24 BIDDER- DESIGN NOTES This pet of 898 age doer, not 216)948 Electrical, MechanlcalPhmbing, Fres Sprkkkr /Alarm, and other vlecelianeous designs. The design, Drawings, and Spe1iflcatlon0 fa these disciplines At' be Bldder- provi shall meet all applicable 'codee and *88906de. The Mchlteet a.m. ro lability or ns reopo6lilty for amo or connote which Doo through Bidder - Designer &pacif materials 'and th91r respective Insellaten 2nd Floor '... U Side Storage 1,659 1559 ::. 3,58 y , '191t 8q. FL . Deck Storage Goes 661 52 6 52 661 52 16 52 .. `: Storage `: Stair 481 94 Storage Grass SP. Unit Gross .:58),, Deacriptlon 661: I Ber. / 1 Bath 661 .. 18dr. / math 29550 -r.. 2'134 ,1 Bath Bo./ 3 Bo/ IB8 Fbpr Area ; 5)46 (e /1 161ts .:.. , 1 8801414. Stain` MIS 8 9 85985514 Star - I, Gore 2nd Floor it '4842 .148 48 X 95 2133 lot Floor Leal ' 1942 H8 48 .83 1,842 ° )148 - 49 95 4364 800 1942 53 1 . I ' 4)13.x ,Total x15426 - 296. 144 482, 34184 _ 148. - r 01 a rt290 - ' 0!105 i;IJnit scLa'- 992 '. 1842 Deck 9t'oragel Grose Deck SP., 11941 Groes199 'I Poa5tlorr �':. titti c 5 'l. 4960 i 2 Betn'/ 2 Bath "', 2:8899 2,82 4546 3,915 0553 MECHANICAL EQUI 1 Gee Fea et.,'"''' to lie sized and igc ated medanicaVa e dscontredtore to meat the h n9 I xJ W8996lglon 9 111. E n e r gy Gods req u ir emmte. 2 Prov Ieating dev 'in ee dan188 4 1 p err' ere re to 01475 m ewnrl ambient. temper ore req ulne t 99 .14 6286500 of 9ye at"'!' pertke 5 .ode: 3 Dryer ..,,,,,,..'t duct le 1611188 10 4 feet M length w ith a"' xlmlml o f two 90 de g r ee. offe.a veleaa tested Fs l ar g er l ingua b Ue -6 940986990, per 111 504 4 Exe fare are requ ired: to be:,,, 8)284 to the 8x38098 of tM ,1181.' 5. Hot Wa10 links nut be equipped 8e (818868: . Sell be seared to ent se anic dodos .' ' 9 er LIPC t;''' S be .quipped 6148 8 pr1eeur0 relie 814)9. 90 .1908 6131. 6 Dishw 9511 68 equ 2pped W14 a atnoep4996 va 69 9422 0 miotnted al » ve Flood J.vel r im of Ue mile (UPC 608d) l'- E4,)88148 .511 be exlWppad 6Uh 3l It 5tted g la** taper and outslda aoerCe 8 9 Can bue910 err du cted 1 the firebo 2)188) -B- 402 S stela Dxiotbq PerWnq b Rave 05atalb Propoeeel Addltlenal)P91999 51'ta59 Total :98961ng'Rr89008111 ;£ ,. ttl NeV.Gae a Parkklg_ , _ , ! ^" ),+ 1,. 0 , .r} , t545:ite1N M h 2 Apace* p0'I 49.]5 20.19:'' r t r 40 .. Oopipact lees UanV! of Total `8fa1N d . ` .. i# I Vbndl44p (I p '100 Nees 9telie)' .. I ' SEPAFIA pERMR REQUIRED FOR: I 0 M ECi'iANIGAL ELECTRICAL 0 PLUMBING 0 GAS -PIPING OF ?TUKW UILDiNG ` BldgeT . I L 5 ( RW6id0nt114l Bk3q ttpa II" i i h e2l . Rwld 19181 ,. Conetnlctlon- type V-NSPRINKLED Ttaae V•N'�8t*RNEI.ED __ PARCEL 'A'. TRACT 36 OF 880861VALE GARDEN TRACTS, 45 PER PLAT RECORDED IN VOLUME 10 a PLAT9. PAGE 41 RECORDS ek KING COUNTY* ALSO THAT PORTION OF THE'. SOUTH h2 OF SECTION 23, TDINS 1IP 23 NORTH, RANG5 4 EAST, W1M, LING 8ET2EEN THE EAST LIFE OF SAID 8ROOKVALE GARDEN TRACTS AND THE IIE8T LINE OF INTERURBAN ADDITION TO SEATTLE, AS PER PLAT RECORDED N VOLUME 0 OF PLATS, PAGE 55 RECORDS OF KING COUNTY, 8ETWEEN T55 NORTH AND THE LINES OF SAID TRACT 36 PRODUCED EAST ALL SITUATE N RAE 201184 Cf 1WUILA, CO18TY OF KING, STATE OF WASHINGTON. 16120 -0360 S., mall ST: 019TH'ST S. 15.D ST. 1 S.. te992 ST. ro l Understand that the Plan Checl� yals are rovalof s object to errors and omissions and app plans does not authorize the violation of any t r a tor' sco co py f' ,ordinance. ved Plans acknowledged. tractor'pyo' - .4 C1fY QF TUKWILA PQ SEP 2 2 ;1991 Cu a u'IL iNG pIVISIgN RECEIVED 021 J 1, PERMITCENTER fah z 2 TRLE PERMIT SET J08 Ina. ; 94103 DATE :: 3/5/97 '.. P 157TH AVENUE SOUTH Ex MANAGER'S RE5 TO BE REMOVED EX NORTHWEST BLDG 6 CAR PRE MFG tin.: CARPORT 5ECACARY FRONT YARD arum ROOKERY Ftb iR' REBAAR AND CAP TRIAl2,12336' RV 1/2' REBAR AN CAP 'TRIAD 12336' SITE UGHTING LEGEND ♦ EUIWIPYi MOUNTED FIXTURE (LOCATED • BUILDING ENTRANCES) $ POLE MONIED FIXTURE (2) o FLUORESCENT FIXTURE (LOCATED UNDER CARPORT8) SITE RID AND CAP 'TRIAD @336'. Ex10' CONC HEADWALL POLE MCtNIED LIGHT SITE PLAN S6614'17E 72578 Ex PARKING (16 F) ROCKERY GENERAL SITE NOTES SEE CIVIL. DRAWINGS FOR EXISTING AND PROPOSED UTILITIES AND EXISTING, HYDRANT LOCATION(S). SEE COVER SHEET (A00) FOR PARKING CACULATIONS SEE CIVIL DRAWINGS FOR LIMITS OF CLEARMi)GRADING WITH EXISTING 4 PROPOSED TOPOGRAPHY, EROSION CONTROL MEASURES 4 ,TREE BITER PROTECTICN.MEA6URE SEE CIVIL DRAWINGS FOR LOCATCN AND SIZE CF EXISTING TREES NOTE BY SIZE AND SPECIES TNOSES TO ESE MAINTAINED AND THOSE 70 BE- REMOVED. SEE LANDSCAPE DRAWINGS FOR LANDSCAPE PLAN, SEE CIVIL DRAWNGS FOR UTILITY EASMENTB. I I6 Ex IOIIIPSTEf2 LOCATION ` oaffiEr VICINITY MAP 4 CAR AND'6 CAR PRE MFG MTL CARPORTS. PLAY STRUCTURE. GAZEBO AND 50A PORTIONS UNDER. SEPARAT CITY OF TUKWILA APPROVED SEP 2 2 1997 nJ 'uV iLJ BOIL DIVISION RECEIVED CITY R OF TUKWILA JUN 1 0 1997 PERMIT CENTER I] i PERMIT SET JOE NO. 941133 DATE 3/5/97 SHEET All 94103 1Ytk:9 BLDG. TYPE II - BLDG. PLANS UNIT 'GR' . 42' HIGH RAILING D . _ ED 1 1 , mparialm UP 16R '3 . TERFROCE DECK SYSTEM - SLOPE 1/4'1 11. TO DRAM. UNIT 'BR' 4'CCNC. SLAB - SLOPE 14'1 FT. TO ORAN. 42' HIGH RA PNG EDGE CF UNIT 'C' AREA IRAN LEVEL 2 FLOOR PLAN Scab VE m 4) r ^ . ato u I awrigismil small yOF T IEC CITY OF T UKWILA JUN 1 01997 PERMIT CENTER 94103 4' GONG SLAB - ..:. SLOPE V4'/ FT. RETAINING WALL. - .SEE FOIPIDATION PLAN III' -I0' CITY OF TUKWILA APPROVED SEP 2 2 1997 .. Ivl11 CV 5L'ILS)ING DIVISIQI a PERMIT SET JOB NQ.: 94/93 DATE: 3/5/97 Db 1- EDGECF GUTTER UNIT 'B' t Q'. 57M1W4(. 5... Db. 111'40' COMPOSITION ROGfING SYSTEM. UNIT 'BR' 26' =5' WATERPROOF DECK SYSTEM SLOPE I /4'/ Fr TO DRAIN. - 'PROVIDE HOLE ROOF SHEATH VENTMG. UNIT '42:1 UNIT 'C' : --• OF GUTTER PROVIDE H M OLES PLYWOOD, 1'•0. RO RCCF SHEATHING FOR ATTIC VENTING. CITY OF TUKWIL F A SE 212 1997' RECE IVED CRY OF TUKWILA T, CENIEI ,JOB -NO, ;: 4 ' -0' 10' -1' 3' -0 / 5' -3 I/2' 5' -3 1/2' IL ABOVE 3' -9' / / / / / /// 42' HIGH - 7 P T. AT ALL . •• 30' OR HIGHER ADJ ACBti 42' HIGH GUARDRAIL T1P. AT ALL DECKS 30' OR HIGHER ABOVE ADJACENT GRADE. / .0 6040 Deck WA .. MEMBRANE � Stor. 2¢ Stor. Dining CARPE Living Dinin GA 4 0' COWTERTOP. .42 AFF. I / -0' S' -2 1/2' 6 1 Living m CARPE 3 8' 3 1' 3 4' 42 AFF. I ^i� 0 Womb �� 1��N, % (— EON Dw I DBL 6N( 2' 8' 9 ' . I . n TILE 4 ry W ASHER/ DRYER COMO .9-■£ " .111II DBL SW 8 =_0. \ Kitchen im , f ♦.. \ 2. r i _ ' i VTOS E II ' ' 8D ° DW�R/ COMBO Master n % . � HWf - - -J Bath ®S - RAS T VINYL I MT 6_8• RA5 - 9� D r '.. 21 ._ 0 . WS SD 9 � 5@131 v cS 2 / Be 2 CARPET SD 1 3' -4 1/2• 6@171 1'-91/2' Master Bedroom .CARPET / 50 50 AT LEVEL I ONLY 50 50 AT LEVEL T -3' 1 ONLY 10 _l. I1.9" / 22' -4' / 26' -4' 2 8 / T 0 3' 0' 8 4' IL ABOVE / 3'- I0' 4'4' / / / / / /// 42' HIGH - 7 P T. AT ALL . •• 30' OR HIGHER ADJ ACBti 42' HIGH GU •:•-• TTP. AT ALL • -. 30' OR HIGHER ADJACENT - / .0 / Deck WATE - . , •• MEMB -• El. • E ., Stor. Stor. Dining CARPE Living 6' -9 I/2' CARPE COWTERTOP. .42 AFF. I OE DEL SW 4' -0' 3' -9'. 3'-8 8 -10 I ^i� 0 Womb �� / COUNTERTOP .42 AFF. I n Kitchen VINYL t NEP V' TILE 4 ry - DBL SW 8 =_0. \ i - .9-,4 ra1I ♦.. \ `-�I 4 tr; 1, , ..-__J VTOS E N 8D ° Bath DW�R/ COMBO C v OW 24 Master SD e 26 Bedroom HWf - - -J R / 1 6040' 6033 AT LEVEL 6•_8. / I MT 6_8• / 13 -4' .. J J `– n L VTOB' / FC r '.. 21 ._ 0 . I/ 2.-s. / / / / / /// 42' HIGH - 7 P T. AT ALL . •• 30' OR HIGHER ADJ ACBti Deck WATERPROOF M =- • 040 Stor. � .z_-..: r M1� P . 6068 %D Dining CARPE Lig CA vin / COUNTERTOP .42 AFF. DBL SW 8 =_0. \ i - .9-,4 ♦.. \ `-�I 4 tr; 1 i __' t 8 .5 VT06 OFA`3I '4 WASHER/ DRYER COMBO I ii C..V rBb�y1 - gli B ath .. J J `– n L VTOB' / FC \ SD 9 � puts I 1 1 sHUR I .ice �- EMI 3@ Master Bedroom , CARPET Walk -In 3@ CARPET :- — 1 1 m 1 Z /. / 6 6 S•.... 4 -6• ,' I1' -2' / 5 , . 11 -0 \ \ AREA =661 SF 21' -0' UNIT 'A' FLOOR PLAN (TYPE IIBI) SCALE :_ I/4 11 -0" I.) TYPICAL ENTRY DOOR TO BE INSULATED METAL, i SELF CLOSING, AND tecMIN. RATED , UJITI-1 SMOKE GASKET. `-h5 t). 2.) AT ON GRADE LOCATIONS, SUBSTITUTE 4'I 'CONC. PATIO AT PRIVATE DECK LOCATIONS. - TYP. 21-0' UNIT 'AB' FLOOR AREA - 661 SF NOTE: SEE 15 FREE NOTES ON SHEET 40.1 FOR DETAIL STANDARDS.' U DROPPED. COWER: TOP OF COINTER TO BE 34' ABOVE FN044 FLOOR KNEE SPACE TO BE 29' MN. ▪ CLEARANCE FROM BOTTOM OF ▪ APFrN TO FNW44 FLOOR 2J. NSTALL I -1/2' DI0. GRAB BARS A5 SHOW. NSTALL 34' ABOVE FINISH FLOOR SEE BARRIER FREE NOTES ON SHEET FOR ADDITIONAL DETAILS. (TYPE "A" I.ARRIER FREE SCALE: : I/4" - II -0" 3J NSTALL HAND. HELD SHOUER WITH - 60' 1•ME THAT CAN cc USED AS A - .... FIXED 0V4I4W .HELD SHOI@R HEAD. UNIT) Or1 UNIT 'B' FLOOR PLAN AREA 0 '550.5F 26' -4' To CITY OF TUKWI� APPR�JE SEP 2 2 1997 CITY O UED T KW I LA JUN 1 0'1997 PERMIT CENTER 0 8 PERMIT SET JDB N0 ; 94103 DATE 3/5/97 SHEET , ,.. . 10 3'-0 3 5'-3 1/2 5 /2 3 '-5' 5.- ' 7 / 1-24.P'.1:':1=5L 30 OR 14IGUER ABOVE ADJACENT GRADE / D WATERPRO, MEMBRANE \ Stor. 8050 _=---- 4 pinirvii 11•-9 / -0' 2 • - -�2 Living , ! L 5'-2' 3-"I' I COLNTERTOP 42' AFF. — .10 DSL SINK 2'-£3 S'I ;IDT4S'et. .0 4 -, F. .., ..., Kitchen vINYL P/ tUASNER/ DRYER C.0 7 2f2 EF • Bedroom 2 nARPET 5D VI-05 5D 0 — 1 r WT115 / 4 V 1.1C Ba vINYL. 5 — --, r y---.. \ 51115 / skuR J IiMI■7 400 52 ® A R45 . 2 9 VINYL 1- Vra8 Cs 10-1' 4•-0• Walk-in CARPET L Master Bedroom CARPET R4S 8040 0033 AT LEVEL I ONLY 11 V-I yr 10 22 / 29 U2' , P :§? AREA = 992 SF UNIT 'C' FLOOR PLAN SEE NOTES ON SHEET 43.1 /2 9 SCALE: 1/4" = 1 A1REA = 992 SF 5-3 UT 5-3 WI 3'-9' / YA Master CARPET 6 10-1 / / / -- 42• HIGH &344L RDR4 TYP. AT ALL PECKS 30• OR HIGHER ABOVE ADJACENT GRADE. LUASFER/ DRYER Ca1130 VTOS Bedroom UNIT 'D' FLOOR PLAN 3V-5 I/2' CNC— A BF 2V-5 1/2' 2 051_ SINK Kitchen vINYL Z REFER 8' 52 Dining CARPET 3 - 0 1/2' 3-9 cONTERTOP .42' AFT. 10' 10' 5 Bedroom 2 CARPET R49 39 V-6 (TYPE "1E3") SCALE: 1/4' = l'-0" 1/2 / 3 I/2' \- — RECEIVED CITY OF TLIKW1LA JUN 101997 C CT'( OF TUKWILA APPROVED SEP 2 2 1991 PERMIT SET JOANQ1 94103 DATE 3/5/97 GABLE END LOUVERED VENT PA1TEp H3 LATTICE OVER PANTED VDO PLTIWOD ARCHITECTURAL GRADE COMPOSITION ROCFIT Ira OVER 2x8 WOOD. FASCIA 12' TOP OF PLATE TTP. WINDOW UDR HT. TTP. WINDOW HDR HT. ap '� WHITE VNTL WINDOWS WITH VINYL SURROUNDS 2xl0 : PANTED CEDAR:TRIM ` t OP O'.PLTLLD _.. TOO. WNDOU NDR HT. 6' EXPOSED VINTL TOP OF SLAB 6:12 FRONT ELEVATION 500 -TOP OF SLAG — uT 'v ;i1 roP of PLruo OP Q= PLATE . . \ TTP. WINDOW HDR HT. iA Q m , , TOP CF F. ;t: OP CF P ATE -i TTP. WINDOW HDR IT. co GABLE END LOU RED VENT IW VINT'L 10 cP 34-A19 TOP 0P 549 — . @ SPe hyir/;FT RoO,I (Nor SNawN , - (O F T ELEI/Vrte H ) 9:12 TTP. WIDOW HDR HT TTP:WNDOU NOR. - : HT DIY PPROVED SEP 2 197 !W IVU I W s u l �vlslaN JOB .NO.: 940) DATE SHEET TOP'. OF PLTWD. TOP OF SLAB �PK.INKLr IWC'M d Eln£ xt 150.0' TOP OF SLAB TOP OF PLATE DOILNSPOUTS TYR I I. REAR ELEVATION HAT D i PLANK. 1.ION —COM P O" L E 5I t>INOV ''l 1k1 STAIRWAY AWL BOARD / BATTEN SIDING TOP GE PLATE 1455' TOP OF SLAB stl,TOP OF SLAB LEFT ELEVATION 6:12 P \ TOP Cf PLATE TOP OF PLYWD. TOP CF PLATE EXT. WALL SYSTEM SIDW. :o bO BUILDING PAPER _ ve• 088.1.114.0.' TO STUDS AT IS' 0. UNA. R -t9 BATT IEEL. IN INTEGRAL vB. 5/e' GLIB TOP CF PLYWD. ` TOP CF PLATE TOP CF SLAB 51M. PROVIDE CCNTNIOS DRAFTSTOP TO UNDERSIDE CC ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRSSES PER PLAN UNIT 'CR' t2lT7E000 — I Ark SIM. UNIT 'R' ROOF SYSTEM (CLASS 'C') CCMPOSITICN SINE LE SYSTEM 30' BUILDING PAPER T/IN' OSB/PLYWOOD SNEATI.ING ITr TRUSSES R -38 BLCUN -N INSULATION 5/B' CAR I 150.0' TOP OF SLAB SLAB ON GRADE d' CONCRETE SLAB N MIL VAPOR BARRIER 4' GRAVEL BED VNI ' 1455' r illr TOP OF SLAB PROVIDE CCNTRLOS DRAFTSTOP TO UNDERSIDE OF ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRUSSES PER PLAN UNIT 'BR' UNIT 'BR' SIM. TRUSSES PER PLAN UNIT 'C' UNIT 'C' MAINTA /N 6' -d' rA Ax - DED FED/ -I THE - FC.GYO /L. 7D F /N1SN FjET e W/T/d/ry AN AREA Ex FE o,1 TOE C1I /LO /Nh TP A Dl 57,4,,5 OP E'-O o47 FODE1 THE f3U /L0/1- Fh2 AT L.AS7 sp of 7 P EfLIMETE /Z C7F -MLH //Z C �i/ OC OF- 7W fSL/ /LDIH b. • 12 I6 TOP Cf PL SIM. TOP OF PLYUD. / \ TOP OF PLATE TOP CF SLAB 1 BLDG. TYPE II - B RE CITY O TUITWIL E JUN 101997 PERMIT CENTER CITY OF KWIw A pp RO TU VED SER 2 2 1SS U) a_ a_ i: co c` i 2 N V ( c O LLl d1 X S N 2 o TD g;v C TIRE PERMIT SET 941173. JOB NO DATE 3/5/97 UNIT 'CR' p UNIT 'B' / //' T --4f� FLOOR SYSTEM T II-IR. PARTY WALL SYSTEM (UL -U305) 3/4' GYPCRETE 3/4' TIG PLYWOOD SIJBFLOOR IFG. FLOOR JOISTS p R -13 INSULATION r 1 LAYERS CFA TYPE 'X' GUB OVER RC. CNANJELS AT 14 9. P \ TOP Cf PLATE TOP OF PLYWD. TOP CF PLATE EXT. WALL SYSTEM SIDW. :o bO BUILDING PAPER _ ve• 088.1.114.0.' TO STUDS AT IS' 0. UNA. R -t9 BATT IEEL. IN INTEGRAL vB. 5/e' GLIB TOP CF PLYWD. ` TOP CF PLATE TOP CF SLAB 51M. PROVIDE CCNTNIOS DRAFTSTOP TO UNDERSIDE CC ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRSSES PER PLAN UNIT 'CR' t2lT7E000 — I Ark SIM. UNIT 'R' ROOF SYSTEM (CLASS 'C') CCMPOSITICN SINE LE SYSTEM 30' BUILDING PAPER T/IN' OSB/PLYWOOD SNEATI.ING ITr TRUSSES R -38 BLCUN -N INSULATION 5/B' CAR I 150.0' TOP OF SLAB SLAB ON GRADE d' CONCRETE SLAB N MIL VAPOR BARRIER 4' GRAVEL BED VNI ' 1455' r illr TOP OF SLAB PROVIDE CCNTRLOS DRAFTSTOP TO UNDERSIDE OF ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRUSSES PER PLAN UNIT 'BR' UNIT 