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HomeMy WebLinkAboutPermit D2000-133 - ABOVENET COMMUNICATIONS - TENANT IMPROVEMENTABOVENET COMMUNICATIONS D2000-133 City of Tukwila '‘`-' Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas/Elec.: Units: Setbacks: Water: Wetlands: Contractor CONTRACTOR WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 102304 -9069 34 120 PL AMFG DEVPERM V -1HR 001 North 125 License No: SABEYC1033KM OCCUPANT ABOVENET COMMUNICATIONS INC Phone: 3433 S 120 PL, TUKWILA WA 98188 OWNER SABEY,CORPORATION Phone: 206 -281 -8700 101 ELLIOTT AV W, #330, SEATTLE WA 98119 CONTACT JOHN LANG Phone: 206 -277 -5216 12201 TUKWILA INT'L BL, SEATTLE WA 98168 SABEY CONSTRUCTION INC. Phone: 206 -281 -4200 101 ELLIOTT AV W SUITE 330, SEATTLE WA 98119 :k•k*** **•k*•k•k ** **** k******* kk• kk• k** kk**` k** k* k*• k****: k: kk• kkk• kkk• k*• k: Qk• k:k•k•kk *:k•k•kkk•kkkk•kkk•k *•k Permit Description TENANT." IMPROVEMENT - DEMOLITION (STRUCTURAL) WITH: CORRESPONDING STRUCTURAL UPGRADES AND REROOF. NO OCCUPANCY UNDER THIS PERMIT. TENANT IMPROVEMENT BUILD -OUT UNDER SUBMITTAL AT FUTURE DATE. NO FUEL TANKS AT THIS TIME k** k:k ** k *•k k * * **** k*** *•k k•k•k'k** k*** *•k * ** :k** A* k*** k** :4 k k** k k k** k k *•k k *•k k;k k** k k** k k ** ***k Construction Valuation: $ 2,100,000 PUBLIC WORKS PERMITS: *(Water Meter Permits Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time: Sanitary Side Sewer: N No: Sewer Main Extension: N . Private: N Storm Drainage: N Street Use: N Water Main Extension.: N Private: N k*• k• k• k**• k****• k***• kk*: k• k• k• k**• k* k*• k*• k• k• kk** ik• k*• k• k• k**• kk• kk*• kk* kkk k k k• k• kkk k •k•k•k•k•k*k **k ** TOTAL DEVELOPMENT PERMIT FEES: $ 15,883.69 ****•k **** *:k•k•k ** ** **•kk **•k * ** ***•k* **• k•*k*****- k****• k• k k** k* * Date La : 2��J Permit Center Authorized Signature: _ Signature: Print Name: DEVELOPMENT PERMIT This permit shall became null and void 180 days from the date of i_si.an:e , oy. for a period of 180 days from the 7ast Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: VAL VUE Slopes: Y Streams: No: Listed Permit. No: Status: Issued: Expires: End • Time: Public: Public: (206) 431 -3670 D2000-133 ISSUED 06/22/2000 12/19/2000 WAREHOUSE 1997 SPRINKLER3 /AFA .0 Separate) Eng. Appr: Size(in)• .00 End Time: Fill: N N I hereby certify that I have read and examined th"s permit and know the to be true and correct. All provisions of law and ordinances governing 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 p�;r r A-11Cla A $110/0 Date: if the wort. is not . :Jl menc,ed within if the work i:: _•uspende.d or abandoned irli.pection. .6 /Z 40 same this ma. w : O ' co 0 w 9 i s � LL! w o' u. a ; CO 3 la F- 0 zt~ U0 O co o w w' z lAt w z+ z Assassanassonsiumwasaissow CITY OF TUKWILA txf..... Address: 3433 S 120 PL Permit No: D2000-133 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 05/10/2000 ' Parcel #: 102304-9069 Issued: 06/22/2000 ****************************k****1.k**********k*** , I 'Permit Conditions: • ! 1. ALLOWABLE AREAS SUBJECT TO BOUNDARY LINE ADJUSTMENT FOR ENTIRE SITE. THE BOUNDARY LINE ADJUSTMENT MUST BE RECORDED WITH A COPY OF THE RECORDED DOCUMENTS RETURNED TO THE CITY OF TUKWILA PRIOR TO FINAL INSPECTION. 2. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3. When special inspection is required either the owner, I. architect or engineer shall notify the Tukwila Build,ing I Division of appointment of the inspection agencies prior to the first building' inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being Performed. 4 . The special inspector shall submit a final signed report ,stating whether the work requiring special inspection was, to the best of the *inspector's knowledge, in conformance mith approved plans and specifications and the applicable workmanship provisions of the UBC. 5. Engineered truss drawings and calculations shall be on site , and , available to the building inspector for inspection purposes, Documents shall bear the seal and signature of a Washington State Professional Engineer. . Any exposed' insulations backing material shall have a Flame Spread Rating of 2,5 or less, and material shall bear identi fication showing the fire performance ,rating thereof. 7. A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure). 8. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1)97 Edition), and Washington State Energy Code (1997 Edition). 9. 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. 10. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248-6630). 11. There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building ' Inspector. 12. All permits, inspection records, and approved plans shall be available at the site prior to the start >11„ any con - struction. These )cuments are to be maintain. 'd and avail - able until final ti'ipection approval is granted 13. All < structural concrete shall be special inspected- ,(UBC -- Sec. 306(a)1). 14 All structural welding shall be done by W.A.B.0. certified welders and special inspected (UBC - Sec. 306(a)5). 15. Bolts installed in concrete shall be special inspected (UBC Sec. 1701.5.2). 16. THE INSTALLATION OF THE UNDERGROUND FUEL TANKS I'S NOT PART OF THIS PERMIT. ul M • N W{ W 0: 2 u_ Q!: N �. _. 1 O 0 H W ui V W ~O lu 0 1 Prole t ■ a / T.. �� � I>�� „oil, �� Value .f ion$try�tioy j�� lfro (wU S' a . . s: /Zi -� i Z0 ' 'c, iii / ' I ' ' ; Pr a I N mbar: 2• yo -- 'rb Pr°6711 Qy tgij, e 4 T(0 067 Phone: 246_ zit. a f�v St St e i t1t'M /,it-. *I. f St F ax #• : 706 262 -1W Contractor: e 1'A w_ / /4. J wrft Phone: 206417- 1-20 . 7 dc hnill wr le P P., I f atic, ` W ty VI Fax #: 2V6 " ule DIU Architect: 4 at L Phone: 106 - 21/1-11r5 I ` Aft t4 I`tkniO/-i xitrilVfit Fax #: - ui -o Engineer: ik fvo _ / v , ( •7 4ir . Phone: ,�N6 —5i/ - 7�l�r✓ ., • Str p tdr s m / gee /i e ��l r rt5 q it�State /Zip: j (( ((/ Fax #: 7 , 52Z-66g • , ' P s Contact /fir Iyw// // G /� / w/ Phone: n %,// /� /A� /n_ Sider t41 Wr N / i r(o Ml i W iSll Fax #: VI i ' - e d i - t Description `F �' I VI of L �/ work to be done: f ri (stet/ ll Mow-s G W etn r0 n3 I'. 1 ` . QI iO rVGV f Existing use: ❑ Retail ❑ Restaurant C:1 Multi-family Warehouse ❑Hospital El Church Manufacturing El Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail C:1 Restaurant C3 Multi-family ❑ Warehouse ❑Hospital El Church El Manufacturing ❑ Motel /Hotel Office C3 SchooVCollege /University ,® Other (�y�iVlt"�I�►i(i ' Mat* Will there be a change of use? yes f71 no If yes, extent of chan e: Attach additional sheet if necessary) QUCwfP 14 11(C- g& . Will there be rack storage? C3 yes no Existing fire protection features: g, sprinklers XI automatic fire alarm C71 none Mother (specify) . Building Square Feet: / / fi i7D existing Area of Construction: (sq. ft.) t15,16.0 Will there be storage of flammable /combustible hazardous material in the building? El yes e lgi no Attach list of materials and stora • e location on se crate 8 1/2 X 11 •a • er indicatin • • uantities & Material Safet Data Sheets • CITY OF TL "(WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application CTPERMIT.DOC 1/29/97 FOR STAFF USE ONLY Project Number: Permit 2000 1 3S Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANtREQUEST.FOR PUBLIC WORKS SITE/CIVIL.PLAN REVIEW OF THE FOL'LOWI (Additional reviews may be determined by the Public Works = Department) C3 Channelization/Striping El Curb cut/Access /Sidewalk El Fire Loop /Hydrant (main to vault) #: Size(s): C3 Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: C3 Sewer Main Extension El Storm Drainage ❑ Street Use 71 Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): El Water Meter Temp # Size(s): Est. quantity: gal El Miscellaneous El Flood Control Zone El Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only Schedule: 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. Dale application accepted: = 5/0 -00 Date application expires: 1/ -/a -0C Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM Slat' z w 00 to J H • u- w 0 LLa fn w z = z LLI U� co 0 I— w w t— H 11- 0 lli U= O z L OWN IMIN■ 1 vim L. A t..1 BUILDING OWN ;12 ; ,;r "I ' ' , ENT: Signature: 'f , 1/ ' // f / /f/ Date: Id 1 / Print name: , / 0/ i 4 Phone:14b .141 -1b Fax #:494.....7.e-097.0 56416, Q f/ F Address IZo / r /Ar' , City/State/Zip ALL COMMERCIAUMULTI -FA TENANT IMPROVEMENT /ALT: TION PERMIT APPLICATIONS MUS : E SUBMITTED WITH THE FOLL • ' P ING: ➢ ALI DRAWIN pE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STIUUCTURAL OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED t6,W,4P /fib Complete Legal Description 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). Four (4) sets of working drawings (five(5) sets for structural work), y` hich include : Site Plan (including existing fire hydrant location(s) fi r * ��Gg ✓1. North arrow and scale ✓2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements NA 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions ✓ 4. Location of driveways, parking, loading & service areas N/h 5. Recycle collection location and area calculations (change of use only) e 6. •Location and screening of outdoor storage (change of use only) 47. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 1 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of ' use only) WA 9. fi4. 10. ✓ 11. N/k 12. '13. Identify location and size of existing trees that are located in sensitive areas and buffer. 18.45.040), of those, identify by size and species which are to be removed and saved Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) Location and gross floor area of existing structure with dimensions and setback Lowest finished floor elevation (if in flood control zone) ' See Public Works Checkli for detailed'civil /site plan information required for Public Works Review (Form H - 9) Floor plan: show location of tenant space with proposed use of each room labeled / Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space.e N/A- Vicinity Map showing location of site Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. Indicate proposed construction of tenant space or addition and walls being demolished Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; 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. Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. SEPA Chec list - jf in ensifjc tion of use (check with Planning Department for thresholds). ACTON FIG � as Attach plans, reports or oth r 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 Public 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 ". Of f/t 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 CERTI Y THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER 1 Y TIE L OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PE NALTY OF PERJ CTPERMIT.DOC 1/29/97 z ~ w tY � 00 w = I-- w a t _w z = zi- ui • 0 • rn O h w I— u_ u i 0 z V.51% �T ^i "1�1 \� �vl, h �'1'a r T. i 1.5:Tr4 :171: ;;t.. ;1 ,,7.47e't rr`Y' !'1' J'• ��i. 477r > .:: - �r ,.. •k :% s A .t -� h t :H t k A * - * 4 :l :a k h n k t k ,ti . ti `{ .. r .s. . 1 i ()w. 1' Z - I P iblSMIT • h/ ;l n..v *.A•h.�k•k�;•4ti 4A;4• . A*4.:44A4,kA�4.4 4* A•s:4A:k• ; * *k�\•hk:k r 1'p!1PiSM1:1T NumberrL f <-�.E;at?3`.-► >:1rie,ar•,t; ry • lby5U 1 1.11h , /OU 7. C1.:.'., • PttYinent t4et,liodr CHECK .t,+s�Lal: fan; SAUEY Init: 'fl_li • Ps r'ii4t .tdo„ [ >200.0 -.1.3J - fwpel. t;E«PElii'h I)LVLI OPt4i:NT PEttMI t' T tr•.c:el Na. 1t fi.'it Addres.0, t. r . 2 PL Total lees; 1 .,2.4. Toted I L L Pmts r. 1 7.,0:•t8.24 litflanc$?:: .00 ,t v1A'4*.“tikt�i:�tA MA• t: Ff.> 4. 41: 5ytd�14¢ AAAfi*,*# 4: 1*AA 4A1•A�.idf. }#:1a4nL+4�1a *de:4 (account t:ozde Description. n� "!0. 45 e S:lU _ ; Amount -. ....:.._. _ P LAN CHECK NCJ ' T CS '10.50 • 9951,11/20 9710 TOTAL • Anat W W SS i co 8 • 'co W = ; co WI W o g-i co Cy H W z H o! C) .: D W W' V', li Z: • � � k \ ': •k 5F : fr 1. •4 $ it :1 :4 ,F •h 4 .\ •k :4 A 0• fr A• :k ' 1 ck :d' • %c it '> >t •►• s1 •t .F :d :F : •k fr h ;t x ] t ��, OF l I.14t�E]:l.h . Y!A : `Y 1 E :t:ri'ir.�. i c - h i., .r. 1 ;:k *c h h:k:1•kf.+�•:F.1114:�h:ce 7RfiNEMr1: Numb..r,.; R9800232 Amount; 1,.0e4.05 07/27/00 1654 'Vayment i4'cu1 ar:it t.!•It:1,IC Not9t it;ng 5Al2L'/ t:t!IiP Ini r,a I'I.►.1 P:.rui'' Net I)2.O0t)•,113 •I•ynn: I`rf:YPt:ti;'t DE:UI I.DPMi::1f PEPMI•r m a!: 102204 = ')06 14j0 I2 {h(? 'rota] rue 1t.. 96'7,.7 4 1'b . 'aymt r:i is OEN �, Tot id ALL Pmts..: 16067.74 w II«1citit.0 ()0 ikA*4:£• kA• h; k• Ais4•k•k,k^,•1<;.p..kzdL.Ak.\* it +.•h•k•A:+ •+•k *AA -1A• A•kk•hA•AkrtAAAtr *#: tac I:n't1'e I)c5t i, i I;•tr i t;n Amount ig r 000/322 E;IJ].1 t1I?•!Ct I `ltiffE�! 6t:i ,.00 6343 07/31 \ 9710 TOTAL 1084.05 ;4 9628.25 h *k A * *::) 'l *.±': *:4k• O.k*kitie* * *:4;k AA* *****: **A ** ** A**-4*A ( TTY' .OF TUKI ILFI. WAL, � ' �'Ck --I E�i 3MIT ` ik *h *:l *.A * * *A . * ***A *h* *A:t **k ** lk :: ; * • *•tA: :t•: *A *•t.- *:tk *A• * *A.** A 14-:4 3 R.Hi'! N]:T ttumbee.. R "_- +,80030€ 4ntuui't: L9,628.25 06/22/00 15:34 Paorinent: Method: CHECK. N�7tation: 513I3LY CORP Init: TLl3 P tilsAit,_tds3: D200()..:133 Type: DEVP RM DEVELOPMENT PERMIT F ar•r. =el Non 102304-9069 b i tc 'Hddres's: 3433 a 120 PL 'fatal Fees: 15,883.69 9, 8.25 Tutal ALL Pmts: 15,883 „6 ` B a l a n c e : * , 0.0 sffi* 'kotA .,t *it* *A A * * * * *** * *et•:* •A•:k* \ * *:tt'c'A11.*4. t •A::1AA * ** * *titrt•k ** * * *k�• * ** * A ;. , 'cr.oufI Cvde 'I>esci 1ption (m,ount• 9 000i 3 '.w: 1.00 13U]:I:UTi'th - i`lLil RES µ n 623. I5 0:00'3Ut .904 8 Ff E BUILDING f3URCM 1RGE 4.50 .53$;3 vbi23 97.13 TOTAL d'. ', ^.;.•... ><�.tf 4;r U44..��ta;i.v:i:6 , r :.:1 R,•: M1xy.fJ {aayii3�;.4,J 9E.., <.. 4H't.�tY.LJk.`.., i. auL. .1 ',144. - iv Nnl?7 at1'�J,/ •,..sa+.3 �'f01u;: ',.,kAhhhAA **k*•hhA•A.kA **` *AhAhA**:4*h:th * :r .c AhA * * **•AA ** *V*4*.k *t* ' 1 `i OF T►JI(I'I) LA. WA , 2 000 - 33 kAklt ** *JC•AAA*A / *Ah':4**:k * *i;.4'1r4 a4* ** * *hA *Aht *{aA•hh.4 •kh *J/AA*Ahth:4t•4 7P.nNSMIT 'tiu bet t R9800282 flrn untt 6,255.44 05/10/00 16t09 Pavmen:t. iAe CHECK ttota aAl3E`t Cni2PttFlATIO Iriit- I3LH Permit Not 1)20007130 Type: DLVPLUIi DEVELOPMENT PERMIT ` 4 ? 1 .' PI c3 : 1 0 2 : 0 4 - 9t 6 5 :i?t e `Addra' s : 34 S 1 PL Total Fees: 158L9 :Fetal ALL Pmts.: 6,255.44_ Ualance: 9,620.25 JA. ** **** *Ai.Fr * * +t*** * *ik ***AA ** Ado* A * * ** * **tA **• * * * * *•h ***'*k•AFl A** * ** ** t' ; Acenun1 Co'de: Description Amount ;000/34 1.830• PLAN CHECK.- NOHRE6 6.255.'44 42,. �O 9717 TOTAL 6255.44 - .¢=,vtPFKtt"hdo- SAt�.� :�ixUt�•,r� "tM1 Project: `fi „ di i i A Type of Ins i tion: Address. Date c: Iled: Special instructions: 6/..•�a ''r.i t G i /k // _ b, Date wante : .... , ._ ©� c p .m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 74 Approved per applicable codes. COMMENTS: Inspector: 43 -1-70 Corrections required prior to approval. Date:/ `i / Ei $4 .00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: a4�"� •:s.:a,r.::...•.i,;:�`h.y.. ..:+:.ri* ... ri:i�'�.::u ... . - >C xr�.S:L:i..a - �'h:'s..i:u +i.i.. .1 �... s«+ art ju 46, suw74t.altzxi«ka,:aati��.��� �J � w LaY��;:.n�t � a�waf�r:as�.%.3ada�+,.rsh�n yy .�rd f . ih'Ai1 NY�.l�st+k)t.,'�'��itcLW,..J �1�"�1.1::�'rN a'+1Ati,`Y�e`�1� ut 9rrlP.a Pr ject: Type of Inspection: f'• k 191'd lc.. Address: 3 5 00 L ' Date called: �, I (/ �- 17 -�. - • Speciarnstructions: Date wanted: T a.m . � ^OT pl.obeio, 130 - yq 83 Approved per applicable codes. (NSPECTIb RECOR Retain a copy permit INSPECTION NO. CITY.OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98 COMMENTS: Ean t7 ?mil &? g ,,1ur F, /A.1& r , c77Ou5 A- 6_,S 0l , 6 elf r'c7Z 1J1t Ins? ` -i -� PERMIT NO. (206)431 -3670 Corrections required prior to approval. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: .. i:4t eyt_r.SPL'_c44 .1 "'''= 9ktiii !i t1' 5 i : �..attA i #a..• , .e" atekei film: yarn i'f �4'i r�iaGi7 H (A6J aY Proj t: Ab1/P.VIe Type of lnspep _ . ai / /a Date called: J io. ,o 00 Address: 4 � S . (20' / Special instructions: Date wanted: a.m. O. 3/. p.m.� Requester: / k/ rn7 Phone: 2 730. X7(0 INSPECTIONINO. INSPECTION RECORD_ Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: ! G / O erg 5 6 sr�. ) , �-'S4 f A `i C -- c- j f _ !v � �j Lr Inspector: Date: D- /Q n Approved per applicable 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: • r >'vTiilxxr'rtiaa.'i:':titi' Why. Fi�v:+ ti.: a. 1. IJha. ii;• i' r, 7. 4c! iAdMiyL '.�,YAt7.' "uio,`Sir�eUi.• 444411. ra3ldit uila:.`'44t .0,41i:%:U .` 1614.4tJ' '" 41'44 4 4;im✓;L�4'�a Pro t s t �� Type of 19r�pectio n e CR . A j zo p p Date called: Special instructions: Date wanted: a.m. p.m. RegteC Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 A pproved per applicable codes: INSPECTION RECOR Retain a copy with permit PERMIT NO. W6)431-3670 Corrections required prior to approval. COMMENTS: Roof F614046 4T $7 L P47)4-fe c Di_ c In Date,6 /v0 � S $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, ef must be paid Q P � P at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ..w — .:a s:. il.z,:;s4' . hY... ww:: kM1:,�cte,m,�r:J��yi;��i.�:k:la •:+�:�C�iwr:i� .'.aa4A S, sf� ? Lia 1,::;,7 aii't': Pr ect: / b tie ifi. I Type of Inspection: #1.4 / •- -- -- ^� Address: 34-133 .3 10)-0 pi_ #,called: - D-ei —cam Special instructions: * 1c< -4c_. cecic rnDoC1 Clv b , -3 p NA C: r a l i t LL a'f -I-e. I/' Date wanted: -' 3r)._ OO gri.::._ Requester: I girl Phone: P --. 730 — L qSS 1 D INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818$ Approved per applicable codes. „.. 4 INSPECTION RECORD' Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS: E 421 s 'Ds C. 6 5fO& Ins t r: C / Dag) �j.n�q 1 O �X/ K/ 0 $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: vvs ';40444'4411 v:'f `0'4.4.1K17Y}0U2 „Sii'siahw§Id''.ft+#J313Kiie Pr ject: Arove Type of Inspection: -bra try) I Address: [ct Date called: instructions: ��.Mv�eltn Date wanted: €4— — C)( p.m. Requester: C \e rl Phone: INSPECTION NO. INSPECTION RECORDS - Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Ch PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: , ..e. 1(2 2 > '\Irjsplt; Date: L $47.00 RE S E`(11G(9N E RE P rior to inspection, fee must be paid at 6300 Southcenter Bl •.,q 100. Call to schedule reinspection. Receipt No: Date: re Vi i ; 00 ; N D' N 0 U. < H ui ` . Z ° M D0 -, O Ww Z .z U O z COMMENTS: q o Date called: Z go / S / /14 ft. Special instructions: - ) ,4: u 7, tT (J {� , I Q51 0-21 5( ME _ ' ;:) \TM S Pet( A At (MSPI- c-7O/2- r� nn a.m. 1 /00 p.m. Requester: ( n ,4 00 Of S a/c- Di,c.fq 730 •41 / a Z5 te/ ,((o P2&6'4 s Aft:. 7-4.4t) By Ps .z J)t rs p czve r7 &ens ./&-w6'aGb Arm s it_ 4 /' / Prop t/s /Ve q o Date called: Z go / S / /14 ft. Special instructions: - ) ,4: u 7, tT (J {� , I Q51 0-21 5( Date wanted: r� nn a.m. 1 /00 p.m. Requester: ( n Phon / ,, 730 •41 / a Z5 te/ • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECOR 17b� f J permit f_180 Retain a copy with PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Da /M / 0 $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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 2 Approved per applicable codes. INSPECTION RECOR Retain a copy with permit PERMIT NO. Project:4� Address: - /.2 7'z Special nstructions: a r � p ►'Yl i >� ✓ "7- � - 1.71e_ - Type of Insp c + : t- ra ! t�C Date called: Date w nted: a.m. Requeste 1 Phone: ac 6 ' 730 -83 (206)431 -3670' El Corrections required prior to approval. COMMENTS: h X T-4,492e �,E 6 67.1- /0 /-4 "06 lil Ins r: Date6A7 I 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: 1 a .n :4315, e..:tw 4 :144.1 70414g',r14, Prole 4 II-Ate ,s , ) �~ Tyype Inspec (LoncrQ Date called: ,r ion: j ' Cj 0..- �r'r forg - c,c Address: 5� 3�✓' 5. /Z/ Specia \instructions: Date w Jed: Ca.) `fj --.9-6 p.m. , Re ester: ph INSPECTION NO, S. 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per jpplicable codes. INSPECTION RECOR Retain a copy with permit COMMENTS: r cer ' rc.4'e 7t//) /4ee 6457 ft ,22' t!e ct7r:? "cfS A r07Z . ❑ $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: q::..:�a�.Y:S`.]i ., �a......a.,._._ , r. �i:.. Wr:. 1. rc: �':., �kl r..:_ �. a:: c�.:JfS[�t4,� Doom s PERMIT NO, (206)431 -3670 Corrections required prior to approval. 4 . e� 4 _i,r - nnr X10. .w.+idd. % , .Jledr.,ws� -14. tJ;..' i',04 ii• r.. it }'aiiwi..V- Pr ect: 1 1:30.11 e-4 Type of Inspection: T`kr ct. nn t vi vs" � g0 D�al1 Special instructions: Date wanted: l-, —1 O —( • p.m. R ue tt s�tte , r: K".in Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: c e_sc ,t( ,4- 12 ,q,/,e e AA ;t 1,4,16 Da5// INSPECTION RECOR Retain a copy permit PERMIT NO: (206)431 -3670 CF I / Approved pepplicable codes. El Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: l$v> a�SSfa•ki.}Sr,?�. tn.n:::ilwc:ati�43C� :i-. 11.14,]Ltilhkifk ,ra.•id &A.i' Project: A hoVerei COMMENTS: T of Inspection: --- rck. frm (13 EK TF�rO)L. (i.JA cc., Address: 3 S \ O pi- DAtg called: - 00 Special instructions: Date warmed: co l ab ' R nester: ,6 P ne: "' 1 ;A' pproved per applicable codes. Corrections required prior to approval. COMMENTS: EK TF�rO)L. (i.JA cc., 6-g-08 6.6 To °'Ea5 A L oA.A.7 GAr,D C) Z■Cf wie P A ,6 3 1 & ( 2 t 1 0 t)■ EC PI Sy rPo7aTS & '-r- 0 INSPECTION NO. INSPECTION RECOR ' Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Date p/ 64( 0 $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: '.5Yi13S&k:>Ft.AW:'v '.rs s e„bt4ir ' f 'chic wC; 4t$4.44+ t J -4- P�1� Type n Addres • 3y 3 5 )90 pL — call d : D : Special instructions: Da ant co .m. r� "LXT) p.m. Re ester: P ,.J 10- o- 1 D- INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: /2o0' Ar e ,/ ,�Tx7c -r7" til�e ,;e67(4.4 7t /d c4( P,-Cne -7/s ,L 7b Ins� e►�'� Date: Q - ,� 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: ff ` �u.. t.y .r >a[iJ�s3� . 'af ,.rl.aaJ�li� „ w'aidufi J ii it ",not Yiv iwlteti�.t 'W. 'di in+t�1 CC 0 0; to 0 N W W W 00 } . 11 • N 0 iZ W ILI al' Z� U 0 = b o ;. w o I- z COMMENTS: /2 l /2 TO C 6,i Ll /0I (a Gass /LI G,,�,r,frc /c.ele s�,,*e73 tin: Ok 7 / c A -re As ANI 401 f (0 L-e ' rJ e rz) k- sr Date called: ial instructions: Date wa r J Proje n � Type ofl _ tin: i 1 ,' sr Date called: ial instructions: Date wa a.m. P.m. Req �,/ ne Phone: INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date& / $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: • .•..x,11 - �G• •.s 011 :f@' .�.3d:(:�1 D<xCVL.x s:• ..1 Yz..CO, ��atil�Wtm kan Rti7atht3'`r z 0 N 0 cow w 0 ' _a F- w r 0 ' z U 0 N y' 0 1— w w' F Z ` 0 z Project: Type of Inspection:. Addr i 3 3 5 a :v� / L� Date called: Special instructions: Date wa e : . Requester: Phone: INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: CC f 64. firez,;- U✓'' ! ✓1� �.���t SOT .�i� -�/ > . INSPECTION RECORL• Retain a copy with permit PERMIT NO. (206)431 -3670 •� . � � J�1�i�lU $47.00 REINSPECT! • N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 3tr." r..-. �..;;%. o�. �rw: iw�Sid�. r. 7�. S,•:;�'.+G:J�1.c.ru,'_,..s -�'r' r�.c.t i � lr�v _ ZuP. t��.�E.S:�.`tirlcl:.::.u.LS` .II�6�.�..�ie:::x `�-s.� �'::!'�i ^L�;.7 Wkiead .Vhaataat i 5 :'LViarix :dsd Z 1 i- re W 6 W 6 0 0 u) J CO O w 2 QQ LL Q N 0 I— Ili Z �. I— 2 0 „, O rn 01— w w '. — 0 Z : V U) O z Pro ctL: _ 146,1/.( 4 Type of Inspection: _1 Vl `.it,. /a}ior'1 1 f"J11i l -k, Addre s:. 3.3 � . / P / Date called: ?- e-7 -v Special instructions: Date wanted: - 7' 25 - O'L� a.m. •m• Requester: 1 � r m�,h de.) Ph ne: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 4 Approved per applicable codes. INSPECTION RECORv Retain a copy with permit (206)431 -3670 COMMENTS: Cf 4,,7 Corrections required prior to approval. -'Lt _ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: kWVKti1'i>!'. xt.ei%..lkfaaJ3s ti il:MSli.;su3: Yr'a.IbSk 4400 ij bto ter 11 . i ati Ft, COMMENTS: S E... .. e. r g i Ara rx 72 .er03e -Gu,,4c S 0 6r2/0 . Gr /E /la CV) i ii OE 7V /JE.�.S l.,4. 10/ fo /,.t.(6 n cr g..K (J/4GA97c7 0 (6gisiQCt r* z54 (O C10 l.'/ &J ° L , A16' 2, C Tti / at 7 AV IS EA-4 ,.-fo T% Z //line ,L1-047 4'4141' 0676 ;L,/ rvL. C 04.4tee.a. S,- C /4E-C. /,.me_ c/7c.- J ,q 'o 2 rr Ce-v6e /e RLz Si Pr ject: T e of I sp 1 4: 3 . 3 s QL D alle Ue d Special instructions: 4 r ....0" A.�.�.,.— Oat ant j ^ a.m. — a 7 Ol J a .m. Re � '_',��ifr� Phonest 200 - 433-C9l�fa INSPECTION NO. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECO' • rnrn PERMIT NO. (206)431 -3670 Corrections required prior to approval. D 41) $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: •..,n..LV+r H:�r::w'u. fuwN.niiiv.t :tv.4tSe46, ll�trtf i:" . •• . ,,. 14.1,l:Lei - •`; Z W '. J U 0 0 tn0 W W i Nu_ W 0 I v Z H; H 0 Z I— 0 0 W I I- - U + W Z O Z COMMENTS: e ap GNU1%S leAl . 0 Q Pf2� 9r%1 P -rt WO ,e5.5 r S f AS tg 'Q&» gmb 1614 WA s.7 f/Ata-6-(4 CODE ' Ax(d ,e? 444466 U✓ ' C7-VD C7 c 4' S cl 7p //we.- P, i.OE ,4C?,c/t7L c7 ,fie. (6-7,7,6 Cc `c r ' ck- pfd Phone: -0 — 3 - � 2 SS's / . 'd 0 64/,cc IV6 (' -/ '.0 34 '4 Ol ne ' - ' n I A / Pr 'ect: E Lo‘/e... 11.(* )ype of Inspection: 1 e pp+ ; .IC: Add ess: 5 . 120" - - 1 Dat called: -,...-9 7 _2 - Cr2) Special instructions: I i�•t 1E:,.ti� t �� r:.:; ' n .t y P3 , Date wanted: a. , Requester: Phone: -0 — 3 - � 2 Approved per applicable codes. INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. 11 (206)431 -3670 Corrections required prior to approval. Date: 5 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspe Receipt No: Date: ��. �: t�:?. s�a� ..G:.�.rA�a�suar's�:.1Lii�`sY �.� °'.::` `i,� .:.s �` a+ rx.` 3t1' P& �. �lerhhas1:�E7s:xs:•ti:8cu:`:�fr Z ce 6 vo W J W 2 HW Z �! Z W W U 0 I- WW O t;. Z - _ 0 z INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 {��gEJ -l34 ERMIT NO. 206)431 -3670 ProjrQ;d_r` ,,/t ,t A re' j.r S ( 20 Pe Special instructions: Type pf Inspection: Date called: Date wanted: a.m. p.m. Request4T.16 ,t ( t■-( Phone: Approved per applicable codes. l 7(�C:orrections required prior to approval. COMMENTS: c ,2✓D Af 10 tO tJt 57 / /(JS/ ci7 g.,4. -( af, - ie ?7a 2 - oC,4-r 54.ci4G /,i c/7 /97°pi''- - ,e AT 6/1-&s Da /9 ae $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: i :` �.' 1L.. r... W...:. S. �ci: i+:. L.`. :1}Jii+t2a►+�.u�.�a.+�`+.aa...� ___ .. GI.:'��t�- ..�io+Y. d,�.:{ COMMENTS: "Go Type of Inspection: Fr-am cri.. - c ' ea.rvl G»1 7o rro /c 1 9 O h — L S /1 V •c %4 0 .3t .. � m Requester: ester: � r - nand° Phone: 2CO 433 — Com a ■,.-, . __ A / Project: r x� bcxne k- Type of Inspection: Fr-am cri.. - c ' ea.rvl Address: . ay 5- 3 1 9 O h — Date called: -- 1 — 9-1 - 0O Special instructions: �,. Date wante \ ""'J - 1 - 9 — 00 p.m. Requester: ester: � r - nand° Phone: 2CO 433 — Com a INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECO Retain a copy with permit DDT-1.3 PERMIT NO. (206)431 -3670 El Corrections required prior to approval. Insp e El $47.00 REINSPECTION FEE REQUIRED. Prior to inspecti n, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: re 2 00 to o W W 0 2 d . I— W I- 1- 0 ': Z I— LL! uj O N 0 1— WW t = O ~ Z Prop \ stb ove ,_ 41440 Neei 35 d E 61 I r ,. S • I D. ■ Date calle • ci.-7 IS /00 Special instructions: EY)f-41 Perry Date wanted4. Requester. Phone cr 4 3 ,..... 47 /42. INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 r5o Caegec 7 owirs (155-kie A■ 77-/ ??o 15;7- 1"),1. 774tr I 5 4 5;e2(..c."9-c. ,,2„,f 1 A-AA. g• e P P,47 ro./.1.2e5 /Sr- fl c'.•••41-9;t4;.,47 7 7) p tr) 7 $47.00 REINSPECTIONAPREQUIRED. Prior to insp ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: rif4tfetWOOVItA 1 c� `llvv Typ f Inspectiop: k-c-a_ On \A Address: Date call d: Special instructions: (:!0(I-1 ( ' a len . /.....k 0 �(> �, f Date wanted: , �— ) �'j - Cif Lam.- p.m.. Re nester: P,h e: -2>&- 1/53-6/2. INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: �^1 & e4- , • .2 -r fj fi d 5 A/04e_ moo c' ' $47.08REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Yr �, 947.ne�t + 1w' �+.Cra1�i1�.ct.,J..t"$ti..:.�fld a ,�9ats�.u�•.�r•:•�'�.��f'S�Y.: . A. ii. 3 : ii s. �" �.` �" �"` n�r saul�' L� S�. a�C' � '"`.�w.ai+'l.`9`iY».�f3n ° -�`�F: !'+ z W 0 to W = CO ik J W O` g LL = a _ ! z � tu o . O N' 0 H I V 111 Z ' O 1•- z P ec: l- t OP, a of Inspection: kc�,c� - MrYitr c - 3 — Address: ` . 5 ` 43? 5 110 ` ' 1'L Date cal e - 1 -- - oo ......1 Special instructions: Date wanted: - -1 _. I - a.m. p.m.) Requester: G 1 a.r, / eriS Phone: INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 lig Approved per applicable codes. COMMENTS: Ok I/ 3 1 0 7' Date: $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: .S :a. ':.' i 7i Corrections required prior to approval. S nt ti's' o vy' v :ar'.t.d c'' u w. re 2 U 0 M . - I LL' w 0 u- a, to �. _ Ca. Z F..! 1- 0 Z � mo o' 01— W z O. t O Z COMMENTS: 0 ArXie 4i e ,6'oL �' .x igvAt c91/7 t( 1R7 - 14. - AC Address: "e ©a6 ea - S - 7 � 4 -7 7 G-00 g 1 / /Lc / Ai :41-i.f.f ecxjf GtJ4 /U4T ' . De-- fG itt 5. oT g4 C b 7�" Tiii P i k r / P G e * " - e 4 0 6 4 ..L( c , , 0C ,4C.(, Nor ,e-b744)'1 fog. I/LCSi cc/78xi T D" " / 1 1 Pro /��� �(, ( ra01ction�`� Date called: /46 Address: Special instructions: Date 7t �ly�� ' ! a.m., p.m. Req `/L f/ C• Phone: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 a Approved per applicable codes. Corrections required prior to approval. , INSPECTION RECO Retain a copy with permit PERMIT NO. (206)431 -3670 A "` 7/ 7 1 00 ❑ $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: 4 . `. 1rr"C' -►M ,. a r^.� ^ T t �L...d�_. 5 �. >w ' g, '^ �r:.+ i.. t: 1- La .:.::.ua..L...u.:.:. -.d��� - :i,..La:N-.::.ci. -.i'•- ' Aii U U 0 , m O` W W J �C� W 0 g Q =d IW ; Z E. O ' w 0 = . o 1:: = w LL o .z U =• 01— z Protect: A.bvu2he ;Type of Inspection: c F I=ra Irn In Address: - � - t 9 ,3 3) G I " PL Date called: Co - '30 -00 Special instructions: ...: , Date wanted: a.m. - 7r 3--oa p,m.✓ RegUester:_ C - - 1P,n Phone: ?C - t-R-- w t 1 (D, Of-4 �5 Approved per 'applicable codes. INSPECTION RECORD - . Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. • (206)431 -3670 i4ctfsr cc Corrections required prior to approval. COMMENTS: E-C iPin �,t/7 ' SaP,'o er G. 0 143- peep i M 10 74/DO $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • is :.• - - a.:.Ya,•,s ... o • ',;c:.:....'w.,a:a..:r'.a«:- ^ • :crsa,.. . ru-+,� •.s.•.1....•.::1 zo• .•. artu :w • .:ti :tin 7N:;ti�d ._.w1L Ai.ItiY'6$a ..t.h. «in• .tv.$■Sof' i Z ft 0 0 0 to W = . co U. to 0 2 g tL ? w I- 0 Z 2 o 0 co o ui F O : ti . l U = 00 z COMMENTS: - A ■■• A • 4:12.maimin............,..4.1......1_. . 1 10 Date calle °ie._ To /Aisvc,e‘trzc i.tss Atec.-/74:74.7/641.-e___ 6C/3 .5UPPOTS $ PeC 6,Vis C g..C..! 1 kiPc- GM a. ReqU ster: ,- ,e A Pro'qt: 1)OVe Type of Ins Address: Date calle Special instructions: 7 5/a54er Dqte wanted: a. ReqU ster: Phone: INSPECTION RECORD Retain a copy with per • INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION co goAfc7 6300 Southcenter Blvd, #100, Tukwila, WA 98188 431-3670 Apprpwd per_appilicable codes. 0 Corrections required prior to approval. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ins r: Dat6 .0 Receipt No: Date: MOM, • ..m.viAlyaor.iotAVO P eec�: U �, ` , �i TV ,hype of Inspection: - I — Y'CL Y't \v-k Address: .t. ?? 5 Ioa P Date called: - (-t Special instructions: Date wanted: r- M a.m.,./. A e rm�) CtO p "' N33 - ( 0 1LI'D INSPECTION NO. a Approved per applicable codes. INSPECTION RECORD -- Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: (Px-rt I et- Ccra L T /�.. S� s ,gE 4r (a fr�f / Sac -ATE c/ C tom. s � Date6 4 4 ) PERMIT NO. (206)431 -3670 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: g S ` *+•: tsnizrl" t "_• -;• .^ ::— `• �+ . r. d..7 �c <.a1..�4:+a::!— .�..i..'�t:au. • viw,:rSALinLt fi,Nbv4 "JN `Nr `Y 4'11 +1u M.Sou. C(� tf`, Hi�7ef.Wr 174.64 44Attitalaii, Z 00 W . W 0 ', g N d : W ' Z Z ▪ 0 D • o C.) y O I- W W: H — ,,. LL Z. U CO: P. H 0 Z Project: Afe2l)y Ns'= T' T e of Inspection: ramtr<c �I te cal l ( ( 3 _ O 0 Address: 5 / Z D r'/_-. , : 'Special instructions: Date wanted: �,r,`.J a rte} O 0 p.m. Requester: quester ti e er +n IS Phone: ■)fo - x-1 3- (o L INSPECTION RECORD 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 applicable codes. Corrections r equired prior to approval. COMMENTS: l'U e pga tf, DD cAA ioLc7704 Fo - rac SoL7 Pie.. 5t. d 0 by -narc. 'D5.( S P (/.) 1114 £C.EA €r4-1LCCe F kC (AC -- Pte) -5 t,t)4C, SET'' 77 11 7 ro 12,E k ..2. , . . Is e AccE -0 (.A IV "1 . � 1 ,Lt l E. - 6O I cit, - 7 � 44 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: VA • Date: '.Y�e3�i'u ..[cJ�.a'�.: iii'.`, rw. :lCliv:r"' * •t1`w�Yiir.�.'S�i�'d fe w 0 U 0 • 0 W= w 0 ga co d I- W Z � Z 0 1— 0 0 — CI w Z I- H ' u. O Iii 2 !. 0 0 2 COMMENTS: 410 kk DE TA rc f--, t 697tr,e-crexT Pro, ._ Type es ec"ion: 6.-- Addr ss: Date called: 54 5 - 5 120 Pl., Special instructions: Date wanted: a.m. P.m. Requester: Phone: • / INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERM! 0. (.' (206)431-3670 Approved per applicable codes. orrections required prio(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: ) S 41,646,10A),. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERM! 0. (.' (206)431-3670 Approved per applicable codes. orrections required prio(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: ) S 41,646,10A),. Pr•I c ( et • Y Y1 Ty e of In pec • • :Nl l �.t /L/G7 :.— .:."..,: —`=-• I e � ... \20 ,-5t Date c�lted' � Special instructions: • " Date w n` ted: C m.) � — CC) p.m. Req er: lines. ' O 265 - ( --150 1 4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO: (206)431 -3670 Corrections required prior to approval. OWL. X.(4 -moicb A-47(1C 5 re %Ai /r o- s. t b '.� 0 ibi s COMMENTS: /'�► l 7°).i rS v S ripao eiva,c cb $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: v,.k,... - ' - :s.1..1 re w 0 ', CO W • u. W I i D a ! z uj O h- W ui O. . O 1- z SUPPLIMENTAL STRUCTURAL CALCULATIONS INTERGATE EAST BUILDING 4 REMODEL REID MIDDLETON ABOVENET TI EXPi §6.t R June 30, 2000 ENW Project No. 00049000 Engineers Northwest 6869 Woodlawn AVE. NE Seattle, Washington 98115 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS CITY OF UKWILA ' I ... 0 _ PERMIT CENTER ZDC0--13.3 z ' Lu UO w J W0 g J' IL N D. = I - W _4 1- O Z I— U �. oI— W W �; O . Zj W 0 I z �� R,wG N E E R$ ' N ORT W� �.� � ...�:.�. � . ;.1.y ..� } ti ° =..' � �.� i. s. 4,rt 4, ,.•,..., + _�� _ •: ? -1 +•. i,.+ M1 . — e . , +'.°' ti 1 y.4 7 /, . , f -r„ !.ri�,�t�.. { t • ; e D� .. F,�Y• r - r: Lt j,*( • • :;tS Y. •J� '.•. '. • .T e .