'BR' SIM. TRUSSES PER PLAN UNIT 'C' UNIT 'C' MAINTA /N 6' -d' rA Ax - DED FED/ -I THE - FC.GYO /L. 7D F /N1SN FjET e W/T/d/ry AN AREA Ex FE o,1 TOE C1I /LO /Nh TP A Dl 57,4,,5 OP E'-O o47 FODE1 THE f3U /L0/1- Fh2 AT L.AS7 sp of 7 P EfLIMETE /Z C7F -MLH //Z C �i/ OC OF- 7W fSL/ /LDIH b. • 12 I6 TOP Cf PL SIM. TOP OF PLYUD. / \ TOP OF PLATE TOP CF SLAB 1 BLDG. TYPE II - B RE CITY O TUITWIL E JUN 101997 PERMIT CENTER CITY OF KWIw A pp RO TU VED SER 2 2 1SS U) a_ a_ i: co c` i 2 N V ( c O LLl d1 X S N 2 o TD g;v C TIRE PERMIT SET 941173. JOB NO DATE 3/5/97 T II-IR. PARTY WALL SYSTEM (UL -U305) UNIT 'CR' UNIT 'B' 5/B• TYPE 7< GM 4-R UJOOD STUDS FER STRICT. R -13 BATT INSULATION RC. CNAAWELS AT K' 9. J NO T WE STOPS • I0' -0' a P \ TOP Cf PLATE TOP OF PLYWD. TOP CF PLATE EXT. WALL SYSTEM SIDW. :o bO BUILDING PAPER _ ve• 088.1.114.0.' TO STUDS AT IS' 0. UNA. R -t9 BATT IEEL. IN INTEGRAL vB. 5/e' GLIB TOP CF PLYWD. ` TOP CF PLATE TOP CF SLAB 51M. PROVIDE CCNTNIOS DRAFTSTOP TO UNDERSIDE CC ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRSSES PER PLAN UNIT 'CR' t2lT7E000 — I Ark SIM. UNIT 'R' ROOF SYSTEM (CLASS 'C') CCMPOSITICN SINE LE SYSTEM 30' BUILDING PAPER T/IN' OSB/PLYWOOD SNEATI.ING ITr TRUSSES R -38 BLCUN -N INSULATION 5/B' CAR I 150.0' TOP OF SLAB SLAB ON GRADE d' CONCRETE SLAB N MIL VAPOR BARRIER 4' GRAVEL BED VNI ' 1455' r illr TOP OF SLAB PROVIDE CCNTRLOS DRAFTSTOP TO UNDERSIDE OF ROOF SHEATHING ABOVE PARTY WALLS - TYP. TRUSSES PER PLAN UNIT 'BR' UNIT 'BR' SIM. TRUSSES PER PLAN UNIT 'C' UNIT 'C' MAINTA /N 6' -d' rA Ax - DED FED/ -I THE - FC.GYO /L. 7D F /N1SN FjET e W/T/d/ry AN AREA Ex FE o,1 TOE C1I /LO /Nh TP A Dl 57,4,,5 OP E'-O o47 FODE1 THE f3U /L0/1- Fh2 AT L.AS7 sp of 7 P EfLIMETE /Z C7F -MLH //Z C �i/ OC OF- 7W fSL/ /LDIH b. • 12 I6 TOP Cf PL SIM. TOP OF PLYUD. / \ TOP OF PLATE TOP CF SLAB 1 BLDG. TYPE II - B RE CITY O TUITWIL E JUN 101997 PERMIT CENTER CITY OF KWIw A pp RO TU VED SER 2 2 1SS U) a_ a_ i: co c` i 2 N V ( c O LLl d1 X S N 2 o TD g;v C TIRE PERMIT SET 941173. JOB NO DATE 3/5/97 P FLOOR SYSTEM 3/4' GYPCRETE 344' T!G FLTWOCD SUEFLOOR I• G: FLOOR JOISTS s R -13 1N5W-4i; 2 LAYERS OFAF8 T x' GOB OVER RC. C&MFIFLS AT 24 x SLAB ON GRADE 4' cONMETE SLAB 6 MIL VAPOR BARRIER 4' GRAVEL BED _r EXT. WALL SYSTEM SIDNG BUILDING PAPER V2 OBB. UND. STUDS: AT 16' a tow. R - GATT IN9UL W/ NTEGRAL vB UV Gas FLOOR SYSTEM 3/4' GYPCRETE 3/4' T. pLyWOOD sisFLOOR MFG: FLOOR JOISTS R -I3 INSULATION 2 LAYERS PEx' OVER RC. CHANNELS. AT 24' x SLAB ON GRADE 4' CONCRETE SLAB 6 MIL VAPOR,BARRER 4' GRAVEL. BED TOP OF PLATE TOP CF PLTUD. TOP CF PLATE TOP OFKATE 0 CV TOP OF SLAB 145.5' TOP OF SLAB AUPPR�K E� RE CRY-O TUKWILA JUN 1 0 1997 TERM CENTER PERMIT SET J00 NQ : 94103 OATS: 3/5/97 P'Tl oo6q A— - n'PL. 'X' c',77-' sr,f / S77hl4 A-A)' CV /-//rb (75'P) ROOF SYSTEM COMPOSITION SHINGLE SYSTEM 30* BUILDNG PAPER 146' OSB/PITLLCOD WEANING ?FG:.TRUSSES R -38 BLOUN -N EE LATION sm Ws BLDG. TYPE II BLDG. SECTION &a v4 . ,' 0' TOP OF PLATE TOP OF PLYWD. TOP OF PLATE f I EXT- WALL SYSTEM AT STORAGE I 51D.K E BILI.DlT PAPER l/2 OAB. iWO. I '.. STUDS AT lE C UNO. GlEs TOP OF SLAB AT MAN FLOOR (1 HR WALL sY67O4-0 HAEDIPLUHrT s /O/lf • 15 t544,-,74446 PAP5 YPE 'SC hyP 5 /45,, 17 Li ,S1 (L/H r7) P_ 3 ,Vrl ),,:i4 ,47 8, W/ rH t/15 ` S77 35 era /6' , 02 (UN() � %F CwL, TRUSSES PER LAN - 1Yr _STAIRWAY WALL A 150.0' TOP OF 5LAB ROOF SYS SYSTEM COMPOSITION SHINGLE SYSTEM 30' EUILDRYa PAPER 1/16' OBB/PLYIIAOOD SHEATHING FFG. TRUSSES R -38 BLOND -N NSULATION- 5/8' N ON m TYP. ROOF SEE BUILDNG SECTION FOR CONSTRUCTION • 2' MN. CLR FOR VENTNG 2X BLOCKING WITH (3) 2' > HOLES WITH SCREEN EXPOSED TAIL TYP. GUTTER FASCIA PER ELEVATION EXTERIOR STUD WALL SEE BUILDNG SECTION FOR CONSTRUCTION TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRUCTION • TYP. FLOOR FRAMNG SEE FRAMNG PLANS AND BUILDNG SECTION FOR CONSTRICTION TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRICTION TYPICAL ROOF CONSTRICTION END TRUSS DROPPED FOR 4X2 OUTRIGGERS SEE ELEV. OVERHANG P R PLAN OVERHANG PER PLAN N3 TRIM 2X BARGE TYP. SEE PLAN T4-1WEO82N THWEO84N THWE006N THWEOOBN TYP. ROOF CONSTRUCTION SEE FRAMING: FLANS AND BUILDING SECTION FOR CONSTRUCTION CONTINUOUS DRAFTSTOP - TYP. TYP. EXTERIOR WALL CONSTRUCTION TTP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRICTION TYP. DECK FRAMNG FLUID APPLIED WATERPROOFING SYSTEM OVER I2' CROSS BANDED EXT. PLY. OVER 5/8' CDX FLY. OVER JOISTS AT. IN oc OVER 5/5' TYPE 'X GYP. SOFFIT BOARD TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRICTION 3' CONT. VENT TYP. DECK FRA SING FLUID APPLIED WATERPROOFING SYSTEM OVER I/2' CROSS BANDED EXT. PLY. OVER SIN' CDX PLY. OVER JOISTS AT 16' oc OVER TIE TYPE 'X GYP. SOFFIT BOARD I POUR ASSEMBLY. PER I (USG '54 TABLE 1 -C, TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. CONCRETE SLAB 4' CONIC W/ bX6 10)50114F 6 MIL VAPOR BARRIER 4• GRAVEL 2x10 TREATED PLATE - OFFSET 3/4' 2' RIGID INSULATION OVERHANG PER PLAN THWEOIEN TYPICAL ROOF CONSTRICTION FLOOR FRAMING SEE MATING PLANS AND BUILDING SECTION FOR CONSTRICTION PROVIDE VERTICAL FIRESTOPPNG AT 10' -0' MAX. O.C. AT PARTY WALL AIRSPACE TIP. e•••••• Ha! ••••• ••. • �i®UUUUUI_'_', I. mitliUUUICUi/ THWE086N TYPICAL'. ROOF - CONSTRUCTION END TRUSS DROPPED FOR 452 OUTRIGGERS . N3 TRIM 2X BARGE TYP. SEE PLAN TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION THWIE028N TYP. ROOF CONSTRICTION SEE ERASING PLANS AND BUILD SECTION FOR CONSTRICTION CONTINUOUS DRAFTSTOP ABOVE PARTY WALL - TYP. CONTINUOUS FIRESTOPPING PROVIDE VERTICAL.FIRESTOPPING AT 10' -0' MAX O.C. AT PARTY WALL AIRSPACE TYP. TYP. STUD PARTY WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRICTION CONTINUOUS FIRESTOPPING OVERHANG'. PER PLAN THWE016N TYPICAL ROOF CONSTRUCTION END TRUSS DROPPED FOR 4X2 OUTRIGGERS 63 TRIM 2X BARGE TYP. SEE PLAN TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP, FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRICTION TIP. EXTERIOR STUD WALL SEE BUILDNG- SECTION FOR CONSTRUCTION TYP. CONCRETE SLAB 4' GONG WI &XS 10X10 UAW 6 MIL VAPOR BARRIER 4' GRAVEL E 'N MIL. FLASHING I -I/2' RIGID INSULATION W/ P.T. 2x4 FLAT STUDS ROOF DRAINAGE - TIGHTLINE TO STORE DRAIN SYSTEM TYP. FOUNDATION DRAIN 4' PEW DRAIN WITH FILTER IN GRAVEL BED THWEOOEN THWE098N CONTINUOUS FIRESTOPPING PROVIDE. VERTICAL FIRESTOPPNG AT 10' -0' MAX O.C. AT PARTY WALL AIRSPACE TYP. TYP. STUD. PARTY WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. CONCRE 4' GONG W/ 6Xb 10 USE S MIL VAPOR BARR 10X IER 4' GRAVEL PROVIDE- VERTICAL FIRESTOFPING AT 10-0' MAX. O.C. AT PARTY WALL AIRSPACE TYP.. TYR STUD PARTY WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. CONCRETE SLAB 4' CONIC W/ X 656 10510 WV 6 MIL VAPOR BARRIER 4' GRAVEL THWE078N OF ST WALL. TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRICTION TYP. CONCRETE SLAB 4' CONC W/ 6X6 10X10 UAW 6 MIL VAPOR BARRIER N 4' GRAVEL MTL. FLASHING I 52' RIGID INSULATION P .T. 2x4 FLAT STUDS TYP. FOUNDATION DRAIN 4' PERT DRAIN WITH FILTER IN GRAVEL BED '...... PERMIT SET JOB NO, . DATE 3/5/97 F-4 44 O H H z 2 Eno ALI TTP. EXTERIOR STUD. WNJ. SEE BUILDING SECTION FOR CONSTRUCTION TM. CONCRETE SLAB ... 4' CONC UV 6X6. IL LF 6 MIL VAPOR BARRER 4' GRAVEL..;p I- V2' ' RGID INSULATION LW PT. 2x4 RAT STUDS � r „ �f� aTIMIENIIMIE/ TIP. BALCONY RAILING TYP. EXTERIOR STIm WAL 0 SEE BUILDING SECTION FOR CONSTRUCTION 0. 3 CONT.VENT 0 T}IOIR ASSEMBLY PER (IBC U h4 TABLE T -C SLOPE V47 FT. BEAM SEE STRICT. 5/8' TYPE 'X' GYP. BEATH** -- TTP. DECK FRAMING FLUID APPLIED WATERPROOFING SYSTEM OVER VY CROSS. BANDED DR. PLT. OVER 5/S cox PLY. OVER JOISTS. AT 16': cc OVER +. =v *YPE X' GYP: SOFFIT. BOARD I NOR ASSEMBLY PER TUBC '94 TABLE 1-C BEAM SEE STRICT. 5/8' TYPE 'X GYP. SHEATWFb TYP. DECK ERRING FLUID . APPLIED WATERPROOFING SYSTEM OVER Yr CR065 BANDED EXT. .PLY. OVER 5I8 COX. FLY OVER J016113 AT W ocO'ER 5/8' TYPE 'X' GTP. 60FFIT BOARD TYP. CONCRETE SLAB 4' GONG UV 6X6 10X10 WLF 6 MIL VAPOR BARRIER 4' GROVEL TYP. EXTERIOR END 111411 SEE BUILDNGSECTIONFOR CONSTRUCTION : TYP.. CONCRETE SLAB .. TREATED PLATE 4' CONC UY 6X6 IOW : WIF 6 MIL VAPOR SANER 4':GR4VEL TYPICAL ROOF CONSTRUCTION TYP. EXTERIOR WALL - CONSTRUCTION TYP. DECK 'PRAMS* FLUID APPLIED WATERPROOFING 5YSTU 1 OYER VA' CROSS BANDED EXT. PLY. :OVER 5E cDX PLY. OVER JOISTS AT 16' Oc OVER E/E TYPE 'X' GYP: SOFFIT BOARD TYP. EXTERIOR ETU P WALL WEE BUILDING SECTION FOR ., :CONSTRICTION 1TP CO=NCRETE SLAB 4' CONC'SV 6X6 10XWSIF 6 ML' VAPOR BA aL ER 4' GRAVEL TYP: GUTTER FASCIA PER ELEVATION ds ,I I 1 II' CONTINIOUS DRAFTETOP ABOVE PARTY WALL - TT!? CONTPSIOB- FIRESTOPPE PROVIDE 'VERTICAL Fl ESTOPP$ AT :10' -p' MAX O.C. AT PARTY WALL AIRSPACE rrP : ” rt.?... STUD PARTY RLALL SE ISWLD■G SECTION FOR CONSTRICTION TIP. CONQiETE SLAB 4' CQNC III 6X6 10X110 ELF MIL"VAPOR•BAPRER 4'. GRAVEL 50B NQr Si109.'' BAR EL - EXTEND 6'. ABOVE BATT. MI- CR O' ABOVE -BLOW IRBIL. TYPICAL ROOF: CONSTRUCTION 2' MIN. CLR FOR VENTMG 2X BLOCKS* IRAN (3) Y HOLES WITH SCREEN SEE ELEVATION EXPOSED TRI18S TAIL TYP. GUTTER FASCIA PER ELEVATION TYP. EXTERIOR WALL CONSTRICTION TYP. EXTERIOR STUD WALL SEE BUILDING SEGTION FOR CONSTRUCTION TYP. FLOOR FRAMING SEE FRAMING PLANS AND BUILDING SECTION FOR CONSTRUCTION TYP. EXTERIOR STUD WALL SEE BUILDING SECTION FOR CONSTRUCTION TIP. FLOOR F RGNNG SEE FRAMMG PLANS AND BUILDING SECTION FOR CONSTRUCTION TYP: FLOOR PRATING SEE FRAM6G PLANS AND BUILDING SECTION FOR CONSTRUCTION CONTINUOUS FIREBTOPPNG TIP. STUD PARTY WALL SEE BUILDING SECTION FOR CONSTRUCTION. PROVIDE VERTICAL FIRESTOFPNG AT 10'-0. MAX. or.. AT PARTY WALL AIRSPACE TIP. TYP. STUD PARTY WALL S� BUILDING SECTION FOR CONSTRICTION TYP. FLOOR FRAMING SEE RATING PLANS AND BWLDNG SECTION FOR CONSTRICTION F�It r fF�ta.iS axe, e 443 +X►z • rP11. .- .1171N4IP 06R tWM I x3 , . L$ I!Z Mpa t't.YWenr2 i ;l l u •'1,.1 7 ✓C Fr eet4 O ' IUISA s R ENC LOSLI E Leh M:PPP GCx7FR 1.81140 okre.HErga 6 grF.Et- sawza 1 "MIN WINS [ Il!UIINl. ■ /1� .k\ /Ie1®1®1111l.11 all% �Ilili7�n 1:2516 SIGN IW URERLATIONAL 911180L CF' ACGES6 4'3' AEY. GRADE ENT(ZY lZ H-r ( ATE PLN :k 1z GEtg, _ { L. 04* ---M, 150LTe __ 1 -_. i 19sT - INTERNATIONAL SYMBOL CF ACCESSIBILITY 1 " 4 INiBR4v1 oyEs TYr &ca rr _ EI_77M 0 5v' Rr 9 x9° f 3 5 1 r - Mkt( 2' -6' • STD. STALL 2'-0' • COMPACT PLUM A-1'PI.16Q 1^e7bPrIN4o SYSTEM OVER 1/2 GraeloS aodJLEp EMI • FLY oYBR Wh5II cpx _^- IXI- -i i. - PRIM I zxa - lolrwrs .- I(" . - _ !I/2" (ADP e+'£fR 5 * TYPE - srrrb � IX GTE 1Y e - err cr I1 - 2t Ur 04, ^LION - rap coric.. W/ Ter 'oF P42.1nc8•r 1 PErv04t -F.-- O -t3 f I b6 Nii LL- 1'L N DIY O ,S6\NI1A SEP • 2 1547 BUILDING DIVI$ m - c) m • , • 0 a) Ca 7 PAINTED WHITE PARKING LOT STRIPING WHEEL STOPS PER PLAN 12'_X 60' PAINTED STRIPES • 24' O.C. 5''HGT. INTERNt STN. OF ACCESS PAINTED 4' STRIPES PER PLAN j, PER PL _ . 5 0' PER BR PLAN MIN. 96' AT VAN PARKING ACCESSIBLE PARKING STALL STRIPING vr =f-0 • , 04 ACCESSIBLE' PARKING SIGNAGE 10000-10426-06 PER PLAN PARKING STALL STRIPING CURB IL EEL ST PER PLAN PANTED 4' STRIPES PER PLAN 10' 1.. T. PAINTED LETTERS RECE1V JUN 2 6 1 ROBERT FOSSATTI JOB NO. ...94103 DATE SHEET A8.1 94103 =ID aSSOC. F2.0 3' -1 1/2' 0 1 r1 EPB 44 m V O EPB 44 t STHD 14 STHD 14 STHD 14 5/8" 0 A.B. D! 32" O.C. STHD 14 - _l 1� STHD 14 F2:0 9' -1' 4' SLAB ON GRADE W/8 x 6 -W1.4 x W1.4 WWF CENTERED IN SLAB STHD 14 STHD 14 J U STHD 14 3'-0" L -J 0 7/8" '. ANCHOR BOLT FOR H010A ABOVE r I N F2.5 SEE 7/S 3.1 TYP. STHD 14 STHD 14 s /a" ¢ A.B. ®3z" S.C. HPAHD 22 0 ENV 29' -3" SIM EPB 44 8' -1' 1 HPAHD 22 7/8" 0 ANCHOR BOLT FOR HO10A ABOVE L STHD 14 SIM 0 3' -0" , 9' -0 1/2" 4' SLAB ON GRADE W/6 x 6 -W1.4 x W1.4 WWF CENTERED IN SLAB I • F2.5 5/8" 0 B. ® 32" O.C. A IL STHD 14 2' -1' 0 107' -2" STHD 14 STHD 14 STHD 14 L 4' SLAB ON GRADE W/8 x 6 -W1.4 x W1.4 WWF CENTERED IN SLAB 8' -1 1/2" HPAHD 22 BUILDING 1 FOUN DATI r D l 17' -4" SCALE: 1 2' -1 3/4" HPAHD 22 4 ,, Lk 7/8" 0 ANCHOR BOLT FOR HD10A ABOVE 0 J PLAN L. L Lk 25' -2 1/4" HPAHD 22 S IM EPB 44 8 . -1 " J 7/8" 0 ANCHOR BOLT FOR HD10A ABOVE HPAHD 22 Lk 22' 3'.0 4' SLAB ON GRADE W/6 x 6 -W1.4 x W1.4 WWF CENTERED IN SLAB HPAHD 22 9' -1' HPAHD 22 HPAHD 22 HPAHD 22 HPAHD 22 HPAHD 22 HPAHD 22 3 -1 1 /2" THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THY FOLLOWING ORDINANCES „ kBTRUCTURAL PER UNIFORM BUILDING COPE BU ILDING NOMITRUCTURAL PER UNIFORM COOS O WACBB1. BAR ER•PRYY REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT 1O RSQUIRIMINTS AND INTERPRETATIONS OP THE GOVERNING A,UTFIORITK Date In Y2 - WOW .2 By: c NOTES: 1. USE 5 .' n ANCHOR BOLTS S 5-0" O.0 UNLESS NOT e • . RWISE 2. CENTER THICKENED SLAB UNDER WALL ABOVE. SEE ARCHITECTURAL PLANS FOR LOCATION. BV SHEET: 0 co 0 VJ f EXPIRE$ a /¢W 77 I JOB NO.: 96215 DATE: 4/6/97 S1.1 3' -1 1/2" 9' -1" M STHD 14 4' SLAB ON GRADE W/8 x 6 -W1.4 xrW1.4 WWF CENTERED IN SLAB 2/8" 0 ANCHOR BOLT FOR HD 10A ABOVE HPAHD 22 HPAHD 22 7 8 "0 ANCHOR BOLT FOR HD 10A ABOVE 5/8" 0 A.B. 0 32" O.C. 4' SLAB ON GRADE W /6x8- W1.4x -W1.4 WWF CENTERED IN SLAB STHD 14 1 STHD 14 4' SLAB ON GRADE W/8 x 6 -W1.4 x W1.4 WWF CENTERED IN SLAB HPAHD 22 HPAHD 22 J HPAHD 22 HPAHD 22 HPAHD 22 HPAHD 22 STHD 14 STHD 14 ‘% II ® 1 5/8 0 A.B. 0 32" O.C. , 5' A.B. 0 32" 0. HPAHD 22 29' -3" STHD 14 STHD 14 22'-8" 8' -1 22'-8'' 3' -0 .8' -10" STHD 14 HPAHD 22 112' -6" 4' SLAB ON GRADE W /8 x 8 -W1.4 x W1.4 WWF CENTERED IN SLAB HPAHD 22 HPAHD 22 1 \STHD 14 29' -3" HPAHD 22 HPAHD 22 SIM HPAHD 22 LAIN C 2 :FOUNDATIO TAN N 2 HPAHD 22 3' -1 1/2" NOTES: 1 USE 5/$" 0 ANCHOR BOLTS ® 5' -0 " 0.6 UNLESS NOTED OTHERWISE. 