\ : :ti '.. y f >t t7.. f t t WOODLAWN AVE. N E. SUI 205 �'SEATTI.E WA 98115 (2061525 7560 66 u: Y ti FAX Ir( 8 v .t a .,, • r',;S ��T t ! I c { rL = . •. .�•� �' 4 r S t • •'e' ?r ` r i t of r + ° ^! a '•r' )� fY �+ $ ►• i .. .r ; +• f � - •'S.i l �1! r1s t „ +� e! t.. i� .•L Y • - A. j :.4.n w .. • • .J cis No. 1 01.9 t1AJos NAME` w Cp � SU JEcT Coo. • ) , A7tO • /00" /0 JiAC JAyj /g x l9. s ' iP C/ZS4-12s) - Pi.kc /oekok I { j I .0 W' J o. o 0 ; cow J W 0 ; CO W uj n o . t.) 0H W W! O li Z = 0 E z v omputer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS **' ‘********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AAA DDDDD 000 SSSSS SSSSS A A D D 0 0 S S S S A A D D O O S S AAAAAAA D D 0 0 SSSSS SSSSS A A D D 0 0 S S ( ttttt mm mm ) A A D D 0 0 S S S S ( t mm m m ) A A DDDDD 000 SSSSS SSSSS ( t m m m) pppppp ccccc • aaaaa. p p c c a a p p C c a p p • c aaaaaa' p p c c a a p p C c a a pppppp ccccc aaaaaa P P Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. '\ J v3tS �.�4i:#�airld..L�CY�J%;es ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 5 SOLID HEAD DIMENSIONS : CONCRETE FACTORS " 'NSITY (pcf ) _PE (ksi) fct (psi) fr (psi) TL 06/09/00 08:27:14 Q.S. in -lb ACI 318 -89 FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED SLABS BEAMS 150.0 150.0 NORMAL WGT NORMAL WGT 4.0 4.0 423.7 423.7 474.3 474.3 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.75 in INNER LAYER AT SLAB BOTTOM = 2.75 in INNER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 5 AT SLAB BOTTOM = # 5 MINIMUM SPACING: IN SLAB = 6.00 in AS INPUT BY ENGINEER COLUMNS 150.0 NORMAL WGT 4.0 423.7 474.3 C4 W ; ui -J g Z p 0 2 ul U 0 ' iO N : 0 H O ; l .. Zi Z ER LENGTH; s Tslab , . .WIDTH ' L1 ••LEFT ` RIGHT (ft) (in) (ft) (ft) 1* 2.0 10.0 10.0 10.0 2 18.0 10.0 10.0 10.0 3 18.0 10.0 10.0 10.0 4 18.0 10.0 10.0 10.0 5* 1.0 10.0 10.0 10.0 S LAB .i:: •• SYSTEM 2' • 2 2 2 * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** PARTIAL LOADINGS ARE NOT SPECIFIED . DESIGN;; 'COLUM •'STRIP'`'''`" STRIP ** (ft) (ft) 20.0 .. .0 20.0 •• 9.0 20.0 9.0 20.0 9.0 20.0 .0 UNIFORM.LOADS." DL"' LIVE (psf ) (psf 5.0'125.0 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 3 I I wog ga � ,. 52 a Ji z �.. tul Ot: Z z 1 2 3 4 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN NUMBER 1 2 3 4 COLUMN ABOVE SLAB C1 `' :: C2 : :'"z4 HGT (in) (in). (ft) . 0 .0 . 0 . 0 .0 .0 .0 .0 .0 .0 . 0 .0 TRANSVERSE BEAM WIDTH DEPTH ECCEN (in) (in) (in) . 0 .0 . 0 .0 .0 .0 .0 .0 .0 .0 .0 • COLUMN BELOW SLAB tl ' C1' C2 (in) (in) (ft) 10.0 18.0 18.0 18.0 DROP PANEL /SOLID HEAD LEFT RIGHT WIDTH THICK (ft) (ft) (ft) (in) * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. .0 2.0 2.0 2.0 . 0 30.0 . 0 30.0 . 0 30.0 . 0 30.0 .0 2.0 2.0 1.0 EXTEND DEPTH (in) (in) . . 0 . 0 .0 .0 :•.0 .0 . 0 . 0 .0 .0 4.0 8.0 4.0 8.0 4.0 .0 COLUMN f MIDDLE I STRIP *.'• STRIP* f; ` • (ft) . (ft) 9.0 9.0 9.0 9.0 SUPPORT FIXITY* 50% 50% 50% 50% V O 0 0 J W � w 0, _ ` = 0' i- w :: Hi UJ v 0 = v Z ui H = 0 ~ z OUTPUT DATA PATTERN LOADINGS:: 1 THRU "4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities * *DROP NOT SPECIFIED AT COLUMN 1 ?ECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 1—JP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ; �'•`EC IFIED DROP DEPTH AT COLUMN 3 GREATER iliAN 1 /4TH THE SUPPORT -DROP EDGE Lt;.;ANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNOR D FOR REINFORCEMENT. CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN. 3 GREATER THAN 1 /4TH. THE SUPPORT -DROP EDGE ;E, EXCESS DEPT ON;,SPAN 4:..SIDE IGNORED FOR REINFORCEMENT-,CALCULATIONS \w 4 ....T t1•tn4�1� -.�V%Y I W i �.�+ . o ` #. rt '^`h7,' •'` i ..Y`c•r1Ly :+�C�l ., �, y ..1 .+:r tt .c� °• � 4 o {{ u Y o� :3:J' i�.p 3 k ti' ,' Y t' a ,, � f' ? � r S �t y � i °� M , .1 i�Ni iti �T� ✓l+� Ir Y.S� ' y� ./ �4y y �. rs `�:r ..err .i�L i < i +..:.., •1F:;t.� Y. i9. i..L!�.d L�I�A,y'S�. +]"R't . .}4•.4 . - b 7.7`f', y Vlaf t I 0 z w .v 0` 0 Ni •0 Hi Z I - U F IL 0 + . z U N H � O z 06 -19 - • ** ADOSS (tm) 6.01. _.Prok..:ietary .Software of PORTLAND .,r24ENT ASSN: Page 3:38:28 PM Licensed toi `,f'11, -.s r f ' .• n r . `- A . J i �f i ce , 3r ; ry S f �ya • � }t p • T3 x rf ' . .f r t ; � i ..•..n ti. � .�>• L ly�r� wr s � • ' < T J�! r r SERVICE: LOAD TABLEiFOR .��INPUT ;T0 :PCACOL SLENDER , COLUMN DESIGN.473 . > *************** ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *'.44:4 • ` �� , iS _ , j �`� . tiC .�+ 3 J r . r t i e- A • , {r •.'r.• COLUMN NUMBER; 1 : ` �, `lilCIAI:. LOAD ` <NY , MOMENT ' AT• : lit • 5n • ° .7; g'. t.: (kipii r'`3 = • TOP :''(ft k) -. • Bar (ft - - , . LOAD CASE 1 DEAD LIVE LATL LOAD CASE 2 DEAD 23.7 LIVE 2.1 LATL .0 -4.7 -4.3 •0 -4.7 1.7 .0 . o .0 . 0 LOAD CASE 3 DEAD 23.7 -4.7 . LIVE 15.1 -5.1 .0 LATL .0 . . LOAD CASE 4 DEAD 23.7 -4.7 . LIVE 23.0 -4.5 .0 LATL .0 . . COLUMN NUMBER 2 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft -k) BOT (ft -k) LOAD CASE.1 DEAD 52.6 2.3 .0 LIVE 41.5 .5 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 52.6 2.3 .0 LIVE 18.5 - 3.2 . LATL .0 .0 . LOAD CASE 3 DEAD 52.6 2.3 . LIVE 18.6 4.8 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 52.6 2.3 .0 LIVE 49.5 2.2 . LATL .0 .0 . rm. Or W Os �_ ; d _', Z O .: Z F V Ca 0 =c D H W W , Z'• U NL .06-19-** ADOSS (tm) 6.01;. Prc,, ietary; Software of • PORTLAND .,EMENT .ASSN. , P : s: .7 8:28 PM Licensed to }° ' �� •. .. a f7 it , '0.'411- -'F i c- r. � ° yM� +� � {r r s � t• /;.} at xz 3- t -1, s Z}�,,p4 �''�4 �] . �lr x : • '1 ` .D S 't r 4 r r`+ i •^ �� 4:1' J• . SERVICE TABL LOAD f .� cam!SSA '! r.l_ Ir r c••.).: =•:,1. - •; E 3 G. z +•3�tti 3r ° .' E _ FO :'INPD F PCACO . 'SLENDER i.COLUMN - DES IGN < s�; , w? � '•' * * * * * * * * * * * * * * * *' * * * * *R **** dr******* * * * * * * * * * * * * * * * * * * * * * *:+k r� '4 ;,».4 • - y y • .. ) �.' Q v y •.t:.• A:i. 7. .. •:S . . t. 1. s :( .Vi r • ! %f l id �. �j' `�,� • ,A r:v .. 4 "' jy:' . , y: •'' ;•• i3. • 1 S. r '' .a N. t + L ' Y �,..r- •,, ..J LUMN NUMBER ::1',3 � � ''e ' A XI AL " LOA D ; 4 M OMEN T AT } �u MOMENT AT ° a °o 3s� Y 1 .1 • ' KY,ti1.1 yw. <.‘1-..- . . (kips) �r '` '. •'TOP. %° (ft k) * BOT �-.(ft -k) �r ,: `:. ` ` ;�- :; ` 1 LOAD CASE 1 DEAD';77„. 53.1 +' -2.3 . . 0 41.5 - .5 . 0 LATL` . ._. ;;: >`'.0'4 `t= 1 .0 .0 ;r.:.', LOAD CASE 2 DEAD LIVE LATL LOAD CASE 3 DEAD LIVE LATL LOAD CASE 4 DEAD LIVE LATL COLUMN NUMBER 4 LOAD CASE 1 DEAD 20.8 5.0 .0 LIVE 16.3 4.5 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 20.8 5.0 .0 LIVE .0 -1.5 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 20.8 5.0 .0 LIVE 15.1 5.1 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 20.8 5.0 .0 LIVE 20.2 4.8 .0 LATL .0 .0 .0 NOTE: Add dead, live and lateral axial loads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. W B; co 0 w uw -I 53.1 -2.3 .0 co u. • 18.6 -4.8 .0 w 0 . 0 .0 .0 2 u-< . 53.1 -2.3 .0 = a ` 49.9 -2.2 .0 i W , . 0 .0 .o Z? • F-O W I- AXIAL LOAD MOMENT AT MOMENT AT 2 (kips) TOP (ft -k) BOT (ft -k) V N ,O 1. 0 H, = V'. 2i w fit Z 53.1 18.8 . 0 -2.3 3.1 .0 .0 .0 .0 06 -19 = ** ADOSS (tm) 6.01 Prol...ietary Software of PORTLAND ..4MENT ASSN. Page ** ,:38 :28 PM Licensed to: t h ;..„...;-,..,tes...,.,,,..,;„4,::::.,.{K �; ��r� ;" 4 ) :.. t .> d" ; t. :'''' ' Y�.el ir it � HEA{R y i � f ' q r r J 3 � *#�k** .4.i 4;w _ y *1k t . t t ** ** . n.y t 1 l •:1 trJ`. S i �3. .. t . .. a 'r: s; � l i i • OTE-Allowable . shear stress inV slabs? 4252.96' psi when � : • L ^ • of col. dim.' ( long %sho=t)' `i 's` less" than. 2.0: r - -Wide beam shear (see "CODE ")`is, not computed,• check manually.. DIRECT SHEAR WITH T COL. ALLOW. PATT NO. STRESS NO. (psi) 1E 2I 3I 4E --After the column numbers, C . Corner, E = Exterior, I = Interior:. ,. 252.96 252.96 252.96 252.96 AROUND REACTION SHEAR PATT STRESS NO. (kips) (psi) 4 69.8 190.25 4 154.7 114.28 4 156.1 115.31 4 62.2 169.57 - - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) 1 Not applicable, 2I 209.46 4 3I 209.46 4 4 Not applicable, RANSFER OF MOMENT COLUMN REACTION (kips) 4 69.8 4 154.7 4 156.1 4 62.2 -8.9 -6.9 7.1 5.2 drop dimensions not 147.5 108.31 148.9 109.33 drop dimensions not UNBAL. SHEAR MOMENT TRANSFR (ft -k) (ft -k) -3.6 202.52 -2.8 116.14 2.8 117.21 2.1 176.81 specified. specified. SHEAR STRESS (psi) .t' 06 -19- ** ADOSS (tm) 6.01, . Pre_ ietary Software of. PORTLAND. ASSN. Page ,,3:38:28 PM Licensedto - ,'• j N 4 3 i. 17 V 1 :Y{l �`„ �\ A 3 L- Yl 1 �y _A �I . ti t3 �.9�n� vh x�r .����F T �y $ :. `•<"J • . i.:• i i ♦ � i it,rt r`:t l� G A' I•.V: E; * -: E ^ 'I N:R:O'R�: 4 .- i ♦.' s. > > l: < . ! , uo t� s. .:C t t • �'t� lil i . 1Tr r �1~ < 4 � �� h Y tZ t r ti� _r . a COLUMN * PATT *LOCATION::* TOTAL * ICOLUMN *:MID STRIPx�' NUMBER *'' NO. *€COI,: FACE* DESIGN::. 1;•, A t. REA DTH I * Y 7 , : - AREA•c�: WIDTH * (ft -k) *- .:(sq.ib) . ='(ft) • _ * :.(aq.in)`:� (ft) 4 ** - 4 4 4 4 Positive reinforcement required, co P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN *PATT *LOCATION * NUMBER* NO. *FROM LEFT* (ft) * 2 3 2 4 3 ** L.II' -10.7 II R 236.9 :'.. L II -241.1 II R 2.7 7.6 8.6 11.3 y � * * * * * * * * * * * * * * * *** * * * * * * * * * * * ** 4yv 1l 1 TOTAL DESIGN (ft -k) 175.0 84.9 178.4 •:fl1.r F• \ ✓. • . 1.94 9.0 5.83 9.0 ;: Nor 9.0 9.0 1.94 * COLUMN STRIP * AREA WIDTH * (sq.in) (ft) 3.34 1.94 � H 1 9.0 9.0 9.0 ** - Negative reinforcement required 2.38 11.0 8 11.0 2.38 11.0 manually. * MIDDLE STRIP * AREA WIDTH * (sq.in) (ft) 2.38 2.38 compute manually.- 1 1.0 11.0 11.0 fI Y e 0.3101.):: sp tire 9 . 06 -19 - ** ADOSS(tm) 6.01:, Prc, Software of PORTLAND .,EMENT ASSN. Page 10, 3:38:28 PM Licensed to: • ;: � ,�� J � { r + J6 t,t• ,.� ALT C� T'a !� � v �r y lr �'. 7-F �•t•tC �? iw1 i � r.J1} ,�,, t � ^ t , . } j •�.. - }' i - < n4' , ^ :ti ji!E , U� x 1 'c� �,IY t ; ` � } ` �(* ! * * * *tk n k�r,k*** *y r ** *4r * *tk ��i2 r Y : T�r�4i I� . `a`l f�, idt' .+. • .ti... + f J ' ' r - • �f y tf. :t r. - ," , � r7. ao 1'J 2: ,"t',3 l � OTE- -The a .; ,...,. ..: :.. _,- .,:..<. • . ,- : .:. schedule given below is 'a guide rfor` proper reinforcemnt lacementand,ii based On' . reasonableengineering P ' .:. Unusual boundary and /or loading;' conditions may require:: ti modification of this scheduler - - ; NEGATIVE GAT R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • ** - Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** - Negative reinforcement required, design manually. * COLUMN STRIP *MIDDLE STRIP * LONG BARS * SHORT BARS * LONG BARS COLUMN * - BAR - LENGTH- * - BAR - LENGTH- *- BAR- LENGTH- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT ' RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 1 ** 4 # 5 2.00 5.67 3 # 5 2.00 4.00 8 # 5 2.00 4.33 2 7 # 6 7.57 7.57 7 # 6 4.42 4.42 8 # 5 7.34 7.34 3 7 # 6 7.57 7.57 7 # 6 4.42 4.42 8 # 5 7.34 7.34 4 ** 4 # 5 5.67 1.00 3 # 5 4.00 1.00 8 # 5 4.33 1.00 * C O L U M N S T R I P * M I D D L E STRIP * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - -- -BAR - - -- * - -- -BAR - - -- * - -- -BAR - - -- * - -- -BAR - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) 2 6 # 5 17.59 5 # 5 15.59 4 # 5 18.09 4 # 5 15.14 3 ** 4 # 5 17.50 3 # 5 13.50 4 # 5 18.50 4 # 5 12.60 4 6 # 5 17.59 5 # 5 15.59 4 # 5 18.09 4 # 5 15.14 mo w!. V U 0 co G to W N LL 0 g J; u IZ- ucy Z1 2 p 0N , o Z V LL 0 kJ Z , co 0 z 06 -19 - ** ADOSS (tm) 6.01 , .Pr ^ 'ietary Software of. PORTLAND' WENT ASSN.. Page ' 3:38:28. PM Licensed t f .. ,`z? Yx _: I >_ • .. �� .ua.f 3. • _ .... x�, i�, w 'tr y Y �� t •.i � . ft.'i 4 • D D :I T I O N A L {r� r I N F O R M:A T I',� N4 ^� A T �S U Po P: 0 R T: S �; k * ** r * * **** * * * **** * *4,* * *** * *** *fir "tk *4k * *4:44* *fi *4* * *i 4r * * **.i44r�r *t*i- f' mo *,-4 r":a.; , }ti t % 4^ j; i., e4 . i;,iS . . ' :,14 i 4 a.1 f 4 a •f +i .a rr " C 11ti i `. { • `( 6, V. • t1 i ` + r•J � r,, i:',11, -,4 f .;4t-2:4- y.-.40 i 4 J 4 S INF.' SUM ARY *' ADD'L R/F REQ! D DUE ^ TO,.UNBALANCEDa(U.) MOMENT; TR NSFER�� - - ...t ' 1: '.�1 .1•. ice; J•_ - .. ' .. .. .. .. ... .. .. , 4.,y i •' .i , , NUMBER * W/O U. MOMENT.,* MAX.U. *GAMt+1A* FLEXORAL'• *PATT* .CRITICAL SECTION'.a;` � • • • * REQ'D - PROV•D* MOMENT * -f * TRANSFER *NO. * . -AREA - * ( sq.in) (sq.in) * (ft -k) * - * (ft-k)-*. * (ft) ( sq.in) h 1 4.32 2 8.20 3 8.32 4 4.32 }a • * REINF. SUMMARY SPAN NUMBER* AT MIDSPAN * REQ'D. - PROV'D. * * ( sq.in) ( sq.in) * 2 3 4 4.65 15.3 .60 8.64 -11.3 .60 8.64 11.4 .60 4.65 -15.7 .60 5.72 4.32 5.79 5.89 4.65 5.89 9.2 -6.8 6.9 -9.4 - .3 3.8 3 3.8 3 3.8 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. ADDITIONAL INFORMATION F O R I N - S PAN CONDITIONS ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL FACTORED SPAN STATIC DESIGN MOMENT (W /O PARTIAL LOADS) (ft -k) 274.1 274.1 274.1 3 3.8 •.28 0 # .21 0 # 6 . 21 0 # 6 . 29 0 # 5 06 -19 - ** ADOSS (tm) 6.01,,,; Proi._ Software Software 3:38 :28 P M Licensed. tot • 1 20000. 2 20000. 3 20000. 4 20000. 5 20000. CONCRETE FORMWORK CONCRETE FORMWORK T S I ; .•f N • • i ; ,; • ,l� . r • >.%`.1'. �� 151! 4 �.�1f• • _ -� 1't K yh�l Y t�'� ESsbe �wm be ine with those; the analysis in the perpendicular direction: Consult:. users manual for method of. combination and limitations. - -Spans 1 and '5 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus of elasticity of concrete, Ec = 3834. ksi * * C O L U M N S T R I P * M I D D L E S T R I P * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD * NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * * (in ^4) * (in) * (in) * (in) * (in) * (in) * (in) * TOTAL QUANTITIES -.013 .047 .013 .048 -.007 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** REINFORCEMENT (IN THE (NEGATIVE) .... 941. lbs (POSITIVE) .... 905. lbs SUMMARY OF QUANTITIES REINFORCEMENT ** .... -.013 .050 .021 .052 -.007 -.026 .097 .034 .100 -.014 36.0 cu.yd 1161. sq.ft DIRECTION OF ANALYSIS) .85 1.02 1.62 * *(IN THE DIRECTION OF ANALYSIS) cu.ft /sq.ft sq.ft/sq.ft lbs / sq.ft -.013 .029 -.002 .030 -.007 * Program completed as \ zequested * -.013 . 029 . 001 . 030 -.007 -.026 .057 -.001 .060 -.014 06 -19= ** ADOSS(tm) 6.01 :.Proprietary PORTLAND r N. Pro�,rie ary Software of PO D ENT ASS Page: . 1:13:41 PM Licensed to: CO o L( 7'A,1.0 . • :pppppp ccccc. p p c c p p c c p p c p p c c p p c c pppppp ccccc P P aaaaa a a a aaaaaa a a a a aaaaaa AAA DDDDD 000 SSSSS SSSSS A A D D 0 0 S S S S A A D D O 0 S S AAAAAAA D D 0 0 SSSSS SSSSS A A D D 0 0 S S ( ttttt mm mm ) A A D D 0 0 S S S S ( t m m m m ) A A DDDDD 000 SSSSS SSSSS ( t m m m) ****.********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. U V co J �! w w g � Q ' N om' = d H= ;w w 3 '111 Z; CS 0 06- 1'9 - ** ADOSS (tm) 6.01A. Pi rietary Software of PORTLANL .EMENT ASSN. 3:13:41 PM Licensed to-} • FILE,NAM .. . CT ID. ID. ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 8 CONCRETE FACTORS 7NSITY (pcf ) .PE f'c (ksi) fct (psi) fr (psi) ; CsNTCM'tABVNETL2. SOLID HEAD DIMENSIONS : ABOVE NET LONGITUDINAL STRIP. U.S. in -lb ACI 318 -89 FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED SLABS 150.0 NORMAL WGT 4.0 423.7 474.3 AS INPUT BY ENGINEER BEAMS COLUMNS 150.0 150.0 NORMAL WGT NORMAL WGT 4.0 4.0 423.7 423.7 474.3 474.3 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.25 in OUTER LAYER AT SLAB BOTTOM = 2.25 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 5 AT SLAB BOTTOM = # 5 MINIMUM SPACING: IN SLAB = 6.00 in • Page.. 2....; .. LENGTH Tslab WIDTH L2 * * *. ER Li •LEFT RIGHT (ft) (in) (ft) (ft) SLAB • SYSTEM 1* 1.0 10.0 9.0 9.0 2 2 19.5 10.0 9.0 9.0 2 3 19.5 10.0 9.0 9.0 2 4 19.5 10.0 9.0 9.0 2 5 19.5 10.0 9.0 9.0 2 6 19.5 10.0 9.0 9.0 2 7 19.5. 10.0 9.0 9.0 2 8* 1.0 10.0 9.0 9.0 2 * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADINGS ARE NOT SPECIFIED PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** DESIGN COLUMN STRIP STRIP ** (ft) (ft) 18.0 .0 18.0 9.0 18.0 9.0 18.0 9.0 18.0 9.0 18.0 9.0 18.0 9.0 18.0 .0 UNIFORM ; LOADS S. DL (psf ) (psf. ) 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 5.0 125.0 COLUMN NUMBER 1 . 2 . 4'' 3 4 5 6 7 1 2 3 4 5 6 7 COLUMN ABOVE , SLAB: . Cl . <. C2 HGT (in) (in) (ft) .0 .0 .0 24.0 210.0 30.0 .0 .0 .0 18.0 .0 30.0 .0 r .0 .0 18.0 . .0 30.0 .0 .0 .0 18.0 .0 30.0 .0 .0 .0 18.0 .0 30.0 .0 .0 .0 18.0 .0 30.0 .0 .0 .0 24.0 210.0 30.0 TRANSVERSE BEAM WIDTH DEPTH ECCEN (in) (in) (in) .0 .0 .0 .0 .0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 .0 . 0 .0 .0 . 0 .0 .0 :COLUMN BELOW;SLAB C1' ' : C2 HGT (in) (in) (ft) 1.0 2.0 2.0 2.0 2.0 2.0 1.0 3.3 2.0 2.0 2.0 2.0 2.0 1.0 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. EXTEN.. 'DEPTH (in) (in) . 0 . 0 .0 . 0 .0 . 0 . 0 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *-Capital extension distance measured from face of column. . 0 . 0 .0 . 0 . 0 .0 . 0 DROP PANEL /SOLID HEAD LEFT RIGHT WIDTH THICK (ft) (ft) (ft) (in) 6.0 .0 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 6.0 .0 COLUMN; MIDDLE STRIP* STRIP* (ft) .(ft) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 SUPPORT FIXITY* 25% 50% 50% 50% 50% 50% 25% 9.0 9.0 9.0 9.0 9.0 9.0 9.0 2' g• N w 9 w 0 Q ' • co d. _ z � z U 0. N w W; I H I ' Z 06 -19 - ** ADOSS(tm) 6.01 Proprietary Software of . PORTLAND t.r;MENT ASSN. Page x:13:41 PM Licensed to:. LATERALLOAD /OUTPUT.? DATA: ,, ...******************:***i4,4 , - LOADS ARE NOT SPECIFIED : " .::: OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities * *DROP NOT SPECIFIED AT COLUMN 1 ?ECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 al4OP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. *'''CIFIED DROP DEPTH AT COLUMN 3 GREATER ¶` 1 /4TH THE SUPPORT -DROP EDGE !':.11NCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT•COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS. DEPTH ON SPAN .4 SIDE•IGNORED FOR REINFORCEMENT CALCULATIONS ' '• _ ..i 4t" %: * r.r „,E�• a q v � ' •J•.a.J, ,. ? `t i :ntaF�. 1 H x1i t!{� ' * ` r � , err sr�N�;.4 5 .t� •y'H it.. K { +�!i � .+�c.,Sl.'� t6C.htia:r..{'!7k•.. e5 �'. n.��' .<. lt,tr:,x �W ; U G CO w w w O • ¢ ▪ O z • UJ 2 p O - i. 0 I- W W I. LLI z F- z 06 -19= ** ADOSS (tm) 6.01 Prop .ietary Software of PORTLAND t.r. MENT ASSN. Page '3:13:41 PM Licensed to:.. yy r n r � �, , •r r ` , . tr t< r � ?� is r r • j• c5i' •r'? r3. tY_ .ht � ..�.b K.. . .. • •.,:• r ` j>ir � . = r. • SERVICE :LOAD ,TABLE; FOR •INPUT :TO PCACOL R� ' SLENDECOLUMN. DESIGN .. s r ********************************* * * * * * * * * * * * * * * * * * * * ** * * * * * *.4.• • „• UMN NUMBER 1 `�:.. 'AXIAL L AD MOMENT AT : L:: M MENT 1 ` AT • (kips) . TOP (ft -k) .. BOT (ft -k) LOAD CASE 4 COLUMN NUMBER 2 LOAD CASE 4 DEAD LIVE LATL 19.2 19.1 .0 -56.0 -52.4 .0 LOAD CASE 2 . DEAD 19.2 -56.0 LIVE -1.3 17.6 LATL .0 .0 48.6 45.9 .0 .7 . 6 . 0 . 0 .0 .0 .0 .0 .0 LOAD CASE 3 DEAD 19.2 -56.0 .0 LIVE 18.2 -58.0 .0 LATL .0 .0 .0 DEAD 19.2 -56.0 .0 LIVE 22.6 -53.8 .0 LATL .0 .0 .0 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft -k) BOT (ft -k) LOAD CASE 1 DEAD 48.6 .7 .0 LIVE 37.0 -.3 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 48.6 .7 .0 LIVE 20.3 -3.7 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 48.6 .7 .0 LIVE 14.2 4.2 .0 LATL .0 .0 .0 .0 . 0 .0 LOAD CASE iA DEAD 45.8 -.2 .0 LIVE 37.7 .0 LATL .0 .0 •.0 c■ LOAD CASE 2 DEAD 45.8 -.2 LIVE 15.4 4.6 LATL .0 .0 LOAD CASE 3 DEAD 45.8 -.2 LIVE 17.0 -4.7 LATL .0 .0 LOAD CASE 4 DEAD 45.8 -.2 .0 LIVE 43.2 -.2 .0 LATL .0 .0 .0 COLUMN NUMBER 4 . 0 .0 .0 . 0 . 0 .0 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD 46.8 .0 .0 LIVE 37.8 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 46.8 .0 .0 LIVE 16.6 -4.8 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 46.8 .0 .0 LIVE 16.6 4.8 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 46.8 .0 .0 LIVE 44.2 .0 .0 LATL .0 .0 .0 J. • LOAD CASE 2 DEAD LIVE LATL COLUMN NUMBER 6 45.8 .2 .0 17.0 4.7 .0 .0 .0 .0 LOAD CASE 3 DEAD 45.8 .2 LIVE 15.4 -4.6 LATL .0 .0 . 0 . 0 .0 LOAD CASE 4 DEAD 45.8 .2 .0 LIVE 43.2 .2 .0 LATL .0 .0 .0 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft -k) BOT (ft -k) LOAD CASE 1 DEAD 48.6 -.7 .0 LIVE 37.0 .3 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 48.6 -.7 .0 LIVE 14.2 -4.2 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 48.6 -.7 .0 LIVE 20.3 3.7 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 48.6 -.7 .0 LIVE 45.9 -.6 .0 LATL .0 .0 .0 06 -19 - ** ADOSS(tm) 6..91.... Proprie i. ry Software of ASSN. Page • 3 13:41 PM . Licensed to: �;k•'�� �� T'' Y *i S •.' e. K t � + S ; ' � Y 4 ' • "St..� ,t M1 . � . . Q14�:'' ,,�+,. ,a„'. iTfia " ;�5� ' + V ` SERVICE :LOAD TABLE f FOIE `INPUT;�TO PCACOL' SLENDERCOLUMN DESIGN ,. AY * * * * tk t ktktktk4444 4444,4 * * *tk *tk * 4i i fir* t it* ** #' * tk * ik . *4 **** *4k a P Ir t f` E�d�'"1 )!; .+t ?F .z. .': r ' 4.1 •- K d:; +; r ��. t ^ • • . 'f , • . , ��:' .COLUMN NUMBER .' 7 " ?wry AXLAL;LOAD.,.'/°14=11. + M�ffNT AT:4 • ,r. (kips)' :---.` ' f TOP? (ft -k)= LATL LOAD CASE 2 DEAD LIVE LATL • LOAD CASE 1 DEAD • 19.2 LIVE 19.1 56.0 > :a- 19.2 56.0 18.2 58.0 .0 .0 LOAD CASE 3 DEAD 19.2 56.0 LIVE -1.3 -17.6 LATL .0 .0 / I\ NOTE: Add dead, live and lateral axial loads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. .0 ':0 .0 .0 .0 .0 .o .0 LOAD CASE 4 DEAD 19.2 56.0 .0 LIVE 22.6 53.8 .0 LATL .0 .0 .0 U N u! (A w p w 0 w Z „ 0. ILI Ili o ;O Hf w w O ' • zi co 0 Z 06- 19•- ** ADOSS (tm) 6.01 Prc, •ietary Software of PORTLAND :MENT ,3:13:41 PM Licensed l.; •to: ..,._.. >.= • lE 2I 3I 4I 5I 6I 7E , * * * * ** *,∎:** r*r** ,14.4, kfir*** * * * *; • OTE=- AlloWable',ahear` stress: in'. slabs , - : psi when ra :•fie of col. dim /short) is less than 2.0. - -Wide beau • - -After the DIRECT COL. ALLOW. PATT NO. STRESS NO. (psi) 155.39 252.96 252.96 252.96 252.96 252.96 155.39 N : ". f .. <l *, ... ,. r ; i , -: fit• shear (see "CODE ") is not computed, check manually. column numbers, C = Corner, E = Exterior, I = Interior.- SHEAR •WITH T AROUND REACTION SHEAR PATT STRESS NO. (kips) (psi) 4 54.9 4 143.5 4 135.0 4 138.2 4 135.0 4 143.5 4 54.9 30.69 123.08 115.84 118.55 115.84 123.08 30.69 R A N S F E R O F MOMENT COLUMN REACTION (kips) 4 54.9 4 143.5 4 135.0 4 138.2 4 135.0 4 143.5 4 54.9 UNBAL. MOMENT (ft -k) 99.0 -2.0 .6 .0 -.6 2.0 -99.0 - - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) 1 Not applicable, drop dimensions not specified. 2I 214.39 4 136.2 92.69 3I 214.39 4 127.7 86.95 4I 214.39 4 130.9 89.10 5I 214.39 4 127.7 86.95 6I 214.39 4 136.2 92.69 7 Not applicable, drop dimensions not specified. SHEAR SHEAR TRANSFR STRESS (ft -k) (psi) 19.1 38.66 -.8 123.76 .2 116.03 .0 118.55 -.2 116.03 .8 123.76 -19.1 38.66 v-2 l ya a, „ z .• t J t 1� s ° a+ ti �C �� tYri G r ,� r{ n . �a • �! Z ,r' s r 4ti t r ;' a, ,a` •� yr ( re'x7 aS 1.� �r^'+t �{.7,Lr '�Te rate r L r'�j t ' l * i ti i �t; S r A ' v 1 ^ f ll 'try ) t " f r a �t Si r •. ■ .� 7. �J.�i �'tt •� 'rY`t - iYc:j . fat: . tj • L .. L�•1�-'�iy�4� "`�". X• aL�S tb � ' * * 6 ( "' 41 PM • Licensed 1 t • t ; �Z -, .. � r .._� ..•.. ` : f f7 }� N:'.. a F '1 • N E:'G• COLUMN *PATT *LOCATION * TOTAL' *: COLUMN STRIP * MIDDLE STRIP,}:: 'NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft - k) * (sq.in) (ft) * (sq.in) 1 3 2 4 3 1 L 4 4 5 1 6 4 L 7 2 L ioprietarSoftware of PORTLAND CEMENT ASSN: P y 1] `k�_`.� %..•!. ^� n,r k,, - 3 7+�"y5� �. r t �. ` :�Y.j�•1�", I.NF•ORC'EMEN , ** * 4********** ** * * * * * * * * * * * * * * * * * * * * * * * * * *,i, �� K,- •..,.: ,,_. .;_. • Y 3 ;���: ,. • '�' ,ti...' ?'•::' r. • •ni��` .•.t %. ..i. • r, �.�f y r ^ ..• ti ..b _ c SPAN *PATT *LOCATION * NUMBER* N0. *FROM LEFT* (ft) * 5 6 ** 2 3 10.2 3 ** 2 10.2 4 3 9.3 2 10.2 3 9.3 7 2 9.3 • T 1 VE R 120.9 R 222.0 -197.8 R 205.1 R 197.8 -222.0 -120.9 TOTAL DESIGN (ft -k) 1.94 5.04 4.46 4.64 4.46 P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * COLUMN STRIP * AREA WIDTH * (sq.in) (ft) 121.4 2.14 9.0 1.94 9.0 115.2 2.03 9.0 1.94 9.0 123.7 2.1: 9.0 1.94 9.0 123.7 .1: 9.0 1.94 9.0 115.2 2.03 •.0 1.94 9.0 121.4 2.14 :.0 1.94 9.0 ** - Negative reinforcement requir::, compute manually. 9.0 9.0 9.0 9.0 9.0 9.0 9.0 1.94 1.94 1.94 1.94 1.94 9.0 9.0 1.•4 9.0 9.0 9.0 9.0 * MIDDLE * AREA * (sq.in) STRIP WIDTH (ft) 2,;f S � ? re 0 _ 1 2,073= c •, 0.12 se /IL Tyr q, = 0.23 " 6-0(•( 1 _7-.97i Aon 2.97 = 9.sP s � • l /0 04-X12.1 w• 2 r VO co ° co N w o -t u_Q` • jE w. ziE H0 Z H. uf J ° F- w co 0 , 06 -19 - ** ADOSS(tm) 6.01._ Proprietary Software of PORTLAND CEMENT ASSN. Page. 12: 3:13:41 PM Licensed to: - r'rr �� i ,: , , «E .IS t G' N�� �� R E S' :U yD L :T S;4 • :101 * * * * *** *** * * * ** * * * * * *s k it L 11;!zi i r J k ;1 . 0 OTE- -The schedule" givenYbelowr :is a''guide. for proper' ieinforce t ent y placement and based on reasonable engineering judgement....... Unusual boundary:and /or loading conditions may require ?:'- modification of this schedule: * C O L U M N S T R I P M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN * - BAR - LENGTH -* - BAR - LENGTH -* - BAR- LENGTH- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) • * C O L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS * SHORT BARS SPAN * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- * - - -- B A R - - -- NUMBER * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) * (ft) ** N E G T I V E Al R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 4 # 5 1.00 6.35 3 # 5 1.00 4.57 7 # 5 1.00 5.01 2 6 # 6 7.97 6.12 6 # 6 4.56 4.30 7 # 5 7.96 6.01 3 8 # 5 6.12 9.92 7 # 5 4.30 5.53 7 # 5 6.01 9.91 4 8 # 5 9.92 9.92 7 # 5 5.53 5.53 7 # 5 9.91 9.91 5 8 # 5 9.92 6.12 7 # 5 5.53 4.30 7 # 5 9.91 6.01 6 6 # 6 6.12 7.97 6 # 6 4.30 4.56 7 # 5 6.01 7.96 7 4 # 5 6.35 1.00 3 # 5 4.57 1.00 7 # 5 5.01 1.00 P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 2 4 # 5 18.75 3 # 5 16.56 4 # 5 19.25 3 # 5 16.08 3 ** 4 # 5 19.00 3 # 5 14.63 4 # 5 20.00 3 # 5 13.65 4 4 # 5 19.00 3 # 5 14.63 4 # 5 20.00 3 # 5 13.65 5 4 # 5 19.00 3 # 5 14.63 4 # 5 20.00 3 # 5 13.65 6 ** 4 # 5 19.00 3 # 5 14.63 4 # 5 20.00 3 # 5 13.65 7 4 # 5 18.75 3 # 5 16.56 4 # 5 19.25 3 # 5 16.08 - Negative reinforcement required, design manually. 06 -19t ** ADOSS(tm) 6.01. Pror..ietary Software of PORTLAND - MENT ASSN. Page 13 • . 3:13 :41 • PM Licen T .�. J V r .. ., , • wt Y �Y. _.•'.: f . M ... t j � y ��, i• V ( f.i •ti G" :� 7' L� t� �^ i 'JI l� ry � Y I 1 M // y ' ..(' 2 - � 1 t o 3M Y f. •�:} t ; „ t y .. t t 1 r3 �Y. a•!�•.r4 ` M + c, ��.Y "N 'S ♦ - 9 _Y, 02v 14P `yW1 "1N J r . 4 k , �.. :-/l ••... ^ • �31r�.:�l � r \{ i �. ; l A i.,;`, 5'n l. .fi /'ma y(:. ' fir •�fyt ^t: tW1. ll1 . if«. .1 i'iF•' ?� '�'r icy r \ ; `f t�_ i♦ r:� .� x _.it- T R,y♦.t � ,i:` �+ = �4 A ' D D I T .II vf.,ir a i KM :r r }, �. :j ' f' A ' D •en i'c t'Ji 17+1' .. S..i O N'•A IX I N °'F :k0..fR.M T,I,031 A T -S,II P P. w. ti• 1 �) . A • K. t .1 N k4:4 ...'4,-,414,4.1.: wt1IN*.t* *tip' tilt * * ** • * ** * * ** **'tip* * ** *tip *' * * * * * * ** *tip• * **' *tip' ** tip• * *•A** * ***t* *tip•• * ** ' t : *• A'v %•`,...Z .,fs ;x X ..g.oS F� t.: ro a " "i • •'. ? •4 - ..4i�f"k'' �'-a -t o � .� •..!.• :. •:•_: r ; �, : i .• a 'n .®. M•a .s . .iZ 1,Y ,.'-, �r'•2{:.C1:1 :11 '='n_• *. 4.y 7,*.e!v:T�'"i.',- t, , - '? Js_ t P • ••'410 .1 17+- - -,"--v r� t- t ` r,. Yea -:•:..; �l,7;•.Y f.; •e: t ' ••. • :, :tiu ..l d•a ^ 4. : 0` ' .' • LU2 * REINF. SIIMMARY * .` ADD ° L.' R/F; REQ' D: DUE =; TO' UNBALANCED r (U. )'. MOMENT: TRANS FERrIVi NUMBER * W/O U. MOMENT * MAX.U.' *GAMMA* FLEXURAL . *PATT* CRITICAL SECTI6L4 * REQ'D - PROM* MOMENT * -f ` • * TRANSFER *NO. * SLABW *(sq.in) (sq.in) * (ft -k) *'t 1 2 3 4 5 6 7 • * 3.89 4.34 176.9. .81 142.7 6.99 7.45 -8.1 .. .60 -4.9 6.41 6.82 8.3 .60 5.0 6.58 6.82 8.2 .60 4.9 6.41 6.82 -8.3 .60 -5.0 6.99 7.45 8.1 .60 4.9 3.89 4.34 -176.9 .81 -142.7 • 3 20.0 4.17 0 # 5 . .;:.. 3 3.8 .14 0 # 6 3 3.8 .14 0 # 5 2 3.8 .14 0 # 5 2 3.8 .14 0 # 5 2 3.8 .14 0 # 6 2 20.0 4.17 0 # 5 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. ADDITIONAL INFORMATION F O R IN-SPAN C O N D I T I O N S ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN NUMBER* * * 2 3 4 5 6 7 REINF. SUMMARY AT MIDSPAN REQ'D. - PROV'D. (sq.in) (sq.in) 4.08 3.97 4.12 4.12 3.97 4.08 4.34 4.34 4.34 4.34 4.34 4.34 TOTAL FACTORED SPAN STATIC DESIGN MOMENT (W /O PARTIAL LOADS) (ft -k) 282.4 293.1 293.1 293.1 293.1 282.4 06 - 19- ** ADOSS (tm) 6.01 Proprietary Soft of PORTLAND CEMENT ASSN. Page, • 3:13 : PM Licensed to: _' r y h ti f,:v4.*. "r • 'rj •w 'i l_.T'• •.s i r. fr�.y ':.t•M'W 1 �,!•:t /ar••:�7• 4.:�,�. •. 1r. .f �',r; �a j f r 'L Y1• ;;• ��:k ��'. :+ J J ` l� 'y tr � .f, ~R � " .:' ' wc: } .! . .W p r-• 1,t •,.�, ic. ;��� ..•• t.' + •:;, �+ a �•�<'i•t. i" it + y � ';y : ? • 'f"Vr . i , ' �': tx r. r !�; , y_ S - h. i;!4•t,•,5 ES y 'FHe+. _ •� �.• ;1C ems '`•'';: >•, -. !'�K •.Y.J. t'' sk = !t_ " !, D ,E F,L E ..C:T "' O. " NL - � A,.N�A L:Y:S I S :_� r::... •t:. . '. • * * * * * *1 :4 *aF **tklk ** ** * ;' r c , �• t "r: a <� F } 1 4 r ri rl .♦ S r 4�R • , t u 1 t 7'.� C t`f, CES - The deflections below'must.be c ombined with those of ` the analysis: in the perpendicular direction:"• Consult users manual for method of combination and limitations. * * SPAN NUMBER * * - -Spans 1 and 8 are cantilevers - -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. -- Modulus DEAD LOAD Ieff. (in ^4) 1 18000. 2 18000. 3 18000. 4 18000. 5 18000. 6 18000. 7 18000. 8 18000. TOTAL QUANTITIES CONCRETE of elasticity of concrete, Ec = 3834. ksi C O L U M N S T R I P * M I D D L E S T R I P DEFLECTION DUE TO: * DEFLECTION DUE TO: DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL (in) * (in) * (in) * (in) * (in) * (in) -.003 . 035 .028 .031 . 031 .028 .035 -.003 SUMMARY OF QUANTITIES -.003 . 040 . 036 .037 .037 .036 .040 -.003 -.006 . 075 . 064. . 068 .068 . 064 . 075 -.006 .... 67.6 cu.yd Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FORMWORK .... 2182. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) (NEGATIVE) .... 1836. lbs (POSITIVE) .... 1526. lbs .85 cu. ft /sq. ft 1.02 sq.ft /sq.ft REINFORCEMENT** .... 1.57. lbs,/ sq.ft * *(IN THE DIRECTION OF ANALYSIS) - CONCRETE FORMWORK RE • -.003 .025 .012 .015 . 015 . 012 .025 -.003 -.003 -.006 .029 .054 .016 .028 .018 .033 .018 .033 .016 .028 .029 .054 -.003 -.006 r ..... ., .. ...:a .....--...—....-- —.. .......— --......... 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CD ''. - ' 'A:, 4 •'-' '.'''',' .. . - E .• :.7......Yr■ . -... . . . • • .. :5 vil '36 1 ? in 0 H t - I A Icy-. z H 2 ..... • _ ti. 0 GI I-3 7 %ID ..; CA •••.. I-3 .:•1-•0 C:11Z...• - ..1a) s H i-3 co •:• - 0 ....Z P Di •-a 2,4 6 co t-• -,:cto •• 1-3 14.I I., to 0 :• ' - cn - Cs) -lit ..1 '',. 0 • * ...I.! 1—' 13 ; IV :•., . 4 io 4 . 0 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • • . • • r • . •• . . '. . • • .• • ••••• • s • 'to .;;;;;,: • • . I'L ..• • . . • ... . t s : .4 • i . '4% • • . ! r . • • • . • 7 - • . e . a 0.. • d4;vr 6009 WOODLAWN AVE. 205 SEATTLE,WA .98115 .- (206)525.7560- FAX # (206) 5224698 - 11 :4:k •, • V... • • • • .! • 6.-04. •.. •-• • " -• 4: r ; i ll' • -: 4011 No. 49 . ..* • . • DATE • ,J011 NAME ' I's • • : ,!!!!( ;-!: • A* e'•%. • - ' . •.=thr.4 1 1A 4, ..iii . ..'" . " 'V:Vs.:4!..".iii\-:•.,41.riry..;i,i,;••;.;..4:!.-•;,:f • HEET_____• • ' • OF • • • — :.th ;.!!;?Al,i4;.4401, '4.14) • 4 • 0;4..1:41.1:y1 r.:1; • • "Of • 0111.V ifitk,„c!„ mr ....,...., ...:" i ,., 1 . r - 1.. 1 . L 4 i 1 .. 1 - 1 -1 I, 2,_p • .,.. :: i.. • -, .___. . • . : . 1 . • T . I ,, . . • ..... • • i , . 1 .. „ . . i • ,. . • - .„••• i I i 41 - ‘• tral - : ' Anl- -.. -...---.------- I I i • . '-'••'•:.` ".2.1 , •77.= 777 r""" :2= i I • I i :\ ,•• 1 1 I \ _ _1 _..1 • . . :.: .. I t , I • \ ' 1 r 1 ---, — ,- -, ._: ...._,_ _ I. • --- i I -, . ...._ I_ 1 I .,- - i .. . 1 . .. :. 1 - T . 1 . . . .... . -:- 4 . • -, .1--•— ■ . Vi.. •;1;■; .1.■'.:!; .;.,. . rr • ' CMU CANTILEVERED SCREENWALL WIND & SEISMIC DESIGN (with Slab on Grade lateral suataire • 1007 UDC -See.1020,1032, MOS $2107 (ovedurnIng E; by deed bed, Mellon and wake pmesan) 91111213 DESIGN WADS - ' - • Nan Selkirk = Zane 3, Ca -0.39ass 1.2$ • Ern = 750 • fm In 1125 ml Wind a IN mph Exposure B and tw • 125 ' Es so 20000 Obi n 25.778 94 = 1-W3 Fs- 24 ksi in 15 500 psi Fv= 0.039 id (allowable) apfFlp = 0.333 "Ibl. 16-0 1. 164( Inch= • 0.00 C lop d wall Pit bah= 0.00 Cp bottom of wall Of (Wind) Fpu mac = 4.170elp•Wp is 12 • Wp (32-3) mac plf(Selemic to) Fpu ink 0.7•Calp•Wp = 0.3W Wp (32-3) min. In. Fpu clic.= spiRp•Certp•(1+31m14•Wp (32-2) Pd Fpu clic.= 0.150 •Wp (4 tau 9) Fpu dsn.= 0.315 •Wp (controls) in. Fp dsn.= 0.225 Wp (controb) wading (A.SD.)= Fpuft A Input calk me *Medlars Specid kupeellon 7 (Y or N Wall height (above gado fin FY" Seismic Zone Cd =Ca* Ns k wall sold grouted 7 (Y or N ) Wkid speed Exposure tw Venial bed • iop of wall = Horhontel load top wd Hort:odd loaf • lop dwaN CMU nominal thickness CM0 weight (Wp) = 4 9i Se Reinkrdng sized . WN4 MU d- =4.75* Footing bay ; 1.00 • Footing concrete fc in 3000 Footing thideress .11.25 Footing 'Width" = Friction Coefficient in t.: • • Passive pressure allowable = 226 • Neglect soil top 1.00 .. • includes duration increase Wind Seismic 16.35 psf-- 4 5. Wp 13.05 psi working I As = 0.04 sq.lnAt. •t • • • • e • • 1.14, .. i.,44`.1.1%.*,;`,,, • • •,,', I 4Vione.„0: - • imam...rag • „ wrikiroa•P'A ht. wN Ave, N.E. 15)Z.: • • • t" .1 A* • cr • ',"1"1 . 1,4(7 V.,' ;•'r.• 6880 WOOOLA • • ,;• , -;1).. • • " SEATI Wit 4 • • • • .• • • , .• .•••• . .- • •-•-. Pd Sal (info. ady) Tbl. 113-K TM. 18-0 (for sheer) filPh ft. Pd in. R. • Pot t (for passive) Horizontal load height 81. Co 12343 N. 0.623 kailit. (stem © Slab en Grade) V = 0.131 Mt. Wail tied to Slab an Grade 11 slow.. 1.807 haft (91sx.,11mIt in stem, If mint fl 14" oft) Bury (T.O.F.) Footing Ihiclmoss Footing 'width" 3.671. canned on wall Verdest loads qw Ce•Cq•cp•v P vertical = 0.0 p5 Ce = 0.62 P wail = 522 plf inc. b T.O.F.) Co = 1.4 P soil- 300 plf (above flg.) cis- 16.4 P Itg. = 516 Of qw = 16.35 poi Sum P = 1338 di B.O.F. M = 0.523 Mitt ✓ 0.131 Mt. SEISMIC Mu 10.08 • Wp+fpuh II (stem @ slab on grade) Mu = 0.585 k-ftift. (stem fp slab on grade) AI= 0.418 k-ft.ft=biu/1 A (stem G ebb on grade) V- 0.104 Mt. NOTE:- For Ise 327 foot wide footing input above:- 1.) The F.S. against overturning k cis O.K. FS?. 1.5 2.) The max. soli bearing "qs" k 11122 Pat 3.) Landis rift. In contact vd soil k 0,21117.