2. CENTER THICKENED SLAB UNDER WALL ABOVE.: SEE.. ARCHITECTURAL: PLANS FOR LOCATION. SHEET: EXPIRES 8/23/'7 1 JOB NO.: 96215 22' -8" DATE: 'W6/97 S2.1 - S11-1D 14 STHD 14 STHD 14 STHD 14 STHD 14 CS16 STRAP CH -6 4 X 10 STHD 14 SIM - - ...... W /A35 0 16' 0.0 L 14' SEE NOTE 4 X 4 POST CS16 STRAP L ='. 13 SEE NOTE 4 1/2 X.91/2 PSL (2) TJI 2 z 4 STUDS, (3) SIDES OF STORAGE ROOM, TYPICAL (2)..TJI (2) TJI HPAHD 22 STHD 14 HPAHD 22 (1) A35.: W HPAHD 22 SHEAR WALL DESIGNATION TYPICAL, SEE 83.2 STHD 14 HD 10A 4X4 DF W /A35 STHD 14 HOLD STUD BACK 112' TO ALLOW FOR CONTINUOUS SHEATHING TO WINDOW EDGE. TYPICAL ALL STORAGE ROOM SHEAR WALLS. ) 16 O.C. 26' -4 1/2" r 4 X 4 POST 81 4:X 10 STHD 14 \STHD .14 STHD 14 4 X 8 P1- 3 \ BH - 3 4X 8 STHD 14 1 WV OF Tu V F N??R D Sao 2 1997 NOTES: 1. ALL FLOOR JOISTS TO BE 9 1/2 " TJI /15 ®16" O.C, UNLESS NOTED OTHERWISE. 2. ALL'. EXTERIOR WALLS TO BE P1 -6 UNLESS NOTED OTHERWISE. 3 ALL. EXTERIOR WALL STUDS TO BE 2 8, 6, INTERIOR STUDS TO BE 2 x 4, UNLESS NOTED OTHERWISE. 4. ADD BLOCKING ® ALTERNATE BAYS. " ADD CS16 STRAP OVER JOISTS, ,BLOCKING AND RIM JOIST. EXPIRES' S /23//97 I 111' -10" 0 co 0 co 0 I— ° z Z cc Z ckl Q Z co g w v) � ~ Z ^ I Q 0 CL § E (/) < A CC H CL •V W 0 CS16 TO. WALL BELOW CS16 TO WALL BELOW C -2 311/2 X 9 1/2 PSL CS16 STRAP HD8A TO HD8A W TOP L = 13 SEE NOTE 4 OF WALL BELOW SEE (2) TJI CS16. STRAP CS16 TO WALL BELOW L = 14' SEE NOTE (2) TJI (2) TJ OF WAL CS16 TO BELOW HD8A T HD8A ® TOP BELOW SEE DESIGNATION E 53.2 CS16 TO WALL BELOW CS16 L = 1 SEE NOTE 4 B -2 1/2 X 9 1/2 PSL (2) A35 CS16 TO WALL BELO B -2 3 1/2 X 9 1/2 PSL (2) TJI L = 13 SEE NOTE 4 HPAHD 22 HPAHD 22 HPAHD 22 (2) TJI 2) TJI PAHD 22 (2) TJI CS16 STRAP L= 13' SEE NOTE 4 C -2 3 1/2 X 9 1/2 PSL HPAHD 22 HPAHD 22 CS . STRAP L = P1 - 8 HPAHD 22 14' SEE NOTE 4 CH -4 4 X 10 HPAHD 22 MST48 TO BELOW MST48 TO WALL BELOW MST48 TO WALL BELOW CS16 TO WALL BELOW CH -6 4 X 10 P1 MST48 TO WALL BELOW HOLD STUD BACK 1/2- TO ALLOW FOR CONTINUOUS SHEATHING TO WINDOW EDGE. TYPICAL ALL STORAGE ROOM SHEAR WALLS. 4 X 4 POST CH -4 4 X 10 MST48 TO WALL BELOW MST48 TO WALL BELOW 4 X 4 POST HDAHD 22 BH -4 4 X 10 111' -10" BH -4 4 X 10 4 X 4 POST -26' -5" HPAHD 22 2 x 4 STUDS, (3) SIDES OF STORAGE ROOM, TYPICAL HPAHD 22 HPAHD 22 HPAHD 22 I r4 X 4 POST CH -6 4 X 10 (1) A35 (1) A35 HPAHD 22 NOTES: 1. ALL FLOOR JOISTS TO BE 9 1/2" TJI/15 0 16" O.C. UNLESS NOTED OTHERWISE. 2. 'ALL EXTERIOR WALLS TO BE P1 -6 UNLESS NOTED OTHERWISE. ALL EXTERIOR WALL STUDS TO BE 2 x 6, INTERIOR STUDS TO BE 2 x 4, UNLESS NOTED OTHERWISE: 4 ADD BLOCKING CAD ALTERNATE BAYS. ADD CS16 STRAPS OVER JOISTS, BLOCKING AND 'RIM JOIST. EXPIRES 8/23/ Z7 I SHEET: 1I CS16 TO - WALL BELOW (1). A35 (1) A35 CS16 TD WALL EELO 29' -6" 4 X 8 4 X 8 CS16 TO WALL BELOW MST48 TO WALL BELOW MST48 TO WALL BELOW DN. CS16 TO 15R. WALL BELOW SHEAR WALL DESIGNATION TYPICAL, SEE 53.2 • CS16 TO WALL BELOW 4 X 8 26'-5" BH -2 4 X 8 BELOCS16 W TO WALL BH -2 4 X 8 111' -10" BH -2 4 X 8 26' -5" X 8 2 x 4 STUDS, TIDES OF STORAGE ROOM, (3) TWICAL BH -2 4 X 8 CS16 TO WALL BELOW DN. 15R. 2 x 6 PLUMBING WALL, TYPICAL BELOW SEE HOLD STUD BACK 1/2' TO ALLOW FOR CONTINUOUS SHEATHING TO WINDOW EDGE. TYPICAL ALL STORAGE ROOM SHEAR WALLS. 4 X 8 \-CS16 TO WALL 29' -6" 4 X 8 NOTES: 1. 1 CS16 TO WALL BELOW SEE M B CS6 TO WILL BELOW (1) A35 (1) h35 C516 TO WALL BEL OW OW ALL FLOOR JOISTS TO BE 9 1/2" TJI /15 ® 16" O.C. UNLESS NOTED OTHERWISE. 2. ALL EXTERIOR WALLS TO BE P1 -6 UNLESS NOTED OTHERWISE. 3 ALL EXTERIOR WALL STUDS TO BE 2 z 6, INTERIOR STUDS TO BE 2 z 4, UNLESS NOTED OTHERWISE. n a i SHEET: z z 0 0) 1— z W I 7 p / � 0 Cl- Q Z W VJ z � O J g 2 < cc LL r EXPIRES 8/23/ 97 , JOB NO.: 96215 DATE: 4,4/,7 S2.4 1 F 2 X 8 RAFTERS ® 24 ". O.C. -J CS16 L =3' ROOF SHEATHING TO BE CONTINUOUS. UNDER DUMMY FRAMING, TYPICAL -r GIRDER TRUSS TRUSSES CO 24 O.0 I PER 15/53.2 SHEATH TRUSS L = 4' RB -1 5 1/4 X 7 1/4 PSL SI 2 X 8 RAFTERS ® 25" O.C. SHEATH TRUSS L= 4' ADD (8) BLOCKING PANELS f SHEATH TRUSS L 10' GIRDER TRUSS CS16 L = SHADED AREA INDICATES DUMMY FRAMING OVER ROOF BELOW Altik CS16 L = SHEATH TRUSS L = 8' GIRDER TRUSS SHEATH TRUSS 3.2 SHEATH TRUSS SHEATH TRUSS L = 4' L = 4' _L S3.2 RB -1 5 1/4 X 7 1/4 PSL RB - SIM 2 X 8 RAFTERS @ 24" O.C. 5 1/4 X 7 1/4 ADD (7) BLOCKING PANELS PER 15/53.2 SHEATH TRUSS. f L 8' GIRDER TRUSS GIRDER TRUSS 31.4 SHADED AREA INDICATES DUMMY FRAMING OVER ROOF BELOW ROOF SHEATHING TO BE CONTINUOUS UNDER DUMMY FRAMING, TYPICAL TRUSSES @ 24" O.0 CS16 L =3' NOTES: 1. FOR ROOF SHEATHING AND NAILING SEE NOTES F.4. S3.1. AIX H- RAFTERS 0 24' O EXPIRES 8/23/ 97 JOB NO.: 96215 DATE: 097 SHEET: S 4" SLAB ON GRADE 0 SIM CONDITION (2) #4 0 TOP � CONCRETE FOUNDATION AT l l ) SLAB ON GRADE l� ) SCALE: 3/4" = 1' -0,. 24" 0 SI O THICKENED SLAB SCALE: 3/4" = 1' -0" 2x STUDS 0 16" O.C. HTT22 HOLDOWN SEE PLAN FOR LOCATION 2x SILL PLATE #4 J (V) N 16" 0 C. (ALT. BENDS) (2) #4 CONT. INTERIOR BEARING WALL 5/8" 4 x 10" A.B. 0 5' -0" O.C. U.N.O. (2) #4 BAR CON'T. DOUBLE STUD 0 HOLDOWN 5/8" pl WABOLT SHER W /NUT 0 HOLDOWN DETAIL AT THICKENED SLAB SCALE: 3/4" = I' - 0" O FOUNDATION DETAIL SCALE'. 3/4" = 1' -0" O FOUNDATION DETAIL SCALE: 3/4" = 1' -0" 0 10 RETAINING WALL SCALE: 3/4" = 1' -0" 1)11- 0 069 3" CLR. FOUNDATION AT EXTERIOR O SLAB ON GRADE SCALE 3/4" = 1' -0" SPREAD FOOTING SCHEDULE MARK F2.0 F2.5 F3.0 DIMENSIONS REINFORCING EACH WAY ( # (3) #4 (3) #4 COLUMN SERVICE LOAD, K 8.0 12.5 18.0 REMARKS 4" S.O.G. #4 J 0 12" O.C. 1 -1/2" CLR #4 0 12" O.C. ( # SEE SCHEDULE 11 RETAINING WALL SCALE: 3/4" = F - 0" CD TYPICAL SPREAD FOOTING SCHEDULE SCALE: 3/4" = V -0" (2) #4 0 TOP EA. FACE 10 NORMAL FOOTING REINFORCING, PER PLANS AND SCHED 3 -1/2" x 9 - 1/2" PSL BEAM SEAT: 3/16" PL ALL SIDES, W /(2) 1/2 ".0 x 6" EPDXY GROUTED STUDS #4 J 0 12" O.C. 4 @ 12" O.C. 8 MIN. ADD BARS. TO MATCH NORMAL REINFORCING INTERIOR BEARING WALL 5/8" 0 x 10" A.B. 0 5' -0" O.C. O TYPICAL STEPPED FOOTING SCALE: 3/4" = 1' -0" 6 MIL VAPOR BARRIER (2) #4 BAR CONT. CD THICKENED SLAB AT PARTY WALL SCALE: 3/4" = 1•-0" CONCRETE WALL / "D" / 2x "H" NORMAL FOOTING REINFORCING. PER PLANS AND SCHEDULE \L GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTERHWISE ON THE PLANS) A. GENERA 1. ALL MATFRIAI S. WORKMANSHIP. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS. AND UNIFORM BUILDING CODE (1994 EDITION). 2. STRIICTURAI DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDINC AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DIECREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. 3. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS. TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS. CODE SPECIFIED LATERAL LOADS AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. B DESIGN CRITERIA I. DESIGN LOADS ROOF LIVE LOAD 25 PSF FLOOR LIVE LOAD (RESIDENTAIL) 40 PSF STAIR AND CORRIDOR LIVE LOAD 100 PSF WIND 80 MPH, EXPOSURE "B" EARTHQUAKE ZONE 3 .ALLOWABLE SOIL PRESSURE 2000 PSF *LATERAL EARTH PRESSURE 35 PSF .snits REPORT REFERENCE, GEOTECH CONSULTANTS, INC. REPORT OF MARCH 20. 1995. C. FOUNDATION FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH AT LEAST 16" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 957. MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 2. BACKFlII BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. U CONCRETE 1. UI TIMATF STRENGTH DESIGN PER UNIFORM BUILDING CODE AND ACI 318 -89. 2. CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF re = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. A CONCRETE DESIGN MIX MAY BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP. CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE NTH UBC 1905.3. NO ADMIXTURES, OTHER THAN FOR AIR - ENTRAINMENT SHALL BE USED WITHOUT PRIOR RENEW BY THE STRUCTURAL ENGINEER. 3. REINFORCING STFFI SHALL BE DEFORMED BARS CONFORMING TO AS TM A615 GRADE 40. fy = 40,000 PSI. WELDED WIRE FABRIC: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID - DEPTH, OR SLIGHTLY ABOVE. OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 4. REINFORCING STFFI SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 -86. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL INTER- SECTIONS. ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT WELD GRADE 60 REINFORCING. ' NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 5. CONCRETE PROTECTION (COVER) FOR REINFORCING STFFI SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNIFORM SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#5 BARS OR SMALLER) 1 -1/2" SLABS AND WALLS (INTERIOR FACE) 3 E 1. STRUCTURAL STF11 DESIGN, FABRICATION AND ERECTION SHALL BE BASED ON THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", LATEST EDITION, PLUS ALL REFERENCED CODES. 2. STRUCTURAL STFFI SHALL CONFORM TO ASTM A36, Fy = 36 KS. STEEL PIPE SHALL BE SCHEDULE 40 CONFORMING TO ASTM A53. TYPE E OR S, GRADE B, Fy = 36 KS. STRUCTURAL TUBINGS SHALL CONFORM TO ASTM A500, GRADE B, Fy - 46 KS!. 3. ANCHOR RO1 TS SHALL CONFORM TO 55TH A307 AND HAVE BY HOOK. EMBED ANCHOR BOLTS A MINIMUM OF 7" INTO CONCRETE. 4. CONNECTION ROI TS AND THREADED STUDS AT WOOD /STEEL CONNECTIONS SHALL CONFORM TO ASTM A307. 5. AI I WEI DIMS SHALL BE IN CONFORMANCE WITH AISC AND ANS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. WELDS, UNLESS OTHERWISE NOTED, SHALL BE 3/16" CONTINUOUS FILLET WELDS. WELDS SHOWN ON DRWAINGS ARE MINIMUM SIZES, BASED ON PLATE THICKNESS. F CARPENTRY 1. FRAMING I UMRFR SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: REAMS AND STRINGERS; 2.0E WS PARALAM PSL }HEADER AND BEAMS: HEM -FIR N0. 2 STUDS PI ATES k !MSC, I T FRAMING: HEM -FIR N0. 2 TOP AND BOTTOM PI ATES AT BEARING WAI I S HEM -FIR CONSTRUCTION GRADE 2. :I ,11e• • SHALL BE DESIGNED BY TIE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. PREFABRICATED SOLID WOOD JOISTS SHALL BE AS MANUFACTURED BY TRUS JOIST McMILLIAN CORPORATION OR APPROVED EQUAL. WEBS MAY BE PLYWOOD OR ORIENTED STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL) ALL NECESSARY BRIDGING, BLOCKING PANELS, STIFFENERS ETC. SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. 3. PREFABRICATED CONNECTOR PI ATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "DESIGN SPECIFFICATON FOR METAL PLATE CONNECTED WOOD TRUSSES. TPI -78" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. THE EFFECTS OF ECCENTRIC LOADING SHALL BE CONSIDERED IN THE DESIGN OF HEEL JOINTS PER SECTION 2343.3 OF THE UBC. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD 25 PSF TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 7 PSF TOTAL LOAD 40 PSF WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL BY THE ENGINEER PRIOR TO FABRICATION. EAVES, VALLEYS, .ETC. TO BE -DESIGNED PER APPENDIX CHAPTER 16 OF THE 1994 UNIFORM BUILDING CODE. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL STRUCTURAL ENGINEER, STATE OF WASHINGTON. NON - BEARING WALLS SHALL BE HELD. AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH. AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO THE MAIN GIRDER TRUSS. ALL ROOF TRUSSES SHALL BE FRAMED AND TED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL WANE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS, DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. 4. SHEATHING ROOF SHEATHING: 7/16" OSB APA RATED SHEATHING (24/0). LAY. UP WITH MINIMUM 1/8" CLEAR BETWEEN. PANELS TO ALLOW FOR EXPANSION: NAILING SHALL BE 8d AT B O.C. AT PANEL EDGES AND 12 O,C, AT INTERMEDIATE SUPPORTS. PROVIDE EDGE CLIPS AT 24" O.C. AT ALL UNSUPPORTED EDGES, FLOOR SHEATHING: 3/4" CDX T A G APA RATED PLYWOOD (48/24) NAILED AND GLUED.. NAILING SHALL BE 10d AT 6" O.C. AT' PANEL EDGES AND 10" O.C. AT INTERMEDIATE SUPPORTS. PLYWOOD SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. 5 - CAI I WOOD PI ATES IN 'DIRECT. CONTACT WITH CONCRETE SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING. ETC., AND CONCRETE. 6 NOTATIONS ON DRAWINGS RELATING TO FRAMING CUPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CALIFORNIA, EQUIVALENT DEVICES BY ETHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER CAPACITIES. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICBO APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING, MEMBER ARE SUFFICIENT TO RECEIVE' THE SPECIFIED. FASTENERS. )N WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE' SHOWN ON THE PLANS: WOOD FRAMING STANDARDS I OD RAMINF, DFTAII S': NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO. .THE MINIMUM STA OF THE UNIFORM BUILDING CODE. MINIMUM NAIUNG, UNLESS:,OTHERIMSENOTED SHALL CONFORM TO TABLE 23 -1 -O: OF THE UNIFORM, BUILDING CODE. WAIL FRAMING:': ALL STUD WALLS SHOWN_ AND NOT OTHERWISE NOTED SHALL BE 2 •x 4 STUDS'0 16" O.C:; AT INTERIOR WALLS AND 2 °x6 STUDS 0 16' AT EXTERIOR WALLS. ' TWO STUDS MINIMUM,SHALL BE PROVIDED AT r :THE END OF ALL WALLS. AND AT EACH; SIDE OF ALL OPENINGS.' NAILS: ALL NAILS TO BE COMMON OR'GALVANI2E0 BOX. 0 I EXPIRES 8/23/17 JOB 'NO.: 96215 DATE: 6/(p97 SHEAR WALL SCHEDULE 3L 9HIHLV3HS 3dA1 INN OWINH 39(13 9P91NH 01313 9W)I9018 I�'� �mnz� 01 -7 i/2" ewe 7 7 NO 16d 0 12" ONE SIDE 5d G1 -4 OR 5/8" GW8 COOLER FOR 1/2" 4 4 NO 16d 0 8" G1 -48 ONE SIDE OR 4 4 YES 16d 0 8" G2 -7 1/2" GW8 6d 7 7 NO 16d 0 6" 02 -4 TWO SIDES OR COOLER FOR 5/6" 4 4 NO 16d O 6" 02 -48 5/8" CNN TWO NOES 4 4 YES 16d 0 4" P1 -6 6 12 YES 16d 0 5 P1 -4 8d 4 12 YES 16d 0 4" 7/16 O.S.B. COMMON P1 -3 ONE NOE 3 12 YES 16d 0 3" P1 -310 10d 3 12 YES 1/2" DIA. x 5" COMMON LAG BOLTS 0 8" 10d 0 4" O.C. ,SHEATHED 'TRUSS 10d 0 4" O.C. 10d. 0 6" O.C. TRUSS BLOCKING SHEAR WALL TOP PLATE 1 3/4 x 9 1/2 S -2 3 1/2" 9 1/2" PSL STAIR WITH PARTIAL LANDING SCALE: 1/4" = 1' -0" 0 -2 3 1/2" x 9 1/2" PSL S -2 3 1/2" x 9 1/2" PSL 2 x8012" O.C. W /U26 EA. END STAIRS AND LANDING 1/4" = 1' -0 HU410 TF HU410 TI 2x8016" 0.C. HUC410 TF HU410 TF SLOPE FOR STRINGER (TOP.) 1 3/4 x 9 1/2 PSL LEDGER W /(2) 1/2" 0 LAG BOLTS 0 16" O.C. /U26 EA. END TYPICAL ROOF CONSTRUCTION H1 048" c.c. (3) 8 d TOENAIL 0 EACH TRUSS [\ 8 d 0 6" c.c. 0 BLOCKING mt it2, � 1 2 BLOCKING PER ARCH. DETAILS SEE ELEVATION I OVERHANG PER PLAN TYP. EXTERIOR WALL CONSTRUCTION WITH WALL SHEATHING PER SCHEDULE ROOF CONDITION SCALE: 3/4" = 1' -0" 1/2" OS8 WITH �� .� 8d 0 6" O.C. $LO P ovivE CWRAIG Ar fLt" PANEL FD61ES BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE 10 d 0 6" o.c. PLYWD. TO RIM JOIST PANEL EDGE & FIELD NAILING PER SCHEDULE TJI RIM JOIST TOP. EXTERIOR WALL CONSTRUCTION W. WALL SHEATHING PER SCHEDULE TYP. FLOOR CONSTRUCTION EXTERIOR SHEAR WALL Cil) PERPENDICULAR TO FLOOR JOISTS SCALE: 3/4" = 1' -0" 8d TOENAILS 016" O.C. BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE PANEL EDGE .& NAILING PER SHEAR WALL SCHEDULE TJI. BLOCKING A35 0 32" O.C. U.N.O. ON PLAN TYP. FLOOR CONSTRUCTION TYP. WALL CONSTRUCTION WITH WALL SHEATHING PER SCHEDULE SHEAR WALL c PERPENDICULAR TO FLOOR JOISTS SCALE: 3/4 = 1' -0" ROOF SHEATHING 2 x 4 FRAMING ALL AROUND EXTERIOR SHEAR WALL 6 PARALLEL TO FLOOR JOISTS SCALE: 3/4" = 1' -0" 16 d ® 16" O.C. EACH WALL SCALE. 3/4" = 1' -0" SHEAR /PARTY WALL SCALE: 3/4" _ i' -0" 8d 0 6" O.0 A35 0'48" O.C. EACH WALL 0 SIM 1/2" OSu WITH 8d 0 6" O.C. (2) 16 d 8 d NAIL 0 4 o.c. 0 EA. OUTRIGGER 8 d NAIL 0 6" W.H. TO TOP CHORD & BLOCKING 2 X4 OUTRIGGERS 0 4' O.C. WITH JOIST HANGER. 0 TRUSS 2x BARGE &. 1x3 TRIM 2x4 BACKER FOR BARGE. NAIL THROUGH SKIP SHEATHING WITH 16d 8d 0 6" O.C. GABLE END TRUSS 8d 0 12" O.C. 8d 06 "O.C. PLYWOOD ROOF CONDITION TYPICAL ROOF CONSTRUCTION TYP. EXTERIOR WALL CONSTRUCTION WITH WAY SHEATHING PER SCHEDULE BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE 10 d 0 6" O.C. PLYWD. TO RIM JOIST PANEL EDGE NAILING PER SCHEDULE TJI RIM JOIST TYP. EXTERIOR WALL CONSTRUCTION WITH WALL SHEATHING PER SCHEDULE TYP. FLOOR CONSTRUCTION ROOF TRUSS 8d06" O.C. 2x 10 LEDGER W/ U26 RAFTER HANGERS Illi ,, 111111111- 2 x 4 CEIUNG JOIST 0 24" O.C. O ROOF FRAMING DETAIL SCALE: 3/4" = 1' -0" 16 EACH 11 HOLDOWN AT FRAMED FLOOR SCALE: 3/4" = .1' -0 (2) 16d 0 EA. STUD 2 x 8 RAFTERS 0 24" O.C. (3) 8d TOENAIL 0 EACH RAFTER 8d 0 6" O.C. SIMPSON STRAP PER PLAN TJI RIM JOIST NAIL PER MANUFACTURERS REQUIREMENTS Ht 0 48" O.C. O TYPICAL HOLDOWN STRAP @ FLOORS SCALE: 3/4" = 1' -0" 1 3/4 x 9 1/2 PSL LEDGER W /(2) l/2" B LAG BOLTS 0 16" O.C. HUC410 TF PSL LEDGER MANUFACTURED TRUSSES (3) 8d TOENAIL 0 EACH TRUSS �\ PROVIDE BLOCKING PER UBC 2326.12.9 5 -1/4 x 7 -1/2 PSL ,� W /U26 RAF TER HANGERS ' \ 2 x 8 RAFTERS 0 2 EA CH RAFTER O.C. EACH 8d TOENAIL 0 8d 0 6" O.C. 2 x 10 DF LEDGER W /(2) 16d NAILS 0 16" O.C. HUC410 TF HU410 TF SLOPE FOR STRINGER O ROOF FRAMING DETAIL SCALE: 3/4" = V -0" 8d TOENAILS 016" O.C. BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE PANEL EDGE & NAILING PER SHEAR WALL SCHEDULE TJI A35 0 32" O.C. U.N.O. ON PLAN TOP. FLOOR CONSTRUCTION TYP. WALL CONSTRUCTION' WITH WALL SHEATHING PER SCHEDULE SHEAR WALL O PARALLEL TO FLOOR JOISTS SCALE: 3/4" = 1' -0" 1 3/4 x 9 1/2 PSL LEDGER W /(2? 1/2" 0 LAG BOLTS 0 16' O.C. 13/4 4 x 9 1/2 PSL LEDGER W /(2? 1/2" 0 LAG BOLTS 0 16 O.C. (4) 1/2" 0 LAG BOLTS TO DOUBLE STUD HUC410 TF 1 3/4 x 9 1/2 PSL LEDGER SLOPED W (2) 1/2" 0 LAG BOLTS 0 32" O.C. HUC410 TF 1 3/4 x 9 1/2 PSL LEDGER W /(2? 1/2" 0 LAG BOLTS 0 16' O.C. SHEAR WALL/HOLDOWN NOTES 1. ALL SHEAR WALLS SHOWN ON THE FLOOR PLANS ARE FOR WALLS ON THAT LEVEL. 2. PROVIDE TWO STUDS AT THE ENDS OF ALL SHEAR WALLS. 3. ALL EXTERIOR WALLS TO BE TYPE P1 -6 UNLESS NOTED OTHERWISE. 4. DO NOT OVERDRIVE NAILS INTO SHEATHING. 5. FOR GAB TYPE SHEAR WALLS. SCREWS ARE NOT AN ACCEPTABLE ALTERNATIVE FOR COOLER NAILS. 2 x 10 DF LEDGER W /(2? 16d NAILS 0 16 O.C. (4) 1/2" B LAG BOLTS TO DOUBLE STUD r Z W 2 I- cc Z < O o Z W V� F- Z � a. OJ 5 � /HEX CB EX CB r4 E4 RIM = 177.36 / RIM= 176.25 E= 171.86 (24 " RCP N),4 ,174.90 .90 ((3 N ` \ IE= E= 1717..86 06 RCP E) 1.174 75 (0RCP ; I (12, "RCP SE) EX ARE HYDRANT 1,169.59 COR R R EX APT SIGN 1,160.00 ASPHALT I ' FLUMC I �i. EX CB IE 15098 (12" CMP 8)\,, , •IE= 14918 Il ip; • # I � /I.% STORM MH Y ) (12 "RCP) RIM= 162.27 { IE= 159.47 ) x IE =155.37 (12" CMP SW) ; EX YD RIM =158.83 f fl Ex ro-_ f ftIM= 158.7 PROPOSED SWALE TO BE USED AS SEDIMENT BASIN - SEE SHIT C2.0 EE1D4/2" HEW AND CAP �iRIAD 12336' - _ CALL 2 DAYS BEFORE YOU DIG 1 -800- 424 -5555 0 15 30 60 SCALE 1 " =30' 4 LEGEND ASPHALT PAVING CEMENT CONCRETE BUILDINGS SILT FENCE C/L DITCH CURBING EARTH WALL SAWCUT LINE ROCKERY CONTOUR (INDEX) CONTOUR ELECTRIC UNE GAS LINE SANITARY SEWER UNE STORM DRAINAGE LINE TELEPHONE LINE WATER LINE SERUICS tip EXISTING REMOVE END I/2 REBAR AND CAP "TRIAD 12336 ISSUED TO: CITY OF TUKWILA ' FOR: PERMIT DATE: 5/23/97 CC �3 G G SS - 5S SD - -- SO - T T W W E 1 PROPOSED DATUM f EX CB RIM = 170.86 1,169.36 KCAS, SURVEYOR F Ex 10 CIFIC NOHWT BETE TELEPHONE I FJSEMENi PA PER REC RT �'S8 - - T EX CB R1,167.92 IE= 166.02 (9" PvC SW) E/G POWER r' IE N PLUGGED W/ CONC. - - -- - CONTINUES WEST C 1.0 DEMOLITION AND TESC PLAN C 2.0 GRADING AND DRAINAGE PLAN C 3.0 UTILITY PLAN C 4.0 PAVING PLAN C 5.0 DETAILS C 5.1 DETALS Ex CONC RAMP SHEET INDEX BENCHMARK TBM PER TRIAD SURVEY. DATED 2 -18 -93 TOP CENTER BOLT OF FH NEAR SOUTHWEST CORNER OF PROPERTY ELEV= 148.57 USC AND GS BASIS OF BEARING CRAMER NORTHWEST INC. 9505 5 207111 PLACE KENT,, WASHINGTON 98031 OWNER DALLY:' HOMES INC. 3316 'FUHRMAN'AVENUE EAST SEATTLE; WASHINGTON 98102 E NGINEER COUGHLIN POP.TER LUNDEEN 217 PINE STREET SURE 520 SEATTLE, WASHINGTON 98101 (208 343, -0460 CON LAURIE -PFARR Ex DECK E=127.85 Ex NORTHWEST BUILDING EX SAN 56636 MH V RIM = 133.32 IE= 121.92 (8' PVT. N) IE =121.82 (8" PVC S1 \END 1/2' REBAR AND CAP 'TRIAD 12336° EX STORM MH RIM = 177.30 r. 1,173.05 (10 DI N) > 7 1,172.80 (10" CMP VS), EX CB w/ OIL/WATER SEPERATOR RIM-142.12 1E- 139.52 12 CMP NE) 1,139.52 8 PVC E) 1,139.47 12" CMP W) EROSION /SEDIMENTATION CONTROL NOTES 1. THE CONTRACTOR SHALL NOTIFY THE CRY ENGINEER WITHIN THE 48 HOUR PERIOD PRIOR TO COMMENCING ANY LAND ALTERING ACTIVITY. 2. THE CONTRACTOR SHALL NOTIFY THE CRY ENGINEER OF COMPLETETON OF ANY CONTROL MEASURES WITHIN 48 HOURS OF THEIR INSTALLATION. - 3. THE CONTRACTOR MUST OBTAIN PERMISSION IN WRONG FROM THE CITY PRIOR TO MODIFIYING THE CONTROL PLAN. 4. THE CONTRACTOR IS RESPONSIBLE FOR THE REPAIR OR ANY SILTATION OR EROSION DAMAGES TO ADJOINING SURFACESOR DRAINAGE FACILITES RESULTING FROM THE LAND ALTERING ACTMTES 5. A COPY OF THE APPROVED TESC PLAN MUST BE ON SITE AT ALL TIMES. 6. CONTRACTOR SHALL AT ALL ONES PROTECT SENSITIVE AREASM THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES, AND PUBLIC RIGHT OF WAYS OR EASEMENTS FROM DAMAGE.: DURING GRADING OPERATION: THE CONTRACTOR SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE "TIME OF PERMIT ISSUANCE, SENSITIVE AREAS THEIR BUFFERS, PUBLIC PROPERTIES AND IMPROVMEMS "DAMAGED BY THE CONTRACTOR OPERATORS. , RAT 7. APPROVAL OF THIS EROSION /SEDIMENTATION CONTROL (ECS) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD,,NO DISTURBANCE BEYOND THE FLAGGED CLEARING CHANNELS, RETENTION FACILOES, UTILITIES, ETC). 8. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND` UPGRADING OF THESE ESC FACILOES -IS THE RESPONSIBILITY OF THE APPLICANT /CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 9. THE BOUNDARIES OF THE CLEARING UNITS SHOWN ON THIS PLANSHALL BE CLEARLY FLAGGED IN THE FIELD LIMITS SHALL BE PERMITTED. THE FLAGGING SH41L BE MAINTAINED 8Y THE APPLICANT /CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 10. THE ESC FACILOES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS' TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE 040400E SYSTEM OR NOLATE•A'PUCABIU WATER STANDARDS. 11. THE THE IITIES ON PL AN TH REQUIREMENT$ ° FOR ANTICIPATED SIZE CONDITIONS. DURING THE CONSTRUCTION PERIOD, TH ES E ESC FACILITES Swill BE UPGRN (EG. ADDmONPL SUMPS, RELOCATION OF DITCHES AND SILT ; FENCES, ETC.) " AS NEEDED FOR UN EXPECTED, STORM EVENTS. 0 TO 12. THE ESC FACILITIES SHALL BE INSPECTED'DAILY. BY THE-APPLICANT HEAPPUC C NTRAC R D MAI NTAINED ` `AS NECESSARY LRI / AN TO ENSURE THEIR :CONTINUED FUNCT ONING ARE NEED REPAIRS 70 TESC SHALL BE MADE IMMED 3. PPED OF SHOWN VEG N INCLUDING ' EMB A NKM ENTS WHERE NO FUR 1 ANY AREA STRI ETAl10 , _..,.., _., THER WORK IS.ANBCIPATED,' FOR A" PERIOD OF'15 DAYS, SWILL. BE IMMEDI ST ABIAZED;IWTM:THE APPROVED ESC ME HODS (E.S. •S ®LNG, MULCH ING; NETTING „'EROSION.BIANKETS E TC. 7 , TIE ON "S 14. ANY EA NEEDNG C LIRE THIS NOIRE UIRING IMMEDNTE N1TI BE.ADDRESSE 1 AR I . ,F�. � Q FIFTEEN (is), EX SAN SEWER MH RI1A= 178.03 1E= 172.43 (8" PVC NI EX STORM MH IE =7 03 (8" PVC NE) RIM= 187.11 IE= 17 (8" PVC S) EX STORM MH RIM-186.32 DUMPSTER ENCLOSURE 6' WOOD FENCING EX 10' UTILITY EASEMENT PER REC /6318167 EX 10' SAN SEWER EASEMENT PER REC /7610250308 69 8" SD '_I1Y A5 MEIIT PEY ER 10' REC UTI X5880 8" SD 'EX WATER TO NORigi HILL API' HIGH CHAIN -LINK FENCE N88 12"14 429,79' 4+ 8024'0'S 726.70 APPROXIMATE NE CDR. LOT 36,� BROOKVALE CARDEN TRACTS 12" FIR f EX DECK (OP.) EX STAIRS -i -. 15. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 16. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WTMIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 17. STABIUZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURE MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT, (RCW 46.61.655). 18. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED AREAS GREATER THAN 5,000 SQUARE FEET THAT ARE TO BE LEFT UNWORKEO FOR MORE THAN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING: COVER MEASURES:- MULCH, SODDING OR PLASTIC COVERING. 19. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL 0 BAS HALL BE MODIFIED FlE D WTH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTJNG BASIN. 20. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (00. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 21, WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES, 22. INSTALL CATCH BASIN PROTECTOR ON ALL NEW CATCH BASINS. PROPOSED SWALE TO BE USED AS SEDIMENT BASIN DURING. CONSTRUCTION. 23, CONTRACTOR SHALL' CLEAN ALL, EXISTING AND NEW CATCH BASINS AND SHALL REMOVE SEDIMENT FROM SWALE. PRIOR TO PROJECT COMPLETION. CONTRACTOR SHALL ` NOT FLUSH SEDIMENT DOWN STREAM. GENERAL NOTES ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THESE APPROVED PLANS, CITY OF TUKWILA STANDARDS SPECIFIACTIONS AND PLANS, AND THE 1996 WSDOT -APWA STANDARD SPECIFICATIONS. 12" COW HEADWALL EX DUMSTER 1 ARIA'AJ FENCE X CB AIM = 148.10 =.20 N IEIE = 146146.10 8 8 PVC PVC W ) ) I0 12 FIR EX CB RIM=159.03 IE =157.08 (8" PVC S) - EX CB RIM=150.19 IE =146 29 (8 ".,PGC N /S) DEMOLITION KEYNOTES 0 REMOVE EXISTING ASPHALT PAVEMENT ® REMOVE EXISTING CURB O3 REMOVE EXISTING CONCRETE PAVEMENT ® REMOVE EXISTING RESIDENCE, ASSOCIATED STRUCTURES AND APPURTUNANCES, COORDINATE WITH OWNER. ® REMOVE EXISTING CATCH BASIN AND REMOVE EXISTING PIPE(S) ASSOCIATED WM1 CATCH BASIN AS REQUIRED TO CONSTRUCT NEW IMPROVEMENTS. PLUG AND ABANDON IN PLACE PER WSDOT SEC 7 -04 AU. PIPE REMAINING. © REMOVE EXISTING ARE HYDRANT PER CITY OF TUKWILA STANDARDS. CAP AT MAIN O7 CAP AND REMOVE EXISTING 3/4" WATER LINE AND METER ® REMOVE EXISTING TREE ® SAVE AND PROTECT EXISTING CURB 10 REMOVE EX STORM DRAINAGE PIPE AS NECESSARY TO CONSTRUCT NEW IMPROVEMENTS, PLUG AND ABANDON IN PLACE PER WSDOT SEC 7 -04 ALL PIPE REMAINING. REMOVE EX SEWER UNE PIPE AS NECESSARY TO CONSTRUCT NEW IMPROVEMENTS, PLUG AND ABANDON IN PLACE PER WSDOT SEC 7 -04 ALL PIPE REMAINING. CONTRACTOR SHALL KEEP EX UNE IN OPERATION UNTIL NEW UNE IS OPERATIONAL. T.E,S.C. KEYNOTES 0 1 CATCH BASIN FILTER PROTECTION - SEE DETAIL 2O FILTER FABRIC FENCE - SEE DETAIL J ) 0 STRAW BALE DIKE - SEE DETAIL r CONSTRUCTION SEQUENCE: 1. ARRANGE AND ATTEND PRE - CONSTRUCTION MEETING WITH CITY OF TUKWILA INSPECTOR. 2. FLAG PROPERTY LINES AND CLEARING LIMITS. 3. CONSTRUCT STABILZED CONSTRUCTOR ENTRANCE AND WASH PAD. 4. ERECT FILTER FABRIC FENCE AS SHOWN ON THE PLANS. 5. VERIFY VERTICAL AND HORIZONTAL LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES. CONTACT ALL UTILITY COMPANIES THAT MAY BE EFFECTED BY THE PROPOSED CONSTRUCTION. THE ONE CALL NUMBER IS 1 -800- 424 -5555. 6. VERIFY GRADES PRIOR TO CONSTRUCTION. 7. MAINTAIN AU. EXISTING UTILITY SERVICES DURING CONSTRUCTION. 8. CLEAR AND GRUB AREA WITHIN THE CLEARING LIMITS 9. ROUGH GRADE SITE PER GRADING PLAN. 10. REMOVE UNSUITABLE BEARING MATERIAL AS REQUIRED. 