-KT ft. 4.) PrrrMe transverse B.O.F. reinforcing As • 0.04eq. In./ ft. 6.) Fooling sheer checks O.K. wlo shear rekdorcing nee 04(448 in. ok at wall centerline i LIJ 0 u) 0 CO W WI u j 0 u. • I' a Z I-- 0 Z uj • 0 0 E 1- 111 Li j • C) b. ..z eu (..) - 0 1- z Project fume CMU CANTILEVERED SCREENWALL WIND & SEISMIC DESIGN MIDI Slab on Grade lateral support) 1097 UDC -See. 1820.1132, 2106 & 2107 : (overtuming melded by deed toed Ideas and pasha pram) ::. -c r.; w: _ w- ' '. DESIGN LOWS . .. SsMnde = Zane L Oak and 1p • 126 Wind • 10 mph Exposum D and Iw w 126 Input alk areshedsd thus • SpsdW hrepedlon? (Y all ) Wd hdOM (above grade • ton Fy • Seiernic Zara • IP = ar •a•Ns • Is wail solid graded (YarN) Wind speed • Exposure. Va lical bed M trop rival • Hatzor1d bad C trap dwatM - t• cetaorrtal bed ®10pdwd • CMU nominal thidmess • CMU wdght (Wp) - Reinforcing sloe 0= CMUd• Footing bury (T.O.F. Fading concrete fc • Fooling thickness • Footing 'Width" • • Friction Coefficient f • • Passive pressure allowable • 226 Neglect soli lop • 1.00 • includes duration increase Wind Seismic 16.35 psf7 )225 • Wp =13.05 1 l e As • 0.06 sq.inJt. •1 M- M O^ rirsallve r mss' Wittl 003 mit *61:16 P sktil , +w & 0 sACr :m,10 LA 68 ( r.4.76 F:A• 1.00 '• •- 1126 height • 13 R. z 1800 WOOOtAWN AVE N.E. (SUITE 205)1.:k«: " SEATTLE. WA. 08115 in t lii • i. "lr.. �� �i 3 • R. �� Qnfo. may) MI. 16 K Tbl.16-0 (for sheer) mph TM. 164( pif plf (Wind) PM(Se smb $u) in. Psf (4 t ru 9)gnly in. Psi in. ft. Pd IL (fix passive) psf working Horizontal load Footing *width" 3.671 centered on wail hxhK • tlldly• Fpu mace • Fpu min. • Fpu talc.= Fpu talc,• Fpu dsn = Fp dsn.• Wall tied to Slab on Grade M allow.= Bury (1.O.F.) Footing thickness Rr Mart Em•750•flm• 1125 lad Es • 20000 ksi n • 25.778 k • (2pn+(pnf )' -Pn j • 14.3 Fs • 24 kai *u• 500 psi Fir= 0.039 ksi (allowable) MEWS 0.333 Tb1.16-0 0.00 • lop dad 0.00 C bottom dwd 4.0•CV1p•Wp • 1.8 • Wp (32-3) max. 0.7•a'tp•Wp • 0.315• Wp (32-3) min. siPMPTVlp'(1 •3hidlrr)Wp (32-2) 0.150 Wp 0.315 'Wp (controls) 0.225 'Wp (controls) working (A.S.D.) = Fpul1 WINO qw = Ce•Cq•gs•w Ce = 0.62 Cq = 1.4 as = 16.4 1 • SEISMIC Mu = 26.62 • Wp•fpuh'h (stem slab on grade) Mu = 1.544 k4J1. (stem @ slab on grade) M= 1.103 k- ttlN.WAull (stem © slab on grade) V• 0.170 klL use 06 .140 h Ok et wall centerline NOTE:- For the 3.67 foot wide footing input above: - 1.) The F.S. egelnet ovwirrmkg k 1.60. O,K. F.S.> The rasa. soli baarkq'ge' M psf 3.) Length deg. In canted wl soil k : 3.87 • • ft. 4) Provide transverse D.O.F. reinforcing As • 0.06sq. lira. R 6.) Footing shear chocks O.K. w/o shear reinforcing Vertical loads P vertical = 0.0 pif P wall = 812 ptf Inc. to T.O.F.) P soli = 284 plf (above tlg•) P Itg. = 516 Of Scan P = 1612 pif B.O.F. 4tJIL (stem (P Slab on Grade) k/ft. 2.701 k4tJft. (Max..enk In stsm,1 rstnf. et 16 dc) • ' • : .r Y • •!.f v. *, 4 0 J. 1 Lf ^ Yr r v • /' 1.38 2 U 1 , 9354414 r e d' e� ft' iv. ryzGo 4i 4'J ft 13 Vol. 2.3 �� s '} • ;;W - 2. s Ol k,= 2.io 4,'. 0.23 t - *-4elb"t odr Wa " 150 0.4) c 210 (04.,, = 3sv (.. . ys ovs Pce .... 0.0 s.l0._ ("41 - it. •• a tio_ .14, . : Lry Reinforcing size 0 Minimum ctr. to ctr. Spacing Minimum clear cover Required straight Embedment Required straight Embedment 3 1 118 0.375 38db 15in. 4 1 1/2 0.500 38db 19in. 5 1 718 0.625 38db 24in. 6 2 1/4 0.750 38db 29in. 7 2 5/8 0.875 47db 42in. 8 3 1.000 47db 48in. 9 3318 1.128 47db 54in. 10 3118 1.270 47db 81in. 11 4 114 1.410 47db 67in. Reinforcing size f Minimum ctr. to dr. Spackig Minimum dear cover Required straight Embedment Required straight Embedment 3 1 118 0.375 19db 81n. 4 1 112 0.500 19db 10in. 6 1 778 0.625 19db 12in. 6 2 1/4 0350 19db 15in. • 7 • 2 518 0.875 19db 17in. 8 3 1.000 19db 19in. 9 3 3/8 1.128 19db \ 22in. 10 3 718 1.270 19db \ 25in. 11 4114 1.410 19db \ 27in. ENGINEERS-NCONVEST,INCP.S.tggdg 6HEET; . . , pea WOODLAWN AVE..14.E1 (SUITE 205P:41,' St's /IV SEATTLE 34 -: - ' • , • • c-.=t;z,3 71-. .. • • • 7: .• • .. • • . • • • • . • • - • , REINFORCING TENSION DEVELOPMENT LENGTHS (Iri " • • • • 199? UBC Section 19122 & ACI 31846 & 99 Section 122 .41 :•1•'ci?-r';'A'' . .. •;••• • 1' • ' • • • • . •••...,;:;* • lid .0. 7 • . . • . • fc • Are bars 'Up bate ? (Yor N) Are bars 'epoxy coated" ? (Yor N). Is concrete normal weight concrete ? (Yor N) = '• . Equations : - Id =c1:43). fy db/(fc) min. Id =3a8y),. fy db /(40(fc) min. Id =12 in. min. REINFORCING TENSION DEVELOPMENT LENGTHS 1 inches ..•••••"'"N • • . : „ . . . J. • • .; 2 •: . • :•• ksi 0:= 10 ksi ' "*. •• 1- ' • Top bars have 12 in. min. concrete cast below Mae liars Constants : - a = 1.0 . p = 1.0 y 0.8 for 06 and smaller, 1.0 for 07 and larger = 1.0 g = 1/25 for (06 & smaller) s= 1/20 for (117 &larger) NOTE: Center to center bar spacing must be at least 3db and clear cover at least 1.Sdb. c+Ktr/db = 1.5 I • t Sec. 19122.4 Sec. 1912.2.4 Sec. 19122.4 Sec. 19122.4 Sec. 191222 Sec. 19122.3 Sec. 19122.1 REINFORCING COMPRESSION DEVELOPMENT LENGTHS inches) Sec. 1912.3 6/7/00 • • REBAR095.XLS .... z 6 5 c.) 0 0 w 0 w w w CO U- lu 0 1 :71 u.. co D y a w 0 z o z Lu D 0 1- LU Lu o I- LL P Z I " V) 0 I- Bar Size 1 dh N4 4i.E 0 A 0 #5 NO 10 In. #7 12 In. #8 141n. 15 in. #10 17 In. #11 191n. . • . Tension Embedment of Standard REINFORCING STEEL HOOKS (inches) fill Sars and smaller Concrete stritgth Pc* • ear Yield 'tenth Fy = b concrete cover less than 2112" ? (Y or N) Is concrete cover less than r ? (Y or N) _ Is hook enclosed within ties ? (Y or N). As (required)/As (provided) Is concrete lightweight? (Y or N) Are bars epoxy coated ? (Y or N) Required Embedment Ratio = As= Reduced Fy = Reduced Tu = Reduced Ts = Tull a 1 per AC1318415 Sec '12.5•:,::"; 2.5 • ." kit • per 97 UBC sec 1912.5 '• kst _ (Beyond of 90 degree look) . f (Along the fuN development length spaced 3db) Reinforcing Tension Values with Reduced Hook Embedment by rang actual embedment to required embedment with a .50 lower limit Input Bar Size = Actual Embedment = E in. Output 7 in. ( for full value ) 0.50 actuaUrequired 0.20 in? 30 kW ( ultimate ) kips ( ultimate) .9 Fy As kips ( working ) Hook embed Page 1 _ End cover not less than 2 inches 6/7/00 REBAR095.XLS 0 ; co 0 cn w N LL; W0 QQ 52 a Ul I- 0 Z H` w ill U co O 1-` w w , LL H Z !' 111 U co, rz 0 z As provided Maxumum percent of As spliced within required UP leligth As required _ 60 1 100 Equal to or greater than 2 Class A Class B Less than 2 _ Class B Class B , • • . INCP.s:*t 8999 WOODIAWNAVE. N.E (SUITE 206)a ,, :�" ' SEATTLE WA. 93115) -. '•x • REINFORCING STEEL TENSION SPLICE LENGTHS (inGhe3) ' GRADE60 UNCOATED BARS .'• :r.•; := :. NORMAL WEIGHT CONCRETE -. - per 1997 tJBC ` : :. Sec. 191221, 19122.3 111224 ,.1912.14 a 1912.16 per ACI 311146a99 Sec. 122.1,12Zi, 12.2.4,12.14a12.16;'; • .. :. FY (4 a NORMAL WBGHT CONCRETE? (Y or N) Pc (la) a i : : :� T : EPDXY COATED BARS? (Y or N) Lap Class °A":- As • rAs ( requied) & max. 60%bars spliced. Lap Class '13° a ALL OTHER Bar She 63 14 66 as 97 19 110 1'11 1 1111 c clres1) category 2 3 26 16 33 20 41 25 49 29 71 43 AI2$* 91 , 49 rlt Too bars { IMMO WRS 103 Lap Class Category 2 Other bars 4 8 8 B 8 6 8 B B Structural Element Beams & Colima wf code ties Other los 100 91 102 114 19 25 31 37 64 62 66 51065 70 62 '7*' 79 66 IOW $7 33 37 42 3 16 16 19 23 47 63 category Minimum Clear Concrete Covet" x1db,c1.5db > 1.6db ddb a-Zdb a- 1db,t1.6db a- 1.6db,Qdb »db • db is bar diameter Minimum Center to Center Bar Spadng' a-2db 43db 2 a•ddb <6db 2 a-6db 2 2 2 3 2 2 X16111191118 MONISMIO AffillAfig 2 MOM" 2 3 2 3 NOTES : - 1.) Categodes 1 thru 3 which depend on the type of structural element. concrete cover, and the center to center spacing of the bars are defined above right :- 2.) Lap splice lengths are multiples of tension development lengths. Class A 1.0' id & Class B =1.3• d (ACI 12.16.1). Values for Id for bars In beams or columns are based on transverse reinforcement meeting for stirrups In ACI 11.6.4 & 11.6.6.3 or meeting the requirements M ACI 7.10.6: & are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category 1 lap splice lengths (shaded regions) should be avoided H at all possible for the larger bar sizes. These inordinately long lengths present possible constr uctabil ty problems due to placing, congestion, etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the conaete cover to more than 1.6 bar diameters and increasing the bar center4ocenter spacing to more than three diameters. b.) Wltang the Atr allowance In ACI 12.2.3.1(b) for beams or columns. Note that H ties or stirrups meet the minimum Atr requirement, Category 1 lengths are reduced to Category 2 lengths. 4) Top bars are hodzon tal bars with more than 12 in. of concrete cast below the bars. 6.) @ Category - 1 2 3 (c+Ktryfdb = 1 1.6 2.6 Table R12.15.2 - Tension • Rev, W9 1�� i s, ..�. i ti V 4 • , • � W V ". J � N w w 0 gm N = d I = . Z w • 2 U 0 0 1— = L I H 111 Z • 0 Z •, ' '.. ..004.-.1.Af. AV E. N. E.': SUITE 2O5. SEATTLE; WA 98115 • • • • " • • • • •". • "'' • .-• • •• r•• : . • . • : . ;•1 • ' • , „. ; •-• „ .Jos No ' Jos NAmE '" A •"•,: DA 6 - , . SUBJECT ' • iv- 11 d, 3. a 2 , 5, / . : ••■ . • j'it`t :co' 'I • . NG1NEE 4 1". 4 RTH W • . . • ... ; (206)5254560 - FAX * (208) 522-8898' j 57 .;/.0 s T10•0 . -A` 0.73S . /J .7$ G S. i.'< , •!.•., ••• 0 1- 8-/ Ai SHEET OF BY 291 • ' • ssr” 7 ' As provided Maxunun percent of As spliced within required lap length As required 60 ) 100 Equal to or greater than 2 Class A Class B Less than 2 Class B Class B V • GRADE CI ENGINEERS- NORTHWEST„ INC.P.& = ^ .7i ,, i fr N 6889 WOODLAW AVE N.E'(SUITE ,, ?Ob7� . F � . '4.. SEA TTLE WA. 98115 ; i. r r ! t “ .'. � . REINFORCING STEEL TENSION SPLICE LENGTHS (irtches) - 'UNCOATED BARS NORMAL WEIGHT CONCRETE per 1997 UBC ' Sec. 1912.2.1, 1912.2.3 ,1912.2..1912.14 & 1912.15 per ACI 318.85 & 99 Sec. 1221,12.2..122.4.12.14 A 12.15 Fy ( ) a [ _.. z„ NORMAL WEIGHT CONCRETE? (Y or NJ Flo (Icat) ■ L w ' : EPDXY COATED BARS? (Y or N) Lap Class "Jr:- As = rAs (required)/ max. 60%bars spliced. Lap Class "B ". ALL OTHER Lap lengths (inches Bar Size 1s 110 111 Top bars Other bars Lap Class Cat Cat 2 3 19 25 31 37 Beams 3 wf code ties 8 62 78 87 16 16 19 23 65 64 62 70 33 37 42 47 63 Category Structural Element Other Minimum Minimum Center to Center Clear Bar Spadngg Concrete >=2db >=3db > =5db Cover' <3db <5db •=1db,<1.5db 2 2 2 >422db 2 3 a=1.6db,c2db 2 2 3 >=2db 2 1 3 • db = bar diameter NOTES : - 1.) Categories 1 thru 3 which depend on the type of structural element. concrete cover, and the center to center spacing of the bars are defined above right :- 24 Lap splice lengths are multiples of tension development lengths. Class A =1.0•d & Class B =1.31d (ACI 12.15.1). Values for id for bars in beams or columns are based on transverse reinforcement meeting requirements for stirrups in ACI 11.5.4 1 11.5.5.3 or meeting tie requirements in AC1 7.10.5: dr are based on minimum cover specified in ACI 7.7.1. 3.) Conditions which require Category flap splice lengths (shaded regions) should be avoided if at all possible for the larger bar sizes. These inordinately long lengths present possible constructability problems due to placing, congestion. etc. Options available in trying to avoid Category 1 conditions include: a.) Increasing the concrete cover to more than 1.5 bar diameters and increasing the bar center4ocenter spacing to more than three diameters. b.) Utilizing the Atr allowance in ACI 12.2.3.1(b) for beams or columns. Note that K ties or stirrups meet the minimum Atr requirement. Category 1 lengths are reduced to Category 2 lengths. 4.) Top bars are horizontal bars with more than 12 in. of concrete cut below the bars. 6.) @ Category = 1 2 3 (c+Ktrydb = 1 1.6 2.5 Table R12.15.2 - Tension lap splices JOB # BEAM MARK: INPUT Fy = Pc = Mu .2 Vu= b = d= No. of tension bars = OUTPUT P 1 Ku = p (design) = vu = vc = Av = Max.tie spcg.= Av = CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING E ksi ksi k-ft. n. in. 0.85 Sec 1910.2.7.3 0.578 ksi 0.9 Sec 1909.3.2.1 0.0120 0.092 ksi 0.126 ksi - Sec 1911.1.1.1 :NQ :ACMES ::�NOC IES.} in2lft. in.o /c - Sec 1911.5.4.1 &3 in . (d2 Max. tie spacing #3 vert. tie legs (or) #4 vent. tie legs (or) #5 vert. tie legs b (n.)= 12 T o— d (n.)= 3 As(in = 1 +i I ISEWs#611 a p (min.) = 0.0033 =.2/Fy 94 UBC Sec. Mu (k -ft) = 2 @ p (min.) 1910.5.1 As(in = 0.12 © p (min.) p (max.) = 0.0214 @.75 p bal. Mu (k -ft) = 8 © p (max.) 1910.3.3 As(in = 0.77 @ p (max.) p may be less than p (min.) providing p (design) is >= 4/3 p (per analysis) 1910.5.2 UO . • 0 W ' ui 0 ' u- a: N a W Z O H' 0 0 ;O 1.- w AL 15 ui Z 0 r z 0 Z ENGINEERS- NORTHWEST, '6889 WOOOLAWN AVE N.E'(SUITE SEATTLE, WA. 98115 .71' • • K ' • .4 T '.� �- Y. .7, � S: ' � ff^ X " ...'i . 7 _ . s'• .• , i .lt! t .A4 0 .. ` i �. . ,J36T•1:- WORKING VALUES of SHEAR FRICTION REINFORCING tkintiit.E per 1997 UDC Simeon 1911.7.1 thou 7.19122 & 1912.5 . per ACI 319 - 95 5499 Section 11.7.4, 12.2 & 12.5 Input : inPut = ft = Reinfor+cito Size # = Re'arforcing Spacing increment = Concrete thickness 9d to load = Constants : - 4 =0.85 u = 1.4 Concrete cast monolithic u = 1.0 Concrete cast against concrete intentionally roughened to 1/4" min. amplitude u = 0.7 Concrete anchored to structural steel by headed studs or reinforcing steel u = 0.6 Concrete cast against concrete not intentionally roughened a= 1. 0,(3= 1. 0. y= 1 .0(#7&11gr.,0.8#65amlr.)&1k =1.0 Cells shaded thus:- ksi (601si man. per Sea 1911.7.6 ) ksi (10 Icsi max. per Sea 1912.12 ) (Input * 3 thou * 8 for smallest bar size in chart below) in. ( used in chart below ) in. ( used to ccc. Max shear @ .2fc Ac <4300 Ac ) Equations : - V = Vu/1.4 = ♦ Vn/1.4 = 4 fy Avf u /1.4 Shear friction (reinforcing) V = Vu/1 = 4 Vn/1.4 = 4,.2fc Ac /1 (where.2fc<=.8) Shear friction (concrete) lb = 6)311 fy db/25(fc) min..3 apyl. db fy /(40.1.5•(f c)" min. 312"min 96 & smlr.Reat embedment lb = 47 fy db/20(fc)" min..3 417 db fy /(40'1.5 "(fc) min. & 12"min 97 61gr. Reinf.embedment ldh =1200 db fyl(60(fc) min. , >= 8db min. & 6" min. Hook embedment Conditions : - Reinforcing size range # 3 thru # 11. Concrete is hard -rock, multiply by 1.3 for "top reinforcement" 8 multiply by 1.2 for epoxy coated. Sec. 1912.2.4 Minimum reinforcing concrete cover = 2 -1/2" or 3db whichever is greater. and 2" min. cover past end of t Sec. 1912.2.2 Minimum reinforcing spacing = 7db ( ctr. to ctr.). Sec. 1912.2 Reinforcing hooks are ACI standard 90 & 180 hooks. with 2 -1/2' min. side cover on hook. Sec. 1912.5.3.2 Sec. 1909.3.2.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1912.2.4 Sec. 1911.7.4 Sec. 1911.7.5 Sec. 1912.2 Sec. 1912.2 Sec. 1912.5 Z 00 0 ca W= J H N u_ W 0 } ' J IL. j a . I W h- I Z i- 0 Z I- W W U 0 ; 0� . I- ' WW I V , li. 0 tiI Z U= 0H Z Allowable Shear kips/ ft. Required straight Embedment ea. side jt(in.) Required hook Embedment ea. side jt.(in.) Reinf. # Spacing (in.o/c) Avt/ft. V @ u =1.4 V @ u =1.0 V @ u =0.7 V @ u =0.6 a rfr xr��1.;•x7 4 .. c .- 0.055 2.00 15 20 0.066 2.40 15 16 0.083 3.00 15 c, 12 0.110 Z r? c o 4.00 c a ci 15 co 8 0.165 6.01 15 4 0.330 12.02 15 5.10 2.18 18 10 6.12 2.62 19 10 v (e v c ; 7.65 W 14 - i g c.) 3.27 19 10 10.20 4.37 19 10 15.30 6.55 19 10 30.60 13.11 19 10 24 0.155 7.90 5.64 3.95 3.38 24 12 20 0.186 9.48 6.77 4.74 4.06 24 12 16 0.233 11.85 8.46 5.92 5.08 24 12 G, 12 0.310 15.81 11.29 7.90 6.77 24 12 8 0.465 23.71 16.93 11.85 10.16 24 12 4 0.930 34.97 33.87 23.71 20.32 24 12 24 8.01 5.61 4.80 gigigigR 15 20 9.61 6.73 5.77 15 16 12.02 8.41 7.21 15 co 12 i d 4. gi 16.62 11.22 9.61 15 8 24.61 16.83 14.42 15 4 _ 34.97 33.66 28.85 15 NOTE:- V (cowl= 34.97 Idas/ft (maxllmIted by .2rc Ac < 800 Ad Sec. 1911.7.5 ENGINEERS- NORTHWEST, '6889 WOOOLAWN AVE N.E'(SUITE SEATTLE, WA. 98115 .71' • • K ' • .4 T '.� �- Y. .7, � S: ' � ff^ X " ...'i . 7 _ . s'• .• , i .lt! t .A4 0 .. ` i �. . ,J36T•1:- WORKING VALUES of SHEAR FRICTION REINFORCING tkintiit.E per 1997 UDC Simeon 1911.7.1 thou 7.19122 & 1912.5 . per ACI 319 - 95 5499 Section 11.7.4, 12.2 & 12.5 Input : inPut = ft = Reinfor+cito Size # = Re'arforcing Spacing increment = Concrete thickness 9d to load = Constants : - 4 =0.85 u = 1.4 Concrete cast monolithic u = 1.0 Concrete cast against concrete intentionally roughened to 1/4" min. amplitude u = 0.7 Concrete anchored to structural steel by headed studs or reinforcing steel u = 0.6 Concrete cast against concrete not intentionally roughened a= 1. 0,(3= 1. 0. y= 1 .0(#7&11gr.,0.8#65amlr.)&1k =1.0 Cells shaded thus:- ksi (601si man. per Sea 1911.7.6 ) ksi (10 Icsi max. per Sea 1912.12 ) (Input * 3 thou * 8 for smallest bar size in chart below) in. ( used in chart below ) in. ( used to ccc. Max shear @ .2fc Ac <4300 Ac ) Equations : - V = Vu/1.4 = ♦ Vn/1.4 = 4 fy Avf u /1.4 Shear friction (reinforcing) V = Vu/1 = 4 Vn/1.4 = 4,.2fc Ac /1 (where.2fc<=.8) Shear friction (concrete) lb = 6)311 fy db/25(fc) min..3 apyl. db fy /(40.1.5•(f c)" min. 312"min 96 & smlr.Reat embedment lb = 47 fy db/20(fc)" min..3 417 db fy /(40'1.5 "(fc) min. & 12"min 97 61gr. Reinf.embedment ldh =1200 db fyl(60(fc) min. , >= 8db min. & 6" min. Hook embedment Conditions : - Reinforcing size range # 3 thru # 11. Concrete is hard -rock, multiply by 1.3 for "top reinforcement" 8 multiply by 1.2 for epoxy coated. Sec. 1912.2.4 Minimum reinforcing concrete cover = 2 -1/2" or 3db whichever is greater. and 2" min. cover past end of t Sec. 1912.2.2 Minimum reinforcing spacing = 7db ( ctr. to ctr.). Sec. 1912.2 Reinforcing hooks are ACI standard 90 & 180 hooks. with 2 -1/2' min. side cover on hook. Sec. 1912.5.3.2 Sec. 1909.3.2.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1911.7.4.3 Sec. 1912.2.4 Sec. 1911.7.4 Sec. 1911.7.5 Sec. 1912.2 Sec. 1912.2 Sec. 1912.5 Z 00 0 ca W= J H N u_ W 0 } ' J IL. j a . I W h- I Z i- 0 Z I- W W U 0 ; 0� . I- ' WW I V , li. 0 tiI Z U= 0H Z Bar Size I dh #3 8 in. #4 101n. #5 12 in. #6 15 in. #7 17 in. #8 19 In. #9 22 in. #10 25 in. #11 27 in. . \.3" • . is 6869 WOO DIAWN AVE N.E. (SUITE 205) • . .. `y.N.��,'ut t itU� �Y"aw i',, s+ w = ti .. y •y v .- J: SEATT wa 98115 •• . ,. , r „ , • , {. . ( r a s�. +,:4r.h%;i�nq aaa••R� )w ,�. r ;l ✓ �� � } x t *l' 'r10. 7+ } ? =a r tJ w A4 Tension Embedment of Standard REINFORCING STEEL HOOKS , (inches #11 Bars and smaller . per AC1318 .9 5 Sec 12.5 ' • Concrete strength Pc ■ kN ; :.. per 97 UBC Sec 1912.5 Bar yield strength Fy ■ . ksi Is concrete cover less than 2112" ? (Y or N) _ . (Normal to plane of hook) 3•.: ::r _,rj: > :.:. ;.... Is concrete cover less than 2" ? (Y or N) - (Beyond end of 90 degree hook) - . _ Is hook enclosed within des ? (Y or N) (Along the full development length spaoedc.'3db) As (requiredyAs (provided) _ Is concrete lightweight? (Y or N) Are bars epoxy coated ? (Y or N) • • �C�� �1nD .. ENGtNEERS44ORI AVES N • • ,��;'� xn�y ! SHEET fi� .. �•. Reinforcing Tension Values with Reduced Hook Embedment by tatioing actual embedment to required embedment with a .50 lower limit In•ut in. Bar Size = Actual Embedment Required Embedment = Ratio = As= Reduced Fy Reduced Tu Reduced Ts = TuN.4 Output 10 in. ( for full value ) 0.35 actuaUrequired 0.20 in. 2 0 ksi ( ultimate ) kips ( ultimate) .9 Fy As • 0.00 kips ( working ) End cover not less than 2 inches Bar Size I dh #3 6h1. #4 7 in. #5 91n. #6 10 in. #7 12 In. 118 141n. #9 15 in. #10 17 in. #11 19 in. ''''''4:.4.; INCP-S'.7a...h•itr'N...t . . -.. ..1 ,....." . .. . - -... • -. :,44.4. , • •• •-'.6869 WOODLAVVN AVE: N .E. N. (SURE . . WA:98115.4.4k . ... .4W, W .., . .44+ 4." • . ..... 1.2;kg,:n11,414V•i...t•••,,r;:.. ..4! ; t 3.. . 1r e .:41,r e : 4 - 7: I t .. " .. .,.i' - ' '•'-; • *.' C .'"• 7 .'• ..e?:. s • '• :' -..,.. > P . ,.- 1.......r. " ..... I • . • • , . . ' • • • - . . • . . • .. • • Tension Embedment of Stand 011 Bars and smaller Concrete strength Pc IN Bar yield strength Fy Is concrete cover less than 2-112"? (Y or N) Is concrete cover less than 2" ? (Y or N) Is hook enclosed within ties ? (Y or N) As (required)IAs (provided) Is concrete lightweight? (Y or N) Are bars epoxy coated ? (Y or N) Reinforcing Tension Values with Reduced Hook Embedment by ratioing actual embedment to required embedment with a .50 lower limit Input Bar Size = Actual Embedment ard REINFORCING STEEL HOOKS (inches) rx-.T.Z.117 ks 1 • ksl (Normal to plane of hook) • (Beyond end of 90 degree hook) (Along the full development length spacedoldb) in. Output Required Embedment = 7 in. ( for full value ) Ratio = 0.50 actuaUrequired As = 0.20 in. 2 Reduced Fy = 30 ksi ( ultimate ) r ----- 1 Reduced Tu = 5•4 kips ( ultimate ) .9 Fy As Reduced Ts = Tut! A = 3.86 kips ( working ) \ • per AC1318-95 Sec 12.5 prx 97 UBC Sec 1912.5 End cover not less than 2 inches Hook embed p age 1 ) ;;;;;SHEEr•C■'. 4 Y 4 v" • • 5/17/00 • REBAR095.XLS)47:,:: ifM1YOttittr,... Ce 0 0 co 0 w • w co L w 0 • 2 < co_ a 111 Z 0 Z Lu' 0 0 0 0 F- LU Fu — • • Z u) C.) 0 ' r. .'4: 4 1.0 1 :40iViYi! 4 C1 / tVIVVILW r WOODLAWN AVE; N.E;;SUITE 205 - SEATTLE;WA 98115 - (206)525-7560 G IN E ERS 4- NORTH WE , •• • ,. , ....• • . ' • • 7 ••1• !•:4V•tt.,1.41....rf47..2•7';`•:114 •••• • :• NO. ••••;:••• • "" • • • ; • 4 ••••4 • i • • ,•••, piliF A/Ar / Cd4t •• • '••• JOB NAME .... • ..... .••• 7 + ft•".• cAL..]_: • = itating NT= (731) tom 2- it BUOYAwCe 4 87. (.062.4) 1 E 55.0+ Kir • Ave-115K s. 2.57 • - 122. . 1 33 z / tio OvaBotoc,,, (.11o -,06,246, . )(aF 47) tki 7 /4 KLF don At PziL 7214Th • 13 (W • - 647 As 2. t 0,3 1 (31.) t vev K imt. 6110 - , ex,Lia X Z / • • I • t /0 rizAPS 3 o. ao9 G T , 't •: hy. • Ir•4 44 " - trit . ..t. •• • 1: et I • FAX 'IV (206)52276698 • r• ••• • •••••■••:. "'• • • DATE %S -6.- • SHEET' * 6Ar-vAtIli•EV - 7xl, • AiRCRAFr CABLE cflP 9.et. - BY 3:11411 12214.2.I •- (6./4- .7 r a. 4. 71 ‘44/.11.=.f1C. 60' ..v.1 .• • • • ,. . IT:. OF_ 14 __ _: , . . ENGINEERS NORTHWE ST P•S: s " 6869 WOODLAVVN AVE. NE. (SUITE 205) • R . . ; • ; : •. • . . . . . , - : • INPUT Fy Pc = Mu Vu= d= No. of tension bars = OUTPUT 1 Ku = = p (design) = vu = vc = Av Maxiie spcg.= Av = CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING riT,7;.'73---1 - 0.85 0.095 OS 0.0024 0.018 0.110 ksi.. ksi k-ft in: u. •-NO.T1ES C',...!;4' • • f• • _NOTES '410.11ES': N0,41ES Sec 19102.7.3 ksi Sec 1909.3.2.1 ksi ksi -Sec 1911.1.1.1 in. in. ok - Sec 1911.5.4.1 & 3 in? Max. tie soacino vat. tie legs (or) 84 vert tie legs (or) vat tie legs r 1 b.(m.)= 12 T e — d (on.)= 8 1910.52 As(k?) 40e23.11 I AJSE 146 bars p (min.) = 0.0033 =.2lFy 94 UBC Sec. Mu (k-ft) = 11 @ p (min.) 1910.5.1 As(in = 0.32 @ p (min.) p (max.) = 0.0160 02.75 p bal. Mu (k-ft) = 45 @ p (max.) 1910.3.3 AsCin = 1.54 @ (max.) p may be less than p (min.) providing P (design) is >= 4/3 P (Per enelYsis) ..„,. ■••••• or.. r• UM •w PI. tll 1 o' ..... IT, r• .' ■ . • 1 1 i I • .: , , , , , • r 060? i 1,1 '...,: . . . 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IIMINE• • ... r, . , • - j f•-••• IL; ,- i .- • • -: :1:, 3 • 1 • • :• -. 1.-.7, I . • WWI 1, • la.-” ! : ..•; ',:: .1i ... !,: . r.•, cr .:•.: rz .. s ..-.? s •:,-; PIE P_=jll.11nn . ,. • „ • ...„. ,41,, , -,7 wrir,..milmet. 1 iim.11 sji Ain „. I, • :' : !I ! 1, . ,. in e•-. ••••r if. •-: :°. .•`'' L J c I. J ',"::. 19.! - 7 ci? .. •••• reg ' 11; r..-s s . *A t •-• •s rn iPJ r., • •1 •-••■ •... ■ 1, ■ ....t. L.• r,-. r, , 1 • ■• • s alai:A • 6 • • . r , fai. iiii E--: • • . ,....., L, If,.. „ ;: Meow Ommt Nu =am ,• 1 r, t • e•:•• 1 ••••• i• • • • 0 • •• • I •• I • . : .. • • • o • I • I • • •• LJ - IV! t t.:.• • a I. .• .: . V.) .:•-• -. r..1 ■ l aftJet . IMO 0. r a. JAlt ■ ., 1..q1 f ..... : I '%.: i.: ti; • r .... ttird t \ ti t • t t . t • i .1 . I. . I • s .FM It 11111 elliMIERE la . I 3 a " .1 ..... • • • • • • • I • .• • I ■ • • •• • • . , . • • ■.• • 1. : • J I: I t. t IL! ,, ' ..... ' ,.- 1 I 1 I • : h . . : L J L. J • 1 . 1 1, • 1 . ,---,- 1..7 .r. 2 PP. ,,-.' • :::; , Lg. Lt./ C., •••• ...I 1.• ,.,. • :::: :::.; :0, .. , j ,. • . '. '.. ' 1 , ..,•....... 1 - - ..• 1 : .... !:: ,: il sr • .L • , aj ...••• imi . . : 1 id • I • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • 1 • • . ▪ : , ''..■ • ' • 4 '4..1' •i•-irtf4M''''••••••1 •••••■ • - • • •- • '' ' , rt„ :; - •4^ , t4 . . WESTAIII NCIft 4 '. 4 "".. -!?•ii••• • : • ' ••:' • • • ; • '• • ' • • ' • • ' • • ' WOODLAWN AVE. N. E..- SUITE 205 :='SEATTLE;INA 98115:.;• (206) 525-7560-. FAX 41 (206) .t;i• ":. , .••;•;•*; ; -•*;•**, • • • " - Joe No. . Joe NA/4E " *.': ABeB/611117••:' • • -7 • • h • , DATE 4 - 27 -- 00 . • SUILI \ Co/4p Grt49 — • .Sen.87, Wipta -• • BY 0,41 . . _ I „ T ; • I ••\ • . I . • . • . • I • . • • rt.: :?';`A. " s , '.. ." 7 7 : ! . . t ■t3;: 44 T .. tc-xsp *Ica 0 - • , i. . . . . . . ■ . , i .; r . , • , ' , 1 ' ■ 1 ! i , : 1 • 1 . • I I I i •• 1 i l LI 1 . • •. • Licensed To: I File Name: G: \ADOSS \ABOVE.ADS 4 . i:.„, Project : above net loading dock -, Span ID: SOUTH 250 .psf slab GRID 6 7.; r Engineer: DML Date: 06/19/00 ,Time: 14:27 :01 System Type: •.F Slab -�° :•.; ; �� :, • ; r sl t r '� •• n .1,-,...e, .-,.a. .-.4. . ...f... 4.. ,.� .. �. ...t:f .I: :. t .. . .. f.::- .. ; i •'x'. {. • �.,, •T� l .:::.1 +�.. mss' w . .. , .. i • °.... .t ... i Y ; =. ' :1 x: •�'� t . 1 •:+ f. . ' . 'E : . iry . h e ti S? r'tiwt. a r O ' N 0` . NLL W 0i J= H z z H 0 :0 N(• I-� V LL LLD t N z O 0 t0 r J J 1 J • • 1 { M . 1 -4431 .1..:. .... .::. 1 '�. .�'. • • NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. J. • .1. 1 •�:n if[f �. :1 1 • T 06 -28 - ** ADOSS(tm) 6.01 P prietary•Software of PORTr - TD CEMENT ASSN. Page.. 1 9:35:49 AM Licensed 'z= `'S..,;et " � , :.. r5 a '�C '` }i. r, �e.1u,+fK:i Ft�7; .< . pppppp . r ccc c c _ •. aaaaa . . . p . "3 :: c; •. c .. a " a P PC ' c :: ' a p p c : aaaaaa P P c c" a . . a ...: p p c c a a pppppp ccccc aaaaaa P ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** •,..aputer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS ***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AAA DDDDD 000 SSSSS SSSSS A A D D 0 0 S S S S A A D D O O S S AAAAAAA D D 0 0 SSSSS SSSSS A A D D 0 0 S S ( ttttt mm nun ) A A D D 0 0 S S S S ( t m m m m ) A A DDDDD 000 SSSSS SSSSS ( t m m m) Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. fro w v g 0) (1) w J y CO u. w O u— co 1— Z O , U O N I. ;D ` ` w ` Z U. 0 ij z U F. 06 -28- ** ADOSS (tm) 6.01 Pl. lrietary,. Software of 9:35 :49 AM Licensed to:•: :; SS L OVE J.cee 'tom +S .ter l net' r loading • OUTS .250 w •. •?C sSE�)t,�.n :`'': psf;ssl ..r . ''FILE.N l ", PR0 CT .. ID. ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 5 SOLID HEAD DIMENSIONS : CONCRETE FACTORS DENSITY(pcf ) " 'PE . c (ksi) fct (psi) fr (psi) 06/19/00 14 :27 :01 U.S. in -lb ACI 318 -89 SLABS 150.0 NORMAL WGT 4.0 423.7 474.3 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 1.75 in INNER LAYER AT SLAB BOTTOM = 1.75 in INNER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in PORTLD CEMENT ASSN. FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED AS INPUT BY ENGINEER BEAMS COLUMNS 150.0 150.0 NORMAL WGT NORMAL WGT 4.0 4.0 423.7 423.7 474.3 474.3 n' N co w IL w 0 ga = C'J W r uj no, o O N` Wt H v' _ Z, V N ` 0 ` Z 06 -28 - ** ADOSS(tm) 6.01 Pi.,prietary Software of PORTLY_ ,O CEMENT ASSN. 9:35:49. AM Licensed to: `• 1* 2 3 4 5* 1.3 12.0 7.3 7.3 17.0 12.0 7.3 7.3 18.0 12.0 7.3 7.3 18.0 12.0 7.3 7.3 1.3 12.0 7.3 7.3 S PAN /LOADING =:DATA:, * * * `DESIGN COLUMN' LEFT'. RIGHT ,SYSTEM - STRIP�y STRIP ** (ft) (ft) - • (ft) (ft) * - Indicates cantilever span information. ** -Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADINGS ARE NOT SPECIFIED PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** 2 . 2 2 2 2 Page 3 14.5 .0 14.5 7.3 14.5 7.3 14.5 7.3 14.5 .0 ., UNIFORM`ILOADS' S ; (psf ) (psf ) .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 y LI 9 o LL ; w O u.a O O UL gyp ,0 N , GN- WW; ra w u z 06 -28 - ** ADOSS(tm) 6.01 7 'rprietary Software of PORT' CEMENT ASSN. Page 9:55:49 Licensed to: »' " , 4* 1 2 3 4 ER COLUMN NUMBER 1 2 3 4 COLUMN %TORSIONAL `DATA 3t *** * * * * # * * * * * * #iktktk4*** g:' OLUMN ABOVE . SLAB `fir COLUMN' BELOW SLAB" • , Cl•.• C2 ,�:;:HGT • Cl �s�:.:: , C2 �;:r. �1 MGT. •• (in) (in) (ft) (in)'' .• (in) (ft) .0 .0 • .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 TRANSVERSE BEAM WIDTH DEPTH ECCEN (in) (in) (in) 30.0 30.0 .0 .0 .0 .0 .0 .0 .0 30.0 30.0 .0 1.3 2.0 2.0 1.3 , ...-Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. • 18.0. .0 100.0 .0. .0 18.0 .0 99.0 .0 .0 18.0 .0 99.0 .0 .0 18.0 .0 99.0 .0 .0 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. DROP PANEL /SOLID HEAD LEFT RIGHT WIDTH THICK (ft) (ft) (ft) (in) 1.3 2.0 2.0 1.3 , CAPITAL* * COLUMN MIDDLE EXTEN. `' DEPTH STRIP* ' STRIP* (in) (in) (ft) (ft) 4.0 .0 4.0 7.3 4.0 7.3 4.0 .0 7.3 7.3 7.3 7.3 SUPPORT FIXITY* 0% 0% 0% 0% 7.3 7.3 7.3 7.3 06- 2.8 - ** ADOSS(tm) 6.01 9:35:49 AM Licensed to: LOAD FACTORS: U - 1.40 *D + 1.70 *L U - .75( 1.40 *D + 1.70 *L + 1.70 *W) U - .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities * *DROP NOT SPECIFIED AT COLUMN 1 )prietary Software of PORI. ND CEMENT ASSN. Page 5 • LA LOAD /OUTPU DATA: * * * * * ** * * * * * * *,14.* * * * *** RAL • LOADS .ARE NOT:; S PECIFIED ' • OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL WIDTH LESS THAN 1/3 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ( DROP DEPTH AT COLUMN 3 GREAT R THAN 1 /4TH THE SUPPORT -DROP EDGE :t'ANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH.ON SPAN. SIDE IGNORED.FOR.REINFORCEMENT CALCULATIONS. i '^ Tyr. Y, 2ssaAa: csra: nvrrm"^'"N""'F_ z re d ▪ . C� 0 ' co w co w wO g - J . w , 1- O i. z � U 0 `. ON . wW H U' LL Hi iti z 0 Mt 0 z 06- 2.8 - ** ADOSS(tm) 6.01 P Software of PORTI CEMENT ASSN. Page • 9:35 :50 AM Licensed to: INT NUMBER 1 2 3 4 JOINT NUMBER 'PATTERN-1 LEFT . •. RIGHT TOP . BOTTOM -9.4 9.4 .0 .0 -292.4 -315.0 -9.4 LEFT 1 -5.8 5.8 2 -169.7 169.7 3 -202.4 202.4 4 -5.8 5.8 292.4 .0 315.0 .0 9.4 .0 PATTERN -3 RIGHT TOP BOTTOM JOINT . 0 .0 .0 . 0 .0 .0 .0 ,o .0 .0 .0 JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT LEFT RIGHT 1 -14.8 58.8 2 -82.9 76.7 3 -78.6 87.1 '! -61.8 14.8 - 14.8 -37.3 - 70.1 - 22.1 20.4 69.3 38.6 14.8 PATTERN -2 • LEFT RIGHT : `.,' : TOP z ;; BOTTOM , ` -9.4. 9.4 . .0.. .0 -189.0 189.0 • .0 .0 -195.8 195.8 .0 .0 -9.4 9.4 .0 .0 PATTERN -4 LEFT RIGHT TOP BOTTOM -10.6 -307.6 -341.6 -10.6 SHEARS ( kips ) -9.1 - 75.7 -29.9 - 63.2 10.6 307.6 341.6 10.6 PATTERN -3 60.6 26.3 80.8 9.1 ** - Negative moment encountered in span, analyze manually. . 0 . 0 .0 .0 .0 .0 .0 .0 PATTERN -4 LEFT RIGHT LEFT . RIGHT -16.8 65.9 - 96.6 81.7 -85.5 102.1 - 69.6 16.8 6 U6-28-** ADOSS(tm) 6.01 P. prietary Software of PORTL. D CEMENT ASSN. Page 7 • 9:35:50 AM Licensed to: •• • ...I • • • • • • • g • DESIGN MOMENT. ENVELOPES. AT ;- CRITICAL' SECTIONS.- FROM SUPPORTS . - - - • s: COL LOAD CROSS' DESIGN -DISTANCE ... LOAD, MAX.I.P.- . LOAD NUM TYPE SECTN MOMENT CR.SECTN • PTRW (ft -)c).. . (ft) (ft) 1 TOTL LEFT TOP -7.2 BOT .0 RGHT TOP .0 BOT -31.9 2 TOTL LEFT TOP -245.5 BOT .0 RGHT TOP 255.4 BOT .0 3 TOTL LEFT TOP -286.9 BOT .0 RGHT TOP 275.8 BOT .0 4 TOTL LEFT TOP .0 BOT 33.6 RGHT TOP 7.2 BOT .0 .219 4 1.250 1 .000 0 .000 0 .000 0 .850 2 .665 3 .000 0 .665 4 7.650 2 .000 0 .000 0 g :I U. < m , .665 4 5.400 4 --CO uJ .000 0 .000 0 E 1--CY .665 4 6.300 4 al ' .000 0 .000 0 D CI 0 u) . 665 4 7.200 2 10- .000 0 .000 0 C3 17 1.1211u gt a . 000 0 .000 0 ... a .665 3 .000 0 .-Az w 1m 0 = .219 4 1.250 1 17":1 .000 0 .000 0 ce 2 CI z 41 ' 00 w Luo 2 Ub AliUSS(tm) 6.U1. P. prietary Softwaxe. of, PORTI 1 CEMNT ASSN. .Page • 9:35:50 AM Licensed to: . . :1‘ 7! r • ' • .:.P.;;;::.17 . • DEtIGN. MOMENT ,:ENVELOPES.':"AT::.CRITICAL SECTIONS AtLONG4SPANS4';;;,06:*;.. , . • . . NUM TYPE SPAN LOAD CRITICAL DESIGN . LOAD MAX. I. • SECTION MOMENT PTRN DIST LEFT (ft) (ft-k) . (ft) • 2 TOTL 7.225 TOP BOT 3 TOTL 8.550 TOP BOT 4 TOTL 11.250 TOP BOT • .0 0 198.5 3 -61.0 3 119.2 2 .0 0 218.5 4 . 000 7.225 .000 4.950 .000 8.550 LOAD :MAX. I.P. LOAD -PTRN DIST 4(GHT PTRN . . (ft) 0 .000 0 1 7.225 3 0 .000 0 2 5.850 2 0 .000 0 3 6.750 1 8 z W 21 , 0 :u) U) W — , = a: tu: z E 0 . z UJ uf OL mti w i0 '0 ' 0 Z (1) 0. z 06- 28-x** ADOSS (tm) 6.01 P prietary Software of PORTJ CEMENT ASSN. Page 9 9:35:50 AM Licensed to: y •: 2 LEFT TOP BOT -245.5 .0 DISTRIBUTION •OF .DESIGN :MOMENTS AT SUPPORTS ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * .; COL CROSS TOTAL., TOTAL -VERT COLUMN STRIP BEAM • • .MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT . (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) , ( % ) 1 LEFT TOP -7.2 .0 ( 0) -7.2 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -31.9 .0 ( 0) -31.9 (100) .0 ( 0) .0 ( 0) .0 ( 0) -184.1 ( 75) .0 ( 0) -61.4 ( 25) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 255.4 .0 ( 0) 191.6 ( 75) .0 ( 0) 63.9 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -286.9 .0 ( 0) -215.2 ( 75) .0 ( 0) -71.7 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 275.8 .0 ( 0) 206.9 ( 75) .0 ( 0) 69.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) • LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 33.6 .0 ( 0) 33.6 (100) .0 ( 0) .0 ( 0) RGHT TOP 7.2 .0 ( 0) 7.2 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) Q U A N u C 6 2; U) w W 0 ; Q '. W' 0` H ILL WI: U Q •0 uJ • Zi U N SPAN CROSS NUM SECTN 2 7.23 TOP BOT 3 8.55 TOP BOT 4 11.25 TOP BOT I STRIBUTION DES MOMENTSielIN SPAN*. • TOTAL. • • TOTAL-VERT: colitzni STRIP • BEAM r''; • MOMENT DIFFERENCE • (ft . .0 198.5 -61.0 119.2 (ft-k).. ( • % ), . . 0 ( 0) .0 ( 0) . 0 ( 0) .0 ( 0) .0 .0 ( 0) 218.5 .0 ( 0) • :. • • MOMENT ' ft-k) % ) •• .0 ( 0) 119.1 ( 60) -36.6 ( 60) 71.5 ( 60) .0 ( 0) 131.1 ( 60) MOMENT (ft-k). ( % ) .0 ( . 0 . 0 ( 0) ▪ ( 0) . 0 ( . 0 • MIDDLE i • MOMENT: ' (ft-k) • ) 0) . 