11. PLACE ACCEPTABLE FILL AND COMPACT AS REQUIRED. 12. HYDROSEED, MULCH, AND RE- VEGETATE DISTURBED AREAS AS REQUIRED. 13. REMOVE SILT FENCING AND OTHER EROSION CONTROL MEASURES ONLY AFTER SITE HAS BEEN STABILIZED AND CITY OF TUKWILA INSPECTOR HAS APPROVED THE REMOVAL. 14. REMOVE EXCESS EXCAVATED MATERIALS, TRASH DEBRIS, AND WASTE MATERIALS AND DISPOSE OF IN AN AUTHORIZED LOCATION AT NO COST TO THE OWNER. DEMOLITION NOTES 1. MAINTAIN AND PROTECT EXISTING UTILITIES SERVICES TO REMAIN, 2. CALL !ALP LOCATOR SERVICE PRIOR TO ANY DEMOLITION COORDINATE WITH THE OWNER'S REPRESENTATIVE IF ANY UNDERGROUND UTILITIES CONFLICT WITH REMOVAL ON THIS PLAN. 3. DEMOLITION SHOWN ON THIS PLAN IS GENERAL ONLY. COORDINATE ALL DEMOUTION WITH OWNER. 3. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING SUBSURFACE CONDITIONS DIFFERING FORM THE THOSE INDICATED IN THE PLANS, OR (2) PREEXISTING UNKNOWN SUBSURFACE CONDITIONS, OF AN UNUSUAL NATURE, DIFFERING MATERIALLY FROM THOSE ORIGINALLY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR AND /OR OWNER SHALL MAKE NO CLAIMS TO THE ENGINEER FOR RECOMPENSATION FOR EXTRA WORK RESULTING FROM CHANGED CONDMONS UNLESS THE ENGINEER HAS APPROVED THE WORK IN WRONG. (WSDOT SEC 1 -04.7) 4. THE CONTRACTOR SHALL CALL THE UTILITIES UNDERGROUND LOCATION CENTER FOR FIELD LOCATION OF ALL UTILITIES AND SHALL NOT BEGIN EXCAVATION UNTIL ALL KNOWN UNDERGROUND FACILITIES IN THE VICINITY OF THE PROPOSED WORK HAVE BEEN LOCATED AND MARKED. IF THE UTILITY IS NOT A SUBSCRIBER OF THE UNDERGROUND LOCATION CENTER THEN THE CONTRACTOR SHALL GIVE INDMDUAL NOTICE TO THAT UTILITY. (WSDOT SEC. 1 -07.17 APWA SUPPLEMENT) 5. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND EXERCISE SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN CONDUCTING THE WORK. THE CONTRACTOR SHALL' PROTECT EXISTING PUBLIC AND PRIVATE MIMES FROM DAMAGE DURING CONSTRUCTION. IF EXISTING UTIUTIES ARE DAMAGED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER AND THE ENGINEER. THE CONTRACTOR SHALL RESTORE THE UTILITY TO ITS EXISTING CONDITION. (WSDOT SEC. 1 -07:17 APWA SUPPLEMENT). THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND THE METHODS OF CONSTRUCTION FOR DESIGNS SHOWN ON THESE PLANS. - 6. WHERE THE PLANS CALL FOR UTILTIES TO BE RELOCATED BY OTHERS, THE CONTRACTOR SHALL NOTIFY THE UTIUY COMPANY AND COORDINATE HIS WORK SO AS TO AVOID CONFLICTS. 7. .ALL EXCAVATION, TRENCHING, SUBGRADE PREPARATION, FILL PLACEMENT, AND ALL SOIL WORK IN GENERAL SHALL BE CONDUCTED IN COMPLIANCE WITH THE RECOMMENDATIONS OF THE PROJECT SOIL ENGINEER AND THE CURRENT GEOTECHNICAL ENGINEERING REPORT. 8, ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS WALLS AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL ENGINEER AND IS NOT A PART OF THESE PLANS. 9, A COPY OF THESE APPROVED PLANS MOOT BE ON ThE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. ALL WORK IS TO BE PREFORMED IN ACCORDANCE - WITH ALL APPUCABLE FEDERAL, STATE AND LOCAL SAFETY LAWS. 10. CONSTRUCTION NOISE SHALL BE LIMITED AS PER CITY OF TUKWILA REQUIREMENTS. 11. T SHALL BE THE APPLICANT'S /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL' CONSTRUCTION EAS M NT NECESSARY BEFORE INITIATING OFF -SITE WORK WTAIN TINE ROAD RIGHTS -OF -WAY. 12. ALL UTILITY TRENCHES SHALL BE BACKFlLLED AND COMPACTED TO 95% DENSITY, 13. ALL ROADWAY.SUBGRADE SHALL BE "BACKFlLLED AND COMPACTED TO 95% DENSITY. WSDOT 2 -66.3. EXISTING UTLOES 'AND UNDERGROUND STRUCTURES SHOWN.ON THE PLAN ARE BASED . UPON' THE BEST AVAILABLE PUBLIC °RECORDS AND /OR PRIVATE RECORDS AS' UPPUED BY'THE PROJECT OWNER. AND /OR;DATA OBTAINED VERBALLY 14. THE CONTRACTOR SHALL BE; RESPONSIBLE FOR PROVIDING ADEQ SAFEGUARDS, SAFETY DEVICES, PROTECTIVE FROM ^ OWNERS OR, `OR OFFICVdS,AS$DD41TW WITH THE PARTICULAR UTILffY. NEITHER THE.OWNER NOR THE ENGINEER 4 DATE GUARIJNTEE ACCURACY . COMPLETENESS OF 1810, INFORMATION AND ASSUME NO SIBIL REPPD , IMPROPER EQUIPMENT, FTAGGERS AND,ANY: OTHER NEEDED ACTORS TO. PROTECT THE LIFE, HEALTH, AND SAFETY OF " EcovED N QY FOR IMR -- .PUBLIC AND TO °PRO CT PROPERTY' IN C NNECTION WTH -THE` PE OF WORK COVERED BY;THE °F TUKWIL 7TQ NSTRUCRON PLANS, OTTER UNDERGROUND FACILITIES NOT SHOWN ON:TIjE DRAWINGS MAY BE TE 4 R LOCH . NS .ON, THE CO ENCOUNTERED, DARING.., THE COUR OF THE WORK,'' ALL INVERT EIEVATIONS'SHOWN ON THE DRAWINGS; SHALL BE CONTRACTOR. ANY. WORK WTHIN ?HE; TRAVELED RIGHT. -OF -WAY THAT MAO: INTERRUPT NORGAL TRAFFIC FLOWW,,,� n IFIED;B THE CONTRACTOR PRIOR TO CONSTRUCTION, SHALL' REQUIRE AT; LEAST,ONE.FLAGGER,FOR ;EACH NNE OF TRAFk1C AFFECTED. ALL SECTIONS OF THE JuN jg97, WSDOT STANDARD SPECIFICATIONS 1 -07.23 - TRAFFIC CONTROL, SHALL APPLY. PERMIT cENTMW N0. DATE DATE SHEET NONE H 95- 0313.. -01 'OS NO.. LPL DRAWN LJP CNECNED: 1-8-97 o� a ° 0 7 . 0. • �e CC O „E CD Z c C9 V e c -S V - I- ' y e IF s s J w O ` wE Oft • • CI z z JI ICI CE VICINITY MAP REVISION SHEET TITLE DEMOLITION AND TESC PLAN CD DESCRIPTION RIM INVERT(S) COMMENTS I4. SIZE FLOW DIR 1 CATCH BASIN TYPE 2-54" 143.5 140.3 EX 8 E CONNECT EXISTING WI CONTROL RISER 139.5 12" NE PIPE TO NEW CB 139.5 12" W 15 2 CATCH BASIN TYPE 2 -48" 154.1 148.0 0 (OUT) ) SW/NE SE 12 3 CATCH BASIN TYPE 1 158.5 155.0 (IN) N ID 154.5 (OUT) SW 4 CATCH BASIN TYPE 1 151.5 148.4 12" IN OUT (/ ) N/SE / 13 5 CATCH BASIN TYPE 1 141.0 137.0 L (IN) W/N 13 137.0 (OUT) SE 6 CATCH BASIN TYPE 2 157.3 150.4 (IN) SOLID COVER 150.4 (OUT) lill 7 CATCH BASIN TYPE 2 168.4 162.4 162.4 Li (IN) (OUT) ) NE S 12 8 . CATCH BASIN TYPE 1 167.9 162.9 12" (OUT) SW 13 9 CATCH BASIN TYPE 2 161.0± 153.9 (IN) 12 152.0 IN 152.0 (OUT) 10 AREA DRAIN 148.4 146.4 6" (IN) SE 14 11 AREA 015011 148.3 146.2 146.2 (OUT) NW SE 14 E 12 AREA DRAIN 152.8 151.2 6° (IN) S 14 13 AREA DRAIN 164.4 160.7 6" (IN /OUT) W/E 14 14 AREA DRAIN 164.4 161.7 6" (IN /OUT) W/E 14 15 AREA DRAIN 164.4 162.7 6" (OUT) E 14 16 AREA DRAIN 156.6± 153.3 6 (OUT) N 'E 17 CATCH BASIN TYPE 1 140.0 137.1 (IN) NW SOLID COVER 136.1 IN E 13 136.1 (OUT)• W - - 13.1E 8' St _4g 5% FF'16t5 56'LI. 12" SO.s' 1: 0 34 LF 12° SD 0 1.4% Ex a C14-(4P 1- `i Ex DECK EX NORTHWEST BUILDING ROOF GRANS FROM NORTHWEST BLDG CONNECT INTO IX 12 INCH STORM DRAIN StJTEM. EXACT LOCATION OF CONNECTION UNKNOWN. PROVIDE GRATE OVER OUTLET D 8.83 Ex CONC Ex ro POOL AREA RIM =156.7 } 1 '•x STORM MH RIM = 162.27 %1 B 1,159.17 (12 RCP I4.= 155.37 (12 C Se) Ex NORTHEAST BUILDING EX NORTHEAST BUILDING EX DECK 170 \ CORRUGATED,-, MLIAL RUBE_ 8..\ aea 160 ASPHALT _f6uME �� 50 Ex CB , -EA CB ` ftIAl =17736 R8 =17625 r4 E= 171 86 (2P ° RCP N T E S IE= 1'74.90 (6 = 173 -Ofi 4.=17186 02 "RCP I4. =174.75 (3 EX FIRE HYDRANT v \� , 180 , I4. <149.18 \ 1 CALL 2 DAYS BEFORE YOU DIG 1- 800 - 424 -5555 15 30 60 0 L300 SCALE 1'=3O' la LEGEND ASPHALT PAVING CEMENT CONCRETE BUILDINGS SILT FENCE C/L DITCH CURBING EARTH WALL SAWCUT LINE ROCKERY CONTOUR (INDEX) CONTOUR ELECTRIC UNE GAS UNE SANITARY SEWER LINE STORM DRAINAGE LINE TELEPHONE LINE WATER UNE WATER VAULT / VALVE WATER CHECK VALVE IN 48" MANHOLE EXISTING - ->oo- - - 98 SD I FNO 1/2 REBAR AND CPP "TRIAD 12376' PROPOSED 100- 98 - SD 1;1-t-- OO:7G / 86 1E8169 E= 169..16 r +- Fx GONG RAMP FOR SANITARY SEWER AND WATER PPE CROSSING SEE SHEET 3.0 DRAINAGE NOTES EX STORM MH (� RIIJ= 187.71 1-6° ( - - Ex STORM MN 1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY OF TUKWILA DIVISION PRIOR TO THE PRECONSTRUCTION MEETING. EARTHWORK QUANTITIES \`O 2. ALL PIPE AND APPURTENANCES SHALL BE INSTALLED IN ACCORDANCE WITH 1996 WSDOT /APWA 7- 08(1). THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF THE FOUNDATION MATERIAL, AND ANY REQUIRED PIPE BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE PIPE IS SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE - SEE DETAIL n C5.1 3. STORM DRAIN PIPE SHALL BE ADS N12 OR APPROVED EQUAL. STORM MN PIPE SHALL CONFORM TO WSDOT SECTION 9- 05.12. CONNECTIONS SHALL BE MADE WITH ADAPTER TO BE WATER TIGHT. FOR 12" DIAMETER PIPE AND GREATER AND SILT TIGHT 8 DIAMETER OR SMALLER. 4. STORM DRAIN PIPE SHALL OT LESS AREAS A 8" N HAVE LES THAN 12 OF COVER IN PAVED NO IN LANDSCAPE AREAS. 5. FOR FOOTING DRAINS SEE ARCH'L PLANS AND c r 5 1 6. REMOVE PORTIONS AS NECESSARY TO INSTALL IMPROVEMENTS. PLUG INLET AND OUTLET END OF EXISTING PIPE TO REMAIN WITH COMMERCIAL CONCRETE. WHEN PORTION OF LINE IS REMOVED CARE SHALL BE USED IN PLACING THE CONCRETE IN THE PIPE TO SEE THAT THE OPENING OF THE PIPE IS COMPLETELY FILLED AND THOROUGHLY PLUGGED. CUT: 2110 CY FILO 1780 CY NOTE: THE QUANTITIES SHOWN ARE FOR PRELIMINARY ESTIMATES ONLY. THE CONTRACTOR SHOULD PREPARE DUMMY TAKEOFFS FOR THE PURPOSE OF PRODUCING ACTUAL ESTIMATES FOR PRICING. GRADING NOTES Stiff 14'12 E 724. 73' \\■ \ . \ \ 185LF SO BS %MI \ APXIM. BROOK ATE GARGE N COT IRRCiS LOT 36' - - SEE 1; TECH CONS. me LETTEQ. A-Tea 4. IS. 9Q -EY- WATfR NORTR 416LPTT - 12 FIR GH \ ' CHA JINK 1. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, WSDOT -APWA STANDARD SPECIFICATION, AND AMERICAN WATER WORKS ASSOCIATION STANDARDS. 2. A COPY OF THE APPROVED PLANS SHALL BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY OTHER REQUIRED OR RELATED PERMIT PRIOR TO BEGINNING CONSTUCTION. 3. ALL LOCATIONS OF EXISTING UTILITIES HAVE BEEN ESTABLISHED BY FIELD SURVEY` AND AVAILABLE RECORDS AND SHOULD THEREFORE, BE CONSIDERED ONLY APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS AND TO DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. 4. PER THE GEOTECHNICAL ENGINEERING STUDY PERFORMED BY GEOTECH CONSULTANTS, INC. DATED MARCH 20, 1995, THE EXISTING SOILS ON SHE ARE MOISTURE SENSITIVE. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE SUITABILITY OF THE EXISTING SOIL FOR FILL AND TRENCH BACKFILL. IMPORT MATERIAL WILL BE REQUIRED, IF STRUCTURAL FILL IS PLACED IN WET WEATHER OR IF THERE IS INSUFFICIENT TIME TO ADEQUATELY DRY SOILS ON SITE. MATERIAL USED SHALL MEET THE BE WITHIN. ONE PERCEN ABOVE OR 2 PERCENT BELOW OPTIMUM MOISTURE CONTENT. CONTRACTOR SHALL MEET ALL COMPACTION REQUIREMENTS; 95% UNDER WALKS AND PAVING; 90 PERCENT IN LANDSCAPED AREAS; PER MANUFACTURES RECOMMENDATIONS FOR STRUCTURAL EARTH RETAINING WALL 5. CONTRACTOR SHALL PLACE ALL IN CONTROLLED LAYERS, THE THICKNESS OF WHICH IS COMPATIBLE WITH THE TYPE OF COMPACTION EQUIPMENT USED. THE LOOSE THICKNESS OF FILL SHOULD NOT EXCEED 8- INCHES. 6. ALL SOILS EXCAVATED FROM THE SITE SHALL BE FREE OF ORGANIC AND DELETERIOUS MATERIAL ROCKS LARGER THAN 6- INCHES IN DIAMETER SHALL BE SEGREGATED FROM FILL AND REMOVED FROM THE SITE. 7. CONTRACTOR SHALL AVOID UNNECESSARY DISTURBANCE TO STEEP SLOPES AS TO NOT INCREASE THE POTENTIAL FOR INSTABILITY. 8. FILL SOILS AND DEBRIS RESULTING FROM THE SITE CLEARING OR EXCAVATION SHALL NOT BE PLACED WITHIN 15 FEET OF THE STEEP SOUTHERN SLOPES, 9. CONTRACTOR SHALL REMOVE ALL CONCRETE, ROCKS, RUBBLE AND DEBRIS LARGER THAN 1 -INCH FROM THE SURFACE. 10. FINISHED GRADES SHALL BE INSPECTED AND APPROVED BY THE OWNER'S REPRESENTATIVE. CONTRACTOR SHALL CORRECT WORK NOT APPROVED BY THE OWNERS REPRESENTATIVE AT NO ADDITIONAL COST OR TINE. 11. CONTRACTOR SHALL PROTECT ALL FINISHED SURFACES. ALLOW NO HEAVY OBJECTS TO BE MOVED OVER FINISHED SURFACES. CONTRACTOR SHALL REPAIR AT NO COST TO THE OWNER ANY RUTS, HOLES AREAS SHOWING SETTLEMENT, AND ANY OBSTRUCTIONS TO POSITIVE DRAINAGE. 12. CONTRACTOR SHALL EXERCISE SOUND ENGINEERING AND CONSTRUCTION PRACTICES FOR EXCAVATIONS AND TRENCHES AND MAINTAINING THEM SO THAT NO DAMAGE WILL OCCUR TO ANY FOUNDATION OR STRUCTURE, POLE UNE, PIPE LINE, OR ANY OTHER FACILITY BECAUSE OF SLOUGHS OR SLOPES, OR ANY OTHER CAUSE. ALL EARTHWORK SHALL CONFORM TO THE WASHINGTON ADMINISTRATIVE CODE 296 -155, AND ANY OTHER APPLICABLE FEDERAL, STATE, OR LOCAL SAFETY STANDARDS. Al?" FIR z� - T© �� - 1 - "yya+�s!�"�m"p'z°. "... �F �'�rr��+ *;,.�+� � -7'•� s. - _e � \ - \ \\\\ \ (e' \s, `. \ \ \ \ \ t \ , \ \ \ � \,h \ > \•( :` �� 's.• �1�D � �l`�"" � ✓: � ' � � � \ �_, W s\L \\ C \\ \\ \ � EX M R \\'''\‘'\\\\-„ ,r\ \ ! AREA W /f\N E\�\5 X \ \ \ ,\ \ \ `\ \\\ \ �'� ♦ fF�145.5 ,� 1 T;�E � ,� � \aD. �� m � �-, -, � , _ - _ rt" \ 1 \ ♦ .> . 7 1a a \p5 ppk • •.. \a\ '�'' �I''_ \ 1 CO - SOUT \ . x AllIA \ �� - S� A,A � , • C r RIIILDwG nEASr _ \ \ A = 03 \ \ \ ,` ` _ 0 6 ♦ „nSA " OS v I,T'�, __________„\\.,\ - _n\ ` ( IE� -- ` \ LL I4.= (SEPARATE BUILDING L \ \ (e l�vc \), 1`48 LF, 6 " , S D - ,\ • A� PERMIT REQUIRED) - Ex ■ \ " ®0.5 MI , \, \ ! 0 \ �C" " '-1 Ex e' \ �� ROOF DRAIN FROM SOUTHEAST BLDG' r � CONNECT EX 8" SD. EXACT �� mM c 1sa:19 \ \ \\ \ . �, ¢ ( y��' � E 14D0 6 ° LOCATINS F CONNECTION UNKNOWN: = 1 29\ \ 1 \ � K �° -r' \ I (8' N /i) • I4. 1 ei ... .. � i " - E= 139.5 12" , �- Ex CB Ez DECK (m.) �' \ I 1 1 � 4 -' , , : ''', - \ � \ �_ 19 LF 12" SD ®131% s AA STARS °° I I l( i 1.� 6S ® 67 LF 12" SD -140_ _ - ._� \ 8" SD \ - X - IEg - I �.�3.3 Q -- -- \`� -y \ \ -_ '� - - ��I RIM4146.1d \ \ \ \ v .-.-� - I \ \ \ \� . - __ _:-- _ :1 _ . - - . - _ \�\ ---.�E I4. 