0 ( 0) 0) 79.4 ( 40) -24.4 ( 40) 47.7 ( 39) 0) .0 ( 0) 0) 87.4 ( 39) 06- 2g- ** ADOSS(tm) 6.01_ Proprietary Software of PORTLi..J CEMENT ASSN. 9:35:50 AM Licensed to: „ 4. ;: � .v. /-o: �'- ,s,r W : f: Z.IV,E A- : R - . N : : -.: * * * * . • * *** ** *w * * ** * * * * * * * * ,.. OTE All shear.' s : in r slabsr; = .252.96 ' 'ps i ' w h e n ratio of col . dim' long /sho ( it) less`' than 2.0 :. - -Wide beam shear (see °CODE ") is not computed, check manually. --After the column numbers, C = Corner, E = Exterior, I = Interior. DIRECT SHEAR ARO COL. ALLOW. PATT REACTION NO. STRESS NO. (psi) (kips) 1E 252.96 2I 252.96 3I 252.96 4E 252.96 4 79.7 4 173.0 4 182.3 4 83.4 W I T H T R A N S F E R O F MOMENT U N D COLUMN SHEAR PATT REACTION UNBAL. STRESS NO. MOMENT (psi) (kips) (ft -k) 49.88 104.28 109.88 52.20 1 Not applicable, 2I 237.76 4 3I 237.76 4 4 Not applicable, 4 79.7 30.1 4 173.0 .0 4 182.3 .0 4 83.4 -31.4 - - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) drop dimensions not 161.7 79.65 171.0 84.23 drop dimensions not specified. specified. SHEAR SHEAR TRANSFR STRESS (ft -k) (psi) .0 49.88 .0 104.28 .0 109.88 .0 52.20 0 w w w g N 3 ` w Z iE 111 UJ P, CI ffc O - '0f- _ - w z U N. 1 06 -28 - ** ADOSS(tm) 6.01 P 9:35:50 AM Licensed to: 'A N S V E R`5' E ' s B E AM' 4 SrrH �E ;A R ` A N D" T' 0 R. s 0 >_ R E Q U I R E M •E N 'T S (kips, ft -k, SQ in /,in.) ********************************* * *' * * * * *w** ******* * **** *** ***** * k k k** . , l• :c..,; {ti ,i o :�+ 1> , / ;l 3firy 1 f • :.., p cc.. •• A F' '' ' n ! ',. 7 - J .. .� • .. • w .. J .., .. .. • .. _ ff . BEAM PATT. • Vu @d ': � . :; LEFT "S - r . No NO. ' SHEAR 1 2 3 4 BEAM PATT. Vu @d Vc @d No. NO. SHEAR SHEAR NOTES: 1.) 2.) 3.) 4.) + * * 0' * * 0 5.) 6.) 7.) 8.) rietary Software of PORTL' CEMENT ASSN. Page 12 • RIGHT SIDE Deep beam analysis not considered. Loads assumed applied from above beam. Moment and shear at concentrated load must if located along transverse beam. Symbols following Av /s values: * - Minimum shear 50. *bw /Fyv - based x - Vs exceeds 4 *Vc, increase member Symbols following At /s values: * - Minimum torsion 50. *bw /Fyv - based on beam x - Ts exceeds 4 *Tc, increase member section. Symbols following Atot /s values: * - Minimum torsion 50. *bw /Fyv - based on beam Redistribution of torque is not considered. Detail first stirrup @ 3 inches. be checked manually on beam dimensions. section. dimensions. dimensions. Vc @d Tu @d Tc @d Av /s At /s Atot /s Al SHEAR TORSION 'TORSION: @d • @d• @d @d• . 0 .0 .0 :' .0 .000 .000 .000 .00 Transverse beam not specified Transverse beam not specified .0 .0 .0 .0 .000 .000 .000 .00 *• * * * Tu @d Tc @d Av /s At /s Atot /s Al TORSION TORSION @d @d @d @d 1 0 .0 .0 .0 .0 .000 .000 .000 .00 2 * * Transverse beam not specified * * 3 * * Transverse beam not specified * * 4 0 .0 .0 .0 .0 .000 .000 .000 .00 • -∎.; "J.:I VVAalex ? :. Q.6?7fM�.r.•*_�'+ . , S Ode 1 6 i t 0 0' N p' U) W w O; O p z� 2 U N , o I-' _ LU U U. 0 ` w � 0 z 06 -28 - ** ADOSS(tm) 6.01 P..._prietary Software of PORTL 4D CEMENT ASSN. Page 9:35:50 ' AM Licensed to: COLUMN* PATT *LOCATION: * 'TOTAL ?.y� *: COLUMN STRIP., �* ''MIDDLE'.°'STRIP . NUMBER *:' N0: *BCOL .FACE* : . DESIGN: *• . • AREA' •WIDTH . *' �� AREA `; ` WIDTH'-•t' : * (ft -k) * (sq.in) (ft) *(sq.in) (ft) 1 ** 4 L 11 2 4 11 R 3 4 L 11 4 ** 4 11 R ** SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 2 2 4 4 3 ** - Positive reinforcement y TAE= G A T 0 R_ E M , *t ” *. * ** * * ** * * * **4* * * * * * * * * * * * * * * * * * * ** -7.2 255.4 -286.9 7.2 POSITIVE R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7.2 8.6 11.3 198.5 119.2 218.5 ** - Negative reinforcement 1.88 7.3 - 1.88 7.3 4.34 7.3 1.88 7.3 .zS� 4.90 7.3- 1.88 7.3'- SC�� 1.88 7.3 7 1.88 7.3 required, compute manually. 2.65 7.3 1.88 1.88 7.3 1.88 2.93 7.3 1.93 required, compute manually. 7.3 7.3 7.3 --Lc 13 r z v; 0 W' 9 W' J 111 O ` 2 W aF D. o I W z � O? UJ ,O i W � O. • u) 06- 28 - ** ADOSS (tm) 6.01 P: ,rietary Software of PORTLJ CEMENT ASSN. Page 9:35 :,50 AM Licensed to:.. ** .:r * SPAN * NUMBER * ** 2 3 ** 4 C O L LONG B A NO SIZE 1 ** 5 # 4 1.25 5.37 2 5 # 6 9.11 6.86 3 6 # 6 7.76 8.66 4 ** 5 # 4 5.67 1.25 5 # 5 16.59 5 # 4 17.50 5 # 5 17.59 - Negative reinforcement W E S I G, N R.ES U LT S " * * * * * * * * * * * * * * * * * * * * * * * * * ** • E - -The schedule given below'is' a guide for'proper reinforcemen placement and is based on reasonable engineering judgement. ??r�.' Unusual boundary and /or loading conditions may require modification of this schedule. N.E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * C O L U M N S T R I P * LONG BARS * SHORT BARS COLUMN* - BAR - LENGTH- * -BAR- LENGTH - NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) 5 # 4 1.25 5 # 6 5.28 5 # 6 4.61 5 # 4 4.00 - Positive reinforcement required, design manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** U M N S T R I P * BARS * SHORT BARS * R - - -- * - - -- B A R - - -- * LENGTH * NO SIZE LENGTH * * (ft) * (ft) * (ft) * (ft) 4 # 5 14.71 5 5 # 4 13.50 5 5 # 5 15.59 5 M I D LONG - - -- B A NO SIZE required, design manually. * M I D D L E S T R I P * LONG BARS * - BA.R- LENGTH- * NO SIZE LEFT RIGHT * (ft) (ft) 3.80 10 # 4 1.25 4.11 4.16 10 # 4 8.69 6.44 5.06 10 # 4 7.34 8.24 1.25 10 # 4 4.33 1.25 D L E S T R I P BARS * SHORT BARS R - - -- * - - -- B A R - - -- LENGTH * NO SIZE LENGTH # 4 17.09 # 4 18.50 # 4 18.09 5 # 4 14.29 5 # 4 12.60 5 # 4 15.14 14 • U6- 28 - * ADOSS (tm) 6.01. Proprietary Software of .PORTLAND CEMENT ASSN.' Page 15 9:35:50 AM Licensed to: y ' < , . x r r 1 rt . .. . • ' f i A � it': rw ^. i ,, G atti A D D I '•T: I "'O: N A L` I N' F 'O •R MIA: • T I 'O'; N.:: ; ... :A:T,; =:. S UI,P. P .********************************** * * * * * ** ** * * ** * * * * * * * * * * * * * * * * ** ] ' s F .Y. �� ! t },:. Y �`: rr }Sig i ar .� �itJ rtf ]1 h t; +:; a * REINF. SUMMARY* ADD•L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER COLUMN * NUMBER * W/O U. MOMENT * MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION * REQ'D - PROV'D* MOMENT * -f * TRANSFER *NO. * SLABW - AREA - R/F * (sq.in) (sq.in)* (ft -k) * * (ft -k) * .. * (ft) ( sq.in) 1 3.76 4.00 .0 1.00 .0 4 4.3 2 6.22 6.40 .0 1.00 .0 2 4.3 3 6.78 6.84 .0 1.00 .0 4 4.3 4 3.76 4.00 • .0 1.00 .0 3 4.3 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. A D D I T I O N A L I N F O R M A T I O N F O R IN-SPAN . C O N D I T I O N S ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * REINF. SUMMARY * SPAN * * NUMBER* AT MIDSPAN * * REQ'D. - PROV'D. * * ( sq.in) ( sq.in) * 2 3 4 4.53 3.76 4.86 4.79 4.00 5.10 TOTAL FACTORED SPAN STATIC DESIGN MOMENT (W /O PARTIAL LOADS) (ft - k) 282.6 319.9 319.9 .00 0 # 4 .00 0 # 6 .00 0 # 6 .00 0 # 4 06 -28 - ** ADOSS(tm) 6.01 P. )rietary Software of PORTL D CEMENT ASSN. Page 16 , 9:35 :50 AM Licensed to: .D E. :F L E:;C:T.,,I:ON A N A; ' y y1y y y 11 y y 1 .. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * :t TES- -The deflections. below must be combined with.those'o the analysis in the perpendicular direction. Consult' users manual for method of combination and limitations. * * C O L U M N S T * DEAD * DEFLECTION DUE SPAN * LOAD * NUMBER * Ieff. * DEAD * LIVE * * (in ^4) * (in) * (in) * 1 3 4 5 - -Spans 1 and 5 are cantilevers. - -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. - - Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. - - Modulus of elasticity of concrete, Ec = 3834. ksi 25056. 25056. 25056. 25056. 25056. TOTAL QUANTITIES CONCRETE FORMWORK REINFORCEMENT ** -.005 .026 .007 .032 -.006 SUMMARY OF QUANTITIES -.008 .044 .021 .057 -.010 * *(IN THE DIRECTION OF ANALYSIS) R I P * TO: * TOTAL * (in) * -.013 .069 .028 .089 -.016 -.005 .017 .000 .021 -.006 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONCRETE .... 30.5 cu.yd FORMWORK .... 824. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) (NEGATIVE) .... 769. lbs (POSITIVE) .... 744. lbs 1.02 cu. ft /sq. ft 1.02 sq.ft/sq.ft 1.88 lbs / sq.ft * Program completed\as requested * M I D D L E S T DEFLECTION DUE DEAD * LIVE * (in) * (in) * -.008 .028 .004 .036 -.010 R I P TO: TOTAL * (in) * -.013 .045 .003 .057 -.016 1- re w U vO N CO LW, w O' u. a� =d w , z ? l- o z O D I- w w_ = ui 0 ` D D D D D D b File Name: G: \ADOSS \GRID 8A.ADS Project: abovenet - Loading dock slat Span ID: GRID 0.8.11 Is ; Engineer: Date: System Type: DML 06/19/00 Time: 16 :37:22 Flat Slab W ': U' U O 0 ' W =' ' N �! W O! g J u- < 3 = to Z 1- O Z uj D p 0 O � 0 H W u J F=- V : 11! Z' co H � O 06 -28_ ** ADOSS(tm) 6. Pr...rietary Software of PORTL7'Th CEMENT ASSN. Page 1 9:50:45 AM Licensed to :- pppppp • ccccc aaaaa. p p` c — a.. a p p c c. a p p c aaaaaa p p c c a a p p c c. a. a pppppp ccccc aaaaaa P AAA DDDDD 000 SSSSS SSSSS A A D D 0 0 S S S S A A D D O O S S AAAAAAA D D 0 0 SSSSS SSSSS A A D D •0 0 S S ( ttttt •mm mm ) A A D D 0 0 S S S S ( t m m m m ) A A DDDDD 000 SSSSS SSSSS ( t m m m) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** , program for ANALYSIS AND DESIGN OF SLAB SYSTEMS ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the•output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. ul co co Li. 0 , w a w z z ►-; III M O co 0 1- ,W WI Z w co' ' O ' 06- 28 ** ADOSS(tm) 6.01 Proprietary Software of PORTLI CEMENT ASSN. Page = '9:50:45 AM Licensed to: :NAME, G: �ADOSS�GRID8A ri °{ CT ID.; abovenet L o adi ng: dock slab"' ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 10 CONCRETE FACTORS DENSITY(pcf ) 'PE - c (ksi) :'"fct (psi) fr (psi) DML SOLID HEAD DIMENSIONS : 06/19/00 16:37:22 U.S. in -lb ACI 318 -89 FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED AS INPUT BY ENGINEER REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.25 in OUTER LAYER AT SLAB BOTTOM = 2.25 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in SLABS BEAMS COLUMNS 150.0 150.0 150.0 NORMAL WGT NORMAL WGT NORMAL WGT 4.0 4.0 4.0 423.7 423.7 423.7 474.3 474.3 474.3 2 .n....i... «r •� --wr�f ill. 06 -28 - ** ADOSS(tm) 6.01 Pr Software of PORTA.JU) CEMENT ASSN. Page 9:54:45 AM Licensed to: r"` 1* 1.3 12.0 2 14.7 12.0 3 14.7 12.0 4 14.7 12.0 5 14.7 12.0 6 14.7 12.0 7 14.7 12.0 8 14.7 12.0 9 14.7 12.0 10* 1.3 12.0 • 5 5.5 5.5 5.5 5.5 5.5 5.5 9.0 5.5 9.0 5.5 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 * - Indicates cantilever span information. ** - Strip•width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * * *. * * * * * * * * * * * * * ** IAL LOADINGS ARE NOT SPECIFIED .SPAN %LOADING DATA;• = ' >- : .:; ., = .;, :` * * *•l -',. •SSLAB s D . S DESIGN C OLUMN , • � - UNIFORM LO DS . WIDTH ; =?,2 . DE I LEFT . RIGHT: • ; SYSTEM STRIP :.:- STRIP ** S ..''• . - LIVE. • (ft) . (ft) . . • ; ;;..• ' • .. • •(ft) . -(ft) • (psf • ) (Psf : .) • 2 2 2 2 2 2 2 2 2 2 11.0 .0 11.0 5.5 11.0 5.5 14.5 6.4 14.5 6.4 14.5 6.4 18.0 7.3 18.0 7.3 18.0 7.3 18.0 .0 .0 250.0 0 250•. 0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 06 -28 - ** ADOSS(tm) 6.01 Prtdprietary Software of PORTL'T CEMENT ASSN. Page 4 9 :50:46 AM Licensed to: COLUMN /TORSIONAL DATA k ** ************ * *** ** t ( if . COLUMN ABOVE SLAB • COLUMN BELOW, ,SLAB CAPITAL* *,; : - COLUMN, : MIDDLE ER C1' HGT Cl ; C2:{ =`' HGT EXTEN. ;' . DEPTH STRIP* °. STRIP * (in) (in) . (ft) •(in) . (in) •(ft) (in) •(in) •(ft) •(ft 1 2 3 4 5 6 7 8 9 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN NUMBER 1 2 3 4 5 6 7 8 9 .0 . .0 18.0 .0 100.0 .0 .0 .0 18.0 .0 . 99:0. .0 .0 .0 18.0 .0 100.0 .0 .0 .0 18.0 .0 100.0 .0 .0 :0 18.0 .0 100.0 . 0 .0 .0 18.0 .0.100.0 .0 .0 .0 18.0 .0 100.0 . 0 .0 .0 18.0 .0 100.0 • .0 .0 .0 18.0 .0 100.0 TRANSVERSE BEAM WIDTH DEPTH ECCEN (in) (in) (in) 30.0 30.0 .0 .0 .0 .0 .0 .0 .0 . 0 .0 .0 . 0 .0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 .0 30.0 30.0 .0 DROP PANEL /SOLID HEAD LEFT RIGHT WIDTH THICK (ft) (ft) (ft) (in) * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. .0 .0 .0 .0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5.5 5.5 5.5 5.5 5.5 5.5 6.4 .8.1 6.4 8.1 6.4 S.1 7.3 10.7 7.3 10.7 7.3 10.7 SUPPORT FIXITY* 0% 0% 0% 0% 0% 0% 0% 0% 0% oc �' V 0 S' cnw 9 N w o IL Q: z H O • z F- WW C .) ) (o - w W = w v Q z 06 -28 - ** ADOSS(tm) 6.01 • P. ?rietary Software of PORTI' CEMENT ASSN. Page 5 9:50 :46 AM Licensed to: LATERAL ,LOAD %OUTPUT'. DATA-. .:::! * * * * * * **'* * * * * * * * * * ** * * * *' • LOADS ARE NOT! SPECIFIED • .; # < 4:4 r °.. , ,a.„t; OUTPUT DATA PATTERN LOADINGS: . . 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U - .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities * *DROP NOT SPECIFIED AT COLUMN 1 • . SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN Al COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 4 SIDE IGNORED FOR REINFORCEMENT'CALCULATIONS. ' if,PECIFIED DROP PANEL LENGTH LEFT LESS 1/6 OF SPAN AT COLUMN 4 f' / P • IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 4 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. re CO 0 cnw LL w0 u. D. v F- 0 Z ui U 0 L— W W Z f- V O , z . u i 0 N : Z 06 -28: ** ADOSS(tm) 6.01 Proprietary Software of PORTLF CEMENT ASSN. Page b '9:50 :46 AM Licensed to: 1 -7.1 2 -171.3 3 -160.2 4 -197.3 5 -183.9 6 -212.2 7 -229.6 8 -273.3 9 -11.7 JOINT NUMBER LEFT 1 -4.4 2 -111.1 3 -84.7 4 -120.8 5 -102.4 6 -126.9 7 -125.9 8 -176.5 -11.7 1 -11.1 38.1 2 -55.1 49.8 3 -48.6 60.2 4 -64.8 63.8 5 -62.2 61.6 6 -65.1 76.5 7 -78.3 76.4 8 -81.4 89.1 9 -63.2 18.5 PATTERN -1' 7.1 .0 171.3 .0 160.2 .0 197.3 .0 183.9 :0 212.2 .0 229.6 .0 273.3 .0 11.7 .0 PATTERN -3 RIGHT TOP 4.4 .0 111.1 .0 84.7 .0 120.8 .0 102.4 .0 126.9 .0 125.9 .0 176.5 .0 11.7 .0 J O I N T - -- : STATICS. PRINT -OIIT: =FOR GRAVITY LOAD'ANALYSIS: - =- *************** * * * * * * * * * * * * * * * * * * * * * **tktk*** Tr,, ^•... NUMBER LEFT RIGHT:' TOP BOTTOM .0 .0 .0 . 0 .0 .0 .0 JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT LEFT RIGHT -11.1 13.7 - 25.0 45.3 - 41.9 20.8 -25.7 58.5 -55.9 21.5 - 25.0 70.9 - 70.6 25.0 -32.3 82.6 - 64.5 11.3 PATTERN -2 LEFT RIGHT TOP, BOTTOM .0 -7.1 7.1 .0 .0 -110.1 110.1 .0 .0 -84.6 84.6 .0 .0 -120.9 120.9 .0 .0 -102.1 102.1 .0 .0 -127.7 127.7 .0 . 0 -125.1 125.1 .0 .0 -178.3 178.3 .0 . 0 -7.2 7.2 .0 PATTERN -4 BOTTOM LEFT RIGHT TOP -8.0 - 189.3 - 144.7 - 207.0 - 175.0 -217.9 - 214.9 -304.1 -13.2 SHEARS ( kips ) 8.0 189.3 144.7 207.0 175.0 217.9 214.9 304.1 13.2 PATTERN -3 -6.8 39.1 - 51.0 19.7 -16.1 54.7 -59.6 24.5 -22.0 55.5 -58.8 28.7 -28.6 67.3 - 74.2 40.1 -22.9 18.5 ** - Negative moment encountered in span, analyze manually. . 0 .0 .0 . 0 .0 .0 .0 .0 . 0 .0 .0 . 0 ' .0 . 0 .0 .0 .0 BOTTOM .0 .0 .0 . 0 .0 .0 .0 . 0 .0 PATTERN -4 LEFT RIGHT LEFT RIGHT - 12.6 42.6 - 64.6 55.2 - 49.1 64.2 - 72.7 70.7 -66.3 65.5 - 71.4 85.0 -84.6 78.7 -90.9 104.8 - 70.4 20.9 Z z . ur W w • 0 z v ' H W; z ; 0 LU Z H; U 0 ' O 0 1 w W til Z :. 0 H O Z 06-28r** ADOSS(tm) 6.01 Px _xietary Software of PORTLTM CEMENT ASSN. Page 7 .9:50:46 AM Licensed to: .COL NUM .DESIGNNOMENTHENVELOPES SECTIONS FROM **********************************************************w LOAD TYPE CROSS SECTN Z BOT .0 .000 0 .000 1 a 1" 2 1 TOTL LEFT TOP -5.5 .219 4 1.250 0 coo RGHT TOP .0 .000 0 .000 0 mud BOT -19.8 .665 3 .000 0 w u. uj 0, 2 TOTL LEFT TOP -147.9 .665 4 6.602 2 2r BOT .0 .000 0 .000 0 g 7, u. a RGHT TOP 154.2 .665 4 5.135 4 D ca a i BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -129.2 .665 1 4.401 4 iC2 BOT .0 .000 0 .000 0 III uj 2 D RGHT TOP 121.9 .665 1 2.934 4 o - 0 c) -+ BOT .0 .000 0 .000 0 tului 4 TOTL LEFT TOP -160.7 .665 4 3.668 4 c e' .. . BOT .0 .000 0 .000 0 =CY .;E RGHT TOP 162.1 .665 4 3.668 4 P BOT .0 .000 0 .000 0 0 z 5 TOTL LEFT TOP -144.3 .665 1 3.668 4 BOT .0 .000 0 .000 0 RGHT TOP 144.7 .665 1 3.668 4 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP -172.6 .665 4 4.401 4 BOT .0 .000 0 .000 0 RGHT TOP 164.0 .665 4 3.668 4 BOT .0 .000 0 .000 0 7 TOTL LEFT TOP -179.8 .665 1 2.934 4 BOT .0 .000 0 .000 0 RGHT TOP BOT DESIGN MOMENT (ft-k) DISTANCE CR.SECTN (ft) ' • . • • • ...,... LOAD • LOAD PTRN DISTANCE. PTRN (ft) 181.0 .665 1 3.668 4 .0 .000 0 .000 0 t Ola Utrata r.{./i.tr.',../r5.1 06-28-t** ADOSS (tm) 6.01 Pro Software of PORTLA?" CEMENT ASSN. Page 9:50:46 AM Licensed to: . - _ • 4 " • e ..1` C " • • 1.. - "1:' • 1••• COL NUM tjll •' •DESIGN MOMENT.E-ENVELOPES • AT -.CRITICALT;SECTIONS: SUPPORTS; LOAD CROSS ; .7 DESIGN • DISTANCE LOAD MAX. I .P.• -LOAD - TYPE SECTN . MOMENT . • •CR.SECTN . • : PTRN DISTANCE PTRN • • . • (ft-k) . • (ft) .. • • (ft) 8 TOTL LEFT RGHT 9 TOTL LEFT RGHT TOP -246.3 BOT .0 TOP 237.0 BOT .0 TOP .0 BOT 32.5 TOP 9.0 BOT .0 .665 4 5.135 4 .000 0 .000 .665 4 6.602 3 .000 0 .000 0 .000 0 .000 0 .665 2 .000 .219 4 .000 0 ..a...aerproresANOVAINIWIP* 1.250 1 .000 0 • 8 --r 06 -28 - ** ADOSS(tm) 6.01::PL_drietary Software of PORTL'b CEMENT ASSN. Page. 9 . 9 :50 :46 AM Licensed to: ; = S P A N L O A D CRITICAL:: 'DES DESIGN LOAD' MAX. I.P. ' LOAD. ' MAX:' I. P::.^ LOAD NUM TYPE . SECTION :' •; : MINT . PTRN • . DI ST. LEFT PTRN . DI ST RGHT PTRN (ft) -. (ft -k) • (ft) (ft) . . ate+ �:pvS t • r • DESIGN .MOMENT.ENVELOPESc:M CRITICAL' SECTIONS ALONG. {SPANS' y ' » x c *** **************** ** ******** ** * * * * * * * * * * * * * * * * * * • 2 TOTL 6.235 TOP .0 0 .000 0 .000 0 BOT 105.7 3 5.501 2 5.501 3 3 TOTL 7.702 TOP -33.9 3 BOT 61.0 2 .000 0 .000 0 4.768 2 4.768 2 4 TOTL 6.968 TOP -18.7 2 .000 0 .000 0 BOT 105.6 3 5.501 3 5.501 3 5 TOTL 7.702 TOP -28.1 3 .000 0 .000 0 BOT 96.4 2 5.501 2 4.768 2 6 TOTL 6.968 TOP -31.2 2 .000 0 .000 0 BOT 93.4 3 4.768 3 4.768 3 7 TOTL 7.702 TOP -23.5 3 .000 0 .000 0 BOT 130.9 2 5.501 2 4.768 2 8 TOTL 6.968 TOP -47.5 2 .000 0 .000 0 BOT 107.3 3 4.768 3 4.768 3 9 TOTL 8.435 TOP .0 0 .000 0 .000 0 BOT 174.1 2 6.235 2 5.501 3 06-28-** ADOSS(tm) 6.01 P. prietary Software of 9:50:46HAM Licensed to: . • • • .• „; • e.e7. ..‘:•::DISTRIBUTION:0F;•DESIGN COL CROSS TOTALTOTAL-VERT COLUMN STRIP • BEAM . MIDDLE STRIP e NUM SECTN MOMENT DIFFERENCE MOMENT • MOMENT MOMENT . • (ft-k) (ft-AO ( % ) (ft-k). ( % (ft-k) ( ) (ft-k)..(.16 ) 1 LEFT TOP -5.5 .0 ( 0) -5.5 (100) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -19.8 .0 ( 0) -19.8 (100) .0 ( 0) .0 ( 0) 2 LEFT TOP -147.9 .0 ( 0) -110.9 ( 75) .0 ( 0) -37.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 154.2 .0 ( 0) 115.6 ( 75) .0 ( 0) 38.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP -129.2 .0 ( 0) -96.9 ( 75) .0 ( 0) -32.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 121.9 .0 ( 0) 91.4 ( 75) .0 ( 0) 30.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) LEFT TOP -160.7 .0 ( 0) -120.5 ( 75) .0 ( 0) -40.2 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 162.1 .0 ( 0) 121.6 ( 75) .0 ( 0) 40.5 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 5 LEFT TOP -144.3 .0 ( 0) -108.2 ( 75) .0 ( 0) -36.1 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 144.7 .0 ( 0) 108.5 ( 75) .0 ( 0) 36.2 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 6 LEFT TOP -172.6 .0 ( 0) -129.4 ( 75) .0 ( 0) -43.1 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 164.0 .0 ( 0) 123.0 ( 75) .0 ( 0) 41.0 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 7 LEFT TOP -179.8 .0 ( 0) -134.8 ( 75) .0 ( 0) -44.9 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP 181.0 .0 ( 0) 135.8 ( 75) .0 ( 0) 45.3 ( 25) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) PORT! ID CEMENT ASSN. Page 10 • • • ••.- ••.. 'COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT.: • (ft -k) (ft -k) (% ) (ft -k) (% ) (ft -k) ( % ) (ft -k) ( %. ) C.) o g w w w Q ' co 3 w ' Z H: U 0 O N, 0 I- w pc) O ; ∎. . Z "PAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP um: NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT H (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) z 8 LEFT TOP -246.3 BOT .0 RGHT TOP 237.0 BOT .0 9 LEFT TOP .0 BOT 32.5 RGHT TOP 9.0 BOT .0 . DISTRIBUTION 'OF ..DESIGN ;MOMENTS AT SUPPORTS ` **************** * * *. * * * * * * * * * * * * * ** * * * * * * * * :•:. .0 ( 0) -184.7 ( 75) .0 ( 0) .0 ( 0) .0 ( 0) 177.8 ( 75) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 32.5 (100) .0 ( 0) 9.0 (100) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) -61.6 ( 25) .0 ( 0) .0 ( 0) .0 ( 0) 59.3 ( 25) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 2 6.23 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 105.7 .0 ( 0) 63.4 ( 60) .0 ( 0) 42.3 ( 40) 3 7.70 TOP -33.9 .0 ( 0) -20.4 ( 60) .0 ( 0) -13.6 ( 40) BOT 61.0 .0 ( 0) 36.6 ( 60) .0 ( 0) 24.4 ( 39) 4 6.97 TOP -18.7 .0 ( 0) -11.2 ( 60) .0 ( 0) -7.5 ( 40) BOT 105.6 .0 ( 0) 63.3 ( 60) .0 ( 0) 42.2 ( 39) 5 7.70 TOP -28.1 .0 ( 0) -16.8 ( 60) .0 ( 0) -11.2 ( 39) BOT 96.4 .0 ( 0) 57.8 ( 60) .0 ( 0) 38.5 ( 39) 6 6.97 TOP -31.2 .0 ( 0) -18.7 ( 60) .0 ( 0) -12.5 ( 40) BOT 93.4 .0 ( 0) 56.0 ( 60) .0 ( 0) 37.4 ( 39) SPAN CROSS,' NUM SECTN 7 7.70 TOP -23.5 BOT 130.9 8 6.97 TOP -47.5 BOT 107.3 9 8.44 TOP .0 BOT 174.1 ,, • 06-28-** ADOSS(tM) 6.01 Proprietary Software of PORTL1 J CEMENT ASSN. Page 12 9:50:46 AM Licensed to: . . . .. . . • . . . , - ... . . 1 4 f ;1/4; ' • :4 A; •ss '..?'.....4.:.;.*:.. •......'-';''' • • DISTRIBUTION OF DESIGN "MOMENTS TN .'SPANS **************t************************ TOTAL TOTAL-VERT : MOMENT DIFFERENCE (ft-k) (ft-k) ( A ) . 0 ( 0 ) .0 ( 0 ) • .0 0) . 0 0) .0 0) .0 0) COLUMN STRIP MOMENT (ft-k) ( % ) -14.1 ( 60) 78.5 ( 60) -28.5 ( 60) 64.4 ( 60) .0 ( 0) 104.5 ( 60) • BEAM MIDDLE STRIP • MOMENT MOMENT (ft-k) ( % ) (ft-k) CA ) .0 ( 0) -9.4 ( 39) .0 ( 0) 52.4 ( 39) . 0 ( 0) -19.0 ( 40) .0 ( 0) • 42.9 ( 39) . 0 ( 0) .0 ( 0) .0 ( 0) 69.6 ( 39) 06 -28_ ** ADOSS(tm) 6.01 Proprietary Software of PORTLP. 9:50 :46 AM to: --After the column numbers, C = Corner, E = Exterior, I = Interior. DIR.ECT SHEAR .W I TH . TR FER OF MOMENT AROUND COLUMN COL. ALLOW. PATT REACTION SHEAR .PATT •REACTION UNBAL. SHEAR NO. STRESS NO. STRESS NO. MOMENT TRANSFR (psi) (kips) (psi) (kips) (ft -k) (ft -k) lE 252.96 4 21 252.96 4 3I 252.96 4 4I 252.96 4 5I 252.96 4 6I 252.96 4 7I 252.96 4 8I 252.96 4 9E 252.96 4 Y * *** * * * * * * * * * * * * * * * * * * * * * * *^_ TE -- Allowable =.shear :stress in •slabs, =r.252..96 •psi when ratio' of col. dim:- (long /short) is=•less. than - -Wide beam•'shear (see "CODE ") is not computed manually. 52.4 34.00 4 52.4 -19.7 113.9 61.88 4 113.9 .0 107.4 58.36 4 107.4 .0 137.4 74.67 4 137.4 .0 125.9 68.40 4 125.9 .0 150.4 81.74 4 150.4 .0 157.3 85.48 4 157.3 .0 189.7 103.10 4 189.7 .0 88.5 57.39 4 88.5 32.6 - - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) 1 Not applicable, 2I 233.24 4 3I 233.24 4 4I 233.24 4 5I 233.24 4 61 233.24 4 7I 233.24 4 8I 233.24 4 9 Not applicable, CEMENT ASSN. Page 13 .0 . 0 .0 .0 .0 .0 . 0 .0 drop dimensions not specified. 103.0 53.80 96.5 50.41 126.5 66.08 115.0 60.06 139.5 72.88 146.4 76.47 178.8 93.42 drop dimensions not specified. SHEAR STRESS (psi) 34.00 61.88 58.36 74.67 68.40 81.74 85.48 103.10 57.39 ne 00 g, co w : w u. W0 • a ju W D p O w 0i- w w - ~O w z z 06 -28. ** ADOSS•(tm) 6.01 Proprietary Software of PORTLA CEMENT ASSN. Page 14 '9:50:46 AM• Licensed to: R • N S E • R M. ' S E B'E'A. ', .S! •� ,r R E , U- I . R E • NT `N .. . S' ' �t�'****' �" �" k �" k�" k�' k�'***' k* �" �'*' k• k******' k**' k****' k#" k* �" k*' �'*' k� '*"k *'k * * * *'k *�' *'k#'#' *'k'k•1 t r •v i r i •'!;C<1'y:`�,t.. �S ���.. a mots M' y kr. 7,r ;. •';'C +�� -f' ... ... �. ^•,, �. f N�. 1. i v :.. rl.�1i�.[•1!� -t -t i�• �� ,2r� • ? �r �a�1 1. r5 .t. v•�w • ;�•4�`��� -; ,t,rs�6 . µ !`�hK LEFT 'SIDE Vc @d • .Tu (d Tc @d Av /s' At %s Atot /s' Al No. NO. SHEAR SHEAR TORSION TORSION • @d • • • @d- @d @d BEAM . PATT. ' Vu @d 1 2 3 4 .5 6 7 8 . 9 BEAM PATT. Vu @d No. NO. SHEAR 1 2 3 4 5 6 7 9 NOTES: 1.) 2.) 3.) 4.) 5.) .0 .0 .0 . .0 .000 Transverse .beam .not specified Transverse beam not specified Transverse beam not specified Transverse beam not specified Transverse beam not specified Transverse beam not specified Transverse beam not specified .0 .0 .0 .0 .000 Vc @d SHEAR RIGHT SIDE 0 .0 .0 .0 * Transverse beam * Transverse -beam * Transverse beam * Transverse beam * Transverse beam * Transverse beam * Transverse beam 0 .0 .0 .0 Tu @d Tc @d Av /s TORSION TORSION @d Deep beam analysis not considered. Loads assumed applied from above beam. Moment and shear at concentrated load must be checked manually if located along transverse beam. Symbols following Av /s• values: * - Minimum shear 50. *bw /Fyv - based on beam dimensions. x - Vs exceeds 4 *Vc, increase member section. Symbols following At /s values: * - 'Minimum torsion 50.*bw/Fyv - based on beam x - Ts exceeds 4 *Tc, increase member section. 6.) Symbols following Atot /s values: * - Minimum torsion 50. *bw /Fyv - based on beam 7.) Redistribution of torque is .not-considered. 8.) Detail first stirrup @ 3 inches. .000 .000 .00 * * * * * * * * * * * * * * .000 .000 .00 At /s Atot /s Al @d @d @d .0 .000 .000 .000 .00 not specified not specified not specified not specified not specified not specified not specified .0 .000 .000 .000 .00 dimensions. dimensions. * * tu 0 u) w 0 g . ' o f z -: 11J uj 0 0 O N . 0 1- IL ~O S U co O z 06- 28 - ** ADOSS(tm) 6.01 Pi rietary Software of PORTLP'-LU CEMENT ASSN. rage J. 9:5d:46 AM Licensed to: �.,..� T I�V.E��� R E;I N F.O;R Ct,E M E:N T * *4* * * * * * ** * * *44,*' * * * * * * * * * * * * ** * * * * * ***4* ** z COLUMN *PATT *LOCATION • *...: TOTAL .* COLU STRIPi * rv; MIDDLE . STRIP, • NICER *. NO.* @COL FACE *. DESIGN: AREA:. * ;;..::. AREA.. WIDTH * (ft -k) .* (sq.in) (ft) * (ft) 1.43 5.5 2.74'5.5 1 ** 4 L 2 4 3 1 L 4 4 5 1 6 4 L 7 1 8 4 L 9 ** 4 ** R R R R -5.5 154.2 - 129.2 162.1 144.7 - 172.6 181.0 -246.3 9.0 1.43 1.43 2.28 5.5. 1.43 2.87 6.4 2.09 j 2.55 , 6.4 2.09 3 � . �• .4 '� I3 .20 06 " 76 2.09 3 2.76 4.41 7.3 2.76 1.90 7.3 2.76 Positive reinforcement required, compute manually. P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 5.5 5.5 5.5 8.1 8.1 8.1 10.7 10.7 10.7 _ ,258 es - e. rseq-as rr4d9 2 3 6.2 105.7 1.47 5.5 1.43 5.5 ' 3 ** 2 7.7 61.0 1.43 5.5 1.43 5.5 4 ** 3 7.0 105.6 1.66 6.4 2.09 8.1 5 ** 2 7.7 96.4 1.66 6.4 -4•'k 2.09 8.1 6 ** 3 7.0 93.4 1.66 6.4 2.09 8.1 7 ** 2 7.7 130.9 1.90 7.3 2.76 10.7 -WStIW 8 ** 3 7.0 107.3 1.90 7.3 2.76 10.7 9 2 8.4 174.1 2.44 7.3197 2.76 10.7 ** - Negative reinforcement requi ed, compute manually. ,ct ta ) 0 0 06 -28� ** ADOSS(tm) 6.01 Pr..irietary Software of PORTLr) CEMENT ASSN. Page 16 '9 :50:46 AM'Licensed to:. * C O L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN* - BAR - LENGTH -* -BAR- LENGTH- * - BAR- LENGTH- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) 4 ** Ti ** * * * * * * * * * * * * * * * * * * * * * * * ** TE - -The schedule given below- is .a -guide:for proper. reinforcement • ,4i , placem aind'is based: on, reasonable engineering judgement. Unusual boundary. and /or loading conditions may require modification of this schedule. " N E G A T I V E ' R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 ** 4 # 4 1.25 4.67 3 2 5 # 5 8.16 6.70 4 3 4 # 5 5.96 4.67 4 4 5 # 5 5.23 5.23 5 5 5 # 5 5.23 5.23 4 6 5 # 5 5.96 5.23 5 7 6 # 5 4.67 5.23 5 8 5 # 6 6.70 8.16 5 9 ** 5 # 4 4.67 1.25 5 - Positive * C O L * LONG SPAN * - - -- B A NUMBER * NO SIZE * 2 3 ** 4 ** 5 ** 6 ** 7 ** 8 ** 9 - Negative reinforcement required, P 0 S I * * * * * * ** # 4 # 5 # 5 # 5 # 5 # 5 # 5 # 6 # 4 1.25 4.86 3.76 3.40 3.40 3.76 3.33 4.13 3.33 3.33 4.13 3.33 3.40 3.40 3.40 3.40 4.86 1.25 design manually. 7 7 7 11 11 11 14 14 14 T I V E R E I N F O R C E M E N T ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** # 4 # 4 # 4 # 4 # 4 # 4 # 4 # 4 # 4 1.25 7.44 5.23 4.50 4.50 5.23 3.77 5.97 3.60 3.60 5.97 3.77 4.50 4.50 4.50 4.50 7.44 1.25 U M N S T R I P * M I D D L E S T R I P BARS * SHORT BARS * LONG BARS * SHORT BARS R - - -- * - - -- BAR - - -- * - - -- BAR - - -- * - - -- BAR - - -- LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH (ft) * (ft) * (ft) * (ft) 4 # 4 14.26 4 # 4 12.67 4 # 4 14.76 3 # 4 12.30 4 # 4 14.17 3 # 4 11.00 4 # 4 15.17 3 # 4 10.27 5 # 4 14.17 4 # 4 11.00 6 # 4 15.17 5 # 4 10.27 5 # 4 14.17 4 # 4 11.00 6 # 4 15.17 5 # 4 10.27 5 # 4 14.17 4 # 4 11.00 6 # 4 15.17 5 # 4 10.27 5 # 4 14.17 5 # 4 11.00 7 # 4 15.17 7 # 4 10.27 5 # 4 14.17 5 # 4 11.00 7 # 4 15.17 7 # 4 10.27 7 # 4 14.26 6 # 4 12.67 7 # 4 14.76 7 # 4 12.30 reinforcement required, design manually. 06 - ** ADOSS(tm) 6.01 P. drietary Software of PORTI 'D CEMENT ASSN. Page 17 . 9:50:46 AM' Licensed to: A -DD hT'IrO.N;A I N F.O' 0 A T S U P P O R T S t :.an. .;.************************************ * * * * * * * * * * * ** * * * * * * * * * * * * * * * *= REINF. SUMMR Y *' R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER UMN * ER * W/O U. MOMENT * MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION • * REQ'D - PROV'D* MOMENT * -f * TRANSFER *N0. * SLABW - AREA - •'R /F *( sq.in) ( sq.in)* (ft -k) * * (ft -k) * * (ft) ( sq.in) 1 2.85 2.80 .0 1.00 .0 3 4.3 .00 0 # 4 w m2 ; 2 4.16 4.19 .0 1.00 .0 3 4.3 .00 0 # 5 6 m : J0 3 3.71 3.88 .0 1.00 .0 3 4.3 .00 0 # 5 c.)O 4 4.96 5.30 .0 1.00 .0 2 4.3 .00 0 # 5 co 5 4.64 4.99 .0 1.00 .0 3 4.3 .00 0 # 5 ti 6 5.15 5.30 .. 0 1.00 .0 3 4.3 .00 0 # 5 co u. 7 5.96 6.21 .0 1.00 .0 1 4.3 .00 0 # 5 ui O 8 7.17 7.20 .0 1.00 .0 3 4.3 .00 0 # 6 n n 9 4.67 4.80 .0 1.00 .0 1 4.3 .00 0 # 4 g _ u.a NOTE: Zero transfer "CRITICAL SLABW" indicates no support Nc� pport dimensions im given for transfer. If beam(s) are present, transfer mode may be due to beam shear z m O ` and /or torsion, check manually. � �-f Ill 'Li * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) m0 c O 01-, A D D I T I O N A L I N F O R M A T I O N FOR = v ` I- I N - S P A N C O N D I T I O N S u_ ~O ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ai c.)= y ,:. * REINF. SUMMARY * 1= SPAN * * TOTAL FACTORED SPAN Z NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /0 PARTIAL LOADS) * ( sq.in) (sq.in) * (ft - k) * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) 2 2.90 3.00 155.4 3 2.85* 2.80 155.4 4 3.76 4.00 204.8 5 3.76 4.00 204.8 6 3.76 4.00 204.8 7 4.67 4.80 254.3 8 4.67 4.80 254.3 9 5.21 5.40 254.3 06 -28 - ** ADOSS(tm) 6.01 PI rietary Sortware or FORTLrT CEMENT ASSN. rage iti ,9:50:47 AM Licensed to: DEFLECTION :.: A N A L Y S I S . ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult "' users manual for method of combination and limitations. SPAN NUMBER 1 2 3 4 6 5 7 8 9 10 - -Spans 1 and 10 are cantilevers. - -Time- dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. - - Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. - - Modulus of elasticity of concrete, Ec = 3834. ksi * * * DEAD * * LOAD * * Ieff. * * (in ^4) * 19008. 19008. 19008. 25056. 25056. 25056. 31104. 31104. 31104. 31104. TOTAL QUANTITIES -.003 . 014 .004 .008 .006 . 006 .009 .006 . 016 -.003 CONCRETE .... 69.4 cu.yd FORMWORK .... 1873. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) (NEGATIVE) .... 1373. lbs (POSITIVE) .... 1423. lbs SUMMARY OF QUANTITIES CONCRETE FORMWORK •••• REINFORCEMENT ** .... C O L U M N S T R I P DEFLECTION DUE TO: DEAD * LIVE * TOTAL (in) * (in) * (in) -.005 .021 .006 .013 .010 .009 .015 .010 .024 -.005 -.008 .035 .010 .021 .017 .015 .024 .016 .040 -.008 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1.05 cu.ft /sq.ft 1.05 \sq. ft /sq. ft 1.56 \lbs / sq.ft * *(IN THE DIRECTION OF ANALYSIS) Program completed as requested * * M I D D L E S T R I P * DEFLECTION DUE TO: * DEAD * LIVE * TOTAL * (in) * (in) * (in) -.003 .009 .001 .004 .003 .003 .004 .001 .008 -.003 -.005 .014 .001 . 007 . 005 .004 .006 .001 . 013 -.005 -.008 .023 .001 .012 .008 .006 .010 .001 .022 -.008 * * z re w V O N 0 N w CO wO 2 u. N _ D. w z w ui 2 R o: w W! V . .z U = ' O z E L ' to p til i ' " -- 6 12 gM ro CD Hty6 8.x m K drt ............ MORC)tu 61 a■-. How tO U3 O 0 I-+ o • cD cn c O °° 11 tn I GI 1-3 Pi 'J�6 O G M •. Q ,b op so ga fD •• cn w O. M -I 0 O •• n II N lv X tn Ca iv co O W V I~ 'J1 to , { 1 , • 1 1 , , 1 O O V r NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO_'THE QUALITY OF THE DOCUMENT: , r L. , J , 1 , J • O Q Q 0 Q Q O 0 Licensed To: File Name Project �_. Span ID Engineer Date System Type : G: \ADOSS \GRID 8A.ADS : abovenet - Loading dock : GRID 0.8A : DML : 06/19/00 Time: 16 :37:22 : Flat Slab slab . 0/ 4‘ Y1 Z �W C.) CO � 111 0 j g J f p Di ° : ui H1 V N ` 111 W `. U. _ 0' W Z H = : 0 1-- Z 06 -28- ** ADOSS(tm) 6.01 Pr rietary Software of PORTLP' CEMENT ASSN. Page 1 9:50:45 AM Licensed to: pppppp ccccc aaaaa. p p c• c a. a p p c c a p p c aaaaaa p p c c a a p p c c a. a pppppp ccccc aaaaaa P P AAA DDDDD 000 SSSSS SSSSS w O A A D D 0 0 S S S S 2' A A D D 0 0 S S LLQ. AAAAAAA D D 0 0 SSSSS SSSSS V3 A A D D •0 0 S S ( ttttt .mm mm ) W' A A D D 0 0 S S S S ( t mmmm ) z A A DDDDD 000 SSSSS SSSSS ( t m m m) H O' . z l- ; W Wi D CV o ft- 0 1 = W f 1- Vi ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** V — O z ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** •. ,7, 1 „,puter program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. 06 -28- ** ADOSS(tm) 6.01 Pi rietary Software of PORTLP") CEMENT ASSN. Page 2 9:50:45 AM Licensed to: ENGINEER DATE TIME UNITS CODE SLAB SYSTEM FRAME LOCATION DESIGN METHOD MOMENTS AND SHEARS NUMBER OF SPANS 10 SOLID HEAD DIMENSIONS : CONCRETE FACTORS DENSITY(pcf ) 'PE fr (ksi) (psi) (psi) abovenet Loading dock slab DML 06/19/00 16:37:22 U.S. in -lb ACI 318 -89 FLAT SLAB SYSTEM INTERIOR STRENGTH DESIGN NOT PROPORTIONED SLABS 150.0 NORMAL WGT 4.0 423.7 474.3 AS INPUT BY ENGINEER BEAMS COLUMNS 150.0 150.0 NORMAL WGT NORMAL WGT 4.0 4.0 423.7 423.7 474.3 474.3 REINFORCEMENT DETAILS: NON- PRESTRESSED YIELD STRENGTH Fy = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT SLAB TOP = 2.25 in OUTER LAYER AT SLAB BOTTOM = 2.25 in OUTER LAYER MINIMUM FLEXURAL BAR SIZE: AT SLAB TOP = # 4 AT SLAB BOTTOM = # 4 MINIMUM SPACING: IN SLAB = 6.00 in 06 -28 - ** ADOSS(tm) 6.01 Pr D =ietary Software of PORTLP'V CEMENT ASSN. Page 9:50 :45 AM Licensed to: SPAN /LOADING 'DATA .-7 * * * * ** * * * * * * * * ** LENGTH. Tslab - WIDTH L2 * ** :SLAB ER Ll' LEFT RIGHT SYSTEM (ft) (in) (ft) (ft) • • 1* 1.3 12.0 5.5. 5.5 2 2 14.7 12.0 5.5 5.5 2 3 14.7 12.0 5.5 5.5 2 4 14.7 12.0 5.5 9.0 2 5 14.7 12.0 5.5 9.0 2 6 14.7 12.0 5.5 9.0 2 7 14.7 12.0 9.0 9.0 2 8 14.7 12.0 9.0 9.0 2 9 14.7 12.0 9.0 9.0 2 10* 1.3 12.0 9.0 9.0 2 * - Indicates cantilever span information. ** - Strip•width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * * * * * * * * * * * * * * * * ** r "' TAL LOADINGS ARE NOT SPECIFIED \\ DESIGN : •COLUMN • STRIP STRIP ** •(ft) ••(•ft) • 11.0 .0 11.0 5.5 11.0 5.5 14.5 6.4 14.5 6.4 14.5 6.4 18.0 7.3 18.0 7.3 18.0 7.3 18.0 .0 ••UNI•FORM ...LOADS . S. DL • LIVE (psf ) (psf •) .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 .0 250.0 06- 28, - ** ADOSS (tm) 6.01 Pr rietary Software of PORTLP,'- T) CEMENT ASSN. Page 4 9:50:46 AM Licensed to: UMN *UMBER 1 2 3 4 5 6 7 8 9 COLUMN NUMBER 2 3 4 5 6 7 8 9 COLUMN ABOVE SLAB - COLUMN BELOW.JSLAB C1. C2 HGT C1 C2 HGT (in) (in) (ft) •(in) . (in) •(ft) Y .