146.10 � PVC W)' - 15 SLOPE SETBACK �� - ~� -- 8" SD _ \ \\ / -� \- °_ _ _ AN _ C 7:IRIAD - 1 -- . - __ -- _ _ _ � - IJBB "� ---- -- 429.79' \ , 1 \ .... �- \ _ - _ -. __- _ _ - 77: _ � >.XI 10' CONS HEMWALL STORM DRAINAGE STRUCTURE TABLE GRADING KEYNOTES ® CONSTRUCT ROCKERY PER CITY OF TUKWILA DETAIL RS -5. ® CONSTRUCT ROCKERY PER GEOTECHNICAL ENGINEERS RECOMMENDATION. BASE OF BOTH ROCKERIES SHALL BEGIN AT SAME ELEVATION. ® INTERCEPTOR SWALE SLOPE TO DRAIN N 0.5% MIN. ® PAVEMENT SWALE. SLOPE TO DRAIN TO CATCH BASIN. ® REMOVE AND RECONSTRUCT EXISTING ROCKERY AS NECESSARY TO INSTALL STORM DRAINAGE. STORM DRAINAGE KEYNOTES M CONNECT EXISTING 8" STORM PIPE TO NEW MANHOLE. L2 OUTLET 12" SD INTO EXISTING ASPHALT FLUME. ❑3 STORM DRAIN CLEANOUT - SEE DETAIL f s l CONNECT DOWNSPOUT - SEE DETAIL CONNECT 12" STORM DRAIN PIPE TO EXISTING CATCH BASIN MATCH EXISTING INVERT OUT. ADJUST RIM TO GRADE E CLEAN EXISTING CATCH BASIN AND PIPE. VERIFY EXISTING SYSTEM IF OPERATIONAL IN FORM OWNER IF SYSTEM IS IN DISREPAIR. ❑7 CONNECT 6" STORM DRAIN PIPE TO NEW CB ® BIOFILTRATION SWALE /DETENTION FACILITY - SEE DETAIL CONSTRUCT SWALE PER GEOTECH CONSULTANT'S INFORMATION RECOMMENDATION IN A MEMO DATED JUNE 6, 1997 9Q GRAVEL WINDOW - SEE DETAIL (NA S 10 CREATE LOCALIZED LOW AROUND NEW CATCH BASIN TO COLLECT OVERFLOW FROM SHALE. tT PROVIDE QUART SPALL OUTFALL � 0 (3'x3'x1') 12 TYPE 2 -48 CATCH BASIN - SEE DETAL c f 5 13 TYPE I CATCH BASIN - SEE DETAIL � 14 YARD DRAIN - SEE DETAIL T 5 15 CONTROL STRUCTURE - SEE DETAIL El INSTALL 16 "0 DI CLASS 53 PIPE SLEEVE FOR 12" SD 'Meer api Irde° ApO M :Mich *at arde et ,uacy of 3 ■3er N11i requh'l. i quell FInid Mit 11811 vitt Mw Polls City and omis- d adoox d fo MRb 1f o desi9n- >��v.3 AS -BUILT RECORD DRAWING THIS AS -BUILT RECORD DRAWING WAS PREPARED FROM INFORMATION PROVIDED BY THE CONTRACTOR ON THIS PROJECT. CPL DOES NOT PROVIDE ANY WARRANTEE AS TO THE ACCURACY OR COMPLETENESS OF SUCH INFORMATION PROVIDED BY OTHERS. 95- 0313 -01 JOB NO.: LPL DgAWN LJP CHECKED: 4 -28 -99 m/ . ' �3 I EXPIRES 01/23/98 co T rI E C //� O Ili 0 cd }+ Ctr O= v co GI RgGEI .., MAY o li 1999 PERMIT CENTS_ APR 3 - -- -- RECEIVED NAY T V THY p0. DATE REWBION TUKINILA PUBLIC WORKS RE ISIO NO MIT TITLE GRADING AND DRAINAGE PLAN • • A CONSULTiNG STRUC Q SAN SEWER STORM DRAINAGE WATER SIZE IE SIZE IE SIZE IE A 6" 126.25 6" 133.14 NE B 8° 124.69 12° 135 ° 40 NW C • 8° 127.01 6 136.10 D 8° 13298 6" 147.10 142.7 N E 8" 134.97 3 4 142.62 155.8 1 149.9 N NW 148.38 F 6" 137.46 12" 148.14 G 6" 137.82 12" 143.40 H 8" 142.05 12" 149.33 I 8" 142.86 12" 149.68 J 6" 174± 6° 176± K 8" 147.23 12 149.73 L 6" 150.54 12 151.94 M 2 -1/2" 167.3 10" 165.0 N 8" 151.50 10" 148.0 : , 0 6" 152.50 - 6` 154.04 p 6 160.33 2 -1/2" 159.0 q 12 162.6;;1 164.6 R 12" 154.62 2 -1/2 159.0 S 12 151.92 10" 154.0 0 SS D DESCRIPTION R RIM I INVERT(S) C COMMENTS IE S SIZE F FLOW D DIR 1 4 48 "0 SANITARY SEWER MANHOLE 1 173.0 1 165.0 N NE 165.0 N NW 2 4 48 "0 SANITARY SEWER MANHOLE 1 155.8 1 142,7 N NE ❑ ❑2 142.7 N NW 3 4 48 "0 SANITARY SEWER MANHOLE 1 155.8 1 149.9 N NW 149 °9 W W °- EX CB �Et SD I RIM= 176'25 {{24 N) IE= 17e -9J (6 (B "RC P E) !E =1 1:75 8 "RCP \S.171.136 (1 RCP SE) IE= 169.59 CORRUGATED, METAL FLUME IE= '-60AC EX FIRE HYDRANT ' ASPHALT � FLUMC � EX CB E =150.98 \\' 1 (1 2 " CMP IE =149 16 FAD 1/2" REBAR AND CAP "TRIM 12336" E% 10' PACIFIC NORTHWEST BELL TELEPHONE I EASEMENT PER REC #5880833 EM CONC RAMP 101 LF 1 -1/2" DOMESTIC WATER SERVICE 214 LF 1 -1/2" DOMESTIC WATER SERVICE 233 If 1 -1/2" DOMESTIC WATER SERVICE - EX DECK E% NORTHWEST KU NO EGG POWER CONTINUES WEST X STORM MH °5 ° RIM = 162.27 E =159.41 (i2 ° RCP E= 155.37 12 CMP E% POOL SHED „A _ v MMUI Vr9 118 LF 10" DI W 105 LF 10 DI EX 10' SAN SEWER EASEMENT PER REC 17610250306 EX NORTHEAST BUILDING IE =138.5 RELOCATE EXISTING GAS LINE AS NECESSARY TO CONSTRUCT IMPROVEMENTS Ex CB CONTRACTOR TO COORDINATE WITH GAS COMPANY EX DECK (TIP) RIM = 141,69 - -I Ex DEC ": EX NORTHEAST BUILDING EX STAIRS CALL 2 DAYS BEFORE YOU DIG 1- 800 - 424 -5555 0 15 IEEE_ 00ooV��Te SCALE r =30' LEGEND 30 ASPHALT PAVING CEMENT CONCRETE BUILDINGS SILT FENCE C/L DITCH CURBING EARTH WALL SAWCUT LINE ROCKERY CONTOUR (INDEX) CONTOUR ELECTRIC UNE GAS UNE SANITARY SEWER UNE STORM DRAINAGE ONE TELEPHONE ONE WATER LINE 3/4" ALL THREAD SHACKLE ROD COATED IN TAR FLxMJ ADAPTOR FLXFL TEE Cy CRITI, (\... 740' • SCR RiCF C- 60 3 .. EXISTING Q• �D 0 SS SD 15' 167 LF 2 - 5/2" COPPER W FND 1/2" RESET AND GAP 'TRIM 12336 ISSUED TO: CITY OF TUKWILA FOR: PERMIT DATE: 5/23/97 REC OVE PROPOSED - SS SD 4" CHANNEL OR I -BEAM EMBEDDED 2' MIN WITHIN CONCRETE EX. CB 81,170.86 IE= 169.36 SEE SHEET C2.0 FOR GRADING AND STORM DRAINAGE DESIGN EX STORM MH RLM= 17.3 E =n3. 0 (m of N) IE =17280 (10 CMP F /S) 44 127.85 E% SAN SEWER MH RIM= 133.32 IE =1.2 (8 PVC N) IE= 12 1.82 B PVC S) IE =121.92 (8" PVC NE) WATER NOTES: 1. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE CITY OF 'TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, WS00T -APWA STANDARD SPECIFICATION, AND AMERICAN WATER WORKS ASSOCIATION STANDARDS. 2 LOCATIONS OF EXISTING UTILITIES SHOWN IN THESE PLANS ARE APPROXIMATE AND MAY NOT BE COMPLETE. ACTUAL UTILITY LOCATIONS ARE TO BE DETERMINED IN THE FIELD BY THE CONTRACTOR. CONTRACTOR SHALL CALL 1- 800 - 424 - 5555, 48 HOURS PRIOR TO CONSTRUCTION FOR UTILITY LOCATIONS: 3. ALL PIPE 4" IN DIAMETER AND GREATER SHALL BE DUCTILE IRON, CEMENT LINED PIPE AND SHALL CONFORM TO THE STANDARDS OF AWWA C- 151. ALL FITTINGS AND APPURTENANCES WHALL BE OF THE SAME THICKNESS CLASS MATERIAL t: 4. ALL PIPE LESS THAN 4 IN DIAMETER SHALL BE TYPE "K° COPPER. 5. WATER MAINS SHALL HAVE A MINIMUM COVER OF 30 ° . ALL MAINS AND SERVICES ARE NOT TO HAVE MORE THAN 6' OF COVER. 6. NEW WATERMAINS SHALL BE CONNECTED TO EXISTING MAINS ONLY AFTER THE NEW MAIN -HAS BEEN FLUSHED, DISINFECTED AND SATISFACTORY BACTERIALOLOGICAL SAMPLE RESULTS ARE OBTAINED. CONTRACTOR SHALL BE RESPONSIBLE FOR DISPOSAL OF TREATED WATER FLUSHED FROM THE WATER MAIN. PRIOR APPROVAL FROM THE CITY IS REQUIRED FOR DISPOSAL TO SANITARY SEWERS OR SURFACE WATER - SYSTEMS. 7. ALL NEW, CLEANED. OR REPAIRED WATER MAINS SHALL BE DISINFECTED IN ACCORDANCE WITH AWWA STANDARD C -601 AND THE CITY OF TUKWILA STANDARDS. CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH CITY INSPECTORS. 8. TRENCHING, BEDDING AND BACKFILL,SHAU_ BE IN CONFORM TO 1996 WSDOT -APWA SECTION 7 -10 AND THE CITY OF TUKWILA STANDARDS. 9. CONTRACTOR SHALL COORDINATE WATER SHUT -OFF WITH OWNER AND CITY OF TUKWILA 10. DOMESTIC WATER AND PIPE LINESSFIALL CROSS ON TOP OF OTHER ORATES COORDINATE CROSSINGS WITH CRY INSPECTOR. 1 11. CAP AND ABANDON EXISTING DOMESTIC WATER SERVICE FROM p(ISTING METER AT SOUTHWEST CORNER EXISTING NORTHWEST BUILDING. MAINTAIN WATER SERVICE FROM THIS METER TO EXISTING S UTHWICT BUILDING. DO NOT SHUT OFF SERVICE TO EITHER BUILDING WITHOUT PRIOR APPROVAL FR IJ OWNER 12. PROVIDE MR VAC IF FIRE HYDRANT IS NOT LOCATED 0 NIGH POINT' co SYSTEM. IE= 172 8` PVC N) (� E% S TORM MH IE= 173 d" PVC NE) RIM =187.1 E= 172,13 '8 PVC S) PLUG & ABANDON � Ex sroRM MH IE =17213 (8" SE) RIM= 186.32 SVAIIII, - El EX CB w/ OIL /WATER SEPERATOR FNO 1/2" REBAR RIM = 142.12 VINO CAP "TRIAD 1336' IE= 139.52 (12 CNP NE) IE= 139.47 IE= 139.52_( PVC E) Of CMP W) EX SAN SEWER MH RIM= 178.03 0 U IHTY E M PEX E R 1 RE T # 6318167 30 LF 6 SS ® 2.0% MIN 10' CORD HEADWAL SEWER NOTES APPROXIMATE NE CON LOI 36, -, .8 i 726.73' BROOKVPLE GARDEN TRAC15 12° HR fA =} L EX 1D' OF, EASEMENT PER REC #5880833 NB8'14'12'W 429.79' 1. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE CRY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, WSDOT -APWA STANDARD SPECIFICATION, AND CRITERIA FOR SEWAGE WORKS DESIGN (WADOH). WATER TO NORTH HILL APTS �EX S HIGH -__- CHAIN -LINK FENCE 2. ALL NEW MANHOLES SHALL HAVE A MINIMUM INSIDE DIAMETER OF 48- INCHES, 3. SANITARY SEWER PIPE SHALL BE PVC CONFORMING TO ASTM 03034 SDR 35. ALL PIPE SHALL BE INSTALLED IN ACCORDANCE WITH 1996 WSDOT /APWA 7 -08 BEDDING AND BACKFILL SHALL BE PER PROJECT DETAILS - SEE DETAIL I ' 4. ALL SIDE SEWERS SHALL BE 6 -INCH DIAMETER PIPE AT A MINIMUM .SLOPE OF 2%. ' :UNLESS OTHERWISE NOTED ON THE PLANS. 5, LOCATIONS OF EXISTING URLRIES SHOWN IN THESE PLANS ARE APPROXIMATE AND MAY NOT BE COMPLETE. ACTUAL' UTILITY LOCATIONS ARE TO BE DETERMINED IN THE FIELD BY THE CONTRACTOR. CONTRACTOR SHALL CALL 1 -800- 424 -5555, 48 HOURS PRIOR TO CONSTRUCTION FOR UTILITY LOCATIONS. 6. SANITARY SEWERS SHALL BE LAID WITH UNIFORM SLOPE BETWEEN MANHOLES. SEWERS OF 20% SLOPE AND GREATER SHALL DE ANCHORED. SECURELY WTH CONCRETE ANCHORS APPROVED BY THE CITY OF TUKWILA. SLOPES GREATER THAN 2007 ARE NOT ALLOWED, A MANHOLE AND DROP CONNECTION SHALL BE PROVIDE INSTEAD. 7. ALL SANITARY SEWER SHALL BE FULLY CHANNELED TO THE CROWN OF SEWERS. THE MANHOLES SHALL BE CHANNELED TO ACCOMPLISH SMOOTH FLOW THROUGH THE TRANSION AND TO MINIMIZE TURBULANCE. TO MAINTAIN THE ENERGY GRADIENTAND VELOCITY THROUGH GRADE CHANGES AND CHANGES IN. DIAMETER AT MANHOLES, THE INVERT` OF THE DOWNSTREAM MANHOLE SHALL BE DESIGNED A MINIMUM OF 0.1 FOOT BELOW ALL INCOMING INVERT ELEVATIONS. OPTIONAL CHANNEUZATION METHODS INCLUDE PREFABRICATED FIBERGLASS /PVC CHANNELS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETING RECORD DRAWINGS AT THE COMPLETION OF THE PROJECT AND PRIOR TO ANAL ACCEPTANCE BY THE CRY. BUNS FLANGE SIDE VIEW NUT AND WASHER CONCRETE DEADMAN 1 CY MIN. PLACE IN UNDISTURBED BEARING SOIL TYP BOTH SIDES ,I 9. CONTRACTOR SHALL MAINTAIN 'A MINIMUM OF 10' SEPARATION BETWEEN SEWER MAINS AND WATER MAINS. 10. IT IS THE CONTRACTORS RESPONSIBILITY TO INSURE THAT NO CONFLICTS EXIST BETWEEN THE SANITARY SEWER UNE AND PROPOSED OR EOISTMG UTILITIES. 11. CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH CITY INSPECTORS. ' 12. MANHOLES SHALL BE CHANNELED PRIOR TO TESTING. TESTING SHALL BE PER THE COY OF TUKWILA REQUIREMENTS, INCLUDING BUT NOT UNITED TO AIR TESTING AND TV INSPECTON, 13. CONTRACTOR SHALL KEEP EXISTING SS LINE IN OPERATION UNTIL NEW SS ONE IS OPERATIONAL AT NO TIME SHALL THE CONTRACTOR SHUT OFF SERVICE WITHOUT APPROVAL FROM OWNER. 12" CONC HEADWALL EX DUMSTER AREA 8/ FENCE CB RIM =148.10 = . 8" IE 146 14620 .10 8" PVC PVC W/ 12 FIR EX CB RIM = 159.03 E= 157.08 (8" PVC S) EX CB RIM = 150.19 1,146,29 (8" PVC !VS.) STRIUCTURE TABLE UTILITY LINE CROSSINGS TABLE SANITARY SEWER KEYNOTES U CONNECT TO NEW BUILDING SANITARY SEWER. COORDINATE WITH MECHANICAL /PLUMBING CONTRACTOR. PROVIDE SANITARY SEWER CLEANOUT PER CITY OF TUKWILA STANDARD PLAN SS -2 AT CONNECTION POINT. 2E SANITARY SEWER MANHOLE PER CRY OF TUKWILA STANDARD DETAIL SS -3 & SS -4.? ID CONNECT TO EXISTING SIDESEWER. INSTALL CLEANOUT AT CONNECTION POINTS. Et CONNECT 8 SANITARY SEWER AND RE- CHANNEL MANHOLE PER CITY OF TUKWILA STANDARDS. PLUG AND ABANDON EXISTING SANITARY SEWER LINE. REMOVE PORTIONS AS NECESSARY TO INSTALL IMPROVEMENTS. PLUG EACH END OF EXISTING PIPE TO REMAIN WHEN PORTION UNE IS REMOVED. WATER KEYNOTES a (3) 1 -1/2 WATER METERS PER CITY OF TUKWILA STANDARD DETAIL WS -12 AND WS -16. 0 10 "x10" (MJxFL) TEE. WITH THRUST BLOCKING PER CM( OF TUKWILA STANDARDS 0 10 CAP (BUND FLANGE) WITH THRUST BLOCKING PER CRY IF TUKWILA STANDARD DETAIL WS -1 AND WS -2 ® 10 45 BEND WITH THRUST BLOCKING PER CRY OF TUKWILA PER CITY OF TUKWILA STANDARD DETAIL WS -1 AND WS -2 QS (1) 10" GATE VALVE (FLxMJ) ® 8" 45 BEND WITH THRUST BLOCKING PER CRY OF TUKWILA STANDARD DETAIL WS -1 AND WS -2 0 FIRE HYDRANT ASSEMBLY PER CITY OF TUKWILA STANDARD DETAIL WS -4 ® B "x6" REDUCER (PExMJ) ® 8 "x10" TAPPING TEE PER CITY OF TUKWILA STANDARDS 10 2" TAPPING AND 2 "x2 -1/2 REDUCER FOR FIRE SERVICE PER CRY OF TUKWILA STANDARDS 0 2 -1/2" FIRE DEPARTMENT CONNECTION & CHECK VALVE PER CITY OF TUKWILA STANDARD AND TUKWILA FIRE DEPARTMENT STANDARDS. COORDINATE WITH SPRINKLER CONTRACTOR FOR BUILDING CONNECTION LOCATION 12 CONNECT TO BUILDING ORE SYSTEM. COORDINATE WITH SPRINKLER CONTRACTOR FOR EXACT LOCATION. DCVA LOCATED WITHIN BUILDING 13 PROVIDE RESTRAINTEO JOINT WITH TIEROD TO DEADMAN PER DETAILn Dvo 14 10 610 (FLxFL) TEE WITH THRUST BLOCKING 410 (FJxMJ) ADAPTOR FOR NORTH LEG ECEIVED CITY R OF TUKWIEA JUN 1 0 1997 PERMIT CENTER I EXPIRES 01/23/98 N0. DATE REVISION • 95- 0313 -01 JOB NO.: LPL DRAWN: LJP Tukwila, Washington 11:46 a.m. Scale: 1=1 Leland Xrefs: PYR—CTB,VIC, co RECEIVED CITY OF. TUKWILA'. JUN ,1 0 1 1997 PERMIT CENTER PLAY CHIP AREA SEE LANDSCAPE PLAN 6 RISERS 6 RISERS ®CB EXISTING REMOVE PROPOSED EX CONC RAMP - — EX DECK ('YP.) E% NORTHWEST BUILDING E% POOL SHED 5 RISERS EX NORTHEAST BUILDING EX DECK (TYP.) N88'14'1211 429.79' - - ET NORTHEAST BUILDING E% STAIRS —►... -END 1/2 REBAR AND CAP TRIAD 12336" FDC SD CO fX GR AP ' R C q0 \ \ ` CALL 2 DAYS BEFORE YOU DIG 1- 800 - 424 -5555 0 15 LEGEND 30 ASPHALT PAVING CEMENT CONCRETE BUILDINGS SILT FENCE C/L DITCH CURBING - EARTH WALL SAWCUT LINE ROCKERY CONTOUR (INDEX) CONTOUR ELECTRIC LINE GAS UNE SANITARY SEWER LINE STORM DRAINAGE UNE TELEPHONE UNE WATER UNE 60 SCALE 1=30' tip so' FND I REBAR AND CAP °TRIAD 12336°\ - I ISSUED TO: CITY OF TUKWILA FOR: PERMIT DATE: 5/23/97 D SD? 0/ PAVING NOTES. -d- FND 1/2" REBAR AND CAP "TRIAD 12336 1. AU WORK SHALL CONFORM TO THE LATEST EDIDON OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, WSDOT -APWA STANDARD SPECIFICATION, AND AMERICAN WATER WORKS ASSOCIATION STANDARDS. 2. A COPY OF THE APPROVED PLANS SHALL BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. THE CONTACTOR IS RESPONSIBLE FOR OBTAINING ANY OTHER 'REQUIRED OR RELATED PERMIT PRIOR TO BEGINNING CONSTUCTION. 