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 TRANSVERSE BEAM WIDTH DEPTH ECCEN (in) (in) (in) 30.0 30.0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 .0 30.0 30.0 .0 COLUMN /TORSIONAL- DMA * * * * * * * * * * * * * * * * ** * * *.: 18.0 18.0 18.0 18.0 18..0 18.0 18.0 18.0 18.0 .0 100.0 .0. 99.0 .0 100.0 .0 100.0 .0 100.0 .0 .100.0 .0 100.0 .0 100.0 .0 100.0 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. DROP PANEL /SOLID HEAD LEFT RIGHT WIDTH THICK (ft) (ft) (ft) (in) .0 .0 .0 .0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 2.0 2.0 4.0 9.0 .0 .0 .0 .0 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. CAPITAL * * ::.: - EXTEN." DEPTH (in) •(in) .0 .0 .0 .0 . 0 .0 . 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 COLUMN- MIDDLE STRIP *. STRIP* lft) •(ft) 5.5 5.5 5.5 5.5 5.5 5.5 6.4 8.1 6.4 8.1 6.4 8.1 7.3 10.7 7.3 10.7 7.3 10.7 SUPPORT FIXITY* 0% 0% 0% 0% 0% 0% 0% 0% 0% !cow W en IL w 0.L u . fA w` z F ,0 � '' o E-? w w `O.. • z4 : O H, 06 -28 - ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5 9 :50 :46 AM Licensed to: )RAL LOADS ARE NOT SPECIFIED \1 OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections Material Quantities * *DROP NOT SPECIFIED AT COLUMN 1 LATERAL .LOAD %OUTPUT •DATA * * * * * * * * * * * * * * * * ** * * * * *.. SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 2 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 2 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH Al COLUMN 2 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 3 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 3 SIDE IGNORED FOR REINFORCEMENT CALCULATIONS. * *SPECIFIED DROP DEPTH AT COLUMN 3 GREATER THAN 1 /4TH THE SUPPORT -DROP EDGE DISTANCE, EXCESS DEPTH ON SPAN 4 SIDE IGNORED FOR REINFORCEMENT. CALCULATIONS. ' <PECIFIED DROP PANEL LENGTH LEFT LESS THAN 1/6 OF SPAN AT COLUMN 4 ')P IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. ** SPECIFIED DROP PANEL LENGTH RIGHT LESS THAN 1/6 OF SPAN AT COLUMN 4 DROP IGNORED FOR FLEXURAL DESIGN AND DEFLECTION CALCULATIONS. 06-2 ADOSS(tm) 6.01 P-vrietary Software ot PORTLAND CEMENT ASSN. Page .9:50:46 AM Licensed to: ---- STATICS PRINT-OUT FOR GRAVITY LOAD ANALYSIS ---- ******************************************* IbINT NUMBER JOINT MOMENTS ( ft - kips ) PATTERN-1 PATTERN-2 LEFT RIGHT. TOP BOTTOM LEFT RIGHT TOP BOTTOM z 1 -7.1 7.1 .0 .0 -7.1 7.1 .0 .0 2 -171.3 171.3 .0 .0 -110.1 110.1 .0 .0 tui 3 -160.2 160.2 .0 .0 -84.6 84.6 .0 .0 4 -197.3 197.3 .0 .0 -120.9 120.9 .0 .0 (9 5 -183.9 183.9 :0 .0 -102.1 102.1 .0 .0 re 8 6 -212.2 212.2 .0 .0 -127.7 127.7 .0 .0 CO LU 7 -229.6 229.6 .0 .0 -125.1 125.1 .0 .0 1 11 1 8 -273.3 273.3 .0 .0 -178.3 178.3 .0 .0 tu 0 9 -11.7 11.7 .0 .0 -7.2 7.2 .0 .0 2 JOINT PATTERN-3 PATTERN-4 g =1 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM wi3 1 -4.4 4.4 .0 .0 -8.0 8.0 .0 .0 x 1- 11 2 -111.1 111.1 .0 .0 -189.3 189.3 .0 .0 E 3 -84.7 84.7 .0 .0 -144.7 144.7 .0 .0 R 4 -120.8 120.8 .0 .0 -207.0 207.0 .0 .0 law 5 -102.4 102.4 .0 .0 -175.0 175.0 .0 .0 :ED no 6 -126.9 126.9 .0 .0 -217.9 217.9 .0 .0 o 7 -125.9 125.9 .0 .0 -214.9 214.9 .0 .0 C) - c 8 -176.5 176.5 .0 .0 -304.1 304.1 .0 .0 w -11.7 11.7 .0 .0 -13.2 13.2 .0 .0 .. 10 --0 JOINT SHEARS ( kips ) .z 11 . 11 co ()- JOINT PATTERN-1 PATTERN-2 PATTERN-3 PATTERN-4 0 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Z 1 -11.1 38.1 -11.1 13.7 -6.8 39.1 -12.6 42.6 2 -55.1 49.8 -25.0 45.3 -51.0 19.7 -64.6 55.2 3 -48.6 60.2 -41.9 20.8 -16.1 54.7 -49.1 64.2 4 -64.8 63.8 -25.7 58.5 -59.6 24.5 -72.7 70.7 5 -62.2 61.6 -55.9 21.5 -22.0 55.5 -66.3 65.5 6 -65.1 76.5 -25.0 70.9 -58.8 28.7 -71.4 85.0 7 -78.3 76.4 -70.6 25.0 -28.6 67.3 -84.6 78.7 8 -81.4 89.1 -32.3 82.6 -74.2 40.1 -90.9 104.8 9 -63.2 18.5 -64.5 11.3 -22.9 18.5 -70.4 20.9 ** - Negative moment encountered in span, analyze manually. 06 -28 - ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9:50:46 AM Licensed to: DESIGN MOMENT ENVELOPES •AT •CRITICAL SECTIONS FROM SUPPORTS rti' *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. ; LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft -k) (ft) (ft) 1 TOTL LEFT TOP -5.5 .219 4 1.250 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 BOT -19.8 .665 3 .000 0 2 TOTL LEFT TOP -147.9 .665 4 6.602 2 BOT .0 .000 0 .000 0 RGHT TOP 154.2 .665 4 5.135 4 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP -129.2 .665 1 4.401 4 BOT .0 .000 0 .000 0 RGHT TOP 121.9 .665 1 2.934 4 BOT .0 .000 0 .000 0 4 TOTL LEFT TOP -160.7 .665 4 3.668 4 BOT .0 .000 0 .000 0 RGHT TOP 162.1 .665 4 3.668 4 BOT .0 .000 0 .000 0 5 TOTL LEFT TOP -144.3 .665 1 3.668 4 BOT .0 .000 0 .000 0 RGHT TOP 144.7 .665 1 3.668 4 BOT .0 .000 0 .000 0 6 TOTL LEFT TOP -172.6 .665 4 4.401 4 BOT .0 .000 0 .000 0 RGHT TOP 164.0 .665 4 3.668 4 BOT .0 .000 0 .000 0 7 TOTL LEFT TOP -179.8 .665 1 2.934 4 BOT .0 .000 0 .000 0 RGHT TOP 181.0 BOT .0 .665 1 3.668 4 .000 0 .000 0 06- 28. - ** ADOSS(tm) 6.01 Prngrietary Software of PORTLIINID CEMENT ASSN. Page 8 9:50:46 AM Licensed to: DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS ******************************* * * * *, * * * * * * * * * * * * * * * * * * * * * * COL LOAD CROSS • DESIGN DISTANCE LOAD MAX.I.P.'. LOAD NUM TYPE SECTN MOMENT . •CR.SECTN. PTRN DISTANCE .PTRN (ft -k) , • ( ft) .. . • (ft)-. 8 TOTL LEFT TOP -246.3 .665 4 5.135 4 BOT .0 .000 0 .000 0 RGHT TOP 237.0 .665 4 6.602 3 BOT .0 .000 0 .000 0 9 TOTL LEFT TOP .0 .000 0 .000 0 BOT 32.5 .665 2 .000 0 RGHT TOP 9.0 .219 4 1.250 1 BOT .0 .000 0 .000 0 06-28r** ADOSS(tm) 6.01 Prclprietary Software of PORTLAND CEMENT ASSN. Page 9 .9:50:46 AM Licensed to: ' SPAN LOAD NUM TYPE Iq . • : •. .• DESIGWMCMENt.ENViLOPES''AT 'CRITICAL SECTIONS'AIANG' • • • CRITICAL: DESIGN LOAD MAX. I.P. LOAD: MAX LOAD SECTION. MOMENT . PTRN. DIST LEFT PTRN DIST RGHT •PTRN (ft) (ft-k) (ft) - (ft) 2 TOTL 6.235 TOP .0 0 .000 0 .000 0 BOT 105.7 3 5.501 2 5.501 3 3 TOTL 7.702 TOP -33.9 3 .000 0 .000 0 BOT 61.0 2 4.768 2 4.768 2 4 TOTL 6.968 TOP -18.7 2 .000 0 .000 0 BOT 105.6 3 5.501 3 5.501 3 5 TOTL 7.702 TOP -28.1 3 .000 0 .000 0 BOT 96.4 2 5.501 2 4.768 2 6 TOTL 6.968 TOP -31.2 2 .000 0 .000 0 BOT 93.4 3 4.768 3 4.768 3 7 TOTL 7.702 TOP -23.5 3 .000 0 .000 0 BOT 130.9 2 5.501 2 4.768 2 8 TOTL 6.968 TOP -47.5 2 .000 0 .000 0 BOT 107.3 3 4.768 3 4.768 3 9 TOTL 8.435 TOP .0 0 .000 0 .000 0 BOT 174.1 2 6.235 2 5.501 3 06-28-** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10 9:50:46 AM Licensed to: - . COL CROSS NUM SECTN 1 LEFT TOP -5.5 BOT .0 RGHT TOP .0 BOT -19.8 2 LEFT TOP -147.9 BOT .0 RGHT TOP BOT 3 LEFT TOP -129.2 BOT .0 RGHT TOP BOT LEFT TOP -160.7 BOT .0 RGHT TOP BOT 5 LEFT TOP -144.3 BOT .0 RGHT TOP BOT DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS 154.2 121.9 162.1 144.7 6 LEFT TOP -172.6 BOT .0 RGHT TOP BOT 164.0 7 LEFT TOP -179.8 BOT .0 RGHT TOP BOT TOTAL . ' TOTAL-VERT COLUMN STRIP .:. BEAM MOMENT DIFFERENCE MOMENT MOMENT (ft-k). (ft- ( % ) (ft-k) ( % ) (ft-k) ( % ) 181.0 .0 ( 0) -5.5 (100) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) -19.8 (100) .0 ( 0) -110.9 ( . 0 ( 0) .0 .0 ( 0) 115.6 ( .0 .0 ( 0) .0 .0 ( 0) -96.9 ( .0 ( 0) .0 .0 ( 0) 91.4 .0 .0 ( 0) .0 .0 ( 0) -120.5 ( . 0 ( 0) .0 .0 ( 0) 121.6 ( 75) .0 .0 ( 0) .0 ( 0) .0 ( 0) -108.2 ( 75) .0 ( 0) .0 ( 0) . 0 ( 0) 108.5 ( .0 .0 ( 0) .0 ( 0) . 0 ( 0) -129.4 ( 75) .0 ( 0) .0 ( 0) .0 ( 0) 123.0 ( 75) .0 .0 ( 0) .0 ( 0) . 0 ( 0) -134.8 ( 75) . 0 ( 0) .0 ( 0) .0 ( 0) 135.8 ( 75) .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 75) .0 ( 0) -37.0 ( 25) 0) .0 ( 0) .0 ( 0) 75) .0 ( 0) 38.5 ( 25) 0) .0 ( 0) .0 ( 0) 75) .0 ( 0) -32.3 ( 25) 0) .0 ( 0) .0 ( 0) 75) .0 ( 0) 30.5 ( 25) 0) .0 ( 0) .0 ( 0) 75) .0 ( 0) -40.2 ( 25) 0) .0 ( 0) .0 ( 0) 75) .0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 .0 .0 . 0 .0 MIDDLE STRIP MOMENT (ft-k) ( % ) 0) 40.5 ( 25) 0) .0 ( 0) 0) -36.1 ( 25) 0) .0 ( 0) 0) 36.2 ( 25) 0) .0 ( 0) 0) -43.1 ( 25) 0) .0 ( 0) 0) 41.0 ( 25) 0) .0 ( 0) 0) -44.9 ( 25) 0) .0 ( 0) 0) 45.3 ( 25) 0) .0 ( 0) . • , PenegatM etentleuemennytreetxusao. , ..v.m..m....•azzowstarp. ,,-- - -. mq 9r i ntewvo 06 -28 - ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11 9:50:46 AM Licensed to: COL CROSS NUM SECTN 1. • 8 LEFT TOP -246.3 BOT .0 RGHT TOP BOT 9 LEFT TOP RGHT TOP BOT `SPAN CROSS NUM SECTN DISTRIBUTION OF DESIGN .MOMENTS AT SUPPORTS ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *:. TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP MOMENT DIFFERENCE MOMENT MOMENT MOMENT. (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) 237.0 .0 .0 BOT 32.5 2 6.23 TOP .0 BOT 105.7 3 7.70 TOP -33.9 BOT 61.0 4 6.97 TOP -18.7 BOT 105.6 5 7.70 TOP -28.1 BOT 96.4 6 6.97 TOP -31.2 BOT 93.4 .0 ( 0) -184.7 ( 75) .0 ( 0) .0 ( 0) .0 ( 0) 177.8 ( 75) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 32.5 (100) 9.0 .0 ( 0) 9.0 (100) .0 .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) (ft -k) ( % ) .0 ( 0) .0 ( 0) . 0 ( 0) 63.4 ( 60) .0 ( 0) -20.4 ( 60) .0 ( 0) 36.6 ( 60) .0 ( 0) -11.2 ( 60) . 0 ( 0) 63.3 ( 60) .0 ( 0) -16.8 ( 60) .0 ( 0) 57.8 ( 60) . 0 ( 0) -18.7 .0 ( 0) 56.0 .0 .0 .0 .0 ( 0) -61.6 ( 25) 0) .0 ( 0) 0) 59.3 ( 25) 0) .0 ( 0) 0) .0 ( 0) 0) .0 ( 0) 0) .0 ( 0) 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 42.3 ( 40) .0 ( 0) -13.6 ( 40) .0 ( 0) 24.4 ( 39) .0 ( 0) -7.5 ( 40) .0 ( 0) 42.2 ( 39) .0 ( 0) -11.2 ( 39) .0 ( 0) 38.5 ( 39) 60) .0 ( 0) -12.5 ( 40) 60) .0 ( 0) 37.4 ( 39) z t ` ;` w re 2 J U N CO w 0 w w O' J u. = d ; H uj z �.' Z0 2 j' C O N 0 w w P- - O iii z. O z 1 . ' SPAN CROSS.. TOTAL NUM SECTN MOMENT (ft-k) 7 7.70 TOP -23.5 BOT 130.9 8 6.97 TOP -47.5 BOT 107.3 9 8.44 TOP .0 BOT. 174.1 • •.• , • • . • DISTRIBUTION'OVDESIGNiMMEWS IN SPANS **************t************************ TOTAL-VERT DIFFERENCE (ft -k) ( % ) . 0 ( 0) . 0 ( 0) .0 ( 0) .0 ( 0) . 0 ( 0) .0 ( 0) COLUMN STRIP BEAM MIDDLE STRIP MOMENT MOMENT MOMENT (ft-k) ( % ) (ft-k) ( % ) (ft-k) (,% ) -14.1 ( 60) 78.5 ( 60) -28.5 ( 60) 64.4 ( 60) .0 ( 0) 104.5 ( 60) .0 ( 0) -9.4 ( 39) .0 ( 0) 52.4 ( 39) .0 ( 0) -19.0 ( 40) .0 ( 0) 42.9 ( 39) .0 ( 0) .0 ( 0) .0 ( 0) 69.6 ( 39) `••• 4 • 06 -28 - ** ADOSS(tm) 6.01 Pr- prietary Software of PORTLAND CEMENT ASSN. Page 13 9:50:46 AM Licensed to: COL. ALLOW. PATT NO. STRESS NO. (psi) ,NOTE -- Allowable: shear •stress in .slabs .252.96:psi •when of col. dim. (long /short) is less than 2.0: - -Wide beam shear (see "CODE ") is not computed,.check manually. - -After the column numbers, C = Corner, E = Exterior, I = Interior. DIRECT lE 2I 3I 4I 5I 6I 7I 8I 9E 252.96 252.96 252.96 252.96 252.96 252.96 252.96 252.96 252.96 S H E A "R' : A N'A.L'.Y S * * * * * * * * * * * * * * * * * * *** * * * * * `: < ;. SHEAR .W I TH . TRANS FER OF MOMENT AROUND COLUMN REACTION SHEAR PATT •REACTION UNBAL. STRESS NO. MOMENT (kips) (psi) (kips) (ft -k) 4 52.4 4 113.9 4 107.4 4 137.4 4 125.9 4 150.4 4 157.3 4 189.7 4 88.5 34.00 61.88 58.36 74.67 68.40 81.74 85.48 103.10 57.39 1 Not applicable, 2I 233.24 4 3I 233.24 4 4I 233.24 4 5I 233.24 4 61 233.24 4 7I 233.24 4 8I 233.24 4 9 Not applicable, 4 52.4 4 113.9 4 107.4 4 137.4 4 125.9 4 150.4 4 157.3 4 189.7 4 88.5 • -19.7 .0 .0 .0 .0 .0 .0 .0 32.6 - AROUND DROP /SOLID HEAD - - COLUMN ALLOW. PATT REACTION SHEAR NUMBER STRESS NO. STRESS (psi) (kips) (psi) SHEAR SHEAR TRANSFR STRESS (ft -k) (psi) .0 .0 .0 . 0 . 0 . 0 .0 .0 drop dimensions not specified. 103.0 53.80 96.5 50.41 126.5 66.08 115.0 60.06 139.5 72.88 146.4 76.47 178.8 93.42 drop dimensions not specified. 34.00 61.88 58.36 74.67 68.40 81.74 85.48 103.10 57.39 06 -287** ADOSS(tm) 6.01 Prnnrietary Software of PORTLAND CEMENT ASSN. Page 14 9:50 :46 AM Licensed to: TRANSVERSE BEA.M SHEAR • RE O U' I RV. -E M ,'E•: N T . S :(kips, ft -k, :: SQ. in: /, in. ' r ************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LEFT SIDE Vc @d .Tu @d Tc @d BEAM , PATT. No. NO. 1 0 2 * * 3 * * 4 * * 5 * * 6 * * 7 * * 8 * * 9 0 BEAM PATT. Vu @d No. NO. SHEAR 1 0 2 * * 3 * * 4 * * 5 * * 6 * * 7 * * 8 * * 9 0 NOTES: 1.) 2.) 3.) 4.) 5.) Vu @d SHEAR Vc @d SHEAR SHEAR TORSION TORSION @d .0 .0 .0 Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam .0 .0 .0 RIGHT SIDE Tu @d Tc @d TORSION TORSION .0 .0 .0 Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam Transverse beam .0 .0 .0 Deep beam analysis not considered. Loads assumed applied from above beam. Moment and shear at concentrated load must be checked manually if located along transverse beam. Symbols following Av /s values: * - Minimum shear 50. *bw /Fyv - based on beam dimensions. x - Vs exceeds 4 *Vc, increase member section. Symbols following At /s values: * - Minimum torsion 50. *bw /Fyv - based on beam x - Ts exceeds 4 *Tc, increase member section. 6.) Symbols following Atot /s values: * - Minimum torsion 50. *bw /Fyv - based on beam 7.) Redistribution of torque is •not considered. 8.) Detail first stirrup @ 3 inches. .000 not specified not specified not specified not specified not specified not specified not specified .0 .000 Avis Av /s @d .0 .000 not specified not specified not specified not specified not specified not specified not specified .0 .000 .At/s ` Atot /s Al @d . @d @d .000 .000 .00 * * * * * * * * * * * * * * .000 .000 .00 At /s Atot /s Al @d @d @d .000 .000 .00 * * * * * * * * * * * * * * .000 .000 .00 dimensions. dimensions. f.., �9 m rsir=tau s4:gerspmm. .... , + .nwM,. >...,... rX p t) v � w -I w 0 u. Q y D ; ? �; O ' LLJ U � 0 I- w W; H U. 6 O i t ii z ; U N , O z 06 -28 - ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT 9:50:46 AM Licensed to: ** . G A T I V E ; , R E I N F O R C E M E N T *** * * * * * * * * * * * * ** * * * * * * * * * * *** * * ** - Positive reinforcement required, compute manually. COLUMN *PATT *LOCATION * TOTAL *, COLUMN: STRIP K * : ;MIDDLE STRIP NO.*@COL FACE *. DESIGN * . AREA ; WIDTH *.` ,: AREA WIDTH * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 1 ** 4 L -5.5 1.43 0j5.5 1.43 5.5 2 4 R 154.2 2.74x' 5.5 , 1.43 5.5 3 1 L -129.2 2.28 5.5. 1.43 5.5 4 4 R 162.1 2.87 6.4 2.09 8.1 5 1 R 144.7 j 2.55 A06.4 2.09 8.1 6 4 L -172.6 � / (3.06 •,; 6.4 2.09 8.1 7 1 R 181.0 3.20 7.3 2.76 10.7 8 4 L -246.3 4.41 7.3 2.76 10.7 9 ** 4 R 9.0 1.90 7.3 2.76 10.7 P O S I T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPAN *PATT *LOCATION * TOTAL * COLUMN STRIP * MIDDLE STRIP NUMBER* N0. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (ft) * (sq.in) (ft) 2 3 3 ** 2 4 ** 3 5 ** 2 6 ** 3 7 ** 2 8 ** 3 9 2 ** 6.2 105.7 1.47 5.5 7.7 61.0 1.43 5.5 7.0 105.6 1.66 6.4 7.7 96.4 1.66 6.4-1.k 7.0 93.4 1.66 6.4 7.7 130.9 1.90 7.3 7.0 107.3 1.90 7.3 8.4 174.1 2.44 7.307 1.43 1.43 2.09 2.09 2.09 2.76 2.76 2.76 - Negative reinforcement requi ed, compute manually. Al Li lt° ai ASSN. rage io 5.5 5.5 8.1 8.1 8.1 10.7 - psel* 10.7 10.7 e: _ ,Z$7) >rse as 0.4 c9 is:•:‘,1:4-1,444,„ $(4,0,:t131. a-0. ti co w w' J w 0 u. a; J zy ° D V 0 0 - 0 f-; H V : - 0 Z w N ; 06 -28; ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 16 9 ;50:46 AM'Licensed to: * C O L U M N S T R I P * M I D D L E S T R I P * LONG BARS * SHORT BARS * LONG BARS COLUMN* - BAR - LENGTH - *- BAR - LENGTH - *- BAR- LENGTH- NUMBER * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * NO SIZE LEFT RIGHT * (ft) (ft) * (ft) (ft) * (ft) (ft) * TOTE--The schedule given below is a guide for proper reinforcement placem and is based on reasonable engineering judgement. Unusual boundary and /or loading conditions may require modification of this schedule. 1 ** 2 3 4 5 6 7 8 9 ** - Positive * C O L * LONG SPAN * - - -- B A NUMBER * NO SIZE * - Negative reinforcement D E R •E S U: L T S . * * * * * * * * * * * * * * * * * * * * * * * * * ** N E G A T I V E R E I N F O R C E M E N T ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 # 4 1.25 4.67 3 5 # 5 8.16 6.70 4 4 # 5 5.96 4.67 4 5 # 5 5.23 5.23 5 5 # 5 5.23 5.23 4 5 # 5 5.96 5.23 5 6 # 5 4.67 5.23 5 5 # 6 6.70 8.16 5 5 # 4 4.67 1.25 5 reinforcement P O S I * * * * * * ** U M N BARS R - - -- LENGTH (ft) # 4 # 5 # 5 # 5 # 5 # 5 # 5 # 6 # 4 2 4 # 4 14.26 4 # 4 12.67 3 ** 4 # 4 14.17 3 # 4 11.00 4 ** 5 # 4 14.17 4 # 4 11.00 5 ** 5 # 4 14.17 4 # 4 11.00 6 ** 5 # 4 14.17 4 # 4 11.00 7 ** 5 # 4 14.17 5 # 4 11.00 8 ** 5 # 4 14.17 5 # 4 11.00 9 7 # 4 14.26 6 # 4 12.67 required, design 1.25 4.86 3.76 3.40 3.40 3.76 3.33 4.13 3.33 4 4 6 6 6 7 7 7 3.33 4.13 3.33 3.40 3.40 3.40 3.40 4.86 1.25 required, design manually. 7 7 7 11 11 11 14 14 14 T I V E R E I N F O R C E M E N T ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** S T R I P * M I D D L E S T R I P * SHORT BARS * LONG BARS * SHORT BARS * - - -- BAR - - -- * - - -- B - - -- * - - -- B - - -- * NO SIZE LENGTH * NO SIZE LENGTH * NO SIZE LENGTH * (ft) * (ft) * (ft) # 4 0 4 # 4 # 4 # 4 # 4 # 4 # 4 manually. 14.76 15.17 15.17 15.17 15.17 15.17 15.17 14.76 # 4 # 4 # 4 # 4 # 4 # 4 # 4 # 4 # 4 3 3 5 5 5 7 7 7 1.25 7.44 5.23 4.50 4.50 5.23 3.77 5.97 3.60 # 4 # 4 # 4 # 4 # 4 # 4 # 4 # 4 3.60 5.97 3.77 4.50 4.50 4.50 4.50 7.44 1.25 12.30 10.27 10.27 10.27 10.27 10.27 10.27 12.30 CL 2 W = ±, J F- w O . g -j ( d , w 0 Z �. D U 0 N o LU I CY - u. O z . ad N 0 ! Z 06 -28j ** ADOSS(tm) 6.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 1/ 9:50:46 AM Licensed to: A D D I T I O N A L I N F O R M A T I O N A T S U P P O R T S *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * REINF. SUMMARY *. ADD'L R/F REQ'D DUE TO UNBALANCED (U.) MOMENT TRANSFER LUMN * ER * W/O U. MOMENT * MAX.U. *GAMMA* FLEXURAL *PATT* CRITICAL SECTION * REQ'D - PROV'D* MOMENT * -f * TRANSFER *NO. * SLABW - AREA - R/F * (sq.in) (sq.in) * (ft -k) * * (ft -k) * * (ft) (sq.in) 1 2.85* 2.80 2 4.16 4.19 3 3.71 3.88 4 4.96 5.30 5 4.64 4.99 6 5.15 5.30 7 5.96 6.21 8 7.17 7.20 9 4.67 4.80 NOTE: Zero transfer "CRITICAL SLABW" indicates no support dimensions given for transfer. If beam(s) are present, transfer mode may be due to beam shear and /or torsion, check manually. * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) A D D I T I O N A L I N F O R M A T I O N F O R I N - S P A N C O N D I T I O N S ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * REINF. SUMMARY * SPAN NUMBER* AT MIDSPAN * * REQ'D. - PROV'D. * * (sq.in) (sq.in) * 2 2.90 3 2.85* 4 3.76 5 3.76 6 3.76 7 4.67 8 4.67 9 5.21 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 .0 1.00 .0 3.00 2.80 4.00 4.00 4.00 4.80 4.80 5.40 * - Indicates REQ'D reinforcement is greater than PROV'D (check bar selection) 3 3 3 2 3 3 1 3 1 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 TOTAL FACTORED SPAN STATIC DESIGN MOMENT (W /0 PARTIAL LOADS) (ft -k) 155.4 155.4 204.8 204.8 204.8 254.3 254.3 254.3 . 00 0 # 4 .00 0 # 5 .00 0 # 5 .00 0 # 5 .00 0 # 5 .00 0 # 5 .00 0 # 5 .00 0 # 6 . 00 0 # 4 06 -28 - ** ADOSS(tm) 6.01 Proprietary Sottware of PORT'1 ,NLI CEMENT ASSN. rage lb 9:50:47 AM Licensed to: * * SPAN NUMBER * * 1 2 3 r_ 5 6 7 8 9 10 DEF,.LECT I* 0 N ANALYS I S. ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTES- -The deflections below must be combined with those of the analysis in the perpendicular direction. Consult users manual for method of combination and limitations. - -Spans 1 and 10 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. - - Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline Deflections are computed as from an average uniform loading derived from the sum of all loads applied to the span. - - Modulus of elasticity of concrete, Ec = 3834. ksi * DEAD * LOAD * Ieff. (in ^4) * 19008. 19008. 19008. 25056. 25056. 25056. 31104. 31104. 31104. 31104. TOTAL QUANTITIES C O L U M N S T R I P * M I D D L E S T R I P DEFLECTION DUE TO: * DEFLECTION DUE TO: DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * (in) * (in) * (in) * (in) * (in) * (in) * -.003 .014 . 004 . 008 . 006 .006 .009 .006 .016 -.003 -.005 . 021 .006 .013 .010 .009 . 015 . 010 .024 -.005 -.008 .035 . 010 . 021 .017 .015 .024 .016 . 040 -.008 Q U A N T I T Y E S T I M A T E S **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONCRETE .... 69.4 cu.yd FORMWORK .... 1873. sq.ft REINFORCEMENT (IN THE DIRECTION OF ANALYSIS) (NEGATIVE) .... 1373. lbs (POSITIVE) .... 1423. lbs SUMMARY OF QUANTITIES CONCRETE FORMWORK REINFORCEMENT ** .... * *(IN THE DIRECTION OF ANALYSIS) 1.05 cu.ft /sq.ft 1.05 sq.ft /sq.ft 1.56 .1bs / sq.ft * Program completed as requested * -.003 .009 .001 .004 .003 .003 .004 .001 .008 -.003 -.005 .014 .001 .007 .005 .004 .006 .001 .013 -.005 -.008 . 023 .001 .012 . 008 .006 . 010 .001 .022 -.008 • c t cn �v N tQbn 1-• a 0 H ei pLi•Z m m K t=1 •••••••••••• NOtIGIO 61 a' H 0 rt b H t�0 b tn- 00 I '' O • (D [!] g'o a rt/ I G) t!] N H C m 0, b rn w 0 •• Cn M J O 0 •• 0 ti N 7C ro 1 Cu 0.1 w J J O + V h+ W • ��pp !� A O 0 'NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. f all O 0 A i0 I , FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authnrize the violation of any adopted code or ordi -.ante. f: e cc of CCfl- 1 NTER ST ABOVE NET TI Tukwila, WA Demolition submittal STRUCTURAL CALCULATIONS 1E JL MAY 16 2000 REV MiDlltETOM May 10, 2000 ENW Project No. 00049000 Engineers Northwest 6869 Woodlawn AVE. NE Seattle, Washington 98115 200� 133 QUA RECEIVED WY OF TUKWILA MAY 1 0 2000 PERMIT CENTER „ 0 0 co 0 u , u j 0 2 D. a 1- ILI Z ▪ 0 Z 1- 0 co 0 —, uj a 1- 111 1- I I 0 • Z tir 0 0h 111/41 DE X ROOF ret"A • V 6 COL AI 461/ LAre iie t +t 4,4 //f Wittli 0164 fu4 piv lc ENGINEERS-NORTHWEST. r a4, 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 • (206)525-7560- FAX # (206) 522-6698 Joe No. JOB NAME DATE SUBJECT SHEET OF S o *I" 1.7 1/4.47 Ase 11 /JA// .3 /MA/lc BY JOB NO•000 ,JOB NAME % l€ A ( J 1 % DATE 4 /q' `UO SUBJECT Th/CJhm i y A t /)J44h'a'W(' ' ( 9tA ' ^ 4 "kV < Bat .13 Y7"' SHEET ' I OF "r v BLDG: 21 34 1 '7-S. Mort t •TUKI.M /tom C us fe.) BY 191 / ENGINEERS - NORTHWEST INC. P.S. ;•.• . 6869 WOODLAWN AVE. N.E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 5224698 A. - (,.213 k•ff B U R vZ 2x4 G Z " R30 GATT /dJvL 4K14 0 8 = 0 "L 5 A3 " ay, B oARO Sup? C t7 -', /i SPR //KCtYY (DRy syJlb) MOW 714155t3 /►7 Is c. 8l tl fc.. = 2, s 1,5 • 0, '4 • 1,8 _ / -C Z•8 . • 8 • /.5 • e.5 20,0 PSF 7 2 5. 0 I,0 (1.15) 2t, "(5 L - 3 64 GL13 1)4' Nett 23' - (a` W C 2(45)= 94!'(!• 11 7Jr /L65 Q2LO "li ei=2¢ =92 p 1 PL /JI 'f Ls 2.36 , 4)0 z . t o ,, J ). z,5 471,_ : 2 011211i4264 4 8 LL1 0: w < z w 2 � c 0 4 O o 1-; w w 4 - O • Z 0 z; 0 "N ENGINEERS-NORTHWEST. INC: RS. r 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206)522-6698 Joe No. 0 NAME Agow AIET • SUBJECT • • _ • • A-00... _c_AotlAc4, V e z L4 e 4 .00;0 !IN, rJr /HO /33 pa - D (- 43 pLe TR DE coir DATE 4/1 / SHEET OF BY Din I- coolr" ENGINEERS- NORTHWEST INC. P. S. :.. 6869 WOODLAWN AVE. N.E. = SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522-6698 JOB No JOB NAME 'Wow SUBJECT_ e "l• r ,7M G RiO 0 - n aft 6 :K 4k IVA cri 4 0 SO sPe 0-F bn SB se see - Xe D -r' ain 1p 0 0 e GL6 L� 1...)c (20 +- 20(24.LO + 45 D L (.5o GR 3 - 8 2 /. /S LT e:-,/RID 9 (ZO Z� .� , 2f W c �Zo + LS� 2 I.O xt-F (o /9 f4 34 5I3 4- 6 S GRID (2) / 2.04.24.1.9 (,J (2.04 l 2 , + Las -2 1,01 k�.r i2.�S (,)'4. x28''4 12aS 32.5 ® CD LCr talf 6 1,21 r BM A•! bpi D 8h, ® 8in D-I Bin E-1 6 6'i'F 6 / -K,0 eAtA28it )00 gm F-I BM 3 /4- /431 yZ 43/4 ¼s'34 DATE 4'14'00 SHEET n OFf BY PILL I 0 , (A W 0 } g J • Q c p . a I- -O Z H' ui 2 0, co O o I- W W e Z w O Z 0.00 I x:48000.000 ::' Job N Project IG O ANtfo PP ILLAMTIBEAMST1997f UBC'► ASD,,:,,,4 Based.on the NOS -1991 BEAM ID. BEAM /1 Is the beam a Paraliam? (Y or N ) Fb " = MR ■ Wit F «« 335.4 1.157 E" WL = 0.000 Mt. = W 0.0 1.157 20111 TTTTTTTTTT'TTToTTTieTT rII i f /t P1 d3 P3 P4 L2 MCTR.■ 333.27 R1= 27.77 kips R2= 74.53 kips Shears 27.77 Bending%= 134.3% Left lu = 0.000 Cv = 0.000 IWd = 0.000 le"= 0 Cs = 0.00 CF = 1.000 F•adkals 2.760 Rs = 0.00 Kba = 0.609 F 0.00 FUUI'bx= 0.000 ( 0.000 CL = 0.000 Adjustment factor = 0.000 Mom. = 0.0 fbscr. 0.000 FMLLnsi= 0.000 Bending %= 0.00% Inflection pts. = 0.000 39.34 35.19 NOTE: - - 1.).d2 must be < 2:) We must be >(1 3.) AII,Ioads must be downward;(no CONTROLLING STRESSES Center 0.500 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 206 ) SEATTLE, WA. 98115 INPUT L1 "a L2 "= L3 PT = w "' 1 = l W %LPL w KO I f 7 = 2.997 :. fVA = 0.232 F 2.224 ":.7 _ • FvvL ',IT 0.180 Shear %= 122.2% Right 11.833 0.927 0.174 4.116 12 293 1.83 43.34 1.000 1.000 2.760 2.760 3.06 14.88 0.609 0.609 117.13 4.95 42.438 1.793 22.862 1.470 0.999 0.947 0.806 0.927 333.3 335.4 2.987 3.006 2.224 2.559 134.28% 117.48% 48.004 11.833 0.000 Is beam bot.braced coiumns(Y or N) R1 27.77 NOS ref. (ft.) [Eq. 5.3 -1] Tbl. 3.3.3 leld Sec.3.7.1.4 [Eq. 4.3 -1] Fb•Cd [Eq. 3.3.6] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.34] Smaller of Cv,C (k-ft) (Adjustment factor) x (F' CANT.GLB Page 1 �sanvsx+e�.nr�; shaded cells Width "w"- Depth "d"= C = P1 P2 mom d2 = P3 ' r' - d3 " P4 lu'= 6.75 <: (In.) 34.5 ...: << ;: (In.) 1.15 ' (duration) Tbl. 2.3.2 mpg 0.00 000 0.00 :'ii:; . 21.50 W 74.53 hiwax10F"= 335.41 VpiAx 39.34 Vtbd MAx 36.01 SHEET CO Rev.613/98 (TOP of beam unbracad length) Deflection ctr. span (in.) = ;'. 4.15 utr, ( -) deflection is upward L/240 (in.) = 2.90 ctr. span LJ360 (in.) = 1.93 ctr. span Al " == 232.875 S" = 1339.03 1"= 23098.29 < =S0 < •50 4/17/00 WOODBM94.XLS • .. a: � rM ,••.•.• a.. rnu.. xoorvwrnr,,.. 7n» hs! P+» ?! Y 191tr 9 *ti':rEtIPARyfP4aa:+c�x+�"x.,uq Job* :48000.000, Project ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 206 ) SEATTLE, WA. 98115 INPUT ■ GL'ULAMor PARALIAMBEAMS i89tATB S15 u i Based on the NOS -1991 MCTR.= 199.78 R1= 21.5 kips R2= Shears 0.00 21.50. 1.) d2 d2 must be f d3. 2.) We must be �0 3.) All loads must be downward (no uplift loads) CONTROLLING STRESSES Bending %= 125.0% Left lu = Cv Iu/d le C = Cr = P R• = Kac= F Futrax= 11•FNIPa)Mt- CL = Adjustment factor = Mom.= fbxcr. = pbxLL K Bending %= Inflection pts. BEAM ID. BEAM:; - B sthebeam aParallam ?(YorN) '•r:`:s <> F Fv E 1800 L1 FT L2 PT L3"T • 21.50 0.00 W ' KLf Shear %= 82.0% Center Right 0.000 0.500 0.000 0.000 0.847 0.000 0.000 0.222 0.000 0 12 0 0.00 1.83 0.00 1.000 1.000 1.000 2.760 2.760 2.760 0.00 2.71 0.00 0.609 0.609 0.609 0.00 149.66 0.00 0.000 54.226 0.000 0.000 29.066 0.000 0.000 0.999 0.000 0.000 0.847 0.000 0.0 199.8 0.0 0.000 2.923 0.000 0.000 2.338 0.000 0.00% 125.00% 0.00% 0.000 37.167 0.000 0.00 0.000 Is beam botbraced @ columns(Y or N) R1 KM = 21.50 iumm= 21.50 Mata 199.78 % 21.50 VCd wx 10Ps = 18.90 Deflection ctr. span (in.) = - 2.49. .1( -) deflection is upward L1240 (in.) = 1.86 ctr. span L1360 (in.) = 1.24 ctr. span NOS ref. (ft.) (Eq. 5.3 -1] shaded cells Width "w Depth "d"= C ■ P1 P2 d2� p3 Ws. d3T'T= P4 ars= Iu TbI.3.3.3 Ie/d Sec.3.7.1.4 (Eq. 4.3 -1] Fb•Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 (Eq. 3.34] Smaller of Cv,C (k -ft.) (Adjustment factor) x (P CANT.GLB Page 1 IL75:::; z::::> ::::: (in.) (in.) (duration) Tbl. 2.3.2 000 0.00 _.. < ■50 < =50 : SHEET OF (TOP of beam unbracsd length) As'" =s 182.25 S " =' 820.13 I" = 1.1071.69 GLU 'a _'MiiS NMtmtt 4/17/00 WOODBM94.XLS nommarxararNw•• r TVr".. .3Z4f�•..'+�'d3w'�2TM1R"�"1(f.�P :MMMt ?4PfR'k?flt� C. .M�S�P.-.. 4�,W Rev.8✓3198 Job Project raLteallarTPWALIAMBEAMS1,4997i Based clo the NOS -1991 Mm.' 243.51 R1= 65.7 kips R2= 67.12 kips Shears 32.16 33.54 33.. 33.55 . be < Tx) Wct,iust be >9 S ) All loads must be downward (no uplift loads) CONTROLLING STRESSES T. 'tact..! 2 . 61 0 -,..-.=::'.::.:.,--, irvac - - 12 1T -0. w i tLY* 7 4 80- 5iV:7.2 . F;i1. 71 . ' .0!1 9 $ 3 * -t' CV M lu/d • !e C Cr = PDX itli= Rs Kb( ' Fm Faa/Pbx= 1 = Adjustment factor Mom. • fbACT. FL'" Bending %Is Inflection pts. = Bending %• 114.8% Shear %= 113.5% Left Center Right 9.000 0.500 8.500 0.961 0.826 0.967 3.429 0.190 3.238 222 12 210 32.96 1.83 31.13 1.000 1.000 1.000 2.760 2.760 2.760 12.40 2.92 12.05 0.609 0.609 0.609 7.13 128.28 7.55 2.582 46.479 2.734 1.885 24.989 1.965 0.971 0.999 0.973 0.861 0.826 0.967 242.6 243.5 243.4 2.608 2.618 2.617 2.664 2.280 2.669 88.28% 114.81% 98.05% 9.000 41.033 8.500 ENGINEERS-NORTHWEST INC. P.S. • - SHEET OF P, 2vf-1 6869 WOODLAWN AVE N.E. ( SUITE 205 ) Rec613/96 SEATTLE, WA. 98115 'INPUT shaded cells !ABOVE:THE fa 243.51 .1" II BEAM ID. Is the beam a Parallam? ( Y or N ) Width "ben F • 2.41*:0i Depth "Cm MR al W F Ca RI 243.4 1.157 Emu 1900 Pi % L1 ITT P2 ars= L2 " • d2" • L3 " se 8.50 p tan, wi gs d3"li W P4 Pal Wm W in 1.157 le Is beam bot.braced @ columns(Y or N) R1 r 65.70 BEAM C 0.00 0.00 23.72 NDS ref. [Eq. 5.3-1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3-1] FleCd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,C (k-ft.) CANT.GLB Page 1 R2' 67.12 V ' 33.57 V@KI ou r% 30.53 (Adjustment factor) x (P <=50 <=50 (In.) (in.) (duration) Tbl. 2.3.2 Deflection ctr. span (in.) = deflection is upward LJ240 (in.) = 2.90 ctr. span U360 (in.) = 1.93 ctr. span (TOP of beam unbraced length) A 212.625 S 1116.28 17581.43 • .1 1.Tl:VIN'' I 4/19/00 WOODBM94.XLS , ryl 6 5 00 U) w I- wo g < cS. a I- 0 Z LU ul 2 uJ- w 0 :r 1 - - 0 Z L o C.) - 0 Z Job I I :48000.0001 Project Mcmn.• 243.11 R1• 23.72 kips R2= 23.72 kips Shears 0.00 23.72 ''':NOTE : - 1.) d2 Must be 2) We Oust be>0 3.) All loads must )ie downward (n6 uplift loads) 23.72 0.00 CONTROLLING STRESSES Bending %= 125.7% lu Cv = Itld le' Cs = Cr = Ra Kee= Foe % Fsc/Pex= 11 C = Adjustment factor = Mon.= xa fMCT. Fau- Bending %_ Inflection pts. _ Shear %= 81.3% Left Center Right 0.000 0.500 0.000 0.000 0.830 0.000 0.000 0.200 0.000 0 12 0 0.00 1.83 0.00 1.000 1.000 1.000 2.760 2.760 2.760 0.00 2.85 0.00 0.609 0.609 0.609 0.00 134.70 0.00 0.000 48.803 0.000 0.000 26.212 0.000 0.000 0.989 0.000 0.000 0.830 0.000 0.0 243.1 0.0 0.000 2.881 0.000 0.000 2.291 0.000 0.00% 125.75% 0.00% 0.000 41.000 0.000 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA. 98115 INPUT • LaXII AM='or_PAt ALIAM'=_BEAMS `5.1997MBC SOW Based on the NDS -1991 'BEAM ID. Is the beam a Parallam? (Y or N) N ..• :.• Width "w". Fs" • 2:4; ?> »> Depth "egg Fs"' • 0.165: >; <` C S: Emu 1800.. > P1 L1 PT: 0.00; >>.. » : P2 OOPS, d2 L2 Pt = 4100 L 3 s 000 P3 OOPS WI ■ 0.000::•:: >:•: d3 " . 1 We OO P s 1167s:' <` P4 OOn• Wit '= 0.000:::::» lu= Is beam botbraced columns(Y or N) R1 mea ls 23.72 NDS ref. (ft) [Eq. 5.3 -1] shaded cells BEAM O 000 000 0.00 .•,.... _. Tbl. 3.3.3 Ie/d Sec.3.7.1.4 [Eq. 4.3 -1] Fb'Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Lec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.34] Smaller of Cv,C (k-ft) R2 23.72 M ain = 243.11 • V 23.72 V@d MAXI "= 20.93 Deflection ctr. span (in.) _ Law (in.) = L/360 (in.) = (Adjustment factor) x (P CANT.GLB Page 1 <=50 c=50 22.69I 2.05 1.37 SHEET -7 OF C'I Rev.6/3/98 (in.) (In.) (duration) Tbl. 2.3.2 (TOP of beam unbraced length) ( -) deflection is upward ctr. span ctr. span A • 202.5 S = 1012.50 IW= 15187.50 GLULAM_'IS G'' :Trf 4/17/00 WOODBM94.XLS _.,,,,,, And` ATII nnn MSPOS+o..mecr sir„±.• mnW.ttrmtr Brim env »rawt. .9.,........,•.• ! -ar 4 .,v an". ,ne1~9;44r1Veretrvxr §VAFaf l"Tw.s9' '!{AVSS !a»=..r .:...•. - , Job if Project PLULAMCOOARALAAFKI3EAMSYMTAMO_WASIYEE Based on the NOS- 1991 Writ= 243.10 R1= 67.11 kips R2= 67.11 kips Shears 33.55 33.55 33.55 33.55 NOTE:- 1) d2 must be < d3. 2 ) . Ust tie > 3.) All loads must be dOWnweid:(riOliilift loads) CONTROLLING STRESSES INPUT BEAM ID. Is the beam a Parallam? ( Y or N) Fe w Fli E L1 "T s L2 " L3 "21 W. KU'C W ICLFS We mi n le Is beam bot.braced @columns(Y or N) I fddet ita L. ■ 2.613 Fe4u.1 0 ; . OAK --:_ Bending %= 114.6% Shear %= 113.5% Left Center Right lu = 8.501 0.500 8.501 Cv mg 0.967 0.826 0.967 lu/d = 3.238 0.190 3.238 le 210 12 210 C = 31.13 1.83 31.13 CI' = 1.000 1.000 1.000 P 2.760 2.760 2.760 Rs • 12.05 2.92 12.05 kbe • 0.609 0.609 0.609 F u lull = 7.55 128.28 7.55 FsE/Pbx= 2.734 46.479 2.734 11 1.965 24.989 1.965 C = 0.973 0.999 0.973 Adjustment factor • 0.997 0.826 0.967 Mom. = 243.4 243.1 243.4 f bAct its = 2.617 2.613 2.617 F 2.669 2.280 2.669 Bending %• 98.05% 114.61% 98.05% Inflection pts. = 8.501 40.999 8.501 ENGINEERS-NORTHWEST INC. P.S. • . •SHEET fi OF 6869 WOODLAWN AVE M.E. ( SUITE 205) Rev.6/3/98 SEATTLE, WA. 98115 BEAM Width "yr= (111-) Depth "d"w 31 ggiNg (in.) Cd w (duration) Tbl. 2.3.2 1800. P1 " 2312WaRo p2 ma= 0.00AME7. d2" P3 MI S 0.00 d3 P4 MP8 shaded cells R1 KIM 67.11 n2www= 67.11 M„ = 243.42 V KIPS 33.55 V@d dida 30.52 Deflection ctr. span (in.) = •Ii!..7t deflection is upward L/240 (in.) = 2.90 ctr. span L/360 (in.) = 1.93 ctr. span NDS ref. (ft.) [Eq. 5.3-1] Tbl. 3.3.3 Ie/d Sec.3.7.1.4 [Eq. 4.3-1] Fb•Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,CFaCi. (k-ft.) (Adjustment factor) x (r CANT.GLB Page 1 0.005:00:;g: 23:724..M <=50 <=50 ill __ - _ - ..00"" 5 """""t""="tcwimivencimmommazrmtr.m....-inlm , omusesysrocar ,... . -...,--r s er,vesoss m rsskramsf.*tls•KA.rriltMle (TOP of beam tmbraced length) A INA2 a 212.625 5 1116.28 O gl 17581.43 4/19/00 WOODBM94.XLS Job 33.55 Project ENGINEERS-NORTHWEST INC. P.S. 6889 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA T 98115 INPUT" shaded cells IABOVE:THENET11NTERDATEEASV.M%V:: bLUC Based on the NDS -19111 Mom.= 244.23 87.15 kips R2= 70.97 kips Shears 33.59 NOTE- T1.)d2 Milt be < 2) WC must be >0 3:) All loads must beilOwnWirdAiiii:4lift loads) CONTROLUNG STRESSES f 2.392 . .itl.:: : . ! . ...:::::: liv ■ 0.231 Ft,;L2269'...V, ifig. lu = Cv = lu/d = le"= C = CF = F KbE RII = Foa F (1.(F CL = Adjustment factor = Mom. = %Act FbALL. Bending %= Inflection pts. = Bending %= 105.4% Left 8.500 0.962 3.091 210 31.13 1.000 2.780 12.34 0.609 7.20 2.610 1.900 BEAM ID. Is the beam a Parallam? ( Y or N) Fb 2;4*0.04! WR F y lis 0.155 1.157 Enis 1800 NA: L1 PT = L2 " = 58.00 L3 " W. ral W laj 1114, L 33.51 37.46 Shear %= 121.6% Center Right 0.500 8.420 0.822 0.963 0.182 3.062 12 208 1.83 30.83 1.000 1.000 2.760 2.760 2.99 12.28 0.609 0.609 122.45 7.27 44.367 2.635 23.877 1.913 1 0.999 0.972 0.822 0.963 243.4 244.2 241.2 2.384 2.392 2.362 2.656 2.269 2.659 89.75% 105.42% 88.84% 8.500 41.094 8.420 R1 P3rs 67.15 M"'= 244.23 BEAM 7.25 " Is beam botbraced @columns(Y or N) V,' 37.46 V(td Ku r t. = 34.28 Deflection ctr. span (in.) = (-) deflection is upward 1../240 (in.) = 2.90 ctr. span L/360 (in.) = 1.93 ctr. span NDS ref. (ft) [Eq. 5.3-1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3-1] Fb*Cd [Eq. 3.3-6] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,CF&Ci. (k-ft.) (Adjustment factor) x (P., CANT.GLB Page 1 Width "w"- Depth "d"" Cd • P1 mtt p en d2"" P3 Pm " P4 MPS le= RtaPage 70.97 675 (In.) (duration) Tbi. 2.3.2 0.00 0.00 0.00 • 0 . 