3. ALL LOCATIONS OF EXISTNG UTILITIES HAVE BEEN ESTABLISHED BY FIELD SURVEY AND AVAILABLE RECORDS ''AND SHOULD THEREFORE, BE CONSIDERED ONLY APPROXIMATE AND NOT NECESSARILY „COMPLETE. TT IS THE SOLE RESPONSIBU1Y OF THE CONTRACTOR TO INDEPENDANTLY VERIFY THE ACCURACY OF ALL IJRORY LOCATIONS AND TO DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. 4. ASPHALT CONCRETE PAVEMENT SHALL BE PLACED IN ACCORDANCE WITH WSDOT -APWA SECTION 5 -04. 5. CRUSHED SURFACING SHALL BE PLACE IN ACCORDANCE WITH WSDOT- APWA SECTION 4 -04' AND SHALL MEET THE REQUIREMENTS OF WSDOT -APWA 9- 019(3) 6. STERILIZE ALL AREAS TO BE PAVED WITH A SOIL SERILENT, PRAMTTOL 25E OR EQUAL, AS RECOMMENDED. BY MANUFACTURER. 7. APPLY TACK COAT TO ALL EXISTING PAVEMENT SURFACES TO BE OVERLAID 04, ABUTTED WITH' NEW ASPHALT PAVEMENT.'. 8. CONTRACTOR SHALL VERIFY THAT ALL COMPACTION REQUIREMENTS HAVE BEEN MET PRIOR TO PAVING. 9. CONTRACTOR SHALL PROTECT FROM DAMAGE ALL EXISTING FEATURES TO REMAIN. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR REPAIRING OR REPLACING TO THE OWNERS SATIFACTION ANY AREA TFRAT DEFACEMENT OR DAMAGED 11AS'OCCURED AT NO COST TO THE OWNER. 10. CONTRACTOR SHALL AVOID UNNECESSARY DISTURBANCE TO STEEP. SLOPES AS TO NOT THE POTENTIAL FOR INSTABILITY. 11. CONTRACTOR SHALL PROTECT ALL FINISHED SURFACES.. ALLOW 'NO ',HEAVY OBJECTS TO BE MOVED OVER FINISHED SURFACES. CONTRACTOR SHALL REPAIR AT NO COST TO THE OWNER' ANY RUTS, AREAS SHOWING SETTLEMENT, AND ANY OBSTUCTIONS TO POSITIVE DRAINAGE. CONTRACTOR SHALL NOT ALLOW VEHICULAR TRAFFIC ON ASPHALT PAVEMENT UNTIL TT IS .COOLED AND HARDENED MVO 19 NO CASE SOONER THAN 6 HOURS AFTER PLACING. 12. CONTRACTOR SHALL NOT PAVE. IN RAN, WHEN SUBGRADE I5 WETOR FROZEN, AND WHEN TEMPURATURES ARE BELOW 40 DEGREES 1 TACK COAT SRNl NOT BE APPUED. IN TEMPERATURES' BELOW 50 DEGREES F. 5 ° C:• sS CO 10" CONC HFIDWALLI SS814'12"E 726.73' SD DO APPROXIMATE NE CDR. LOT 36,-\ BROOKVALE GARDEN TRACTS EX DECK SD CO 12 FIR 12" CONC HEADWALL /I j l © CONCRETE TRANSITION RAMP 12:1 MAX SLOPE ° FIR I ' i r 1 PAVING KEYNOTES 0 ASPHALT PAVEMENT - SEE DETAIL 02 EXTRUDED CONCRETE CURB - SEE DETAIL 03 CONCRETE WALK - SEE DETAIL G I 5 ® CONCRETE STAIRS - SEE DETAIL 8 ® GRAVEL ACCESS - SEE DETAIL '' 1 ® CONCRETE WALK FLUSH WITH ASPHALT PAVEMENT AND NO CURB SEE DETAIL 07 ASPHALT OVERLAY - SEE DETAIL D ® MATCH EXISTING WALK ® MATCH EXISTING CURB 10 SAWCUT TACK AND MATCH EXISTING PAVEMENT 11 GARBAGE ENCLOSURE - SEE ARCHITECTURAL PLANS EXPIRES 01/23/98 y E 1L 0 c 0 EL 0 0 N0. DATE REVISION PAVING PLAN 95- 0313 -01 JOB NO.: LPL DRAWN: LJP CHECKED; 1-8 - 97 DATE: O ". ▪ r o a g 8 re W z W 5 C� V — r "° e H co W s Z s J 0 , < r m • • LIJ z I z SLOPE SWALE TO DRAIN 0 0.5% MIN. INTERCEPTOR SWALE SCALE NONE PRECAST 'BASE SECTION' (MEASUREMENT AT THE TOP OF THE 845E),> _.i BASIN TYPE l SCALE: NONE 12" RISER SECTION 2 13 BAR HOOPS 3 BAR.. EACH. CORNER. EL 142.00 EL 141.75 IMPERVIOUS FABRIC MIRAFI MCF1212 OR EQUAL GRAVEL WINDOW 2,25 FOOTING DRAIN SCALE NONE MET TITLE GENERAL DETAILS 95- 0313 -01 JOB NO.: LPL DRAWN: LJP CHECKER 1 -8 -97 DATE: REVMMN REMOVE EXISTING CATCH BASIN GRATE AND INSTALL FILTER FABRIC UNDER GRATE AS SHOWN FILTER FABRIC .-----\\ EXISTING CATCH BASIN CATCH BASIN SEDIMENT FILTER SCALE: NONE LOCKING FRAME AND GRATE (SATHER MANUFACTURING 1212 FRAME AND GRATE OR APPROVED EQUAL) 12" RISER AREA DRAIN W/ LOCKING FRAME AND GRATE SCALE: NONE 6" RISER 5' MIN 1■1■1T11111111111M1 -1 •1 18" RISER 18" JUNCTION BOX NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO M 199) & C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSOOT /APWA STANDARD SPECIFICATIONS. 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE FABRIC HAVING. A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. FRAME AND GRATE SEE SEC.7.05 AND APPLICABLE ERGS.. 6" RISER SECTION 1 /3 BAR HOOP FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2" BY 2" BY 14 GA, WIRE FABRIC OR EQUIV. .1 I 1I I 1 i 1 I =11 I -11 1 1 1 1 11 \'1 .I. =1 -=1', LI BURY BOTTOM OF FILTER MATERIAL IN 8 BY 12 TRENCH i K 2" BY 4 WOOD POSTS, STANDARD OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS. ELEVATION 6' MAX. 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2 MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER SIAM. PLUS CATCH BASIN WALL THICKNESS. 6. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX. SIAM. OF 20 ° . KNOCKOUTS MAY BE EITHER ROUND OR b" SHAPE. 7. THE MAX. DEPTH FROM THE FINISHCT GRADE ':0 THE PIPE INVERT IS 5' -0 ° . 8. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/271T. 9. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -62ID. MATING SURFACES SHALL BE FINISHED TO ASSURE NON- ROCKING FIT WHH ANY COVER POSITION. 10. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 11. FOR CATCH BASINS IN PARKING LOTS REFER TO WSDOT /APWA STANDARD DWG. B1 -b. 12. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF CATCH BASIN WALL FILTER FABRIC MATERIAL F" BY IC SR BY E UIV. WIRE � \ may FABRIC OR EQUIV. PROVIDE 3/4" - 1.5 WASHED - GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE. NOTES: �C• 2 BY 4" WOOD POST ALT: STEEL FENCE POSTS. SECTION FILTER FABRIC FENCE DETAIL SCALE: NONE 8" MIN. 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO M199) ABS ASTM C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSDOT /APWA STANDARD SPECIFICATIONS. 2. HANDHOLDS IN ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. SEE DWG. NO. 2 -006, CATCH BASIN DETAILS. HANDHOLDS SHALL BE PLACED IN ALTERNATING GRADE RINGS OR LEVEUNG BRICK COURSE WITH A MIN. OF ONE HANDHOLD BEIWWEENN THE LAST STEP AND TOP OF THE MANHOLE 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE WALL THICKNESS OF 2" MIN. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. PIPES SHALL BE INSTALLED ONLY IN FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE ENGINEER. 5. KNOCKOUT OR CUTOUT HOLE SIZE SHALL EQUAL PIPE OUTER DIAM. PLUS CATCH BASIN WALL THICKNESS. MAX. HOLE SIZE SHALL BE 36 FOR 48" CATCH BASIN, 42 ". FOR 54" C.B., 48 FOR 60" C.B. , 60" FOR 72" C.B., 84" FOR 96" C.B. MIN. DISTANCE BETWEEN HOLES SHALL BE 8" FOR 48 ", 54 ° , AND 60" C.B.; 12" FOR 72" AND 96" C.B. B. CATCH BASIN FRAMES AND GRATES OR COVERS SHALL BE IN ACCORDANCE WITH SEC. 7.05 AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSINON. 7. ALL BASE REINFORCING STEEL SHALL HAVE A MIN. YIELD STRENGTH OF 60,000 PSI AND BE PLACED IN THE UPPER HALF OF THE BASE WITH 1" MIN. CLEARANCE. 8. MIN. SOIL BEARING VALUE SHALL EQUAL 3,300 POUNDS PER SQUARE FOOT. 9. FOR DETAILS SHOWING LADDER, STEPS, HANDRAILS AND TOP SLABS, SEE DWG. NO. 2 -006. 10. SEE THE WSDOT /APWA STANDARD SPECIFICATIONS SEC. 7 -05.3 FOR JOINT REQUIREMENTS. 3 " -2" QUARY ROCK 2 (MAX) 1 "0" RING PRECAST BASE JOINT STRAW BALES AS REQUIRED 1W0 STAKES PER BALE TO MAINTAIN POSITION AS REQUIRED DRAINAGE SWALE STRAW BALE DIKE SCALE: NONE MORTAR FILL TOP SLAB SEPARATE CAST IN PLACE BASE OR SEPARATE PRECAST BASE. REINFORCING STEEL (FOR SEPARATE BASES ONLY) 0 SIZE 48" 54" 60" 72 SQ.IN.FT. IN 0.23 0.19 0.25 0.35 EACH DIRECTION CATCH BASIN TYPE 2 SCALE: NONE 96" 0.39 FRAME & GRATE OR COVER. SEE SEC. 7.05. (2) HANDHOLDS ADJUSTMENT SECTION (LEVELING BRICKS OR GRADE RINGS OPTIONAL). (2) STEPS OR LADDER, ORIENT WITH INLET SO STEPS WILL CLEAR PIPES. SEE DWG. NO. 2 -006. 48 ",54 ",60 ",72 ",OR 96" 48'0 - 6" 54'0 60'0, 72 "0 - 8" 960 -12 PRECAST BASE & INTEGRAL RISER. � 1 -0" FOR 48 ". 54", & 60" D". 2 -0" FOR 72" & 96" DIAM. GRAVEL BACKFILL FOR FOUNDATIONS 6 MIN. COMPACTED DEPTH FOR PRECAST BASE ONLY. REINFORCING STEEL (FOR PRECAST BASE & INTEGRAL RISER ONLY) 4 SIZE 48" 54 60" 72" 96 SQ.IN.FT. IN 0.15 0.19 0,25 0.24 0.29 EACH DIRECTION GRAVEL BACKFILL 4" PERF PVC PIPE KING COUNTY STANDARD MIRAFI',140N OR APPROVED EQUAL W/ 1 FOOT OVERLAP': AT TOP LOCATNON PER ARCHITECTURAL PLANS ECEIVES CT'? R OF TUK ILA. JUN 1 01997 PERMIT CENTER I EXPIRES 01/23/98 • • Z W W Z J I 1 co JOB NO.: LPL DRAWN: UP CHECKED 1-8 -97 BATE: I EXPIRES 01/23/98 C a) E 0. C O a- E a- 95- 0313 -01 NO. DATE REVISION SHEET TITLE GENERAL DETAILS • • 2' SQUARE < > FRAME, GRATE & ROUND SOLID COVER MARKED 'DRAIN" WITH LOCKING BOLTS. METAL PARTS: RIM =143.5 7 CORROSION RESISTANT GALV. PIPE PARTS TO "` HAVE ASPHALT TREATMENT. SEE KCRS LIFT GATE CONTROL ROD DRAWINGS 49 AND 50. \ NEOPRENE GASKET \ --, SHEER GATE W/ CONTROL ROD FOR CLEANOUT/ DRAIN (ROD BENT AS REQ'O FOR VERTICAL T ALIGNMENT W/ COVER) , I \ \ r \ O• \ �\ \ \\ \ 1 / \\ , i - \ 4r_ g EL 140 4" MIN. 1 -6" MAX. E �� SAW CUT (TYPICAL) PROVIDE AT LEAST ONE 3 "x.09 GAGE SUPPORT BRACKET ANCHORED STD SOLO HANDHOLDS STEPS OR LADDER, SEE KCRS DWG 39. ° 0 -� T 1 -: SEE KCRS DWG 53. _'_ GAZE NTROL ROD - 1 SSURE LEASE ASSEMBLY LIFT GATE DETAIL ;:;:;: TR V I MAX. W S. --L' � I ' NEW PAVEMENT -SEE DETAIL (OR LANDSCAPE PER C 51 LANDSCAPE PLAN) — GRATE FOR POND OVER OW VER AND RING CAP OR TEST PLUG 12 RISER 6' THICK GROUT ALL AROUND MIN , II ` INLET PIPE NATIVE OR SELECT TRENCH BACKFlLL COMPACT TO 95% MAX DENSITY GRAVEL BACKFlLL BEDDING . PER CITY OF N DWG DSKWILA STD DWG DS11 COMPACT TO 95% MAX DENSITY PIPE NOTES: W = ID +24" FOR 24" ID OR SMALLER = ID +36 FOR PIPE LARGER THAN 24° A = 4" MIN FOR 10" ID OR SMALLER = 6 MIN FOR ID T D GREATER THAN 15" TYPICAL TRENCH SECTION OUTLET PIPE 1 — OR PIPES PLAN VIEW FIBER JOINT PACKING c� JP�� ,\ 4 \kip, -4 NOTES; EL =139.5 1' SECTION OF PIPE ATTACHED BY GASKETED J BAND TO ALLOW REMOVAL RESTRICTOR PLATE WITH 7.5 ORIFICE EL= 137.5 I _ -� _ �' �K V - INLET INVERT = 1395 1 METAL PARTS; CORROSION RESISTANT,GALVANIZED PIPE TO HAVE ASPHALT TREATMENT 1. CIRCUMFERENTAL LENGTH OF OPENING SIZED FOR 2. FRAME AND LADDER OR STEPS SHALL BE OFFSET SO; MAXIMUM DESIGN FLOW @ 6" DEPTH CONCRETE 45' BEND �� — A. CLEANOUT GATE IS VISIBLE EIUM TOP - 00 FRAME /GRATE FOR CONTROLLED POND OVERFLOW. PROVIDE VERTICAL BARS IN FRAME @ 4" O.C. (OTHER 411h, B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE C. FRAME IS CLEAR OF CURB. 3. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE I.D. LESS 1/4 ". USE 6" 51K GROUT ALL AROUND OUTSIDE : I' I _ I FLOW , , / FLOW SYSTEMS ACCEPTABLE IF APPROVED BY DOES) V I I I (W) WIDTH OF TRENCH • 3 1 54 m CONTROL MANHOLE - - °:7 < , CATCH BASIN TYPE 11 -54" SECTION A 4. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURE USED AS ACCESS TO TANKS OR VAULTS TO 45' BEND OR Y SEE PLAN FOR I.E AND PIPE SIZE SEE PLAN STORM DRAIN CLEAN -OUT 2 AT TOP OF PIPE FLOW RESTRICTOR,TEE TYPE ALLOW ACCESS WHEN CATCH FILLED wail WATER. STORM CONTROL MANHOLE DETAIL Aliiilli NOTCH DETAIL SCALE: NONE Illr SCALE: NONE C 5.1 SCALE: NONE C 5.1 4' UNLESS OTHERWISE SPECIFIED ON PLANS - - 10" EXISTING OR PROPOSED DOWNSPOUT Iii EXTEND EXISTING AS NECESSARY TO MAKE CONNECTION BUILDING WALL STIORM DRAIN WYE AGGREGATE 2 TOP AND 4" BASE COURSE COMPACT TO 95% MAX.DENSITY CLASS ° B" ASPHALT CONCRETE PAVEMENT FINISHED GRADE FINISHED GRADE r, !I�- '••+�,;; - i y � = " 6 DOWNSPOUT TO PIPE ADAPTOR (ALL CONNECTIONS SHALL BE WATER TIGHT) ' CONC. 1'' CEMENT CONCRETE CLASS 3000 3 < s 2, 1 / 2 K 5 2, 1/2. ■41(f 4" WALK 3/8 EXPANSION JOINT FILLER EXTRUDED CONCRETE CURB NEW ASPHALT PAVING INACCORDANCE WITH WSDOT APWA SECTION 8 14. DO N STRUT. WHERE WALK > . FEET PROVDE 4x4 W29xW2.9 (WELDED WIRE FABRIC) _.2Z,____ 6" 0 BEND STORM CONVEYANCE PIPE / /- _r-•-I . - 1� joC: Or�� R llo°v L LJC OQ 0 JOCI -I , U� �' ° nO OI^^��,, � 3 ` � I A — Cf&Y, r EDGE ASPHALT PAVEMENT K K (MIN.) E 1 °1 j , ° 1 1 ' a . I I - - 1 R 1 R I I �f+ a 4 I ° ASPHALT OR CONCRETE PAVEMENT l/ %? i'`- .• X _X�- A x. -' - `x - x • • '''' �� ' SUBBASE EXIST. SUBGRADE OR FILL SUBGRADE COMPACT TO 95% MAX DENSITY PER ASTM D1557 NO TES: 1. SAWCUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. 2 . PLACE AC IN ACCORDANCE WITH WSDOT APWA SECTION 5-04 3. PROOF ROLL AND REMOVE ANY SOFT SPOTS WITH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION PRIOR TO PAVING. ASPHALT PAVEMENT SECTION 4 —� DEPTH OF THRU JOINT 010' -0" D/C EXTRUDED CONCRETE CURB #3 DEFORMED BARS 8' LONG @24" ®24" 0/C 6 \ 5' -.� - jj 45 ' � ` .fir Y V . „\ 4” COMPACTED SAND BASE COMPACTED SUBGRADE OR ALL TO 95% MAX DENSITY CONCRETE WALK 5 - SECTION II SECTION DOWNSPOUT PIPE CONNECTION 7 SCALE: NONE C 5.1 SCALE: NONE C 5.1 SCALE: NONE C 5.1 SCALE: NONE C 5.1 24 #4 - 4 M 18 "oc Doti, SEE LANDSCAPE PLAN FOR BARRIER AT TOP OF WALL ' 2 • VARIES 10` TO 4' SEE PLAN DRAIN SLOE TO _ DWI /,r /-/-7-... ;i `` i % ,, , \/ � ‘../ �\: ,t < /' / ,, / , - rte. :/ ' ` i r ; ,<''''..,,...,// / ASPHALT CONCRETE �; CLASS 'B' x I o (1) #4 EA. NOSE o WALL FACE TO RETAIN FINER GRAIN � 4 T � O' 11' TYP �� / ( ) # 0 18 "oc E.W. ■ I = MATERIALS AND ALLOW VEGETATIVE _ _ ' GROWTH ON FACE OF WALL. - , z i ' `\ i�' %/ \ ',% / � / ;; < N ATIVE MATERIAL O G RAVEL' BORROW PER w MANUFACTURES RECOMMENDATIONS COMPACTION N e 0 \ PER MANUFACTURE RECCON.ENOATIONS w > <\. \ \' /%,' 4 ix,,Z %' / 6 CRUSHED (SURFACING BASE COURSE 'COMPACTED SUBGRADE OR FILL COMPACT TO 95% MAX. DENSITY' GRAVEL ACCE 1 0 .: FRONT FACE : OF STRUCTURAL EARTH WALL 20 NOTE: EXACT CONFIGURATION OF STAIR SEE PLAN, RAIUNG PER °ARCH'L PLANS EXISTING GROUND g EXISTING GROUND EXISTING APSHALT CONCRETE PAVEMENT CITY C TUNw: . JUN . 