4=50 <1=50 SHEET 1) OF 61441% Rev.6/3/98 (TOP of beam unbraced length) A 222.75 S = 1225.13 I IW4 • 20214.56 ULAM 4/19/00 WOODBM94.XLS z w c.) 00, 0 0 (OW WI fn IL : IL tu 0: g a. in a zz, a I- Z 1 IU uf 0 111 Li t Z - Iii AP.: 0 , 1 0 Z Job Project: [GLULAMot-PARALLAMIBEAMSA997tUBCMISISL Basedon the NDS -1991 Wt. • 0.900 ML WC 1. 1.157 Wm.= 365.19 R1= 29.97 kips ' R2= Shears 0.00 29.07 BEAM ID. Is the beam a Parallam? ( Y or N ) Fs" = F s full 0.000 Ll PT = Li" L3 FT WI. KU'S W it Mf / Is beam bet. - 0.0 • 29.07 0.00 CONTROLLING STRESSES IABOVEfIETINTERGATE EAST 29.07 kips . , :11.)42,liust be ;:)woinust be >0 3) All loads must be downward (no uplift loads) • INPUT. R.1 NM = 29.07 M 365.19 I • 3.006 fvc 7 0.158 • I Fi : 0.190 Bending %= 136.3% Left lu = 0.000 Cv = 0.000 lu/d = 0.000 le 0 C = 0.00 CF 1.000 P 2.760 R.• 0.09 Kw 0.609 F 0.00 F 0.000 ittiF 0.000 C = 0.000. Adjustment factor = 0.000 Mom. = 0.0 0.000 F 0.000 Bending %= 0.00% Inflection pts. = 0.000 fbACT. Shear %= 93.3% Center Right 0.500 0 0.000 1 • 4 0.799 0.000 0.167 12 1.83 1.000 2.760 3.13 0.609 112.25 40.669 21.931 0.989 0.799 365.2 3.006 2.205 136.33% 50.260 ENGINEERS-NORTHWESTINC. P.S. 6869 WOODLAWN VE N.E. ( SUITE 205 ) SEATTLE, WA, 98115 . NDS ref. (fl.) (Eq. 5.3-1] • CANT.GLB Page 1 shaded cells 0.000. 0 Tbl. 3.3.3 0.00 leld Sec.3.7.1.4 1.000 (Eq. 4.3-1] 2.760 Fb'Cd .0.00 (Eq. 3.3-5] 0.609 Sec.3.3.3.8 0.00 Sec.3.3.3.8 0.000 Sec.3.3.3.8 0.000 Sec.3.3.3.8 0.000 (Eq. 3.3-6] 0.000 Smaller of Cv,OFSCi. 0.0 (k-ft.) 0.000 0.000 (Adjustment factor) x (P 0.00% 0.000 N. Width "Wit • Depth "d"= Os • P1 141Ps = P2 'a . (1 . 2 7T p3 , a P4 " le braced @ columns(Y or N) 0.00 RePs= 29.07 <=50 .c.50 SHEET 1/6* OF 0 Rev.6/3/96 (in.) (in.) (duration) Tbl. 2.3.2 V 29.07 V@d sAs 25.60 Deflection ctr. span (in.) = •. (-) deflection is upward L1240 (in.) = 2.51 ctr. span L/360 (in.) = 1.68 ctr. span (TOP of beam unbraced length) A it 243 1458.00 t = 26244.00 L IS 4/17/00 WOODBM94.XLS Job N Project ENGINEERS- NORTHWEST INC. P.S. 8889 WOODLAWN AVE N.E ( SUITE 206) • SEATTLE, WA, 98115 'ABOVE:TtHE NET 1 MRERGA'i'E tGLUaM`.erVARA/ AM BEAMS 199Z4•UCIV►S Based on the NW - 1991 MM.= 303.95 Ma 25.32 kips R2= Shears 0.00 26.32 f ) 1)d2must < d3 2.) We must be >0 3.) All loads must be downward (no uplift Toads) CONTROLLING STRESSES fbsa x ' ■' F ..'. t Bending %= 133.3% Left Iu = 0.000 Cv = 0.000 Iu/d = 0.000 lea 0 Cs = 0.00 C = 1.000 Pax'' 2.760 R = 0.00 Kee = 0.609 Na 0.00 FsdPex= 0.000 (1 0.000 C = 0.000 Adjustment factor • 0.000 Mom. = 0.0 f Ke a 0.000 FMLL ' 0.000 Bending %= 0.00% Inflection pts. = 0.000 BEAM ID. Is the beam a Parallam 7 (Y or N ) P ": MR• WR - FPI= 1.056 L1 "_ rt L3 "= WL MI= W R'- WC W K Ws _ Is beam bot. 35.87 32.08 • v„ " ■ 0.222 VA . 0.190 INPUT Shear %= 117.0% Center Right 0.500 11.830 0.809 0.931 0.182 4.302 12 292 1.83 43.32 1.000 1.000 2.760 2.760 2.99 14.55 0.609 0.609 122.45 6.18 44.367 1.875 23.877 1.513 0.999 0.951 0.809 0.931 303.9 305.7 2.977 2.994 2.234 2.570 133.26% 116.51% 48.008 11.830 R1 "= 25.32' Mwx 305.69 BEAM A1s;:>' s:!:;< f! r3E: <:::;: >::::::<::: >:; >;:::;: ?is Width "w" 24'< Depth "d"= 0.165 Ca' P1 0.00 P2 MPS d2' ■ 11.83 - p3 Wi z 0.00.0...,.. d3 ". P4 1°P* Iu' braced @ columns(Y or N) 6:75:: >:t >::: >':'> 0.00 R .`.... 000 0.00.... 18B�0 . V,"= 35.87 V@d ra 32.96 Deflection ctr. span (in.) = 4.33 :;( -) deflection is upward 0240 (in.) = 2.90 ctr. span U360 (in.) = 1.93 ctr. span NDS ref. (ft•) [Eq. 5.3 -1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3 -1] Fb - Cd [Eq. 3.3.5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,C (k-ft.) (Adjustment factor) x (P CANT.GLB Page 1 shaded cells R2 ' 67.95 SHEET (In.) (in.) (duration) Tbl. 2.3.2 O F efrt- Rev.613/98 (TOP of beam unbraced length) A ' 2 a 222.75 S W3 = 1225.13 1 /W4 = 20214.56 :'. i4GLUL'AM S`N.G : < =50 < =50 4/19/00 WOODBM94.XLS Job N F.48000:0001 Project 0.Q00 ML 0.0 1.055 11 P1 Ll P4 R1= 0.00 BEAM ID. Is the beam a Parallam? ( Y or N) MR 1, WR Fykal 0.0 0.000 E. • 1.1 "= WL .L3 " nr u we WI ' WR McTit.= 182.17 / Is beam brat 19.91 kips • R2= 19.61 kips Shears 19.61 19.61 0.00 • NoTE:- 1.).d2 Must be d3.. 2.)We Must be >0 F. 3.) All loads must be ' downward (no uplift toads) CONTROLLING STRESSES Bending %= 127.1% Left lu = 0.000 Cv = 0.000 lu/d- 0.000 le' 0 Cs = 0.00 CP = 1.000 PRR 2.760 u 0.00 Ica = 0.609 F 0.00 F. 0.000 (1 0.000 C as 0.000 Adjustment factor = 0.000 Mom. = 0.0 f 0.000 FiALLIMS: 0.000 Bending %= 0.00% Inflection pts. = 0.000 Center 0.500 0.852 0.235 12 1.83 1.000 2.760 2.63 0.609 158.47 57.416 30.745 0.999 0.862 182.2 2.988 2.352 127.06% 37.167 ENGINEERS-NORTHWEST.INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 205 ) • SEATTLE, WA. 98115 . . INPUT Shear %= 79.7% Right 0.000 0.000 0.000 0 0.00 1.000 2.760 0.00 0.609 0.00 0.000 0.000 0.000 0.000 0.0 0.000 0.000 0.00% 0.000 CLULTAMPAIESEAMSLHW997FiUBC4RIASI Based onthe NDS - 1991 R1 Well 19.61 M 182.17 BEAM 1800 0.00 Width "vt's Depth "d"= Cd P1 " p de 0.00 = p RIPS, d3. P4 0.000 I braced @columns(Y or ti) 0.00 6. V 19.61 V@d RAR 17.36 Deflection ctr. span (in.) = 2.70 0 (4 deflection is upward L/240 (in.) = 1.86 ctr. span LJ360 (in.) = 1.24 ctr. span NDS ref. (ft.) [Eq. 5.3-1] Tbl. 3.3.3 Ie/d Sec.3.7.1.4 [Eq. 4.3-1] Fb*Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 • Sec.3.3.3.8 [Eq. 3.34] Smaller of Cv,C (k4t.) (Adjustment factor) x (P CANT.GLB Page 1 shaded cells Rem= 19.61 <3.50 <=50 • SHEET OF 0 144* Rev.8/3/98 (in.) (in.) (duration) Tbl. 2.3.2 (TOP of beam unbraced length) A ' 2 = 172.125 S = 731.53 (um = 9327.02 4/17/00 WOODBM94.XLS _ • re 2 (.) 0 co a w 0 u.. < SP_ a w z o z Q c o '0 -1 0 W w Z r vj o 1- z ff Job 4 Project PEUEAMW.M.VITAMTBEAMSOWNEKWAVEC:=. Based on the NDS -1991 INL, 1.055 ML = Wc 19.2 1.056 Wu= 223.04 Rim 59.65 kips R2s2 Shears 29.11 30.55 30.64 30.60 • 1)d2mustbec 2 >0 3) All lads must be downward uplift CONTROLLING STRESSES faiCir 2. t. ,7i! .. , •• • ;4 ‘,01M;2.291..'-',! ...3 Fv ..!':.',F-:• lu = Cv = lu/d fe C = = P Rs = Kb. = F F C Adjustment factor Mom. = fbAcr. K111. NALL Bending °Am Inflection pts. = Bending Si= 115.4% Left 9.000 0.966 3.600 222 32.96 1.000 2.760 12.10 0.609 BEAM ID. Is the beam a Parallam? ( Y or N) Fs" Wit • Fy iral • 1.055 E L1 Ti L3 " m itil WC ill"= fi ENGINEERS-NORTHWEST INC. P.S. . 6869 WOODLAWN AVE ti.E. ( SUITE 205 ) SEATTLE, WA, 96115 INPUT w KLF, Is beam bot R1 "'S 59.65 V 30.64 Vtbd wa 28.00 Deflection ctr. span (in.) = 3.96!a21(-) deflection is upward IJ240 (in.) = 2.90 ctr. span L/360 (in.) = 1.93 ctr. span M ku a KI = 223.04 P•FT Shear %= 109.3% Center Right 0.500 8.500 0.830 0.972 0.200 3.400 12 210 1.83 31.13 1.000 1.000 2.760 2.760 2.85 11.76 0.609 0.609 7.48 134.70 7.92 2.711 48.803 2.871 1.953 26.212 2.037 0.973 0.999 0.975 0.966 0.830 0.972 219.2 223.0 222.0 2.598 2.643 2.631 2.667 2.291 2.682 97.43% 115.40% 98.09% 9.000 41.125 8.500 shaded cells BEAM CI 0:165Mg: Width "vrm Depth "d"m Cd • P1 MPS, P2 P3 d3" P4 "Ms lu .braced @ columns(Y or N) 1.1 0.00, 0.00 0,00 0.00 21.63 NDS ref. (ft.) [Eq. 5.3-1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3-1] Fb*Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,CF&CL (k-ft.) (Adjustment factor) x (P. CANT.GLB Page 1 Rem. 61.24 <=50 <=60 SHEET OF 0141 ReY.6/3/96 (In.) (in.) (duration) Tbl. 2.3.2 (TOP of beam unbraced length) Awl • 202.5 S 1012.50 I elm = 15197.50 I L U LA, M IS N; M4v, r -7-,t _ I 4/19/00 WOODBM94.XLS Job If 1177 • Project INPUT OLULATA.OrPARALIAMBEAMSA9.9733BASD: Baseden the NDS -1991 BEAM ID. Is the beam a Parallam? ( Y or N ) F;; = WR st Nita 0.0 0.000 e L1 " L2" I. L3 " w. suss we Ku • W "Is fAc'rn.= 221.68 / Is beam bot. R1* 21.63 kips ' 'ft2= 21.63 kips Shears 0.00 21:63 ) be % -2.)WOOPist be >0,F:',Ir.,V■ 9.) All loads mpst be downward (no Opliftloads) 21.63 0.00 CONTROLLING STRESSES Bending %mg 126.4% Left lu = 0.000 Cv = 0.000 lu/d = 0.000 le 0 Cs = 0.00 Cr = 1.000 r 2.760 = 0.00 Kos = 0.609 F 0,00 F. 0.000 1 0.000 CL= 0.000 Adjustment factor = 0.000 Mom. = 0.0 f .' = 0.000 F bALL Ks1 = 0.000 Bending 14= 0.0014 Inflection pts. = 0.000 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA, 96115 IABOVENEY/ INTERGATE EAST Shear %= 78.6% Center Right 0.500 0.000 0.834 0.000 0.211 0.000 12 0 1.83 0.00 1.000 1.000 2.760 2.760 • 2.78 0.00 0.609 0.609 141.79 0.00 51.372 0.000 27.664 0.000 0.998 0.000 0.834 0.000 221.7 0.0 2.911 0.000 2.303 0.000 126.40% 0.00% 41.000 0.000 R1 PliPa 21.63 M aux i°P41 = 221.68 • f4:?..2.911 ;' P.kiNi: '".iiq:1 0.190 . 1 shaded cells 41.00 0.00 Width "W'- Depth "dn= P1 mes P2 ors, d2" P3 10P11, 0.000.4:::::iii: d3 FT • 1:0515:( P4' 0.000:: le braced @columns(Y or N) 1:1500g.m 0.00 ' • 0.00 NDS ref. (ft.) [Eq. 5.3-1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.34] Fb*Cd (Eq. 3.16] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 (Eq. 3.34] Smaller of Cv,Cr8CL (k-ft.) CANT.GLB Page 1 R2 21.63 (Adjustment factor) x (P .4.50 <-50 - SHEET l e OF 0/ 44.4 Rev.6/3/96 (in.) (in.) (duration) Tbl. 2.3.2 (TOP of beam unbraced length) V 21.63 Vitld mAx iws = 19.12 Deflection ctr. span (in) = 2.86 (-) deflection is upward 1-1240 (In.) = • 2.05 ctr. span L/360 (in.) = 1.37 ctr. span A 1**2 = 182.375 S .4" • 913.78 j4_ 13021.38 4/17/00 WOODBM94.XLS Job 01 • 1 Pmject: GLIJUN. NUOtAFARK - Based on the NOS - 1991 = 1.056 Mt. W. 1.055 • I' tirtirrtivirivrivrirprivroirtorieTT Men.= 221.66 R1= 61.19 kips R2= 61.19 kips Shears 30.60 30.60 442 must be 'C d3. 2.)Wc' be 3.) AU loads must be downwa:M;(sintiPlift loads) CONTROLLING STRESSES I f "" MI • 2 627 --,- .V ■:;, Iv " • 0.207 F 2. F Fvia.2 Bending %= 114.7% Left lu = 8.501 Cv = 0.972 ILA = 3.400 le 210 Cs 77 31.13 CI, is 1.000 rex 2760 R . 11.76 ics 81 0.609 F 7.92 FRRIF•Re 2.970 (1+1FedFla)Y1.9• 2.037 0.975 Adjustment factor • 0.972 Mom. = 222.0 f 2.631 F 2.682 Bending %Ps 98.09% Inflection pts. = 8.501 BEAM ID. Is the beam a Parallam? ( Y or N ) Width "w' Fb • 2:4MiiiKM Depth "du= MR W e e a N U S C s 222.0 1.055 Ekon P1 siPs L1 "so P2 1.2 Fr s ir07777 d2" • I..3 " • p sups, - W1 1.055ME:::: ca W • P4 KIPs . • W Is beam bot.braced columns(Y or N) 30.60 30.60 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA, 98115 INPUT = Shear %= 109.1% Center 0.500 0.830 0.200 12 1.83 1.000 2.760 2.85 0.609 134.70 48.803 26.212 0.999 0.830 221.7 2.627 2.291 114.65% 40.998 RI /W u 81.19 101, 221.97 Right 8.501 0.972 3.400 210 31.13 1.000 2.760 11.76 0.609 7.92 2.870 2.037 0.975 0.972 222.0 2.631 2.682 98.09% 8.501 NDS ref. (ft) [Eq. 5.3-1] CANT.GLB Page 1 shaded cells BEAM 1.15MOR 0.00 0.00 0.00 Y. Tbl. 3.3.3 Ield Sec.3.7.1.4 [Eq. 4.3-1] Fb*Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3-6] Smaller of Cv,CF5Ci. (k-ft.) Revs. 61.19 (Adjustment factor) x (P <=50 j SHEET IJ OF, ft Rev.6/3198 (in.) (in.) (duration) Tbi. 1.3.2 (TOP of beam unbraced length) V 30.60 V@d Ru ms = 27.96 Deflection ctr. span (in.) =1 3.9311-I(-) deflection is upward L/240 (in.) = 2.90 ctr. span LJ360 (in.) = 1.93 ctr. span A' 202.5 S 1012.50 = 15187.50 '; LAM 11S-Al:G::-TY:TP-ifj •1 4/19/00 WOODBM94.XLS ?IL _,..,,........mapasiu---,mlimmyryiraturarsitsm=:Thlemirewsurasme...,----,..,,,m...,....1=vitim44' • ,,,,„, Job lM Project kGLUL'AMhorr A M EAMS 1997 JBC ASD Based on the NDS -1991 BEAM ID. BEAM F1 " Is the beam a Parallam? (Y or N) Nz, Width "yr= FbK>A = 2.4 .: > . Depth "d"= MR = Wits Fy = 0:165 C • 1.055 E 1900::«< :::;:<: P1 e°H= L1 FT = - P2 L2 FT ■5800 � ' d2 • 000 L3 FT • 7.2 P3 10 y= 000 d3"= We Kul .1. -' P4 W Kef 1. lug Is beam bot.braced columns(Y or N) WL = 1.055 ML= W •��.0 1.055 INI ille MIL P1 L1 L2 219.9 P4 Mom= 222.72 Ms 61.23 kips R2= 64.71 kips Shears 30.60 30.63 Bending %= 105.0% Left lu = 8.500 Cv = 0.967 Iuld = 3.238 le 210 C = 31.13 CF = 1.000 PsxKair- 2.760 R s 12.Q5 Kbe: K. 0.609 Fse= Fse/Pbx= (1+(r.Sru)W. CL = Adjustment factor = Mom.= fwcr."= FbA`L Kee_. Bending %_ Inflection pts. = 30.56 34.15 ° ti1QTE:= 1) d2 must be < 2.) Wcmust be >0 3) Ail loads must be downward (no uplift loads) CONTROLLING STRESSES I fbACT K " R 2 384 2.280 { ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA. 98115 INPUT = 'ABOVE THE NET/ NITEROATE'EAS7< R1= 61.23 M " 222.72 0.221 �' Fv w! 0.190 Shear %= 116.7% Center Right 0.500 8.418 0.826 0.968 0.190 3.207 12 208 1.83 30.83 1.000 1.000 2.760 2.760 2.92 11.99 0.609 0.609 7.65 129.28 7.62 2.734 46.479 2.761 1.965 24.989 1.979 0.973 0.999 0.973 0.967 0.826 0.968 222.0 222.7 219.9 2.386 2.394 2.363 2.669 2.290 2.671 89.41% 105.02% 88.47% 8.500 41.096 8.418 NDS ref. (ft) [Eq. 5.3 -1] Tbl. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3 -1] Fb•Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3.6] Smaller of Cv,C (k -ft.) CANT.GLB Page 1 shaded cells R2 64.71 V swx • 34.15 Vigd b xKtFf= 31.38 Deflection ctr. span (in.) = LJ240 (in.) = LJ360 (in.) = (Adjustment factor) x (P (in.) (in.) (duration) Tbl. 2.3.2 0.00 .:;.... < =50 < =50 SHEET ti6 OF - Rev.6/3198 2660 .. `./ 6 . (TOP of beam unbraced length) 3.42: °: ( -) deflection is upward 2.90 ctr. span 1.93 ctr. span A • 212.625 S • 1116.28 I 17581.43 4/19/00 WOODBM94.XLS umnrerrw»...�,..,..:.. .�.. ,... -.. -.. ..r �- s a rs .., �...... n•-••. r.., w... v�a• rm. .r „+in.+•rt�+rw�'MHMMtW� Job Project nirtraKorPARALISAMIBEAMS141911TUB Based en the NOS -1991 MCTRA 332.99 R1= 26.51 kips R2= Shears 0.00 26.51 26.51 0.00 d2 must be < 2.) WCm*0 be )0 3.) All loads mpst e downward loads) CONTROLLING STRESSES . INPUT el BEAM ID. Is the beam a Parallam? (V or N) F s ila Ni E .L1 "= L2 " V& IMP° W IMP= KLF WA le Is beam bol KIP811 26.51 Mioss 332.99 t 2.984 . % : s---:: r 1 -.i'lLfAcT °21 = 0.161 F 2:41 - j'A Bending %et 134.8% Left lu = 0.000 Cv = 0.000 luId= 0.000 le 0 Cs = 0.00 CF = 1.000 P ss icsk = 2.760 Ns = 0.00 Kee = 0.609 Pa 0.00 Fsdp„,= 0.000 olFar...wii. 0.000 C 0.000 Adjustment factor = 0.009 Mom. = 0.0 f 0.000 FM 6 0.000 Bending %= 0.00% Inflection pts. = 0.000 Center 0.500 0.802 0.174 12 1.83 1.000 2.760 3.06 0.609 117.13 42.438 22.862 0.998 0.802 333.0 2.984 2.214 134.78% 50.250 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN 'NE N.E. ( SUITE 205 ) SEATTLE, WA, 98115 Shear *A= 79.7% Right 0.000 0.000 0.000 0 0.00 1.000 2.760 0.00 0.609 0.00 0.000 0.000 0.000 0.000 0.0 0.000 0.000 0.00% 0.000 NDS ref. (ft.) (Eq. 5.3-1) Tbi. 3.3.3 le/d Sec.3.7.1.4 [Eq. 4.3-1] Wed (Eq. 33 - 6 ] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 (Eq. 3.3.6] Smaller of Cv,C (k-ft.) (Adjustment factor) x (r CANT.GLB Page 1 shaded cells 0.165 1000'. 0.00 0.000 Width Nem Depth "d"= Cd = P1 " p2 K.11, d2" P3 wa il d3" P4 swi lu raced (1) columns(Y or N) 0.00 0.00 0.00 0.00 6 Re": 26.51 V 26.51 V@d sAs luPs = 23.47 <-50 .0160 SHEET n OF O • R.613/98 (In.) (in.) (duration) Tul. 2.3.2 (TOP of beam unbraced length) • , Deflection ctr. span (in.) = l'.::3.64;;..:•:1,!(-) deflection is upward U240 (in.) = 2.51 ctr. span LJ360 (in.) = 1.68 ctr. span A = 232.875 S = 1339.03 23098.29 , araricarinnt-wseinattert. • 4/17/00 WOODBM94.XLS Job 0 lu Cv Iu/d = le C = Cr • PAA Re Kea a P F (1 Ct.= Adjustment factor a Mom. fbAct ast. Fau. Bending %a Inflection pts. = Project: Manta 306.25 R1= 25.49 kips R2aa Shears 0.00 25.49 Is the beam CONTROLLING STRESSES f a 2.744 • 2.224: Bending %= 123.4% rdlOVAMAitIPARALLAMBEAIIIISFS Basecl on the NOS -1991 BEAM ID. a Parallam? ( Y or N ) Fs WA E Fs" a 1.061 E L1 "a L2 FT a L3 FT at WL W W KLF WA a Is beam bet 36.05 30.77 NOTE - ititrit be r13: . 24WCiust be '1 3.) Alliloads must be dowliWaid:(iiii6PlIft loads) INPUT M uss PIP-FT = 306.25 0.213 f• fvacr. • Fv 0.190 Shear %= 112.0% Left Center Right 0.000 0.500 12.750 0.000 0.806 0.920 0.000 0.174 4.435 0 12 315 0.00 1.83 46.69 1.000 1.000 1.000 2.760 2.760 2.760 0.00 3.06 15.45 0.609 0.609 0.609 0.00 117.13 4.69 0.000 42.438 1.664 0.000 22.862 1.402 • 0.000 0.999 0.939 0,000 0.806 0.920 0.0 306.2 306.0 0.000 2.744 2.743 0.000 2.224 2.540 0.00% 123.40% 108.00% 0.000 48.053 12.750 ENGINEERS-NORTHWEST INC. P.S. . SHEET OF e ddi 6869 WOODLAWN AVE N.E. ( SUITE 205) ReN.613196 SEATTLE, WA. 98115 • , RI ws= 25.49 BEAMORN32 0.00 12.75 0. • AISII i.vg Width "Ws Depth "d"a CA • P1 " PV 3 Psa d2" • P3 " d3 PT. P4 "" Itey .braced @ columns(Y or N) 0.00 0.00 0.00 6 NOS ref. (ft.) [Eq. 5.3-1] shaded cells Tbl. 3.3.3 Ie/d Sec.3.7.1.4 [Eq. 4.3-1] Fb•Cd [Eq. 3.3-5] Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 [Eq. 3.3.6] Smaller of Cv,CFSCI. (k-ft.) Rena 66.81 (Adjustment factor) x (P CANT.GLB Page 1 <=50 <=50 (In.) (in.) (duration) Tbl. 2.3.2 % 36.05 V@d wAs PIPP = 33.00 Deflection ctr. span (in.) = deflection is upward U240 (in.) = 2.90 ctr. span U360 (in.) = 1.93 ctr. span (TOP of beam unbraced length) A ' 2 a 232.875 S • 1339.03 1 a 23098.29 GLULAM I 4/19/00 WOODBM94.XLS .r ____ .- .. *suo MaKFIEEe=te.5rx2;Ameuimtrx,re.r;gsszwAznrt.nt5tttntrur.__,,, ,,, . , ;v . ■ , • ,, rqvr .r..w, I ,r*i..;oos,frtr.kit-VNVW;ltfOfPStOIP;fgg!PAKaL WL 0.000 ML W = 0.0 1.061 Bending %= 122.3% • Left lu = 0.000 Cv = 0.000 told = 0.000 (e 0 Cs = 0.00 C = 1.000 Pa 2760 Rs 0.00 KW in 0.609 F 0.00 F. 0.000 t1 0.000 C = 0.000 Adjustment factor = 0.000 Morn. = 0.0 f 0.000 F bALL K1I = 0.000 Bending 14= 0.00% Inflection pts. = 0.000 Job 01=48000.000 I Project: IPIPITturrivrizorrrirwrmertuff P1 ; 111111•110WA fAcrt.= 140.09 R1= 17.24 kips • • R2- 17.24 kips Shears 0.00 17.24 17.24 0.00 ' ' • : NOTE:- LI2 must be A d3 2.) Wc be >0 3.) All loads Oust tie:ClOiviiiiiird(nO Aillft loads) CONTROLLING STRESSES ENGINEERS-NORTHVVEST INC. P.S. • 8889 WOODLAWN AVE N.E. ( SUITE 205 ) SEATTLE, WA. 98115 . INPUT EMI= A9fJVENETl INTEROATE EAST •..: rGLUL Based on the NOS .1991 BEAM ID. Is the beam • Parallam? ( Y or N ) Ps" MR • W = F w 0.0 0.000 L1 FT us 1.3 "so w. ilLF We itif w KLP. Is beam bet. Center 0.500 0.875 0.267 12 1.83 1.000 2.760 2.47 0.609 179.60 65.071 34.774 0.989 0.875 140.1 2.952 2.414 122.29% 32.500 Shear %= 79.4% • Right 0.000 0.000 0.000 0 0.00 1.000 2.780 0.00 0.609 0.00 0.000 0.000 0.000 0.000 0.0 0.000 0.000 0.00% 0.000 R1 PQ M; 17.24 MAIAX' 140.09 fbAcT. 2.952 hu = 0.161 shaded cells Width "w"w Depth "d"= Cs w P1 " p KIPS, d2" P3 °Pi 0,000.1 d3 " P4 °Pa lu braced (g colum ns(Y or N) 1 0.00 32.50Mii 0.00 0.00 0.00 0.00 NOS ref. (ft) 1Eq. 5.3-13 Tbl. 3.3.3 leJd Sec.3.7.1.4 (Eq. 4.3-13 Fb'Cd [Eq. 3.3-53 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 Sec.3.3.3.8 (Eq. 13-61 Smaller of Cv,CFS01. (k-ft.) (Adjustment factor) x (r CANT.GLB Page 1 Re 17.24 <=50 <=50 SHEET I I OF 6 Rev.8/3/98 (in.) (in.) (duration) Tbl. 2.3.2 (TOP of beam unbraced length) % 17.24 V@d uss 15.25 Deflection ctr. span (in.) = (-) deflection is upward L/240 (in.) = 1.63 ctr. span L/360 (in.) = 1.08 ctr. span A IP " is 151.875 S" st 569.53 I /1" = . 6407.23 4/17/00 WOODBM94.XLS ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 FAX # (208) 522 -6698 Joe No. O1046OWJoe NAME //i%Vg- ma SUBJECT a.o /'W Oi. Ol/b2..3/N -FJ 3 o) GL!2' ,,r-- H I'vb lc ern Deet 4 . Ontodi w wK* 41 f M v 2. 2.. rl 3.s I().b 1 Il� 109.' 11 (0:7" 1D4)'0 � k1 2.'0 �er 3 4 1 1 ' 1 , 1 '1, ) L 1 ,,oti�i » 4 : 3' f "w z 316.4 UIZI •)44 s2 ' 8I . ' • 943 Ak ' 1.ot9 ulo hi 03,$ 211-,1r 41S' '2+ o • 3 ? u m c,, ,Bolo 14 vD0 �1$ 1. 1$ k3(7 01, )(0) 7 . 5 411C 2.''') EL (10 “) l /•fief. (23, 09$.:3) 41.s7o E9 L.b• .,fi x p.+ (14.5141 5 73. .) S HEET BY / ✓Il �• DATE 2 - e u ma e 1 Vi U, w O 2: i J . u- Q: zrr I; - 0' U ;obi ;0 w W; 0 ' z ' = ' O z ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 5224698 Joe No. CIPODkt NAME 4 . RT SUBJECT _ Thine ei4 64 em € !� = 2.4 1- Sr- o " - 7- 3 - C4.(r .5 - 0 1 - 3" EDUYT 6 X3 Cs = OW 7 DAMS' S 0 5 ,..40 )6 6t i tS " Cv =(&94)(,72.b )(.9/4e) 0..bS Ho, .19D6 1,246 0011. 2.94-2,5" 12 4rij z FSt Lr coo.* 1 2 . . 0 1 0 zoi-tr I2ttj DATE / -CEO SHEET ' Ill OF W BY 0nZt-• 1 `0 Cs --pGv Z 1. 21c. i, 3 4'l 9. t ENGINEERS — NORTHWEST:' INC. P.S. `.._ 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6698 JOB No. 600¢8 JOB NAME 17250V Colt SUBJECT 5;1002 U• DATE 4 — SHEET Z 1 ' OFfi BY ,v/; ern 8-I 292 over . 8e. D ' U sew, d �r �,� 7 /$ 4 K Zs ( W. (z -i- (4 (2 'IS + 24. 37.1 Nw` /.0�1 )(LP Nu.; w O I. E = l•gE6 . 3 � 41 7 1• oG 1(4 ' 18 3 24 I = .r> f.. 3 Z7 ,h'' 5 ,. 9 ;1-.7(1.1 , 73/,S14 3 N 0 Er ' / c,.98L fj O ' wui, 2 r � 6.3 04.9 78 E9) 2 O '. 2. I'] b75�' 0 m X.-pt. i0 W "ern. d v' EZ(�J) 74 it 1 0<.f - t - ) 1.y �b (it R (itM) I Z -' i 0 z .. G Eck • /4,41i 0.739 135.5 0.$si- 2, 6 1 /9. fi -.5".1.'s 14.SZ' � N 0 z 1.,,,1 5.91c. 0.2-41 4 7,e — 19,/6 3. omc e tr.P' pI_,* e) 7 2= c ft 12. 7 13 44Le : • ‘4h1(.3bX17., ' 0.8f6 !� 1f1.16(1.$)(11) 96 a /o 4-x w /sloe CIS ACV, c./ (2.)4 2. , 6. / s i r 2 c /€ chy S 6 l o c o l - M , p e c Mike VV ? )/?c Mr,! - trt. w 2 Ix4 -4 1 ) 0,,,, 4 . f . E 290.0 - 8 `4-3 Sr- $1.‘ z - — ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.' =SUITE 205 - SEATTLE, WA 98115 •1206)525.7560 - FAX # (206) 522-6698 • .JOB No. WO 4 .JOB NAME A& OI/� M�JI DATE SUBJECT / �7l!T- •/3 ". SHEET 'I� BY L1 p✓�QSi►"�S .)6.3 ?0 8 vrlpAt g,k T fi SQ _ j � 29.0? mr s 3 2 It -M el" 24. 447 E,9 a _ 47,239.E9 k.;- 1r 0.5 ( ) k 1. = 6 /4-0,', p E_(F9) Io 41 ' , v 1 1000) R (Ale) 47.2) 9 O.G ( o Li 9.9 O.R988 2.576 / /B. 8t 24.+ o.34 I 23. s (ho) — �G� e ✓ 1A s (zoo- 2s x2'4-.2.$) t ( r 44 1.2. K LF 319.74 c.-tt /ZOO° 120 � (15.)1271 6.,4( ? . o ( L 7. IS {('f ° 4777 - Acti e G "a" `L AA-A lary4t,e - .ot K (G.a ..rs)(o � - I.f1 5/tr.( V(3 (3/44G e- ° I V 990 /,/. /li(f4L RDD r.J 21 x / F / f J/ • COH' V16- 'S e 611,c. hate ftAc.e r'0 6 . 1 /ti , . 7,r 3G) E=/•$��o S s G I��f.SB it 0.;X,03 26, 24-4 Pi 1 8.9 ' /0.2 S 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 __ Joe No. DDD¢b JOB NAME ,4Q w OVF Ar DATE 4 -24 `vv & r ik, al sY SHEET L OFW BY /5/4"-' SUBJECT benist S � 3 b•4 kill-K1 '.' . 2-36 A 1Y•/LtL i N ,— EL 9, /*V CJ fb 6, ›Itc304— ENGINEERS - NORTHWEST INC. P.S. ..31.6 e, ' 1 3.4 - 4.3) • lro. lr D.Y. /99.7 (kJ iz )€- 30 G 0, l8 4 3 O U)e LJIZx 3 O K 46 ft c, ,J S G'rri. />: 1 42 4 't :^1 EUJ .fT (�,''t �3I / C„z O.e Er 2c/ E)(l,) -bi se) 3/4, E.. Lkrii Tr = 0.1 6/.6 if6Eq) z9 rz 2 Z./ b. 3 2.4 (0k) 13. }€cr R — ' ..Aa 6i1c4 $/i4r. J - o ' - 44gc� 45 ft Di u.. se a H w Oi P WI V pj. uJ w li Z N o J vpi e 37t41,744., toy- ENGINEERS-NORTHWEST INC. RS. 0 /81f ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560- FAX # (206) 522-6698 /41/17244n- Let Joe No. 0( NAME AfIgr DATE SUBJECT, Bin H-J" SHEETa OF ow BY 1 1.24.■ + I 2.1 AC - ) I' /OM V tal ) Ae-44e-r-- se u 4- r0 - 91 % M eav-x- h, Lqo, , SOG v- /1,66 ISIeL(50 1 an 6 /le 311-‘- S 7 /,3Y9. 1 6036 (44)" ,1-23b Ez a. 31S - 16 .Z> = 0.3 (II. r74-9)., ¥3 w 14.x.3s. 0.. tft 4 1 N v f U m 01 (5) @(,;(5) Q 9 D (� ® 1 .� w 1. 1 C.. l • 0 • i.jt -I,- v 9.% r o as I LA • 01 h 0 N i N U) t. O 0 0 e O I II.--10. 1� d 9 ,l /fL 3441 T &' L e i - • S a ? , 9 /0 it N U N 3 4 '` 3 3 adl WI N 22. I- Z r W/LK ) G V •0 r tri M i in C e tit 1.,. ZS 69 L w ( 40 b O t.a L� • £ L/?Y4f (t..9 epc6 co a npf Lk ED rip to W/1 -1G3 •O LAJ11 -KZ6 • CO- .7 0 N Qi , to. ti 41) 1V Al r'M IV N 74N w . I I n i It t? tg ty 2 24 m -C NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .' C o o m • RISA -2D (R) Version 3.03 Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite 205 Page 11)'i2 Seattle, Washington 98115 Date II ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS ___ Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P-Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node No X -Coord Y -Coord (ft) (ft) 1 0.00 0.00 2 14.50 0.00 3 29.00 0.00 4 43.50 0.00 5 58.00 0.00 6 69.83 0.00 7 72.50 0.00 8 87.00 0.00 9 101.50 0.00 10 107.00 0.00 11 116.00 0.00 12 130.50 0.00 13 145.00 0.00 14 159.50 0.00 15 174.00 0.00 16 182.50 0.00 17 188.50 0.00 18 203.00 0.00 19 217.50 0.00 20 223.50 0.00 21 232.00 0.00 22 246.50 0.00 23 261.00 0.00 24 275.50 0.00 25 290.00 0.00 26 298.50 0.00 27 304.50 0.00 28 319.00 0.00 29 333.50 0.00 30 348.00 0.00 31 319.00 0.00 Boundary Conditions X -dof Y -dof Rotation Temp. (in, K /in) - - -- (in, K /in) - -- (r, K -ft /r) (F)- R .R 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 R 0.00 0.00 0.00 0.00 R 0.00 0.00 0.00 0.00 0.00 0.00 R 0.00 0.00 0.00 0.00 R 0.00 0.00 0.00 0.00 0.00 R 0.00 0.00 v W, w 0 ' g 3 ; z F' O, w o 0 ` . F - w uJ I V Z, U CO: O z RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 4 Seattle, Washington 98115 `...:J;' ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Material Label STEEL WOOD Section Label W21X44 W12X26 w18x35 6.75X34.5 6.75X27 6.75X31.5 6.75X30 6.75X3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ,.✓ 21 22 23 24 Elastic Modulus (Ksi) 29000.00 1800.00 Database Shape W21X44 W12X26 W18X35 I J No Node Node Section 1 - 2 6.75X34.5 2 - 3 6.75X34.5 3 - 4 6.75X34.5 4 - 5 6.75X34.5 5 - 6 6.75X34.5 6 - 7 6.75X27 7 - 8 6.75X27 8 - 9 6.75X27 9 - 10 6.75X27 10 - 11 6.75X31.5 11 - 12 6.75X31.5 12 - 13 6.75X31.5 13 - 14 6.75X31.5 14 - 15 6.75X31.5 15 - 16 6.75X31.5 16 - 17 6.75X30 17 - 18 6.75X30 18 - 19 6.75X30 19 - 20 6.75X30 20 - 21 6.75X33 21 - 22 6.75X33 22 - 23 6.75X33 23 - 24 6.75X33 24 - 25 6.75X33 Poisson's Ratio 0.30000 0.30000 Matl. Set STEEL STEEL STEEL WOOD WOOD WOOD WOOD WOOD WOOD Area (in "2) 13.00 7.65 10.30 232.88 182.25 212.63 202.50 222.75 243.00 Thermal Coefficient (F) 0.65000 0.65000 Weight Yield Stress Density (Fy) (K /ft3) (Ksi) - - -- 0.490 36.000 0.252 36.000 Moment of Inertia (in "4) 843.000 204.000 510.000 23098.289 11071.700 17581.430 15187.500 20214.570 26244.000 I Releases J End Offsets x y z x y z Sec Sway I J (in) (in) 1 1 1 Job Page 2$4 Date As y/y Coef 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Length (ft) 14.50 14.50 14.50 14.50 11.83 2.67 14.50 14.50 5.50 9.00 14.50 14.50 14.50 14.50 8.50 6.00 14.50 14.50 6.00 8.50 14.50 14.50 14.50 14.50 1 1 - 2 2 2 - 3 3 3 - 4 4 4 - 5 5 5 - 6 6 6 - 7 7 7 - 8 8 8 - 9 9 9 - 10 10 10 - 11 11 11 - 12 12 12 - 13 13 13 - 14 14 14 - 15 15 15 - 16 16 16 - 17 RISA -2D (R) Version 3.03 Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite 205 Page 00 Seattle, Washington 98115 Date ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS i J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) - - -- (in) (ft) 25 25 - 26 6.75X33 8.50 26 26 - 27 6.75X36 1 6.00 27 27 - 28 6.75X36 14.50 28 28 - 29 6.75X36 14.50 29 29 - 30 6.75X36 14.50 30 1 - 2 W21X44 1 14.50 31 2 - 3 W21X44 14.50 32 3 - 4 W21X44 14.50 33 4 - 5 W21X44 1 14.50 34 5 - 8 W12X26 1 29.00 35 8 - 11 W12X26 1 29.00 36 11 - 12 w18x35 1 14.50 37 12 - 13 w18x35 14.50 38 13 - 14 w18x35 14.50 . 39 14 - 15 w18x35 1 14.50 40 15 - 18 W12X26 1 29.00 41 18 - 21 W12X26 1 29.00 42 21 - 22 w18x35 1 14.50 43 22 - 23 w18x35 14.50 44 23 - 24 w18x35 14.50 45 24 - 25 w18x35 1 14.50 46 25 - 31 W21X44 1 29.00 47 31 - 30 W21X44 1 29.00 48 28 - 31 W21X44 1 1 0.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) �. 68Y.s....g..KfP.=c . =s.'.. trwfY '""".fNIMM'"' RISA -2D (R) Version 3.03 Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite .205 Page 20//rst, Seattle, Washington .98115 Date � -- .' ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 17 17 - 18 18 18 - 19 19 19 - 20 20 20 - 21 21 21 - 22 22 22 - 23 23 23 - 24 24 24 - 25 25 25 - 26 26 26 - 27 27 27 - 28 28 28 - 29 29 29 - 30 30 1 - 2 31 2 - 3 32 3 - 4 33 4 - 5 34 5 - 8 35 . 8 - 11 36 11 - 12 37 12 - 13 38 13 - 14 39 14 - 15 40 15 - 18 41 18 - 21 42 21 - 22 43 22 - 23 44 23 - 24 45 24 - 25 46 25 - 31 47 31 - 30 48 28 - 31 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 SNOW 28 2 DL 28 3 tl 29 W 23 v .011 W Js n t CT ` G 12 = r U � 0 o I- 0' w Z! 0 ~ z RISA -2D (R) Version 3.03 Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite 205 Page )11pi. Seattle, Washington 98115 Date ' ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Member Distributed Loads,BLC 1: SNOW Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 1 1 - 2 Y -0.607 -0.607 0.000 14.500 2 2 - 3 Y -0.607 -0.607 0.000 14.500 3 3 - 4 Y -0.607 -0.607 0.000 14.500 4 4 - 5 Y -0.607 -0.607 0.000 14.500 5 5 - 6 Y -0.607 -0.607 0.000 11.830 6 6 - 7 Y -0.607 -0.607 0.000 2.669 8 8 - 9 Y -0.607 -0.607 0.000 14.500 9 9 - 10 Y -0.607 -0.607 0.000 5.500 10 10 - 11 Y -0.607 -0.607 0.000 9.000 11 11 - 12 Y -0.607 -0.607 0.000 14.500 12 12 - 13 Y -0.607 -0.607 0.000 14.500 13 13 - 14 Y -0.607 -0.607 0.000 14.500 14 14 - 15 Y -0.607 -0.607 0.000 14.500 15 15 - 16 Y -0.607 -0.607 0.000 8.500 16 16 - 17 Y -0.607 -0.607 0.000 6.000 17 17 - 18 Y -0.607 -0.607 0.000 14.500 18 18 - 19 Y -0.607 -0.607 0.000 14.500 19 19 - 20 Y -0.607 -0.607 0.000 6.000 20 20 - 21 Y -0.607 -0.607 0.000 8.500 21 21 - 22 Y -0.607 -0.607 0.000 14.500 22 22 - 23 Y -0.607 -0.607 0.000 14.500 23 23 - 24 Y -0.607 -0.607 0.000 14.500 24 24 - 25 Y -0.607 -0.607 0.000 14.500 25 25 - 26 Y -0.607 -0.607 0.000 8.500 26 26 - 27 Y -0.607 -0.607 0.000 6.000 27 27 - 28 Y -0.607 -0.607 0.000 14.500 28 28 - 29 Y -0.607 -0.607 0.000 14.500 29 29 - 30 Y -0.607 -0.607 0.000 14.500 Member Distributed Loads,BLC 2: DL Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K/ft,F) (K/ft,F) (ft) (ft)---- 1 1 - 2 Y -0.551 -0.551 0.000 14.500 2 2 - 3 Y -0.551 -0.551 0.000 14.500 3 3 - 4 Y -0.551 -0.551 0.000 14.500 4 4 - 5 Y -0.551 -0.551 0.000 14.500 5 5 - 6 Y -0.551 -0.551 0.000 11.830 6 6 - 7 Y -0.551 -0.551 0.000 2.669 8 8 - 9 Y -0.551 -0.551 0.000 14.500 9 9 - 10 Y -0.551 -0.551 0.000 5.500 10 10 - 11 Y -0.551 -0.551 0.000 9.000 11 11 - 12 Y -0.551 -0.551 0.000 14.500 z W ; 9 co o 0 cn w • w w 0 gam u- < = 0 . I w 1-0 w ~' - w W ;. • u. ~O u •z c o HI z RISA -2D (R) Version 3.03 Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite 205 Page 'u#uv Seattle, Washington 98115 Date ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS === Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft)---- 12 12 - 13 Y -0.551 -0.551 0.000 14.500 13 13 - 14 Y -0.551 -0.551 0.000 14.500 14 14 - 15 Y -0.551 -0.551 0.000 14.500 15 15 - 16 Y -0.551 -0.551 0.000 8.500 16 16 - 17 Y -0.551 -0.551 0.000 6.000 17 17 - 18 Y - 0.55 -0.551 0.000 14.500 11 11 - 12 Y -0.551 -0.551 0.000 14.500 19 19 - 20 Y -0.551 -0.551 0.000 6.000 20 20 - 21 Y -0.551 -0.551 0.000 8.500 21 21 - 22 Y -0.551 -0.551 0.000 14.500 22 22 - 23 Y -0.551 -0.551 0.000 14.500 23 23 - 24 Y -0.551 -0.551 0.000 14.500 24 24 - 25 Y - 0.551. -0.551 0.000 14.500 25 25 - 26 Y -0.551 -0.551 0.000 8.500 26 26 - 27 Y -0.551 -0.551 0.000 . 6.000 27 27 - 28 Y -0.551 -0.551 0.000 14.500 28 28 - 29 Y -0.551 -0.551 0.000 14.500 29 29 - 30 Y -0.551 -0.551 0.000 14.500 Member Distributed Loads,BLC 3: tl Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location (K /ft,F) (K /ft,F) (ft) (ft) - - -- 1 1 - 2 Y -1.157 -1.157 0.000 14.500 2 2 - 3 Y -1.157 -1.157 0.000 14.500 3 3 - 4 Y -1.157 -1.157 0.000 14.500 4 4 - 5 Y -1.157 -1.157 0.000 14.500 5 5 - 6 Y -1.157 -1.157 0.000 11.830 6 6 - 7 Y -1.157 -1.157 0.000 2.669 7 7 - 8 Y -1.157 -1.157 0.000 14.500 8 8 - 9 Y -1.157 -1.157 0.000 14.500 9 9 - 10 Y -1.157 -1.157 0.000 5.500 10 10 - 11 Y -1.157 -1.157 0.000 9.000 11 11 - 12 Y -1.157 -1.157 0.000 14.500 12 12 - 13 Y -1.157 -1.157 0.000 14.500 13 13 - 14 Y -1.157 -1.157 0.000 14.500 14 14 - 15 Y -1.157 -1.157 0.000 14.500 15 15 - 16 Y -1.157 -1.157 0.000 8.500 16 16 - 17 Y -1.157 -1.157 0.000 6.000 17 17 - 18 Y -1.157 -1.157 0.000 14.500 18 18 - 19 Y -1.157 -1.157 0.000 14.500 19 19 - 20 Y -1.157 -1.157 0.000 6.000 20 20 - 21 Y -1.157 -1.157 0.000 8.500 21 21 - 22 Y -1.157 -1.157 0.000 14.500 RISA -2D (R) Version 3.03 Engineers Northwest e lla 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 '• ABOVE NET REINFORCING EXISTING GLU- LAM. BEAMS Memb I J Start No Node Node Dir Magnitude (K /ft, F) 22 22 - 23 Y -1.157 23 23 - 24 Y -1.157 24 24 - 25 Y -1.157 25 25 - 26 Y -1.157 26 26 - 27 Y -1.157 27 27 - 28 Y -1.157 28 28 - 29 Y -1.157 29 29 - 30 Y -1.157 Load Combination No. Description 1 DL 2 SNOW 3 DL +SNOW 4 tl Dynamic Analysis Data 1• 1 1 Number of modes (frequencies) . Basic Load Case for masses BLC mass direction of action . Acceleration of Gravity Global X (in) 1 0.00000 2 0.00000 3 0.00000 4 0.00000 5 0.00000 6 0.00000 7 0.00000 8 0.00000 9 0.00000 10 0.00000 11 0.00000 12 0.00000 13 0.00000 14 0.00000 Node Load Combination is 3 : DL +SNOW Nodal Displacements End Magnitude (K /f t, F) - 1.157 - 1.157 - 1.157 - 1.157 - 1.157 - 1.157 - 1.157 - 1.157 Start Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Self Wt BLC BLC BLC BLC BLC 2 1 2 1 3 1 3 None X only 32.20 ft /sec * *2 Global Y (in) - 0.00000 - 2.51118 - 3.39267 - 2.24289 - 0.00000 1.29325 0.98676 - 0.16715 0.45442 1.10940 - 0.00000 - 2.49479 - 3.55869 - 2.35759 Job Page Vie' Date End Location (ft)---- 14.500 14.500 14.500 8.500 6.000 14.500 14.500 14.500 Rotation (rad) - 0.01652 - 0.01078 0.00103 0.01129 0.01150 0.00805 - 0.00942 - 0.00219 0.00890 - 0.00910 - 0.01278 - 0.01201 0.00054 0.01220 W E Dir Fac Fac Fac Fac Fac Fac DYNA S V c 6 0 N O w 9 to IL' w 0 g J ; CO w W; V 0 c o' O -! O I- = w IN V r . L i - 5 ui z - O ; • RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Node Load Combination is 3 : DID +SNOW Reactions Node 1 5 11 15 30 Totals Global X (in) 15 0.00000 16 0.00000 17 0.00000 18 0.00000 19 0.00000 20 0.00000 21 0.00000 22 0.00000 23 0.00000 24 0.00000 25 0.00000 26 0.00001 27 0.00002 28 0.00004 29 0.00005 30 0.00007 31 0.00004 Global X (K) - 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00000 Load Combination is 3 : DL+SNOW Member End Forces Nodes I -End No I J Axial Shear (K) (K) 1 1- 2 -0.00 21.36 2 2- 3 -0.00 11.56 3 3- 4 -0.00 0.99 4 4- 5 -0.00 -16.28 5 5- 6 -0.00 23.33 6 6- 7 -0.00 9.64 Moment (K -f t) -0.00 - 191.76 - 237.72 - 162.71 195.02 0.00 Global Y (in) - 0.00000 0.84814 - 0.11717 - 1.26453 - 0.19795 0.66422 - 0.00000 - 1.81185 - 2.64103 - 1.71758 - 0.00000 0.43366 - 0.60303 - 2.25687 - 1.99898 - 0.00000 - 2.25687 Global Y (K) 30.21954 60.02944 67.48375 65.95454 60.8 2 . 