1 997 PERMIT CENTER ASPHALT OVERLAY 11 g NOTE: QVERIAP PER I MANUFACTURER (2)14 SOT. 6 IN ® K _ , LENGTH PER MANUFACTURER PER HILFIKER'EARTH RETAINING WALLS OR APPROVED EQUAL. THE CONTRACTOR'S STRUCTURAL ENGINEER SHALL SUBMIT DETAILED DESIGN CALCULATIONS,AND SHOP DRAWINGS TO THEICITY °OF TUKWILA,-CONTRACTOR RESPONSIBLE FOR OBTAINING APPROVAL` FROM THE CITY'S ENGINEER PRIOR TO CONSTRUCTION. I , STRUCTURAL WALL DETAIL 9 STRU, TURAL EARTH. A . CONCRETE STAB a:. :.:. SCALE. NONE C 5r1 :,. • SCALE: NONE C• SCALEt NONE', < C 5.1 _ , SCALE. NONE C, 5,1 co JOB NO.: LPL DRAWN: UP CHECKED 1-8 -97 BATE: I EXPIRES 01/23/98 C a) E 0. C O a- E a- 95- 0313 -01 NO. DATE REVISION SHEET TITLE GENERAL DETAILS • • SEE SHEET L -3 FOR ENLARGED AREA OF GAZEBO / SPA & PLAYSTRUCTURE `G • . '2?L• • • P.O /Fg7F-/ L '1/' JAE 20'FRONT YARD LANDSCAPE oo69 TEE SHEET L. -2 FOP PLANT LEGEND •4-‘; 0414.13IfecN , w c') 12 fi t E SHEET L -2 FOR NTERISLAND% NLARGMENT - ' Tres DEN r 17 r' (.*') Afe6 aNQ11NE. - r�- 1 3aa• sa v5p 2,7AfJUAU c LAL(C2:cAPS" CITY JUN 1 01997 PERMIT CENTER III oI3 N ' SHEET L -1 ...... SYMBOL - BOTANICAL NAME COMMON NAME OUANfTY SI7E '.. COMMENTS TP -. I Thuya plicate. Western Red" Cedar RS .P59'D 7' -8'ht. 8 &B Full dense crown: - - Not sheared y ' _ FCC 2 Pyrus calleryana'Chanticleer' Chanticleer Flowering Pear - - - .- t '. g M4 B &B All trees to have fike'rgrowih - - R]R 3 Fraxlmus oxycarpa 'Haywood' - Haywood Ash 2 cal B&B Branched A 5'. V M LD 4 Libocedrus decurrens Incense Cedar /1- -. 7'-8151. B&B All trees to have like growth: 15' spr. LSF 5 Liquidambar styraciflue Festive eel. SieCAL Full and even; Branched A Festival Sweetgum Tree at _' B&B same height; 20' spr. P N 6 Pinus nlgra 6'-7'ht. Full branching to base Austrian - Black Pine B&B. of tree O� 7 Cornus kousa chfnensis. ' 2 cal: Single trunk. Chinese Kousa Dogwood : la B&B PO - 8 Picea omenka Serbian Spruces Is 6' -7' ht: B &B,: - A ss - -9 Acer rubrum'Red Suoset' - 2' cal. Full & even branched at Red Sunset Maple fQ' NAB -: same. height PM 10 Pseudntsuga menziessi Douglas Fir - 6'•7' ht. - Full uniform crown NA sheared � SYMBOL BOTANICAL NAME . COMMON NAME - Ql1ANITY SNA - COMMENTS HC 1 Hypericum calycinum Aaronsbeard St.Johnswort RS .P59'D 1 gal cont. 15 spr. min: Full Crown Space at 24 oc: GS. 2 Gauflheria shalipn. SAM R5 l.£d.D t gal. cont.. 15 spr. min:: - Full Crown Space at 24• oc... GSA 3 Calluria vulgaris- 'Mullion' -- Mullion Scotch Heath r. AnA tt 1 cant 10• spr. min. Space at 24 oc.:; V M 4 Vincal m5ror Littleleaf Periwinkle N. R@b 1 gal. corn. ' 78 length leaders Minimum (3) leaders /2 GROUND COVERS. SHRUBS G t 7AIZA/EA PLANT SCHEDULE 2 eeeeL OEYGFK.E,VA5117" 7RE.Z5 AAS .. SYMBOL AU BOTANICAL NAME • • t Ancuba )apon)ga Picturata'. Japanese Auafia ; 2 Mo111s Azalea AzaleaMollis - 3 • Cotoneasker dammen, Lowlesti.CoIdneaCter, 4 Vibu um plicatum tUrrtentasurn Dolt rile VlbUNm 5 Clstas corbz (hybridus) -•: WhftB Roddbss 6: Polystick■r *nunlNm: 'Westem Swc 7 Rhododendro'lr'Unigtie', Bowbells Hllodgifandioh 8 Rhododendron'`Samepo'` Herriepo BliodoGe ° ndron. e Eponymous elate Compalta'. Winged Etm"n`ymouaYr 1 8 Pleds )tlponka'Forest Flame.. Foresi.F,lame `Andromerja.. . OUADBTY (5 3; "gal 15111. . i' aki (iaph�O ep ind , Pink Cbud';. !El Clouil'Aaphbfepis,: ,, n ^..;. l Naitdiia dgmeatkal NAn ,.Naha HBBUBIly Bam)IBB `:. iemma� ayufy 15 Azalea CkdBll s Cheer' -_' Ch istmas ChBA Azalea t B.Rhododendtgrl Ahteteis" Dora Amatsfs''A(ibddde'hdron - `% /6 Ma)lonfa aqufloliym Com5BUI .; Compact Ckegon: Grape 20 Roar dreinakiin. :'.Vl ie Maple :-. 21 Pious laurocerasus'fl ..''',Otto LuykerltL''aulef,:..�.. 17 pf pdodendrori'PJh1`. •:P:IM Rhodod'eodrrort•, :' 8'VIbUrnum dav) )l„ __'� Dawde Vibumum 5:. gal: container 5igal. cont. Min24- ht. 5 canes. Mtn: leaders 18' long 3 gal colt Find length 24 min. 2A 30 ht: 5 cont. 15 " -18• ht. 5:'gal. coot. MI 3.. gal colt 3 ;gal• colt. 2 gal cone, Full crown Full and budded Full crown Min.', -5 fronds.:. Full and budded. Full and budded. Full & even crown growth. Fuli,& even crown.growth. Full'compact crown Pastel colors only Full and budded. Full and budded.. Full.and taldded. Full a'ven crown 91051k. Min. (4) trunks; TREE PLANTING DETAIL CONIFER PLANTING DETAIL. 1110E _ "ALE ,ATIOI f BHRUB PLANTING DETAIL ttuattU .a Pt f! iy[i pwnrrvw lcsl -- % A 17,17401t. Y 17,17 I /TE�'DM � lr�. rrr. rmur - -_ M.E D 2 �✓J.(n9LV ,$ 61.E tr�Kr m'nFIn1 J PLAN VIEW OP' STAKING' f3ROUNOCOVER PLANTING DETAIL R? OfS � VE p ppPR DING D IIO CIT y R OF E TUNILA JUN 101997 PERMIT CENTER To F a. 5 5 3 4' -� ®� tai y� ' /! /,' I — '%I� ' i4 11111111111111 � !� �r� � ► � ll� L L /Ca 1/_ Hip..- OIL ,.Heusuie :•- sp t11111 * 1111111=11112 1111811 SIMI RIC WM l OAP — AM* 1 St NW WALK 1 IG O ' T ROCKERY ,ff 7 % / , c1 _- _ iii I' ll \ m ,, ,\., W� � � \` rY , PLANTERS 8'X8 TOP TABLE (4 PERSON,SEATING) - HOT SED 48 CONC 36"-42" , I BO ED CUPOLA GAZEBO /?SPA PLAN V THE :GAZEBO AND SPA DRAW LN ARE AS.PER'KTH ARCHITECTS �i- P! /UTE/a 42" WOOD DECORATIVE FENCE ' PLAY CHIP SURFACE PLAY AREA. SURFACE SHALL BE COMPOSED OF PLAYCHIPS AS PER SEATTLE SCHOOL DISTRICT STANDARDS.. ,; PLAY APPARATUS FOR 5 =12 YEAR OLD CHILDREN ACCOMMODATES 24 28 CH o_u TUNNEL SLIDE ALL CI FEP.ICE LHALL ICE \/ NJy1 -_ -re 5EE L Z PERICE ELEV. fJTL. • \RIVES y+�}tiy •Y �/ . � R I- 1111111111 \ � ROCKERY / WALK / DECORATIVE WOOD FENCE SECTION ° F, \ ; 9'0\ " S �p 2.\ ? gt,ylt.D1NG a1J1�101.a CRYRCFETUKWIL, JUN 1.0 1997 PERMIT CENTER CB Rt ® ® RIM # LEV. =176.25' R14 ELEV.-177.3W 6' RCP INV. N- 174.90' 24 RCP INV. N- 171.86' ., 8' RCP INV.. W =174.75' 8' RCP INV. E- 173.06' „ T 12' RCP INV.SE- 171.86' N ", 12' CMP NOTES: 11 12' RCP INV.NWa 9^ w 150 CB /11 RIM ELEV.- tY CMP I 1 60 ids RADIUS 226.41' EASEMENTS UNDER RECORDING NUMBERS 7402040163 AND 7810090458 APPEAR TO BE DESCRIBED AS BEING 55' EAST OF EASEMENT UNDER RECORDING NUMBER 6318167. INTENT APREARS TO BE SAME LOCATION, AS SHOWN. OTHERWISE 6318167 WOULD BE RUNNING THROUGH E. END OF ,BUILDING. PREVIOUS SITE PLAN BY KUSSMAN ASSOCIATES SHOWS ALL THREE EASEMENTS IN THE SAME LOCATION. EASEMENTS LISTED IN ITEMS 5 AND 7 OF SCHEDULE B, UNDER RECORDING NUMBERS 7512150829 AND 8812190688,' ARE NOT PLOTTABLE.s IN THE S. W. 1/4 OF SEC. 23, T23N., R4E., W.M., KING COUNTY, WA. ® CATCH BASIN O DECIDUOUS TREE -X • FENCELINE AS DESCRIBED 4 FIRE HYDRANT © GAS METER GAS VALVE DATUM: U.S.C. JI. (Sc "" G.S. INDICATES LINE CONTINUES BENCHMARK: 0000o O SANITARY SEWER CLEAN -OUT TBM PER TRIAD SURVEY DATED FEBRUARY 18, 1993 O SANITARY SEWER MANHOLE TOP CENTER BOLT OF FIRE HYDRANT NEAR SW COR. 6" EXTRUDED CURB OF PROPERTY. ELEV.= 148.57' n STORM DRAIN MANHOLE TELEPHONE RISER UTILITY LINES (OVERHEAD) UTILITY UNES (UNDERGROUND) AS INDICATED BY PAINT MARKS FOUND , ON SURFACE; ARE AS FOLLOWS: ELECTRICAL POWER U/G •6- - - -- GAS U/G TELEPHONE U/G WATER U/G UTILITY POLE RIM „ 8" PVC iNY V.NS N:11 . 72.43' UTILITY POLE GUY ANCHOR 8' ,,,,c PVC - 172.13' 8' PVC INV. 5■172.13' 11,1 WATER JUNCTION BOX SWF/ ft RIM ELEV:- 1n.3o' RU f2- 186.32' O WATER MANHOLE 10' DUCTILE INV. N- 173.05' E1�v CURB END S WATER METER \$ * 1O' CMP INV. E 172.80' C X. _ CMP INV. 5 =772:80' $ RIM EtEY X787.11' _._ = = 000c ._: _'-rs r - - r , - ' l60 ;� s ® WATER VALVE 8' R B - CAP • 'TEH LS 189... -DOE- °F - _ ., � , � - r a -•- - - -. �c.� BROOKVALE GARDEN TRACTS J6� / / _ 1111 'I' la -� E �c� ® WATER VAULT / BLCIP - - - G -- - - - R �OB6 � G - G - - �: • f2' E_ 1 V . S =169.36' E00E OF: PAVEM w _�'9ClFl& Nl{R _ 1l..L_ T{'Lt'PX(2/Vg_ AS _ � _ � I is �d :� CB X14 _ BEGINNING OF POWER PAINT - � \ RIM ELEV.- 167.92' INDICATES u /G I INF .CONTINUES WFST� \ \\ ,`�' \ \ O 9' PVC INV.SW- 166.02' �_ V. �I Y7 INV. N IS PLUGGED 70 EELCHAIR RAMP 1: i;i' o o ri ALL THAT PORTION OF THE FOLLOWING DESCRIBED PARCEL 'A' LYING SOUTHWESTERLY OF A LINE DRAWN PARALLEL WITH AND 140 FEET DISTANT NORTHEASTERLY THEREFROM, WHEN MEASURED AT RIGHT ANGLES AND /OR RADIALLY FROM THE MAC ROAD LINE OF PRIMARY STATE HIGHWAY N0. 1, SOUTH 175TH ST TO SOUTH 126TH ST. PARCEL LEGAL DESCRIPTION (FROM WARRANTY DEED RECORDED UNDER K.C. REC NO. 5516664) TRACT 36 OF BROOKVALE GARDEN TRACTS, AS PER PLAT RECORDED IN VOLUME 10 OF PLATS, PAGE 47 RECORDS OF KING COUNTY; ALSO THAT PORTION OF THE SOUTH 1/2 OF SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., LYING BETWEEN THE EAST LINE OF SAID BROOKVALE GARDEN TRACTS AND THE WEST LINE OF INTERURBAN ADDMON TO SEATTLE, AS PER PLAT RECORDED IN VOLUME 10 OF PLATS, PAGE 55 RECORDS OF KING COUNTY, BETWEEN THE NORTH AND THE SOUTH LINES OF SAID TRACT .36 PRODUCED EAST. ALL SITUATE IN THE TOWN OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. SI T E S UR VL 1 e _-O APARTMENT SIGN FOR PYRAMID APARTMENTS ® AWNING OR DECK CONIFER TREE GRAPHIC SOLE 1 " -30' MR RN NI 0 30 m 60 90 BASIS OF BEARINoS: K.C.A.S. CONTOUR INTERVAL =2' 1 N 200 LEGEND DELTA 53'40'55" 212.13' TANGENT 114.57' N.E. INV. SSIMH 2 RIM 133.32' 77o B' PVC INV, N- 121.92' 8' C INV.'S- 121.82' C8 /10 W/011. WATER SEPARATOR , 0. RIM ELEV 142.12' 12 CRP 139.52' 8' PVC' RN. E- 139.52' - G 1D'CMP I10/. 1 - - - -140 Ays \ I I 1 NORTHEAST _ � (REC. N0. 588 8 .33) 1 4 p _ 'z . .Er- - W 402 ■ \ N‘,,.''',..,''',... �_ ■ r.0 INV:SW; CLOSURE WOOD FENC \` /+ CONCRETE ORIM .� - 1118.831\ \ 7 ) O \ 0 X }.•8 . :�'� O RIM ELEV. �. 1 fDl1.Y Fl- 1�0;► � ` \ 70" DECIDUOUS TREES \ xJ +6^ k I 16 \ \ - 6/ . y0 I r RCP INV. SlY-� 55.47 Aso N / ,eP I ( — j — \\ tso� 9 BENS.H -MARK j _ -- I \ / � �tl ,A � I s,; • �, /'k /. � 1 NB8'f4'1E N ; .' -IM CPNCREIE,HER L i NCRE STAIRWA 5.03' IN S- I 57 ,O \ e o 1 50.1 N- 1 NV.:' 5- 148.29' ?VI RUNE FENCE 8 DL6 NG fl1V'S\ - CTTV OF JUN 1 01997. PERMIT CENTER O; o ow >-to >> D o (r) OE W oo :: (na0 0 0 v1 .FOLLOWS:. REMOVE. TOP .2 PT OF FIRE I DAMAGED'_coNO13E7'E UALL I AND REP LACE WITH NEW J L FOUN17ATIQN'PLAN .(BUILEDING 2) SCALE: IIS NOTE: REMOVE ENTIRE CONCRETE FLOOR SLAB ON GRADE AND REPLACE WITH NEW THICK:. SLAB REINFORCED WITH 6"x6 ”AUTAxWL4:WWF AT av_.4B.: M1D DEPrH. CUT OFF EXISTING DAMAGED HOL.DOLLNS' ALCN.O WALL TOP• , (DENOTED. BY j c AT + '1DN WALLS REMAIN ,. iNOTALL NEB HOLDOIW 4D54 U5ING 3/4' f , THREADEDROD HAVING 112' E rigAtittlgiT INTO WALL TOP PRETDRILL. MQLE`TO 1'-" -DI & CL'E4R k10 E OF DEek219r ET ED44EW' ANCHOR,HOLT 01 XF- GROUT (B1RAIG1,1EN'_AND REUSE HOLPOU]N6 + NOT. REOUIRMG *RLACII , EXISTING, FOLNDATION WALL TQ 518" ;.QS REFER FLAN FOR .OP ACM ADD HOLDOUNS BNOUN ON PLAN SECTION SECTION X3/4'..• 11411 115 120 -0360 VICINITY MAP NO SCALE TAX ACCOUNT NUMI E EXISTING FTG TO REMAIN FOO.INGB, SLABS ON GRAPE AND.WALLSs.Fc • 2,500 PSI '♦ 28 PAYS. MINIMUM of .: 5 V2'SACKS'CV CEMENT PER al. YP, OF .CONCRETE, AND A + MAXIMUM OF 6.3/4 GAL. CF WATER PER S4. L. SACK CF CEMENT. 1'aT116Li^ DEFORMEDRIL'M STEEL CONFORMING TO ABTM A 615; GRADE 40, f'e .20 000 "PSI LAPALL,SPLIGES'32d MINMUI ,PROVIDE'ELBOU) BARS AT WALL CORNERS AND INTERSEGTIONO ToOPLIGE HORIZONTAL,BAARS., WELDED WIRE FABRIC CLIAIN SHALL CONFORI TO " ASTM IBS. WUF'8HALL BE LAPPED B•. . ALL =:0OLTS SHALL 1A41: BE ASTM A 301 ESS, NOTED OTHERWISE. CONTIRAOTOR SHALL VERIFY 4R.L DIMENSIcj4G AND CONDITIONS "IN THE FIELD. 'PROVIDE TEMPORARY. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS NOTE IfFO 61.IOLLNoN -TH18 6HEET,I,R'ILIZES THE DESIGN .VAI:I:EBPROvIDEp,IN THE . ORIGINAL GONBTRUCTION DOCUMENTS. NO RE6PONBIBILITT FOR THE DESIGN :OF THE ORIGINAL STRUCTURE WILL SE' TAKEN BY PACIFIC 'ENGIPEERING TECHNOLOGIEB, 157TH AVENUE SOUTH Ex MANAGER'S RE5 TO BE REMOVED MD 1/2' REBAR AND CAP 'TRIAD U336 VICINITY MAP 4 CARPFEMFG I ML CARPORT -1 HC 51 I24.63 6 CAR PRE hlG MIL CARPORT POLE MOIN1ED L RocK6R 8 062' \ we ...43.- Neti) Fec °+_ `EX DIIIPSTER LOCATION EX PARKING (16 F) I I . / / / / / / / / / / / /// / / /// /. EX NORTHEAST BLDG ROCKERT BwoGE I ., asitaitA.-E Id -- • PYRAMID POINTE APT. 94103 PP•VMAP.DWO a _ q ?) r r ' y RJD 1(1' REB4R AND CAR 'TRIAD 12336' SITE UQHTINQ LEWD 6 BUILDING MOUNTED FIXNRE (LOCATED • BUILDING ENTRANCEB) # POLE MONIED FIXTURE (2) o FLUORESCENT FIXTURE (LOCATED UNDER CARPORTS) SITE D1cOM eVlStor' • : .. --�. scS (� ^ T b,, ` .1- u , b) r Ski ! FND 1!1' REBAR / AND CAP 'TRIAD 12336' b ;1 0. 414 d CAR PRE MFG /' NHL CARPORT SECONDARY FRONT YARD SETBACK s ( 1a47ele- Plat: uS & i.t--i) I) iL* N I rtvt .,. Ovid of Tuikw rubk G Iorks2) • ( � � P � F�e • pct • 312 r& 0 al' - P- Add � j / / / / / / / / / / / / / /// EX NORTHEAST BLDG /- POLE MOUNTED LIGHT , aikeA Pubiti, Works Acce44 1 rn „r��riul rr Gbh of N66'11'ITW 129.79' EX IV GONG -- HEADWALL I' 30' 0 15 30 60 58814•1n 726.73' ROCKER( ECK (TYP) SITE P PLAN 5 I Q I l III' 'III GENERAL SITE NOTES SEE CIVIL DRAWINGS FOR EXISTING AND PROPO5ED UTILITIES AND EXISTING HYDRANT LOCATICN(S). SEE COVER SHEET (400) FOR PARKING CACULATIONS. SEE CIVIL DRAWINGS FOR LIMITS CF CLEARIIO /GRADING WITH EXISTING (.PROPOSED TOF'OGRAPHT, EROSION CONTROL MEASURES ( TREE BUFFER PROTECTION MEASURES. SEE CIVIL DRAWINGS FOR LOCATON AND SIZE OF EXISTING TREES NOTE BY SIZE AND SPECIES THOSES TO BE MAINTAINED AND THOSE TO BE REMOVED. 5) 5EE LAND¢CAPE DRAWINGS FOR LANDSCAPE PLAN. 6) SEE CIVIL DRAWINGS FOR UTILITY EASMENTS. EX STAIRS EX 12' CONC I HEADWALL EX PARKING (6 F) . I It FIR F EX DIMPSTEI¢ LOCATION REIVED CD? O TUKWILA MAY 1 1 1999 PERMIT CENTER REVISION NO. 2 /1/20wed F 0r /f7 8 70 0 1- J) IY_ 0 ui 01 fY SHEET aaim CJ) 0 0 t- o 0 -J 0 0 0 0 • 0 0 uj 1.11 z 0 -1 -27 CA. z z tiT