386.19299 J -End Axial Shear (K) (K) 0.00 -4.57 0.00 5.23 0.00 15.80 0.00 33.07 0.00 -9.64 0.00 -6.54 Job Page 1 Yj Date Rotation (rad) 0.01098 0.00705 - 0.01227 0.00005 0.01101 - 0.00555 - 0.00856 - 0.00915 0.00036 0.00934 0.00690 0.00299 - 0.01361 - 0.00447 0.00741 0.01375 0.00000 Moment (K ft) 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Moment (K -ft) -- 188.01 237.72 130.36 - 195.02 0.00 21.60 ce 61 � w w0 J W Q; • co = d ' ziE z ICJ w 2D 0 H W ill , LIL w U N` 2 Nodes No I J 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 18 7- 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18- 19- 20- 21- 22- 23- 24- 25- 26- 27- 28- 29- 1- 2- 3- 4- 5- 8- 11- 12- 13- 14- 15- 18- 21- 22- 23- 24- 25- 31- 28- 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 2 3 4 5 8 11 12 13 14 15 18 21 22 23 24 25 31 30 31 Axial (K) - 0.00 - 0.00 - 0.00 - 0.00 - 0.00 -0.00 - 0.00 - 0.00 - 0.00 - 0.00 - 0.00 - 0.00 -0.00 -0.00 - 0.00 -0.00 - 0.00 -0.00 -0.04 - 0.04 - 0.04 - 0.04 -0.04 - 0.00 -0.00 - 0.00 - 0.00 - 0.00 -0.00 -0.00 - 0.00 - 0.00 -0.00 -0.00 -0.00 -0.00 - 0.00 - 0.00 -0.00 0.05 0.05 - 7.85 RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 C ., ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS I -End Shear (K) 6.54 6.68 -10.11 - 16.48 36.78 13.18 1.74 - 16.19 30.46 20.61 13.67 - 2.06 -10.86 -17.81 30.82 13.71 1.78 - 16.92 33.90 24.06 17.11 8.17 -8.62 8.86 1.86 - 4.35 - 3.88 - 0.25 - 0.39 3.41 2.24 - 3.11 - 1.98 0.54 -0.52 1.84 2.16 -2.69 - 0.79 3.93 - 3.93 0.00 Moment (K -f t) - 21.60 - 97.90 - 73.10 0.00 195.18 - 135.29 - 204.66 - 139.44 217.05 0.00 - 102.84 - 179.70 - 86.02 -0.00 193.22 - 106.98 - 184.09 - 120.76 246.33 0.00 - 123.51 - 249.88 - 246.67 0.00 - 124.69 - 151.71 - 56.23 0.00 - 11.33 0.00 -72.71 - 105.13 - 28.67 0.00 -15.22 0.00 - 51.73 -83.07 - 11.39 0.00 - 113.90 0.00 J -End Axial Shear (K) (K) 0.00 -6.54 0.00 10.11 0.00 16.48 0.00 26.90 0.00 -12.00 0.00 3.61 0.00 15.05 0.00 32.98 0.00 -20.61 0.00 -13.67 0.00 3.13 0.00 10.86 0.00 17.81 0.00 27.65 0.00 -14.03 0.00 3.08 0.00 15.02 0.00 33.71 0.04 -24.06 0.04 -17.11 0.04 -0.32 0.04 8.62 0.04 25.41 0.00 -8.86 0.00 -1.86 0.00 4.35 0.00 3.88 0.00 0.25 0.00 0.39 0.00 -3.41 0.00 -2.24 0.00 3.11 0.00 1.98 0.00 -0.54 0.00 0.52 0.00 -1.84 0.00 -2.16 0.00 2.69 0.00 0.79 -0.05 -3.93 -0.05 3.93 7.85 0.00 Job Page 'Ow' Date Moment (K-ft)-- 116.49 73.10 0.00 - 195.18 158.53 204.66 108.10 - 217.05 0.00 102.84 179.25 86.02 0.00 - 193.22 131.97 184.09 88.10 - 246.33 - 0.00 123.51 249.88 246.67 0.00 128.44 151.71 88.58 0.00 - 7.25 0.00 49.47 105.13 60.00 0.00 15.67 0.00 26.74 83.07 44.06 0.00 113.90 0.00 0.00 cc 2 U O co C` w w 0 • a • d W ,, ' Q1 U 0 co 0 H i H 0 Z' tii 1 RISA -2D (R) Version 3.03 Engineers Northwest Job elks 6869 Woodlanwn Ave, NE, Suite 205 Page ,C1(10 Tr Seattle, Washington 98115 Date {; ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Load Combination' is 3 : DL +SNOW �! AISC Code Checks , is � O 0 ''' Nodes Member Quarter Points � : No I J Maximum 0 1/4 1/2 3/4 L Shear coca cn w 1 1- 2 - Not Calculated - x 2 2- 3 - Not Calculated - wqL 3 3- 4 - Not Calculated - w O, 4 4 - 5 - Not Calculated - g 5 5- 6 - Not Calculated - � 6 6- 7 - Not Calculated - CI 7 7- 8 - Not Calculated - g w 11 11- 12 8 8- 9 - Not Calculated - :u0E �` 9 9- 10 - Not Calculated - 10 10- 11 - Not Calculated - - Not Calculated - Del 12 12- 13 - Not Calculated - 13 13- 14 - Not Calculated - i 14 14- 15 - Not Calculated - w w 15 15- 16 - Not Calculated - 1-- 16 16- 17 - Not Calculated - 1 LP, 17 17- 18 - Not Calculated - z 18 18- 19 - Not Calculated - v 19 19- 20 - Not Calculated - 0 20 20- 21 - Not Calculated - z 21 21- 22 - Not Calculated - 22 22- 23 - Not Calculated - 23 23- 24 - Not Calculated - 24 24- 25 - Not Calculated - 25 25- 26 - Not Calculated - 26 26- 27 - Not Calculated - 27 27- 28 - Not Calculated - 28 28- 29 - Not Calculated - 29 29- 30 - Not Calculated - 30 1 - 2 1.3892 0.0000 0.3473 0.6946 1.0419 1.3892 0.0851 31 2- 3 1.6408 1.3486 1.4216 1.4947 1.5678 1.6408 0.0179 32 3 - 4 1.6408 1.6408 1.4701 1.2994 1.1287 0.9580 0.0418 33 4- 5 0.6082 0.6082 0.4561 0.3041 0.1520 0.0000 0.0372 34 5- 8 0.3745 0.0000 0.0936 0.1872 0.2808 0.3745 0.0062 35 8- 11 0.5853 0.5853 0.4390 0.2927 0.1463 0.0000 0.0097 36 11- 12 0.8276 0.0000 0.2069 0.4138 0.6207 0.8276 0.0446 37 12- 13 1.7586 1.2163 1.3519 1.4874 1.6230 1.7586 0.0292 38 13- 14 1.7586 1.7586 1.5699 1.3812 1.1924 1.0037 0.0407 39 14- 15 0.4796 0.4796 0.3597 0.2398 0.1199 0.0000 0.0259 40 15- 18 0.8093 0.0000 0.2023 0.4047 0.6070 0.8093 0.0134 41 18- 21 0.7858 0.7858 0.5894 0.3929 0.1965 0.0000 0.0130 42 21- 22 0.4473 0.0000 0.1118 0.2237 0.3355 0.4473 0.0241 43 22- 23 1.3897 0.8653 0.9964 1.1275 1.2586 1.3897 0.0283 RISA -2D (R) Version 3.03 Engineers Northwest Job gok 6869 Woodlanwn Ave, NE, Suite 205 Page »41, Seattle, Washington 98115 Date ,z,-,,,. ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear 44 23- 24 1.3897 1.3897 1.2265 1.0633 0.9001 0.7370 0.0352 45 24- 25 0.1906 0.1906 0.1429 0.0953 0.0476 0.0000 0.0103 46 25- 31 3.4324 0.0018 0.8594 1.7171 2.5747 3.4324 0.0377 47 31- 30 3.4324 3.4324 2.5747 1.7171 0.8594 0.0018 0.0377 48 28- 31 0.0280 0.0280 0.0280 0.0280 0.0280 0.0280 0.0000 t.) y co Wr co W } 0 } r a ' m W ` F- W W' 2 Di 3 p; C.) yL OF `w • z; ill - o, Z RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Load Combination is 3 : DL +SNOW Member End Forces Nodes No I J Axial (K) 1 1- 2 -0.00 2 2- 3 -0.00 3 3- 4 -0.00 4 4- 5 -0.00 5 5- 6 -0.00 6 6- 7 -0.00 7 7- 8 -0.00 8 8- 9 -0.00 9 9- 10 -0.00 10 10- 11 -0.00 11 11- 12 -0.00 12 12- 13 -0.00 13 13- 14 -0.00 14 14- 15 -0.00 15 15- 16 -0.00 16 16- 17 -0.00 17 17- 18 -0.00 18 18- 19 -0.00 19 19- 20 -0.00 20 20- 21 -0.00 21 21- 22 -0.00 22 22- 23 -0.00 23 23- 24 -0.00 24 24- 25 -0.00 25 25- 26 -0.04 26 26- 27 -0.04 27 27- 28 -0.04 28 28- 29 -0.04 29 29- 30 -0.04 30 1- 2 -0.00 31 2- 3 -0.00 32 3- 4 -0.00 33 4- 5 -0.00 34 5- 8 -0.00 35 8- 11 -0.00 36 11- 12 -0.00 37 12- 13 -0.00 38 13- 14 -0.00 39 14- 15 -0.00 10 15- 18 -0.00 41 18- 21 -0.00 42 21- 22 ' -0.00 43 22- 23 -0.00 I -End Shear (K) 21.36 11.56 0.99 - 16.28 23.33 9.64 6.54 6.68 - 10.11 - 16.48 36.78 13.18 1.74 -16.19 30.46 20.61 13.67 - 2.06 - 10.86 - 17.81 30.82 13.71 1.78 - 16.92 33.90 24.06 17.11 8.17 - 8.62 8.86 1.86 -4.35 -3.88 -0.25 -0.39 3.41 2.24 -3.11 -1.98 0.54 -0.52 1.84 2.16 Moment (K ft) -0.00 - 191.76 - 237.72 - 162.71 195.02 0.00 - 21.60 - 97.90 - 73.10 0.00 195.18 - 135.29 - 204.66 - 139.44 217.05 0.00 - 102.84 - 179.70 - 86.02 -0.00 193.22 - 106.98 - 184.09 - 120.76 246.33 0.00 - 123.51 - 249.88 - 246.67 0.00 - 124.69 - 151.71 - 56.23 0.00 - 11.33 0.00 - 72.71 - 105.13 - 28.67 0.00 - 15.22 0.00 - 51.73 Axial (K) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.04 0.00 _ Job Page 11(/% Date J -End Shear Moment (K) (K - ft)-- - 4.57 188.01 5.23 2.4, 237.72 15.80 , 130.36 33.07 Isbb - 195.02 - 9.64 0.00 -6.54 . 21.60 - 6.54 2.0 116.49 10.11 73.10 16.48 0.00 26.90 -12.00 3.61 15.05 32.98 - 20.61 -13.67 3.13 10.86 17.81 27.65 - 14.03 3.08 15.02 33.71 -24.06 -17.11 - 0.32 8.62 25.41 - 8.86 0.00 c- -1.86 0.00 s 35 0.00 =1,212 .88 0.00 01 :4/ 6 0.25 0.00 S,., 0.39 0.00 104 4 C/t 3.41 0.00 019x03 -9 24 0.00 Ss -21) 3.11 0.00 3:122 .98 0.00 wlax.vo -0.54 0.00 0.52 0.00 L.. o -1.84 0.00'-"1}'7" 2.16 t3 3 2..2. -195.18 - 158.53 Z. 204.66 108.10 z. Vs - 217.05 0.00 102.84 zr6 179.25 86.02 0.00 r.b - 193.22 v 131.97 2 ,37. 184.09 • 88.10 t.5 L - 246.33 -0.00 123.51 249.88 246.67 0.00 128.44 151.71 88.58 0.00 -7.25 0.00 49.47 109 1 60.00 0.00 15.67 0.00 26.74 83 07 L.S9 riwn7n +rh n n.��SnZZO".....m 3m 51•. SL r , - • n . r n wy J ...0...' n . vmto u..tsar'..ewMNgsARPA W+ S VPIVAIROFtW lltnYa+x.. IX W J U; 0o ; N O N W wo g -J u_ Q' y O ` ~ w' 1-0 LLJ 2 no o o - o IL! w I V : I I 6 z , U t0; O Z _._ Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU-LAM BEAMS ===== RISA-2D (R) Version 3.03 Nodes 1-End No I J Axial Shear Moment (K) (K) (K-ft) 44 23- 24 -0.00 -2.69 -83.07 45 24- 25 -0.00 -0.79 -11.39 46 25- 31 0.05 3.93 0.00 47 31- 30 0.05 -3.93 -113.90 48 28- 31 -7.85 0.00 0.00 Axial (K) 0.00 0.00 -0.05 -0.05 7.85 Job Page 54/O Date J End Shear Moment (K) (K ft)-- 2.69 44.06 0.79 41 0.00 -3.93 "" 113.90 3•93 0.00 . 0.00 0.00 , RISA -2D (R) Version 3.03 • .`. Engineers Northwest Job 6869 Woodlanwn Ave, NE, Suite 205 : Page `!1k Seattle, Washington 98115 Date ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS = = = = == = = = = == Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P -Delta Effects : No Redesign : No Edge Forces : No A.S.I.F. : 1.333 Node Boundary Conditions No X -Coord Y -Coord X -dof Y -dof Rotation Temp. (ft) (ft) ( in, K /in) - - -- (in,K /in) - -- (r,K -ft /r) (F) - '.1 1 0.00 0.00 -R R 0.00 2 14.50 0.00 0.00 3 29.00 0.00 0.00 -tixe 4 43.50 0.00 0.00 5 58.00 0.00 R 0.00 6 69.83 0.00 0.00 7 72.50 0.00 0.00 8 87.00 0.00 0.00 9 101.50 0.00 0.00 10 107.00 0.00 0.00 11 116.00 0.00 R 0.00 12 130.50 0.00 0.00 13 145.00 0.00 0.00 14 159.50 0.00 0.00 15 174.00 0.00 R 0.00 16 182.50 0.00 0.00 17 188.50 0.00 0.00 18 203.00 0.00 0.00 19 217.50 0.00 0.00 20 223.50 0.00 0.00 21 232.00 0.00 R 0.00 22 246.50 0.00 0.00 23 261.00 0.00 0.00 24 275.50 0.00 0.00 25 290.00 0.00 R 0.00 26 298.50 0.00 0.00 27 304.50 0.00 0.00 ,....% 28 319.00 0.00 0.00 (i 29 333.50 0.00 0.00 30 348.00 0.00 R 0.00 $ 1 1 ` U. ri z o W l!J Da U _ LL Hf - 0- • Z; U co rei) RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS == = =_____ ____ __________________ ==== _= = == = =__ Material Label STEEL WOOD Section Label W21X44 W12X26 W12X30 6.75X34.5 6.75X27 6.75X31.5 6.75X30 6.75X33 6.75X36 Elastic Modulus (Ksi) 29000.00 1800.00 Database Shape W21X44 W12X26 W12X30 I J No Node Node Section 1 1 - 2 6.75X34.5 2 2 - 3 6.75X34.5 3 3 - 4 6.75X34.5 4 4 - 5 6.75X34.5 5 5 - 6 6.75X34.5 6 6 - 7 6.75X27 7 8 - 9 6.75X27 8 9 - 10 6.75X27 9 10 - 11 6.75X27 10 11 - 12 6.75X31.5 11 12 - 13 6.75X31.5 12 13 - 14 6.75X31.5 13 14 - 15 6.75X31.5 14 15 - 16 6.75X31.5 15 15 - 16 6.75X31.5 16 16 - 17 6.75X30 17 17 - 18 6.75X30 18 18 - 19 6.75X30 19 19 - 20 6.75X30 20 20 - 21 6.75X33 21 21 - 22 6.75X33 22 22 - 23 6.75X33 23 23 - 24 6.75X33 24 24 - 25 6.75X33 Poisson's Ratio 0.30000 0.30000 Matl. Set STEEL STEEL STEEL WOOD WOOD WOOD WOOD WOOD WOOD 1 1 Thermal Coefficient (F) 0.65000 0.65000 Area (in "2) 13.00 7.65 8.79 232.88 182.25 212.63 202.50 222.75 243.00 1 1 Moment of Inertia (in "4) - -- 843.000 204.000 238.000 23098.289 11071.700 17581.430 15187.500 20214.570 26244.000 I Releases J End Offsets xyz xyz Sec Sway I J (in) - - -- (in) Job • Page kl M$' Date Weight Yield Stress Density •(Fy) (K /ft3) (Ksi)---- 0.490 36.000 0.252 36.000 As y/Y Coef 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Length (ft) 14.50 14.50 14.50 14.50 11.83 2.67 14.50 5.50 9.00 14.50 14.50 14.50 14.50 8.50 8.50 6.00 14.50 14.50 6.00 8.50 14.50 14.50 14.50 14.50 z {� G l J V 0 o N 0 co w' w o J U. < _ w _+ Z� z o D p, 0 co Q w w U IL I -0 .. ti Z ' co z gze RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE; Suite 205 Seattle, Washington '.98115 ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS 1 1 - 2 2 2 - 3 3 3 - 4 4 4 - 5 5 5 - 6 6 6 - 7 _ Job Pagi77777A Date I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) - - -- (in) (ft) 25 25 - 26 6.75X36 1 8.50 26 26 - 27 6.75X36 6.00 27 27 - 28 6.75X36 14.50 28 28 - 29 6.75X36 14.50 29 29 - 30 6.75X36 14.50 30 1 - 2 W21X44 1 14.50 31 2 - 3 W21X44 14.50 32 3 - 4 W21X44 14.50 33 4 - 5 W21X44 1 14.50 34 5 - 6 W12X26 1 11.83 35 6 - 7 W12X26 2.67 36 7 - 8 W12X26 14.50 37 8 - 9 W12X26 14.50 38 9 - 10 W12X26 5.50 39 10 - 11 W12X26 1 9.00 40 11 - 12 W12X30 1 14.50 41 12 - 13 W12X30 14.50 42 13 - 14 W12X30 14.50 43 14 - 15 W12X30 1 14.50 44 15 - 16 W12X26 1 8.50 45 16 - 17 W12X26 6.00 46 17 - 18 W12X26 14.50 47 18 - 19 W12X26 14.50 48 19 - 20 W12X26 6.00 49 20 - 21 W12X26 1 8.50 50 21 - 22 W12X30 1 14.50 51 22 - 23 W12X30 14.50 52 23 - 24 W12X30 14.50 53 24 - 25 W12X30 1 14.50 54 25 - 26 W21X44 1 8.50 55 26 - 27 W21X44 6.00 56 27 - 28 W21X44 14.50 57 28 - 29 W21X44 14.50 58 29 - 30 W21X44 1 14.50 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Engineers Northwest 6869 Woodlanwn Ave, Seattle, Washington I J No Node Node 7 8 - 9 8 9 - 10 9 10 - 11 10 11 - 12 11 12 - 13 12 13 - 14 13 14 - 15 14 15 - 16 15 15 - 16 16 16 - 17 17 17 - 18 18 18 - 19 19 19 - 20 20 20 - 21 21 21 - 22 22 22 - 23 23 23 - 24 24 24 - 25 25 25 - 26 26 26 - 27 27 27 - 28 28 28 - 29 29 29 - 30 30 1 - 2 31 2 - 3 32 3 - 4 33 4 - 5 34 5 - 6 35 6 - 7 36 7 - 8 37 8 - 9 38 9 - 10 39 10 - 11 40 11 - 12 41 12 - 13 42 13 - 14 43 14 - 15 44 15 - 16 45 16 - 17 46 17 - 18 47 18 - 19 48 19 - 20 49 20 - 21 50 21 - 22 51 22 - 23 RISA -2D (R) Version 3.03 NE, Suite -205 98115 Unbraced Lengths Lb -in Lb -out Lc (ft) (ft) (ft) K Factors In Out Job Page typl, bate Bending Coefs Cm Cb CO ILI w 0 ` W' E �' O F- 1 i ; 0 z r ut. RISA -2D (R).Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU -LAM' BEAMS = = = = == aria= = ==== = == =_= = == = === = = = == = == = == = = = = == I J No Node Node 52 23 - 24 53 24 - 25 54 25 - 26 55 26 - 27 56 27 - 28 57 28 - 29 58 29 - 30 BLC No. 1 SNOW 2 DL Unbraced Lengths Lb -in Lb -out Lc (ft) (ft) (ft) Basic Load Case Description Member Distributed Loads,BLC 1: SNOW Memb I J No Node Node Dir 1 1 - 2 Y 2 2 - 3 Y 3 3 - 4 Y 4 4 - 5 Y 5 5 - 6 Y 6 6 - 7 Y 7 8 - 9 Y 8 9 - 10 Y 9 10 - 11 Y 10 11 - 12 Y 11 12 - 13 Y 12 13 - 14 Y 13 14 - 15 Y 14 15 - 16 Y 16 16 - 17 Y 17 17 - 18 Y 18 18 - 19 Y 19 19 - 20 Y 20 20 - 21 Y 21 21 - 22 y 22 22 - 23 Y 23 23 - 24 Y 24 24 - 25 Y 25 25 - 26 Y 26 26 - 27 Y Start Magnitude (K /ft, F) - 0.607 - 0.607 - 0.607 -0.607 - 0.607 -0.607 -0.607 - 0.607 - 0.607 - 0.607 -0.607 -0.607 - 0.607 - 0.607 - 0.607 -0.607 -0.607 - 0.607 -0.607 - 0.607 - 0.607 - 0.607 -0.607 -0.607 -0.607 End Magnitude (K /ft, F) -0.607 - 0.607 -0.607 -0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 -0.607 - 0.607 - 0.607 -0.607 -0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 - 0.607 -0.607 - 0.607 K Factor's In Out Start Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Job Page k4)/ " Date _ Bending Coefs Cm Cb Load Totals Nodal Point Dist. 28 29 End Location (ft)---- 14.500 14.500 14.500 14.500 11.830 2.669 14.500 5.500 9.000 14.500 14.500 14.500 14.500 8.500 6.000 14.500 14.500 6.000 8.500 14.500 14.500 14.500 14.500 8.500 6.000 J F ;, w w 0 Q = a h w z p' O H S 30 , ON O H I W U I I- 0 . w z U N 0 z RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLII -LAM BEAMS V AV Memb I No Node Node Dir 27 27 - 28 Y 28 28 - 29 Y 29 29 - 30 Y Load Combination To. Description 1 DL 2 SNOW Start Magnitude (K /ft, F) -0.607 -0.607 -0.607 Member Distributed Loads,BLC 2: DL Memb I J Start No Node Node Dir Magnitude (K /f t, F) 1 1 - 2 Y -0.551 2 2 - 3 Y -0.551 3 3 - 4 Y -0.551 4 4 - 5 Y -0.551 5 5 - 6 Y -0.551 6 6 - 7 Y -0.551 7 8 - 9 Y -0.551 8 9 - 10 Y -0.551 9 10 - 11 Y -0.551 10 11 - 12 Y -0.551 11 12 - 13 Y -0.551 12 13 - 14 Y -0.551 13 14 - 15 Y -0.551 14 15 - 16 Y -0.551 15 15 - 16 Y -0.551 16 16 - 17 Y -0.551 17 17 - 18 Y -0.551 10 11 - 12 Y -0.551 19 19 - 20 Y -0.551 20 20 - 21 Y -0.551 21 21 - 22 Y -0.551 22 22 - 23 Y -0.551 23 23 - 24 Y -0.551 24 24 - 25 Y -0.551 25 25 - 26 Y -0.551 26 26 - 27 Y -0.551 27 27 - 28 Y -0.551 28 28 - 29 Y -0.551 29 29 - 30 Y -0.551 1 1 End Magnitude (K /f t, F) - 0.607 - 0.607 - 0.607 End Magnitude (K /ft, F) - 0.551 - 0.551 -0.551 - 0.551 - 0.551 - 0.551' -0.551 - 0.551 - 0.551 -0.551 - 0.551 - 0.551 - 0.551 - 0.551 - 0.551 -0.551 - 0.551 - 0.551 -0.551 - 0.551 - 0.551 - 0.551 -0.551 -0.551 - 0.551 - 0.551 - 0.551 -0.551 - 0.551 2 1 Start Location (ft) 0.000 0.000 0.000 Start Location (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Job Page Date End Location (ft)---- 14.500 14.500 14.500 End Location (ft)---- 14.500 14.500 14.500 14.500 11.830 2.669 14.500 5.500 9.000 14.500 14.500 14.500 14.500 8.500 8.500 6.000 14.500 14.500 6.000 8.500 14.500 14.500 14.500 14.500 8.500 6.000 14.500 14.500 14.500 Self Wt BLC BLC BLC BLC BLC W E Dir Fac Fac Fac Fac Fac Fac DYNA S V i roser f_ mwFep vraa+ sM*p4.3. *+.�..a«,.......,.� > ..,. .v.. +,.R.. v< •«sm..•axair. .?a.aaaear��%s�/MCi�!',�A1Rt 47 • 1 I14AM1W5N'7TY. Cayuve�*,,,.,., z 0 0' 0 NW. W u_ � W : z �. o uj n o O N = • Vi w z' 0 � z RISA -2D (R) Version 3.03 Engineers Northwest 6869 Woodlanwn NE, Suite 205 Seattle, Washington 98115 ABOVE NET REINFORCING EXISTING GLU -LAM BEAMS Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 3 DL +SNOW 1 1 Dynamic Analysis Data Number of modes (frequencies) : Basic Load Case for masses BLC mass direction of action : Acceleration of Gravity Load Combination is 3 : DL +SNOW Nodal Displacements Node Global X (in) 1 0.00000 2 0.00000 3 0.00000 4 0.00000 5 0.00000 6 0.00000 7 0.00000 8 0.00000 9 0.00000 10 0.00000 11 0.00000 12 0.00000 13 0.00000 14 0.00000 15 0.00000 16 0.00000 17 0.00000 18 0.00000 19 0.00000 20 0.00000 21 0.00000 22 0.00000 23 0.00000 24 0.00000 25 0.00000 26 0.00000 27 0.00000 28 0.00000 29 0.00000 30 0.00000 2 1 3 None X only 32.20 ft /sec * *2 Global Y (in) - 0.00000 - 1.84359 - 2.32453 - 1.30827 - 0.00000 - 0.45195 - 0.73791 - 2.89857 - 2.54808 - 1.78094 - 0.00000 - 3.65339 - 4.58807 - 2.64368 - 0.00000 0.60825 0.52065 0.29505 0.57328 0.65012 - 0.00000 - 2.52814 - 4.15426 - 3.19241 - 0.00000 - 1.85211 - 2.93057 - 4.11308 - 2.93057 - 0.00000 Job Page t�1�s Date Rotation (rad) - 0.01242 - 0.00745 0.00205 0.00848 0.00241 - 0.00667 - 0.00960 - 0.00414 0.00907 0.01398 - 0.02473 - 0.01452 0.00389 0.01637 0.00867 0.00413 - 0.00200 0.00034 0.00185 - 0.00377 - 0.01028 - 0.01453 - 0.00255 0.01326 0.02118 - 0.01671 - 0.01300 - 0.00000 0.01300 0.01899 re n fm.,_ r .na rs.rz^^».. wpm ..r....fmwa ai �nawr�r MMtXtti .. toHrrmseftN,n * , • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. _ ENGINEERS— NORTHWEST . INC. P.S 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No. JOB NAME A9C1 &NG r / "lT6 I- DATE SUBJECT SHEET Vi OF P GM2C4) s y r = i /R. z.s : 3 y 3 q I 2S�. /9.7r ( 2.0+2 4/ z 9 RI 7 z \ t (Ocer) z J 3 /,c5 (t .0O fi .3y T �) _, ./(3p).- m - 8 299 hi z 30. z.? if. T 3 ( a• c ` ( •� fs,tir) a BY Dl S 1 0 e s ) 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-8698 JOB NO JOB NAME 401)1/ AVT SUBJECT 6 rot efi2 delion)aexiA • 9,1 A 7 ENGINEERS—NORTHWEST INC. P.S. DATE SHEET BY D.. 47c 1. - ENGINEERS — NORTHWEST INC. P.S. ) .6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. Joe NAME ADow — SUBJECT 4. d oh; . V f u YR N6fi go4 Nf dM Go 9.5(243) '1 io(so) + 8 (/s) * S 2 (SOP L Z C is ) 10.4 - • .effv uSkr s' 9 t ())/(c. 2-6 /47J 4 7`z to DATE . --OL- iJ �j -�-- SHEET 5 OF BY b//u- f says r S W. NW W WO N O r g. Z1- 'U ui O -I- D - u V ` - O N ,. 0 ! U 0– O O 0-- o- - 0 .. - ^ - - - - 0 -0- 0 O 6 .S1 ) ,ci8 5 o 0 0 NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. „WIZ. 0 4: Sb ENGINEERS—NORTHWEST • INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522 -6698 'er is i9 K 8 K `4 . aii-r41L) A. 0,93- 0.e) • xotr I. e 3 Gam) t 1 I.( : ? -? Fa= 11.4 1.x"7 Fee 13.3CS- H I - I -9 0.b'/ r 0./51 = 0.9 9v. 1-} I -,- -) O1)S* .OLt L 0139 _ft 3 -7` UsE Ts8K6xtt DATE f- Z7 vo SHEET I OF a V BY ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - 1206) 525 -7560 - FAX # (206) 522-6698 JOB NO. JOB NAME 413 6W Nal) Arra `++sr SUBJECT Cat- 015 lbvJ Q A. = a' 736)(4x kio c # 6* Q . A ZZ� /(_ z / C k USE DATE - SHEET OF Gd BY ,OA fo girxir . ............. 27 L NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .1.' p. - b. It 1.L - -.7x ao .. w l 2 - 4 ., i AI TN • :i gee W I 1 • v b c 1 F Q TI „ �. :::., . ,*... N w� n,,, a,. wma7�Vt :?beur�72•cvrmnw....�..,,..., , t 1 t W Z� 1-0' W ~ uj 0 -' 0 I- W 0. —0 w z, 0 — 0 1- Z -a, NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. �6 q U , I > E ►N, .3 1 ,).1,: _ i i. "1 ` . . 0 • o ! - . ,; .I II co-- : ' ��1 . ' � . i E -- 4 � e • ' 1+ u U - s • s a , r •^ O 4� s +i u c1 u a , ., loN..... ..;., 1 „ 1 1 i� n -a, NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ENGINEERS—NORTHWEST INC. R S. WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 JOB No. 0c)O49 JOB NAME V .t I Mg DATE SUBJECT (0L0 [ MrCOR /CTR. t. P SHEET 1 OF Lfir • RLDGri 21-04 a¢ - S- 12.0 re ' 7UKLJS -i4 BY Oln _.. 2� • S . • 27. ZS' ,,/, ,J , I : /-67- : 2.7 1. 4 " Cv =_ ( - 4) V E }' EA, .- .as 4 V ' o,1 W R 0.4;4 (, ) 5 O.78tn/ ( � a _ 3 V z . Ca Z. i (. 30 0•7.S) Gv 7 0.25 y✓ U L-T V 2 0.iI / C4• • 14-/- =' 0.1/ l' 30(1) w '04 IA/ k MR uii ewog CooTRm! 3 G17y.. OP TWced k edS t30a eve ptC7v K6N► -`'�o! (200 4,31-3( CQDe= - 37 0Gc w InlO - 130 ,t /N EX I 13 S -P.SA 1 c L.oJC /Jpt t/ ` 254JF 63 v. ) FRo3 ` /8 /A 56 1 "' S E (PtssfAEO) C _ 7713cE /G -JS o. 54- 1 - ESJE FACIL /VE,S nq6 Lt IG -k /, as R — MBLC Mv ,8 AR., t,./A// Jyse?, 4,5 r S" c (stn l'` .02. )4e e 0, MC. < CGS ma 6 c = 0, 3 G. 00 N p ' u) w 9 co w . W 0 ' Ji u. Q cn v : W O uj 2 0 o I- 1- 2, o w � z ENGINEERS— NORTHWEST . INC.' P.S. s , 5869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 - FAX # (206) 522.6698 ( Joe No, 0 49 JOB NAME _A8$ V N 77 - / �1i�t6 14 76 & Sr DATE —2-a-414) SUBJECT SHEET ti OF . BYK e sr -. (JEST LATERf1 L - . w t 6 o& 2G. s + (: 012.)(190) 4.)f A f Om) 0. K LP 1 1.629 4- (01'0(21o) 4, v = ,179 (41.34,) 0,qm lcc_ NOR iN - 3oUrN LAT W, - 1,9z.q + 9,3 9 = .ley (9.349) 1.6? q & L (z (� ` 1.9 Z`7 ♦ 171 (0I t-) 3 .94 Vit 19-9 C J. 91 ? ) 0 2 Kur S8o(.01 4. (,oi)( 1)111-/ hi2,e -6^ s . . R =¢0 ,1"4 -x IT - °�(fs 7 44° 0, 2W ir' . Z�4d . p 0,s70144.1 , r _ .7. (9' V Z 1, b'T D K Lr ENGINEERS—NORTHWEST INC. PS . 43869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 JOB NO. 00 JOB NAME A'46 DATE SUBJECT E iST. Odic Ftili P Lo ciccv fake G Wal Cifie kJ cox Q 4"t066 FJ / (jLOe.k09 GAse 4 0-sr- w ..t c.AT *- • Ct4srx 01 Il rag cdoic, 290 PAP Gf}j04ov 3 f ,S /L r SHEET (� OF BY Din (p , 0 I A P IMG v4 LO 11) •■■■■•■•=1.0.... G 0 0 5 3 t s' G4..1 -55. 85.5" 1 2 3. +" _ NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • : ; • 33 1• oloom 00o o. 590' 1 ! I '. • 1 cs.133. I W - - , i i . _o______ 0 0 111 0 e_ 1 _5 5 54 - 0 —0-- 0 - -0-- • 0 0.3* 0 38.5' 15,4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - ENGINEERS - NORTHWEST : INC 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -12061525-7560 - FAX # (206) 522.6698 JOB No. 0048 JOB NAME /4t30 1'E' Af r SUBJECT L.v AO ogle Z ...... `i h CO, /y6 2.,L FM 4. tole & 1. cedt. PAA-060 A) -S L/-i a-L V the= Zya /'LF ifotaevot c Pug' 64,0 vfle 16( z icseth k P.S. DATE 4-Z¢-00 SHEET OF LAr BY i Vs,oe Ze ? Pi* NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ENGINEERS- NORTH WEST INC. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX (206) 5226698 - Joe No. JOB NAME DATE SUBJECT SHEET, 1 OF • BY Roar - Amzkwa Scge.Pal cdv 7741060 ■00p.stmo it2ct • 2144.if e 4 k t Aoo .0d e 6,4 t o7iftsTE2%iE3 4.1 o,t/r AIO itibr use loll c-coo/404 ( . 0.41‘ 2t 411 L(v6T,) "e /JAIL PRAQ/snciste Pow z6c4-2-7,Ars 01-3 ,Q6n-w 49- 1 11 1 44 - 4 :1 a ecku / Ai ia e f auld 6tx. WALLS Cq = 0.8 9.70 0.8 15.84 0.8 19.98 Inward Windward wall p = Cq 1.4 1.4 Horizontal On vertical projected area structures >40 feet in height p = Leeward wall (Enclosed & open structures) = 6.06 9.90 12.49 Outward Cq 0.7 0.7 (Enclosed & Open structures) p = Leeward wall (Partially Enclosed structures) = 12.13 19.81 24.98 Outward ROOFS' Cq at 0.7 0.7 0.7 (Partially Enclosed structures) p = Wind perpendicular to ridge, leeward or flat roof p = 8.49 13.86 17.48 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 0.7 0.7 0.7 (Enclosed & open structures) p = 8.49 13.86 17.48 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 14.55 23.77 29.97 Outward Cq = 0.7 0.7 0.7 Windward roof <2:12 (Enclosed & Open structures) p = 8.49 13.86 17.48 Outward Windward roof <2:12 (Partially Enclosed structures) y ► p = 1.2 14.65 1 2 23.77 1.2 29.97 Outward Cq = 0.9 0.9 0.9 Windward roof 2:12 to <9 :12 (Enclosed & Open structures) p = 10.91 17.83 22.48 Outward Cq= 1.4 1.4 1.4 Windward roof 2:12 to <9:12 (Partially Enclosed structures) p = 16.98 27.73 34.97 Outward Cq = 0.3 0.3 0.3 Windward roof 2:12 to <9:12 p = 3.64 6.94 7.49 Inward Cq = 0.4 0.4 0.4 Windward roof 9:12 to 12:12 p = 4.85 7.92 9.99 Inward Cq = 0.7 0.7 0.7 Windward roof >12:12 p = 8.49 13.86 17.48 Inward Wind parallel to ridge & flat roofs Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 8.49 13.86 17.48 Outward Wind parallel to ridge & flat roofs Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 14.55 23.77 29.97 Outward Cq = On vertical projected area structures <=40 feet in height p = 1.3 16.76 1.3 25.75 1.3 32.47 Horizontal any direction Cq = 1.4 1.4 1.4 Horizontal On vertical projected area structures >40 feet in height p = 16.98 27.73 34.97 any direction On horizontal projected area of Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 8.49 13.86 17.48 Upward On horizontal projected area of Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 14.55 23.77 29.97 Upward ENGINEERS- NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 I UBC WIND PRESSURE (ON PRIMARY FRAMES & SYSTEMS ) 1 WINO SPEED = MEAN ROOF HEIGHT • PARAPET HEIGHT = Iw= Ce = 0.74 EXPOSURE "B" 1.21 EXPOSURE "C" 1.52 EXPOSURE "D" UBC frame WIND Page 1 MEM qs= .00256 V 16.4 psf mph ft ft used for loads to walls only METHOD 1 (Normal force methodL Exposure B Exposure C Exposure D Trib. Area 1000 ft! 1000 fL 1000 it! SHEET B OF _ 1997 UBC WIND EQUATION p =CeCggs1w METHOD 2 (Protected area method) Exposure B Exposure C Exposure 0 Trib. Area 1000 ft 1000 ft 1000 ft UBC Sec.1616 - DEFINITIONS • PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas Is less than half of that on the windward projection. UBC Table 16-H • Footnote #1. For one story or top story of multistory partially enclosed structures, an additional value of 0.5 shall be added to the outward Cq. The most critical combination shall be used for design. 5/1/00 WIND-CE.XLS �wawaanrr..nr, fn!:.lw nr!,rn.rri..• .d_.:.�L�n.. �.�_•; ,•,'•Of•rrr nn ,N, r•.•^nn. , ni+rfcnrradr...erq. r.�Y%1i'Y'FYq'D. 114.0r41*,e; sK,..•,..�. WALLS (T.O.P.I Cq = 1.2 14.38 0.9 10.79 1.2 23.58 0.9 17.68 1.2 29.80 0.9 22.35 Outward or Inward All Mixtures p = Cq= Partially Enclosed p = 1.6 19.18 1.3 15.58 1.6 31.44 1.3 • 25.54 1.6 39.73 1.3 32.28 Outward Cq= Parapets p - 1.3 15.58 1.0 11.99 1.3 25.54 1.0 19.65 1.3 32.28 1.0 24.83 Outward or Inward ROOFS' (MRH) Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Enclosed & Unenclosed <12:12 p = 15.76 12.13 25.75 19.81 32.47 24.98 Outward or Inward Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Enclosed & Unenclosed <7:12 p = 15.76 12.13 25.75 19.81 32.47 24.98 Outward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed < 2:12 p = 20.62 16.98 33.67 27.73 42.46 34.97 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Partially Enclosed 2:12 to 7:12 p = 19.40 15.76 31.69 25.75 39.96 32.47 Outward (or) Cq = 0.8 0.5 0.8 0.5 0.8 0.5 .;, Partially Enclosed 2:12 to 7:12 p = 9.70 6.06 15.84 9.90 19.98 12.49 Inward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed >7:12 to 12:12 p = 20.62 16.98 33.67 27.73 42.46 34.97 Outward or Inward WALLS (T.O.P.) Cq = 1.5 17.98 1.2 14.38 1.5 29.47 1.2 23.58 1.5 37.25 1.2 29.80 Outward Corners p = Cq = 1.2 0.9 1.2 0.9 1.2 0.9 Corners p = 14.38 10.79 23.58 17.68 29.80 22.35 Inward ROOFS teaves.raku s rldaesr Cq = 2.3 1.5 2.3 1.5 2.3 1.5 Slope < 2:12 p = 27.89 18.19 45.55 29.71 57.45 37.46 Upward Cq = 2.6 1.8 2.6 1.8 2.6 1.8 Slope 2:12 to 7:12 p = 31.53 21.83 51.50 35.65 64.94 44.96 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 . Slope >7:12 to 12:12 P = 19.40 15.76 31.69 25.75 39.96 32.47 Outward ROOFS teaves.rakes s rkraesr Cq = 2.8 2.0 2.8 2.0 2.8 2.0 Slope < 2:12 p = 33.95 24.25 55.46 39.61 69.93 49.95 Upward • = Without overhangs •• = At overhangs & Canopies WIND SPEED = MEAN ROOF HEIGHT PARAPET HEIGHT UBC WIND PRESSURE ( ON WALL & ROOF ELEMENTS ) from "UBC frame WIND" .26.5 Iw fo MEAN ROOF HEIGHT IMRH) EXPOSURE'S" Ce = 0.74 EXPOSURE "C' Ce • 1.21 EXPOSURE "0" Ce = 1.52 Trib. Area ENGINEERS-NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 1oft. mph ft ft. 100 ft qs= .00256 V 16.4 psf 1997 UBC WIND EQUATION p =CeCggs1w @ TOP OF PARAPET (T.O.P.) Ce = 0.73 Cep 1.20 Ce= 1.52 EXPOSURE "B" EXPOSURE "C" . EXPOSURE "0" NOT IN AREAS OF DISCONTINUITY' 10 ft UBC wall & roof WIND Page 1 100 ft UBC Table 16th - Footnote #3 For roof slopes greater than 12:12, use wall elements. Ex • • sure D 10 ft 100 ft IN AREAS OF DISCONTINUITY Exposure B Exposure C Exposure D Trib. Area 10 ft 100 ft 10 f .1 100 ft 10 ft 100 ft UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas Is less than half of that on the windward projection. UBC Table 16-H - Footnote #2. Cq values are listed for 10 square foot tributary areas. For tributary areas of 100square feet the value of 0.3 may be subtracted from Cq, except at areas of discontinuities with slopes less than 7:12 where the value of 0.8 may be subtracted from Cq. Interpolation may be used for tributary areas between 10 and 100 square feet. For areas greater than 1000 square feet, use primary frame values. UBC Table 16-H - Footnote #4 Discontinuities extend 10 ft or 0.1 times the least width of the structure whichever is less. .r. vr. m^<... n. n • verv..M'.n� P_rtt*:.Nt.!•LAYH�flR°: SHEET Of L4r- 5/1100 WIND-CE.XLS ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET OF ar 5/1/00 WIND - CE.XLS nr. �rtMS!emre_____rt"aa_x,}, app, .fit,., ,. +. ^ ^. «»-• ,••, we«tpw.wm mnm+ air,+. n :+RtrKsxt�aFrtfi! e'A94+ famfro..v,,.. z W 00 N o i w ILI J W 0 2 u.Q = F. _ Z 0 Z 2 uj U 0 X4 0 =0 ui o H Z I NOTE:- HEIGHT IS BASED ON ROOF HEIGHT NOT PARAPET HEIGHT INPUT DESIGN HEIGHT= • aJ t7 ft. . . . HEIGHT EXP D EXP C EXP B EXP = B 15 1.39 1,06 0.62 HEIGHT 27.5 20 1.46 1.13 0.67 Ce = 0.74 25 - 1.5 1.19 0.72 30 1.54 1.23 0.76 EXP = C 40 1.62 1.31 0.84 HEIGHT 27.5 60 1.73 1.43 0.95 Ce = 1.21 80 1.81 1.53 1.04 100 1.88 1.61 1.13 . EXP = D 120 1.93 1.67 1.2 HEIGHT 27.5 Ce = .1.52 SCRATCH M M M B b ° b b Y Y Y 0 1.39 1.06 0.62 1 0.0140 0.014 0.0100 1.180 0.850 0.470 1.56500 1.2350 0.74500 2 0.0080 0.012 0.0100 1.300 0.890 0.470 1.52000 1.2200 0.74500 3 0.0080 0.008 0.0080 1.300 0.990 0.520 1.52000 1.2100 0.74000 4 0.0080 0.008 0.0080 1.300 0.990 0.520 1.52000 1.2100 0.74000 5 0.0055 0.006 0.0055 1.400 1.070 0.620 1.55125 1.2350 0.77125 6 0.0040 0.005 0.0045 1.490 1.130 0.680 1.60000 1.2675 0.80375 7 0.0035 0.004 0.0045 1.530 1.210 0.680 1.62625 1.3200 0.80375 8 0.0025 0.003 0.0035 1.630 1.310 0.780 1.69875 1.3925 0.87625 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 SHEET OF ar 5/1/00 WIND - CE.XLS nr. �rtMS!emre_____rt"aa_x,}, app, .fit,., ,. +. ^ ^. «»-• ,••, we«tpw.wm mnm+ air,+. n :+RtrKsxt�aFrtfi! e'A94+ famfro..v,,.. z W 00 N o i w ILI J W 0 2 u.Q = F. _ Z 0 Z 2 uj U 0 X4 0 =0 ui o H Z 6869 WOODLAWN AVE. N.E. SUITE 205 SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6698 Joe No. stJ JOB NAME 4 � fi e - DATE - S / SUBJECT SHEET `i OF WT BY e_. 19/i0 "8 Ohio ..6 L .. 660 IG C" 3 aaC.Se( • .3A � x W - Re ▪ o . ?- C. ( o.4- )63(a)( (,04 -0) r. 0.378 (o4-S) o. o26 4 f}?fut4 L°- 8 ! t fZ = B (.80(,, • 6.45 p , 4.S K 4 - z 4,(.69-N SVS )43 (Au i1 (lief s CAr .4- . Joy (IA-) (1.33) z '9.41)%1 ENGINEERS—NORTHWEST INC. P.S. t4)M kf uft44-6 g 2 1. 5 (36)(i.s-) ( .- 3 Q" ) � . 0 A., f s 0, 2'!- (I + 3k ,07g) - 02 11 4- 3 h : 016.Sirpcos/ PHO s ¢ 0'0" E S3Q/7itt L &RAO TI FS C/40 x 4.4 fC • vtr= 15;64 T ,2'L I&G) - 0. 3 (o 774 Lc /4. / 3 3 , 1, t. I - a/A// A,✓GflurM6 /2 = 3. = /. - ESIEJ7/AL. F,4c lLl72'EJ ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -12061525-7560 - FAX # (206) 522.6698 Joe No. SUBJECT SHEET___De___OF 111 BY �L ,s -. s, .k-.. .1.4 r As. 6' its ..4) 1. ? (.6)3G 36 0 3 36 0. 25 41 p,e f 1 a-uer) ODD 49 , JOB NAME ANT DATE 5-- ryr o. es F,- (I.)(53-S 1" 4, z 16in •6. ef 6/3 Z) (I.? )(1,33) 6.4 . Z 98S z,. q tad NAic.s try (Nr0 f (47 1. z 27 ` - z I 'LI -16( /(033, z, 9,/ (90 D. F. (3A nt t.) ) (f ■ .57-S) rE 46f-w,w O/ / /C@ t LU ~ c fiJ ENGINEERS — NORTHWEST.- INC..P.S. .6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 522-6698 JOB No. ¢ 9 JOB NAME MOAT AVT- DATE SUBJECT LuAil AxatiVKS SHEET _OF Y /ftf6A•t i . . . . 0.8a !t C%o, 4/U6W' a ¢" 4 ,V ACE <' e (g) 2 5-4 go= 3 - : .1 /ALLOW J SA1 j a► Af c<Nn ' �: / . 80 C. usb NoAl .)144L.LOLJ m 4264E- � 6.4-415 K iP t/ LT 14 f CA Z. I <t.F 4-Ut- s 4, v ( use si,o. sox) N77 BY O Cif Da /c 6s S >k ivra !!'i1;,, ' 2, I tze.i r g 3 4i r COtr I ' G .{ fi SUBJECT GAWP 1 .Vet 4) 4' .4 IQ* > artsitir 4 n4e cs T - Pi'Z f . 4 c . R A Z`' 1 I.3•p 0.708 2 !. ISf' I , o'47 3 0.2E57 .395 Y '579) _ /. 02. 10.739 4.96 0 1 1 r X5,3 (!3.i 35-q Aft /9.i" o4L t ENGINEERS - NORTHWEST INC. RS. . 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522 -6698 Joe No. JOB NAME L LJ R —f 3 /4+T 0. 9 6 1 - 0.09 6 I- .1/ Y c G R I f� R ° /23. 4 Kir woRnida o.9 7, " A W L Wt — 2 7 (44 )( 0 7)( , I' ) Vg = 138.3 " R ?° Vp..1 (1(1 /) V (Kt. F) O. 703 41 S(o.'4- 2, 91 1 , 02 I 52 8 I. 6 4. Vv � Vn T"lVc + v=) ,t0z) a V z z .or Z 2 At•9R .es E4c1)+ (• LI(6 0 )(0C 1 t) � 2,16 + 3.OL DATE ¥-14 -0 SHEET I OFSi 5 BY A✓Aht. D - 12. AvAL D -. �l — 3 tY - -cs • )4.(0 4 ok 17rg f / cow., 3,0S 5.7.3 oh- o1h z (ow N LL! w O' 2: �. -J = Cy Z te ;O .N.. w W ' ; = p z V fnr F 0 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. -SUITE 205 - SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522.6698 • Jos No.. 000 ( f3 SUBJECT s kielet C.erfu JOB NAME sC0 4'1.) 33 SJCnas C - S/ A2 Fic /c724✓ d. 2 (o,V80 t 2 " 4,0 (3 f- I) ) ir i. 7,s9 Kip V5) = o,1 5 -)(80) z 1 z_o \ (400K. L) _ 5. (o96 7, 13 z V Snb 7 7. 23 4 , CJ4Frlf 4e OP ER C1100161-120.0 SHEET Z OF W BY tiOMA / oL6 pe t fL t f x . f .44 2 - i PJ if; DATE r - O.f'�ih / Ar)u soonlessosSoos 4-n .ou V INPUT Input =1, ... t �; 7.1CeHs . Ref.: -1a4 UBC Section 1021 SERVICE LOADS D L p V KIPS = MoT T addklonal= % Live load Included Wall Height h Wall Length lw Wall Thickness b"`= F' Ks; = F Ke - r k= Wall Weight PCF = Wall seismic factor = Horiz. bar size # = Horiz. bar spacing "' d ' Vert.chord bar size # = OUTPUT LOADS Pu K - Vu K ° Includes well self Job*: • Project Name : - Shearwall Mark : - D 3 E _ Mu K - BOUNDARY ZONE CHECK 'ah ilrk 1q�Y.ii NY1" t Y ,s w� w/ seismic - .3 fr£: 60 - ...150,,. _;.: 0.178 4 .... : . ,. v 12 NEASES < ° O Wall deed toed - 32 kips Wall seismic - 5.7 kips V kips d = 204.72 i . Adjust le for afl.'fa' d' =bin Tu ( 96 kips 0.0030 SHEAR CHECK Vu/phi KIPS - 0 Vu /phi ()KIPS Vn(max.) ® 8•SORT(F' SIPS KIPS Vn SIPS 1.4D+1.7L 95 0 0 131 508 127 WALL COMPRESSION CHECK & TENSION STEEL DESIGN MWPu+(d/124v/2) - e' FT ' - 0.00 40.84 Design moment - Pu e' - 0 2488 a F '- 0.00 2.36 ENGINEERS - NORTHWEST INC.. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC - CONCRETE SHEAR WALL DESIGN SHEAR OK Cuo = 176 kips a(,,, 2.65 ft 6 USE 5 # 6 Vertical Each End of wall fix` f ` ut1 tJ/ 44 .9D+1.4E 61 79 1983 I 339 4 157 96 1.77 E .9D -1.4E 61 79 1983 0.10 Ag fc - 3-48 348 348 Mu/(Vu Iw) - 1.432 1.432 3 kv b (fc) " - 190 190 190 BOUNDARY ZONE REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.1,364 131 131 131 4 SHEAR OK (for reinf. indicated) HOOK ENDS OF HORIZ. REINF. - Sec 1921.6.2.2 40.84 29.21 2488 2768 2.36 2.65 fa (Ultimate Axial Stress) K51 1.004 Ultimate Axial Dsn. Load Per. Foot (KLF) - 66.3 Cu CPS 0 T .Cu -Pu KIPS° 0 As Tu /.9 0.00 Design As N ' ' - 1.77 157 98 1.77 Note :- Wall (self wt.) dead load & seismic is automatldy Included in the output below. Propra adds V'h & VwalMhl2 to this number. • MOT k-It 1.4(D+L+E) .1.4(D+L.E) 95 95 79 79 1983 1983 348 1.432 190 176 81 1.50 P kips ~.�.� 'h'..p'�M����C:L'�•"n •^°.•.• n.....-.. �• rv.. w:« aw .+nv.n+wvn4.in�M1Pi6YJReeS�*R''. 131 = 17.56ft A SHEET OF Rev. 8/5/97 26.5 ft. -- fa = 1.004 ksi S4UBC Sec. 1909.2.1 6 1921.2.7 348 1921.6.5.4.1 1.432 1921.6.5.4.2 190 1921.6.5.4.3 1921.6.5.4.4 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 29.21 2768 2.65 Empirical design 1914.5.2 176 81 1.50 e' - efromTu USE 5 0 6 Veil. Ea. End of well NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the well allowable axial stress Ya Alternate code allowed methods may be used such as Slender wells (UBC Sec.1914.8). Adjust the program 'V so 9a uk. matches the alternate metho( 2.) Walls Must not have openings within the distance 'a". A separate design is requked for the walls each side each opening for both shear and axial plus bending. PAGE1 5/8/00 CONCSW94.XLS tA As t o e 6w t w ' : U UO' to w �j w row LL toa Cy w ` Z w w, 2 D U � 10 fit a0 W w` Y6 E5 i; . z . . co O ~ 2 INPUT OUTPUT Job N:- Project Name : - Shearwall Mark : - p , .= V KIPS = Mar % Uve load included Wall Height h Wall Length lw Wall Thickness b"'•= F' ' = F Y Ksr k= Wall Weight ecF = Wall seismic factor = Horiz. bar size # = Horiz. bar spacing IN = d p w._ Vertchord bar size # = LOADS"'. 1.40+1.7L Includes Pu K - 107 well self - Vu'- 0 D 8E _ Mu " 0 DOUNDARY ZONE CHECK 0.10 Ag fc - 348 348 348 Mu/(Vu Iw) - 1.454 1.454 3 Av b (tc) " 0.5 - 190 190 190 BOUNDARY ZONE REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.5.4.1,384 SHEAR CHECK Vu /phi KIPS - Vu /phi (max.) Vn(max.) ® 8•SORT(Pc) mg's' v KIPS VII KIPS - WALL COMPRESSION CHECK MWPu +(d/12.1w/2) e' PT ' - Design moment - Pu e' - a F •_ to (Ultimate Axial Stress) KSI - c KIPS - Tu -w .Pu KIPS - As'Tu /,9'Fy erx 0.0030 I SHEAR OK .SD+1.4E 69 110 2807 above net:f; ;4 k�RSr UBC - CONCRETE SHEAR WALL DESIGN input =f . ` ;; s> a.})} 7 Cetls Ref.: - 1994 UBC Section 1921 • SERVICE .LOADS D L ENGINEERS - NORTHWEST INC. P.S. . •SHEET OF .0 1 ' 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 8/5!97 SEATTLE, WA. 98115 E w/ seismic = 5 t :. •17 • 3N 150 0.179 4 .,. . 12..:(;.x:: ti r , ::. .yiRw �,titiv:< eei �4 Wall deed load - 32 kips Well seismic - 5.7 kips V kips d = 204.721 . just 'Y for ett.'fa' d' = 6h1. Tu ( 150 kips USE 7 # 6 Vertical Each End of wall Cuo = 242 kips .90 -1.4E 69 110 2807 O 183 183 183 183 4 SHEAR OK (for rein. indicated) 508 127 1 339 4 HOOK ENDS OF HORIZ. REINF. - Sec 1921.6.2.2 Note :- Wall (sett wt.) dead load & seismic is automatiely included In the output below. Prop aajn adds Vii 3 VwelPh/2 to this number. a MOT k•IL 1:4(D+L +E) 107 110 2807 P kips 1.4(D+L -E) 107 110 2807 = 17.56 ft A 26.5 ft. fa = 1.004 ksi 94UBC Sec. 1909.2.1 a 1921.2.7 348 348 921.6.5.4.1 1.454 1.454 921.6.5.4.2 190 190 921.6.5.4.3 921.6.5.4.4 183 & TENSION STEEL DESIGN 0.00 49.13 49.13 34.54 O 3376 3376 3692 0.00 3.31 ' 3.31 3.66 1.004 Ultimate Axial Dsn. Load Per. Foot (KLF) - 66.3 O 219 219 242 O 150 150 136 0.00 2.79 2.79 2.51 Design As N • n - 2.79 USE 7 5 6 Vert. Ea. End of wall NOTE : • 1.) This program uses the Empirical design method (UGC Sec.1914.5.2) for the wall allowable axial stress'7a'uf.. Alternate code allowed methods may be used such as Slender wells (UGC Sec.1914.8). Adjust the program 9C so IT ult. matches the alternate mother 2.) Walls must no have openings within the distance 'T. A separate design is required for the walls each side each opening for both shear and axial plus bending. PAGE1 I 5 .• \,$ ��, i 1LO .66 14 4 ft P i j 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 34.54 3692 3.66 Empirical design 1914.5.2 242 136 2.51 e' -e from Tu ..wwnm�w.hxye�x!:ar.�u/?riAAVi✓, 5/8/00 CONCSW94.XLS 0 � Z � W 6 JU . 00 co O ttil w O u. N 1- Ili Z � I- O W ~ uj p U W I- Vi LL. ~O NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 123.1 1 -- Z P"Ni EL µf NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE_ITIS DUE TO THE QUALITY OF THE DOCUMENT. _,. y JOB No SUBJECT Se' ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115. - (206)525-7560 - FAX # (206) 522-6698 coO43 JOB NAME AGoVV Ai f -uvr Pkir 55 Q9 .g 12341(' •33) +7z.)l f , G. 9r :2 8 z • „ 0466A As A vim* GR l V n 5- r/06 Gs1.1 0 7• 2 k 4 c . d .r., re C -9 O o —12.1 13.3 ._.._ ,so.G +'].1. X57• f! _ f i$ f L0 0 21.7 S 15,6 s Pro i,ifz. 72 + 15• $7 i7. 5 o T L t S I v r DATE 4-19 0 SHEET OF BY •OM O 9 p -.72 123.4' re II. 8 : IL: Wo N D. W o' I; W Wi D o `2=q D H 'W W! • U y ! Z 28' -II34 L• P.IlsL Q ) 26'- II't C 'fl.. of ?i-PE `V p4- z� SGE.) ... ToF A.rJ TpP �`•3+�frir) al-5. v-+titp-pert.-y/ok:441. a eot- Tse4B'- .a.cyrej _r+ 4Lpresagiwn (0. 0s' (30•0 ' pose crtiG I-it1 Et r'' OM- A � FtUTtIRC err e& --rra 30,00, 9 O, Ii , I3 , is , 1 Iq C e 6 — Wee-le-am afl Pxtlel- © Rik Pmt E - TYPE. f�del... O 0.00.0.0,0 i /zt' 1 4n V bee 1 s eIr ri r rot.. or 114 • 25 'a! (Bit. s e" i iEL's) Izevi Io*I. Q 1/24100 Flaw er -re,' 1A1 e Ter 4 c 1 ke 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - ' - LJ° — LJ - • D v LZZ: uS DUI LalNl t--: 1 1 �O. L. 44 D D 6 Eq. Zg' II 54." • [•P' Q 'ij r 7ti GPAIZ4 -0 1 - - •- -_ . -• C te'- II'z G6'L. of tyre 'fr"r EL) ' !S I -II't.. (eot. .. PEEL*) IT if- F1•.sIt7Ef7YP) A� o f J E L L r �. goL -Ts @48 "•.aLT+() .e+ !b opT, 1 3- 0 5, I =d \ _ -I - #5 &Es) • grbcf-- a Fo(t F IMMO ettG ° A t El. = 0,4®CO,O, II , 13: , j 5 bee T pesog K•.wk- -cut Pivk!� Z 0 relt FITVIte c$&.. -rwe pAL L O O,® ®0,40,0 1/24195 IiEA/ GL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • D D •, 4 tla3 1 J 111;: Dit'-.i iiz :S M.Sli: S- ' U I I I7I N) G ENGINEERS— NORTHWEST INC. P.S. r 5869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Jos No. SUBJECT 00049 JOB NAME (10 = *J.; (z -) 4- $.3(3.5) 2,431.4 lc.1t A546 tir &JU (*opt € -r41 S c / Art- 6.OS (2 t 2-1- 107.0) , 1, ity z �� h Z 1 .9 7 0 1 5S 3P c-e ' yZ, cox% ' ), d ¢'UAW /D, eCodf: /fl 4e v>") J of 4. Coy : 6 wr '-' 9 / 9 D l / 70 DATE 3 -- " °--611) SHEET, �'�y OFA BY /`'v I- 1 WE 2K cteft w /£'*l1"- 3 4"x 2`'x2" kc - ,t( Kra Y f7n f3 v9 C° ( 2 ...1-11) 36.70).5 7. 1 " Lz ok WALLS (T.O.P.) Cq = p = 1.2 16.64 ("1140 1.2 27.11 0.9 20.34 12 34.27 0.9 25.70 Outward or Inward All stuctures 1.2 16.54 Cq = 1.6 . 1.6 1.3 1.6 1.3 2.3 Partially Enclosed p = • 22.05 • 17.92 36.15 • 29.37 45.69 37.12 Outward 61.97 Cq = 1.3 1.0 1.3 1.0 1.3 1.0 2.6 Parapets P - 17.92 13.78 29.37 22.60 37.12 28.56 Outward or Inward ROOFS (MRH1 Cq = 1.3 1.0 1.3 1.0 1.3 1.0 1.6 Enclosed & Unenclosed <12:12 p ■ 17.92 13.78 29.37 22.60 37.12 28.56 Outward or Inward Outward Cq = 1.3 1.0 1.3 1.0 1.3 1.0 Enclosed & Unenclosed <7:12 p = 17.92 13.78 29.37 22.60 37.12 28.66 Outward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed < 2:12 p = 23.43 19.30 38.41 31.63 48.64 39.98 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Partially Enclosed 2:12 to 7:12 p = 22.05 17.92 36.15 29.37 45.69 37.12 Outward (or) Cq = 0.8 0.5 0.8 0.5 0.8 0.5 Partially Enclosed 2:12 to 7:12 p = 11.03 6.89 18.08 11.30 22.84 14.28 Inward Cq = 1.7 1.4 1.7 1.4 1.7 1.4 Partially Enclosed >7:12 to 12:12 p = 23.43 19.30 38.41 31.63 48.54 39.98 Outward or Inward WALLS (T.O.P.) Cq= 1.5 20.67 12 16.54 1.5 33.89 1.2 27.11 1.5 42.83 1.2 34.27 Outward Corners p = Cq= Corners p = 1.2 16.54 0.9 12.40 1.2 27.11 0.9 20.34 1.2 34.27 0.9 25.70 Inward ROOFS teaves.rakes a maw Cq = 2.3 1.5 2.3 1.6 2.3 1.6 Slope < 2:12 p = 31.70 20.67 61.97 33.89 65.68 42.83 Upward Cq = 2.6 1.8 2.6 1.8 2.6 1.8 Slope 2:12 to 7:12 p = 35.84 24.81 58.75 40.67 74.24 51.40 Outward Cq = 1.6 1.3 1.6 1.3 1.6 1.3 Slope >7:12 to 12:12 P = 22.05 17.92 36.16 29.37 45.69 37.12 Outward ROOFS (saws, rakes a rkduesr Cq = 2.8 2.0 2.8 2.0 2.8 2.0 Slope < 2:12 p = 38.59 27.57 63.27 45.19 79.96 57.11 Upward WIND SPEED ■ MEAN ROOF HEIGHT = PARAPET HEIGHT = • = Without overhangs **= At overhangs & Canopies ENGINEERS-NORTHWEST,INC.P.S. ,6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC WIND PRESSURE .( ON WALL & ROOF ELEMENTS) . 26.5 • 1w MEAN ROOF HEIGHT (MRHI EXPOSURE "B" Ce = 0.73 EXPOSURE "C Ce = 1.20 EXPOSURE "D" Ce = 1.62 Trib. Area m "UBC frame WIND" NOT IN AREAS OF DISCONTINUITY Exposure B Exposure C Exposure D 10 ft. 1 100 ftZ lo ft I ioo tt 10 ft. I loo ft IN AREAS OF DISCONTINUITY Exposure B Exposure C Exposure D I Trib. Area 10 ft 1 100 ft` 10 ft 2 1 100 ft 10 ft.` 1 1 00 it l UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas is less than half of that on the windward projection. UBC Table 16-H - Footnote #2. Cq values are listed for 10 square foot tributary areas. For tributary areas of 100square feet the value of 0.3 may be subtracted from Cq, except at areas of discontinuities with slopes less than 7:12 where the value of 0.8 may be subtracted from Cq. Interpolation may be used for tributary areas between 10 and 100 square feet. For areas greater than 1000 square feet, use primary frame values. UBC Table 16-H - Footnote #3 For roof slopes greater than 12 :12, use wall elements. UBC Table 16.H - Footnote #4 Discontinuities extend 10 ft or 0.1 times the least width of the structure whichever is less. A ll,,,,,,,tworwortemarAWASKINIftqemnsoltrimput �csy?gw mph ft. UBC wall & roof WIND Page 1 qs= .00266 V 16.4 psi 1997 UBC WIND EQUATION p= CeCggs1w t TOP OF PARAPET (T.O.P.) EXPOSURE "B" Ce = 0.73 EXPOSURE "C" Ce = 1.20 . EXPOSURE "D" Ce = 1.52 SHEET I OF ✓�" 5/3/00 WIND - CE.XLS • ..MI6 .. I■uv IL IYYY rc WALLS Cq = 0.8 0.8 0.8 Horizontal Windward wall p = 11.03 18.08 22.84 Inward Cq = 1.4 0.5 0.5 Horizontal Leeward wall (Enclosed & open structures) p = 6.89 8.89 111.30 14.28 Outward Cq = 1.0 1.0 1.0 Leeward wall (Partially Enclosed structures) P = 13.78 22.60 28.66 Outward MOOFS Cq = 0.7 0.7 0.7 Wind perpendicular to ridge, leeward or flat roof p = 9.65 15.82 19.99 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 0.7 0.7 0.7 (Enclosed & open structures) p = 9.65 15.82 19.99 Outward Wind perpendicular to ridge, leeward or flat roof Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 16.54 27.11 34.27 Outward Cq = Windward roof <2:12 (Enclosed & Open structures) p = 9.65 5 0.7 15.82 0.7 19.99 Outward Cq = 1.2 1.2 1.2 Windward roof <2:12 (Partially Enclosed structures) p= 16.54 ' '27.11 34.27 Outward Cq = 0.9 0.9 0.9 Windward roof 2:12 to <9:12 (Enclosed & Open structures) p = 12.40 20.34 25.70 Outward Cq = 1.4 1.4 1.4 Windward roof 2:12 to <9:12 (Partially Enclosed structures) p = 19.30 31.63 39.98 Outward Cq = 0.3 0.3 0.3 Windward roof 2:12 to <9:12 p= 4.13 6.78 8.57 Inward Cq = 0.4 0.4 0.4 Windward roof 9:12 to 12:12 p= 5.51 9.04 11.42 Inward Cq = 0.7 0.7 0.7 Windward roof >12:12 p = 9.65 15.82 19.99 Inward Wind parallel to ridge & flat roofs Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 9.65 15.82 19.99 Outward Wind parallel to ridge & flat roofs Cq = 1.2 1.2 1.2 (Partially Enclosed structures) p = 16.54 27.11 34.27 Outward ...... o ,vry ... IWWV II. IYYV II. Cq = 1.3 1.3 1.3 Horizontal On vertical projected area structures <=40 feet in height p = 17.92 29.37 37.12 any direction Cq = 1.4 1.4 1.4 Horizontal On vertical projected area structures >40 feet in height p = 19.30 31.63 39.98 any direction On horizontal projected area of Cq = 0.7 0.7 0.7 (Enclosed & Open structures) p = 9.65 15.82 19.99 Upward On horizontal projected area of Cq = 12 1.2 12 (Partially Enclosed structures) p = 16.54 27.11 34.27 Upward ENGINEERS- NORTHWEST,INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC WIND PRESSURE (ON PRIMARY FRAMES & SYSTEMS) . . WIND SPEED = MEAN ROOF HEIGHT PARAPET HEIGHT= Iw= UBC frame WIND Page 1 MEM mph ft. ft. Ce = 0.73 EXPOSURE "B" 1.20 EXPOSURE "C" 1.52 EXPOSURE "0" qs= .00256 V 16.4 psf used for loads to walls only METHOD 1 (Normal force methodL Exposure B Exposure C Exposure D �AAAN •nnw.. ..2 METHOD 2 (Projected area method) Exposure B Exposure C Exposure D �nnn N 2 .AAA s.2 2 UBC Sec.1616 - DEFINITIONS - PARTIALLY ENCLOSED STRUCTURE OR STORY Is a structure or story that has more than 15 % of any windward projected area open and the area of openings on all other projected areas is fess than half of that on the windward projection. UBC Table 1641 - Footnote #1. For one story or top story of multistory partially enclosed structures, an additional value of 0.5 shall be added to the outward Cq. The most critical combination shall be used for design. SHEET ✓OF 1997 UBC WIND EQUATION p= CeCggslw 5/3/00 WIND -CE XLS �.. -... � u.- r.*' m�nwll+ r: �. c+ wlsnm.; nx' asrv I^ �w![ i' bIF' y; �' MN* E'.'aMUm.m�...,.... Vs 00 : fn 0 u) W W N r. u. W LL Q 92 a H = Z F Z 0 '. uj 7 p U O N?. D I-; W W'. Z O . W Z ` - • H =. O h- Z ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 W' y Joe No. Joe NAME 4B?Nff met SUBJECT #45 —I9OLC 1,e Ie4T / Avu,s • CI w-d77 c.PNLS Fez run/td K,Jdth -oo (4/1/0 / 0 A 0 W ik C - 5, c- M , S 3, 00 use 0.8 fi y l9 N l i Y 4 - 4 DATE /� J SHEET 7 OF W ��" BY c'`sv 241-SV 4- �r f *j/ f (2. .f)? K ..___,:::, — i•-• 1 - - ---- r _ V ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 W' y Joe No. Joe NAME 4B?Nff met SUBJECT #45 —I9OLC 1,e Ie4T / Avu,s • CI w-d77 c.PNLS Fez run/td K,Jdth -oo (4/1/0 / 0 A 0 W ik C - 5, c- M , S 3, 00 use 0.8 fi y l9 N l i Y 4 - 4 DATE /� J SHEET 7 OF W ��" BY c'`sv 241-SV 4- �r ENGINEERS- NORTHWEST INC. P.S. eNs 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. SUBJECT f 0.7 (1.S) Co ? 0.3g8(4?-5) JOB NAME 1116 Nom/ DATE •4 al) �3 IBLUT - we#t t a4t/ 42 ap Ca re. 6 Isr (I) (WO .r) ( . 3 %! � ) a..r 0.1g (0?5.) `I +-3R O,0 35 ( + 3 )---• /h L %3.ob k./ y = 1 4 , 31' $(3.a (o) 64.1)L ' 36 ,1 osf G -- (/ L r 3 1 P3F LUA Ds 77/61.6 /6 -0 ai°= /. g .340 BY TA,$ 1 Cg, = 0,36 SHEET 4 OF w" .. • ,54. 4144 .0 .v -.0135 06 4) ., 0.368 ( 9. }S .Ora s ' 1, 4 Z 4' TALL 16 S` = l.. -- esse e fTiAC fAcici7z6J Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 ph 206 525 7560 fax 206 522 6698 CONCRETE WALL DESIGN ..1997 UBC Materials Concrete 3,000 psi . Reinforcing 60,000 psi Wall with #4 @.16.5 in_ @ centerline Wall thickness is 5.5 in. Tributary width is 14.45 ft. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Jamb thickness is 5.5 in. Jamb width is 4.33333333333333 ft. The pilaster steel is the only reinforcing considered. See below. Geometry roof elevation = footing elevation = elevation (ft.) 26.5 ft. -5 ft. ✓ Date 5/3/00 • Time 8:00 :36 AM Above net check existing panel pre - designed opng wal198 ve . page 1 # of design segments 20 1 5 Left opening Right opening Jamb width Height (ft.) 7 . # 0 Width (ft.) 20.25 ' 0 4.33333333333333 ✓ Sill height (ft.) 0 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind ecceji (in.) LL type Ledger loads (klf) 0.2 '/ .25 '� 0 2 snow load Concentrated loads (k) 0 0 0 0 snow load Concentric loads (klf) 0 0 0 snow load Canopy loads (klf) 0 0 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 6 0' Z1 t r . P,/4.3 1w Awed Iteflefft I A/ 71h#&) Of f(/ iw'.DL - 6.,5 Pilaster Reinforcing is 4 #5 . each face .. _ / • Pilaster thickness is 5.5 in. 'Pilaster width is 5,? in. The top of pilaster elevation is 26.5 ft. — , 24 ,� The outside face of pilaster is recessed 0 • in. The pilaster steel is the only reinforcing considered. Above the pilaster tree wall steel applies. 3 • to tl — d'pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 cover to face of vertical rebar Outside face = 1.5'— Inside face = .75 f Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied ve the slab. The distribution varies per code. The follwing pressures are ed on the roof elevation. n J� Inward pressure psf =)4 outward pressure�psf = .3 1I/J �4 n wind speed mph = 80 wind exposure B wind importance factor = 1 O The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is KUttiplied•by f factor. Seismic zone is 3 ✓ Importance factor is 1.5 ✓ Soil type is SE ✓ Near source factor is 1 ✓ Seismic factor Eh = 0.72 Ev = 0.27 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 ?'S 'K`i014'Pg^ a Amrn+cm•.ra.rm ^'.•Y.�, -.... , .... ..,•.naaaaa aroaramev ws eaatroatre' aVatIP .. II ' o co 0 )- W w , IL I Z O • U F. Z 1 Engineers Northwest • • Date 5/3/00 lime 8:00:39 AM 6869 Woodlawn AVE NE Sheet Seattle, WA 98115 Above net ph 206 525 7560 fax 206 522 6698 check existing panel pre - designed opng wall98 ver 1.11 page 2 Load Cases load case oad case oad case oad case oad case load case oad case oad case oad case oad case oad case oad case 16) .9D + 1.6H +1.0E oad case 17) .9D + 1.6H - 1.0E Summary of Results DESIGN FAILED UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + .1.7W) UBC 1612.2.1.& 1909.2.2 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) _ UBC 1612.2.1 & 1909.2.2 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ UBC 1612.2.1 & 1909.2.2 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W2) _ UBC 1612.2.1 & 1909.2.2 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1:7W2) _ UBC 1612.2.1 & 1909.2.2 8) .9D + 1.6H + 1.3W UBC 1612.2.1 & 1909.2.2 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E• Mcracked / phi *Mn oad case 1 80% oad case 2 80 % oad case 3 80 % oad case 4 80 % oad case 5 80 % oad case 6 80 % oad case 7 80 % oadcase8 80% oadcase9 80% oad case 10 80 % oad case 11 80 % oad case 16 80 % oad case 17 80 % CONCRETE WALL DESGGr '1997 .UBC Vertical service load stress < 0.04f c As <= pMax okay phi•Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection < =1/150 see table below Horiz. Reaction © slab level (plf) Horiz. Reaction @ footing level (pif) Vert. Reaction © footing level (plf) UBC 1612.2.1 & 1909.2.2 _ UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu / phi *Mn 15% 74 % 80 % 63% 86 % 22 % 39 % 79 % 81 % 105% 135 % 105 % 131 % 700 334 2,615 o A level of 100% is the maximum allowed Service deflection / U150 1% 28 % 58% 28 % 63 % 4% 9 % 28 % 59 % 94 % 158 % 106 % 150 % Maximum wall reactions at service level — Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero • *At\ JOB* ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 1#114970 JOB NAME :- FOR : - DESIGN of Square Tube Steel (HSS) Strong backs new wall openings, etc. WALL STRONG BACK LOCATION:-EX ST. ANELVWDESIGNED13 Input cells et WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & floor (60" o/c max.) 1 Trial Sq. HSS size = I PROVIDED S PROVIDED= SREO1X= ACTUAL DEFLECTION = ALLOWABLE DEFL.(12H/150) = 70.7 61.91 17.7 7.59 1.86 2.12 HSS luP 24 ft. W2 W3 ."1 in. in. in. in. in. in. Strongback Pagel h A 1 /— ROOF ( Wall support ht. ) [47:00.3.11 T=C= T=C= M EXIST = BATUBE = H ft = 343 seismic load = wind load =1 lateral design load = 24.00 3811 1667 30110 25554 WALL WITH HSS 8X8X1/4 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 8X8X1/4 weighs 25.82 plf SHEET OF Rev. 6/6/97 HSS 9/3/99 loading psf psf psf # (conn.just above door) # (top connection) ( IN WALL HEIGHT ) #-ft I T wx.= 3811 V wx. = 4545 # WALL CONNS. # ft TS BASE CONN. 5/3/00 STRBACKXLS POL asalsonteeMS.W.OLMMITIE.Mlisneransrxmx - _ , -werimos 6869 WOODLAWN AVE. N.E. - SUITE 205 SEATTLE, WA 98115 - (206) 525 -7560 - FAX # (206) 522 -6698 v ti Joe No JOB NAME /al NV/ DATE SUBJECT SHEET / ,_OF A BY 5s 12� 3., (r ENGINEERS — NORTHWEST INC. P.S. z; (i))602) • 0.95" Cots) z 1 2L" 13 7 (fffr J► I I 4 1 x,3f:Xr.i) ` ✓,"tom .1 •- 3 = O.5S9- s .-? sk /G •i +3 L /O :o f Las zz , l,✓ f vyl — r 2. 'F i `I3 J � .:. 11748-' RISA -2D (R) Version 3.03 Engineers.Northwest Job if follIN 6869 Woodlanwn Ave,.NE, Suite 205 Page ;V/ff `tt v Seattle, Washington 98115 Date Units Option : US Standard AISC Code Checks : 9th Edition.ASD Shear Deformation: No P -Delta Effects : No gw ca IL w 0 Redesign : No 2 g5 Edge Forces : No N D X d A.S.I.F. . 1.333 t-w 1- O z1 .- Node Boundary Conditions ILI _ , No X -Coord Y -Coord X -dof Y -dof Rotation Temp. Do (ft) (ft) (in, K /in) - - -- (in, K /in) - -- (r, K -ft /r) (F) - :8 1 0.00 0.00 R R 0.00 of 2 0.00 22.00 R 0.00 W w V : Material Elastic Poisson's Thermal Weight Yield Stress ui Label Modulus Ratio Coefficient Density (Fy) c.)— , . (Ksi) (F) (K /ft3) (Ksi) - - -- p TUBE 29000.00 0.30000 0.65000 0.490 46.000 Z : : ..? Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) (in"4) stuff TU5X5X4 TUBE 4.59 16.900 1.20 I J I Releases J End Offsets No Node Node Section x y. z x y z Sec Sway I J Length (in) - - -- (in) (ft) 1 1 - 2 stuff 22.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb (ft) (ft) (ft) 1 1 - 2 RISA -2D (R) Version 3.03 ,, Engineers.. Northwest Job ) /'L "7 6869 Woodlanwn Ave, NE, Suite 205 Page Seattle, Washington 98115 Date ti. BLC No. 1 DL 1 1 2 WIND load 1 3' SEIS 2 4 SNOW 1 Nodal Loads, BLC 1: DL Node Number Global.X Global Y .Moment (K) (K) (K-ft)---- 2 0.000 -0.980 0.000 Member Point Loads;BLC 1': DL Memb I J No Node Node. Direction Magnitude Location (K, K -ft, F) (ft) 1 1 - 2 Y -3.980 12.000 Member Point Loads,BLC 2: WIND load Memb I J No Node Node Direction Magnitude Location (K, K -ft, F) (ft) 1 1 - 2 X 12.000 1.780 Member Point Loads,BLC 3: SEIS Basic Load Case Load Totals Description Nodal Point Dist. Memb I J No Node Node Direction. Magnitude. Location (K, K -ft, F) (ft) 1 1 - 2 X 1.730 12.000 1 1 - 2 X 0.558 16.000 Nodal Loads, BLC 4: SNOW Node Number Global .X Global Y Moment (K) (K) (K-ft)---- 2 0.000 -1.220 0.000 RISA -2D •• (R) Version 3.03 Engineers. Northwest 6869 Woodlanwn Ave, NE, Suite 205 Seattle, Washington 98115 Load Combination Self Wt BLC No. Description Dir Fac Fac 1 DL +SNOW +WIND 2 DL +SEIS Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity ENVELOPE SOLUTION Nodal Displacements Node 1 max min 2 max min ENVELOPE SOLUTION Reactions Node 1 max min 2 max min 1 1 1 1 Global X (in) LC 0.00000 1 0.00000 2 0.00000 2 0.00090 1 Global X (K) LC - 0.93855 2 - 11.02909 1 - 0.97091 1 - 1.34945 2 Job_L_IL9 Page Date BLC BLC BLC BLC W E Fac Fac* Fac' Fac' MYNA S 'V 2 1 4 1 3 1 3 None X only 32.20 ft /sec * *2 Global Y (in) LC - 0.00000 2 - 0.00000 1 - 0.00625 2 - 0.00867 1 Global Y (K). LC 6.18000 1 4.96000 2 0.00000 1 0.00000 1 1 1 Rotation (rad) LC - 0.01813 2 - 0.04059 1 0.02286 1 0.02024 2 Moment • (K-ft)----LC- 0.00000 1 0.00000 1 0.00000 1 0.00000 1 RISA -2D (R) Version 3.03 Engineers Northwest Job M0 6869 Woodlanwn Ave, NE, Suite 205 Page et, Washington 98115 Date L. 5 ENVELOPE SOLUTION Member Section Results Nodes. Member Quarter Points No I J I -End 1/4 1/2 3/4 J -End (K, Kft, in) LC (K, Kft, in) LC (K, Kft, in) LC (K, Kft, in) LC (K, Kft, in) LC -- 1 1- 2 A 6.18 1 6.18 1 6.18 1 2.20 1 2.20 1 4.96 2 4.96 2 4.96 2 0.98 2 0.98 2 V 11.03 1 0.94 2 0.94 2 -0.97 1 -0.97 1 0.94 2 -0.97 1 -0.97 1 -1.35 2 -1.35 2 M -0.00 2 -5.16 2 -10.32 2 -5.34 1 0.00 1 -0.00 1 - 16.02 1 -10.68 1. -7.42. 2 0.00• 2 D 0.000 1 -1.102 2 -1.653 2 -1.206 2 -0.014 2 0.000 1 -1.984 1 -2.327 1 -1.532 1 -0.166 1 ENVELOPE SOLUTION AISC Code Checks Nodes Member Quarter Points o I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L is Shear lc 1- 2 1.227 1 0.17 1 1.23 1 0.87 1 0.50 2 0.06 1 0.24 1 ENGINEERS - NORTHWEST INC. P.S. r'ts 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-756Q - FAX # (206) 522-6698 o , Joe No. SUBJECT 7,3f fi t /GAL 41290. V (731) 4 2 DUOyit.vice ° 4 Z (, o6.4 ) 25..04 gar ' • 0 cP /OUR/ ,. h 6v8tpY &' = Gil 0 .,oroz•1 o.o)(5 0) 7 /22.3 A, q/c02 Z5 j - 133 13' x t p O/L (z) /0 L 64 /1/'s y t d,3 , GCc) rw� �94 i3 WAYAc� (I10 06 Vie)( 1 106 /6 ALF } 979' 5k. ,rFS W 133 2 - 4 )101Z (55-5 3.63) '1 Joe NAME ,4D OL AkT ,GJm 3v WO GAL Putr L 7114.0 1383 u ..o c s 'I l0 S i7Z,IPo 3 0 Goo G T = io DATE SHEET__OF S BY / ny ts USE 6141 vA l fl s /rG'O —7// 9 A /RC MFT CABLE cAP= 9.B`` 2.4b01..01- ,e"r �1 , b = /L,iQL f J7'6 KJ /i LL Q CJ j-- W °gyp; O F W W O; . Z — z J. INPUT Fy = F'c = Mu = Vu= b= d= No. of tension bars = OUTPUT R 1 = Ku = = p (design) = vu vc = Av = Max.tie spcg.= Av = JOB #11747.749 BEAM MARK: mtovENNEtiattiAtiKstipeoirr 60. NO TIES 4 NO 'TIES NO TIES NO TIES ksi ksi k-ft. k in. in. 0.85 Sec 1910.2.7.3 0.095 ksi 0.9 Sec 1909.3.2.1 0.0024 0.018 ksi 0.110 ksi - Sec 1911.1.1.1 in. in. o/d - Sec 1911.5.4.1 & 3 in. Max. tie snacina #3 vert. tie legs (or) #4 vert. tie legs (or) NO TIES ' #5 vert. tie legs ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 CONCRETE BEAM DESIGN FOR TENSION & SHEAR REINFORCING Page 1 - 7r d (in.)= 8 +en SHEET 2-- OF IY/V Rev.5/13/97 b (in.)= 12 As(in = 1 I -.USE 1:#5 bars • ' • I p (min.) = 0.0033 =.2/Fy 94 UBC Sec. Mu (k-ft) = 11 © (min.) 1910.5.1 As(in = 0.32 p (min.) p (max.) = 0.0160 @.75 p bal. Mu (k-ft) = 45 @ p (max.) 1910.3.3 As(in = 1.54 @ p (max.) p may be less than p (min.) providing p (design) is >= 4/3 p (per analysis) 1910.5.2 5/10/00 CONCBM1.XLS ENGJEERS- NORTHWESPINC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX #E (206) 522 -6698 JOB NO. JOB NAME SUBJECT X 7 7 3. ' 8 0 N DATE SHEET OF ✓ ✓✓ • 0 ENGINEERS-NORTHWEST INC. RS. eis'N - 6869 WOODLAWN AVE N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)5257560 - FAX # (206) 522-6698 r # s JOB NO. JOB NAME DATE SHEET SUBJECT OF BY , hY - ENGINEERS—NORTHWEST INC.. RS. r**4 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560. FAX* (206) 522-6698 1 , rgia oe ib t to ,..tstmt , mot m& -) - 51A6 • , JOB NO. JOB NAME DATE SUBJECT SHEET OF sgenc Pac,P4441, / 4 PoRmicr, /Mc.4 Fit L. o c,./L.5 @ /b Hy 'r' &rox ((m32 1'\ I Th44 L.&d . 116 Per /14- 4 x i Ricrz - Hy 0-6 fri at) / ( -4 4 t Coliato, 4 peAAJ I r-4.6 dt/64446 C D .F EX )7 3J/ i/11-3 BY ENGINEERS NORTHWEST INC. RS. - 6$69 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No. JOB NAME DATE SUBJECT SHEET OF BY N 1■-'rl 6_94 13. ` t 5Wo( IJE(p N @ CaJ/n, Ward - 5,1 -. -= 2.(.? o („4 09X0.4 09.0r A 0 /4:irtrz pviNoQ ez Ctvo+3eo 015x339 2 x'. -v" l 7K KwK Bars 99 114'" kYeLO ) k x 4- x ! -(o G7)O od Nbur c e o j Pc 14 I N o T 5 /6-- c /r/- <C15-ve x,1 -x 69`- /4" G �LffN Y /Eve I ,. z•Go" s c17s C9Xiu bf^ L•4S . y f . 2.7 4 / 0 011:: FutJGc htd.STP( vionrd+rJ70 2%C'' C is x33 X f t- 17 . wr 14 OA f cJ /2 /loaf Al TWO -' b 7/k) K i 12 G S( 4-0` 1 �e4 s/ 'Th £(O 2j G /sK33•9x / .0" [z(,' 6 vff t..)27)4 • '/ V L) 6) 1 4V �.G - / y(43 } cQx/3 W W 23 C.) 0 ; co 0 W ' w 0 ' g -J u. J • a D. 0 •-, 0 I— T 1U u. 0 tl• Z U z • If V ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 Joe No. JOB NAME DATE SUBJECT SHEET OF BY "*----- -- I t,pet Y4 OC . 9 4 ciRD. cbu JOINT pArrc9x12.4 ///, bee FL44.), @ Fe4 It _/ seilr k 1,4e6 Prisr 61 I " 6 6 (-1; c7) oi‘J Lsa CE.4- 3 4_,P) 9 3- VI - 44; tva , i ENGINEERS- NORTHWEST INC. PS. 6869 WOODLAWN AVE, N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560- FAX # (206) 522-6698 Joe No. JOB NAME DATE SHEET OF BY SUBJECT OP/ 2-x6e vr-/ cJi.o /720 /16dj at3r 24- 4 e 2 -4 4f ' WAreAl SJA) f24-A/ on_ 0. 2 21 a x(0 cdwr axe Aluai io k 4q 0 flAr L K 6 (9i) 1/.4"-V ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 SEATTLE, WA 98115 - 1206)525.7560 - FAX # (206) 522-6698 JOB NAME DATE SUBJECT SHEET BY Joe No. D.a:. 4x U L.b2 u 1 � gety Milk AGe �,ocTs L -O a I. f0166rK crf 4.1 !ro ;$T)rf,er Ca Gi.13 1 ,4/24A 1°844 ft - mid -1,44 1 � ',p t. To L 7,j bT 2x4 C 2-4 It. kr 1 4 Z W( w /3_ /4 cal/rt. o F !'-i V. S i irj S&/2D» 0-5, OF Sl / o/Lc C E - KtJfeLE CocittnaL) ( -) ` 2� 2 B � o) Z le. ENGINEERS- NORTHWEST INC. P.S 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - ( - FAX #E 206 522 - � ) 5 22-6698 SUBJECT DATE SHEET OF a P. 4x rn 4 /s7ety , polka—It E.3. of (3 Sn; -Ft,• e GLD Lc. ;,1114N Nut, ft, .JOB NAME zrCi)4 ( z4- - 2 e(o t /O C it TO L rjr 61.1,57 2,4 e 2'4 z dx4x>y 44 it 4 7 " 1 �4t G,'3— r'? pkv - 46177 colt o F V. surf BY . s ; /o/z.f_ @ ft w 0 W z�x o f 11J Lu M ° co, • W ur = ` IL 0 Up I) NORTHWEST June 12, 2000 SABEY CONSTRUCTION 12201 Tukwila International Blvd. Fourth Floor Seattle, WA 98168 ATTN: John Lang RE: Abovenet Communications, Inc (Permit #D2000 -133) Building Department Comments John: E COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. We have received building department comments on the above mentioned project. The following are our itemized responses: General 1. See attached. 2. See revised drawing S2.1 clarifying extent of demolition. See also panel elevations S6.1 -S6.3, defining PC panel openings. 3. See revised drawing S1.4 with TS 8x8x5/16" called out on Grids H4 -H8 and Grids J7 -J8. Balance of columns adequate as shown using H.S.S. properties. 4. See revised drawing S1.0 with added wood notes. 5. See revised drawing S1.1 and S4.1 with added section cut E-4.1. 6. See revised drawing S1.4 with added typical section B-4.1. 7. See revised drawing S1.1 with reference to S6.2 and S6.3. 8. Panel numbers are called out on revised drawing S6.1, S6.2 and S6.3 and identified by grids. 9. See revised drawing S2.1 with corrected section cuts. 10. See revised drawing S1.3 with corrected reference to S6.2. 11. See revised drawing S2.1 and S5.1 with added details. 12. See revised drawing S2.1 and S5.1 with added details. 13. See revised drawing S2.1 with corrected section H -5.1. 14. See revised drawing S5.1 with corrected reference to section H -5.1. 15. See revised drawing S2.1 and S5.2 with louvre frame details. 16. See attached sheets 16.1 and 16.2 comm. showing adequacy of piles for added loads. Note original shell floor was designed for a 1,000 psf live load. 17. See revised S1.1, S1.3 and S4.2 with additional pile information. ENW Project #00049000 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 J U E N 1 2 2000 D MIDDLETON tu UO N U W w ' w J w o` Q N d LU U O O N, CI I- w w w r - 1 ±- O U i z Off' P. z June 12, 2000 SABEY CONSTRUCTION RE: Abovenet Communications, Inc. • Page Two If you have any questions, please call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Daniel Lake, P.E. Project Engineer DL:jm ENW Project #00049000 Vertical 18. See revised drawing S6.2 and S6.3 with Section A -6.3 details on drawing S6.3. 19. See revised drawing S5.2, Section A -5.2, attached sheet 15, 16 LAT demonstrating continuity tie. — 20. See attached sheets 7-11/col. and revised Section D-4.1. 21. See attached sheets 48, 49 /frame, 7 -9 wall and revised Sections B and C -5.2. Lateral 22. See revised drawing S1.0, S1.1, S1.2, Section H-4.1, J-4.1. 23. See revision sheet S2.2 and S2.3, and added Section L -5.2 at existing drag struts, corrected for overstrength criteria note in sheet 6 /LAT of previous submittal. Shortened diaphragm is designed for lateral at roof opening in north -south direction beams run continuously through opening and re- entrant diaphragm shear only minor load compared to the wall anchorage load in the original direction. 24. See attached sheets 14- 26 /SHR. ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS fiflfiQ Wrlrllll AWN AVFNI IF N F CF ATTI C tAl A nag .c 141nc1 cnc -wen re .nnri rnn '1Tfl.�.k' .s Yt�'� H.sri wIAl .icd n.� U) Q cn w . 9 u. 'Q1_ cs rn �; z � Z LIU D 0, 10 N ; D I — , . AU ' w — Or z 0 . ENGINEERS 6869 WOODLAWN AVE. N. E.`- SUITE 205 - SEATTLE, WA 98115 (2061525 7560 FAX # (208) 5224698 Jos No. SUBJECT f . _ . r . AS- out Lt azAtub rA . kcjft A C!} bk vi coa511 c.7-4,43 4o E 0/11L -J m4, 23 / f ,6.r .O tD,3 LM f,LE3 DL - P 1 - 19 JOB NAME 34‘64.43 I 2 .1140 , dr 2.0(0 ' - cAr @. 2 q)(I ;20' .02.1 137 1 \ sr' Lc. - 0 -2 lbf -j - l,000 KQF 4l3olf //e) 4 m ( e 1 ' ) ) 6 2 . 1 2 , 0 ft /Pits Z PILES 1.137- (s0.1. S 7./5 < co{cir GAt'•1c7 poOE7o 06W 1...04V 4 " Conadei OEpIS FILL= 9 ` ( 150) = 6 0 t) 6 A C4iti CAJ (eaei✓(a Covr .sGI = . 0 7s . 6'4- s < 1. 0 DATE / G Yo--60 b SHEET /�D.1 OFComm BY LeAVEs 32-C Or c1 4 Lt tit' L.O •�S O K w...,. _ _ __..._....,- ,.....,.w.,npv..c� ���r rims■ aM....,.. . � W o Z p � o' C) , + =� : 0 1 W FIJI p` o : iii f- �f 0 z Jos No. SUBJECT 4 K)= NG INEERS7 NORTHWEST r . i h o �; �, j,: � . . .. . :: _ �: 'i.} rd rG l .r;. il`s / �� , k rTL.. �.J� 4 NON' �r ti''� ,(�.'!' F • i t 6869 WOODLAWNAVE. N. E. SUITE 205 - SEATTLE, WA 98115 '• (206)525 -7560 - FAX # (208) 522- 6698 JOB NAME DATE 9 • c (war . / J tftYtr r ✓ p / s � g 3 744, Cff V 7 /evk /.s✓Tbilayt, A, /c iil- b 12 - ,k .�� 8• �8c -- 9.2s Dc , 7.-?, ' °) (1 = ,162 k Lr: LL -L t 1,000 (I.1) `1,'1Q) 1,8 26 I< se VLr 2, 12 , 56.) 22,/¢ /c 1 , G/r �Cn t 22,1 f oi7- eilo) /l I, As' 4 'V31i-L` 111.*s' O Vc Cy �j1l�f "Y7u'•' 't 494 L is IA/ei fi.67.1PLer SHEET /6. OF__Q m BY °a".- RLf 43 - a��7s 11 #scut - Sptp, 1 - , 0l ,k YJ i't !++ c 0 ,,or c{ OF Eui3T Seto D.esI(rAl -Ok — Oz NGI NEE RS —NORTH WE; r WOODLAWN AVE. N.E.. SUITE 205 SEATTLE, WA 98115 UT iF /G' Der � Z4�r��✓r -O r G cilezic Oast' , OF*1 #x/41 2.'i3 �� /.32. ( ?.J) .O5-a* s Wp= 26OLO) = .04° . o 4' 0- ) — Z9-6 3 : 44 t5V z.7c Cn-) c, 0, 32+ e S r 3 5 63. 2.3)( ) �cc ° I. Fc .t 1.333 ra = 0.S0(o 0.4-33) 0.879- c = 38.” : 1 , 6 K 4.4 "i 3 ' 9� .Os-L12 . 32.9- 4 1 313 01 . o 1, o)'.} VA_ (o.I v bCo(l4-M 6/6 e_Afj , 2.9 0 " � C4- x Lte 012A 262. (.4 ) /lc N14/L GI OSj w / 2RdUJS ,0,4 Orb toV)" Pt 061525 7560 "� FAX #E (206 522 `:. .!;%`,.!:.",i;4 t 4 tY t , $ - DATE SHEET, it OF iSfr BY 4 0" V QKt ST it /y p,,,, u.+ — co /{' 6GI3 2 '4 Hoc AIDS c,t 4/1 Of tt l 4 x/4 i c s F • i 000 0. 2 1. 333 KU E Fc •" 1. 3 (1.33) /,`3 -33 KSr O. Z?' < C 4z/4 / O k. 4: 4 ClIersi } No.' , � 1 r; ' r Joe NAME' . • • �l .•...r. \r � / � .rr_. • SUBJECT ri; • CC.h/71f711� /7i6 r, ,, r•a.v. �,r, •. 1,,�QrL ey 1 }A .:, DATE : ti• �ti i �, S.t'r;L'C s :L�7:, �[-. < �,� „r , . : +:: SHEET E NGINEE OODLAWN AVE. NE. SUITE 205 = • : sr Gab w ca cileut r ' 3o .S” - 2 - ' /{( NM/ / B 4 !.r A9D %% 3 W '�4 T eW 8 01 Rev 134 3E-07&i Cµ-u boas = 3G (zfj2x3 - .34-5). t siacs . k(b-fide) /Z.31..(,bi c/ift �— , .. , 1 1 Wor z (44) (0.4)0,) , 3, (1,1)(2..)* s 16,�9`�• 1s z$ 12.b L(I.4)0.4) Cf 3.1304)(4%0 .. /5 >is. (301.-7 - ¢. 2C 0'33) S. CG, Z ;d6 I.o y- 1) I s. kG 1 11.0> 7 /z. •o ftss 8 ,4514. r2 /'4 /as ytiyKs r r • ,O (.3,?- Re04 -e qq0k® lc Fa • . 286 (46) = 13./s- Asti Fe. — ' vl ((a) 816.) 13./3 (7.5 9) ' 1 86 " His ax.9 x Yv /03 , 4 It /O 6 , 2" =1i 121., K.uee A& 1 2 Z' 1 8xtj X % 21.1$ - 2. la- /L06r & ',72.f lei ;� ✓ U U Cl) CO W W 0 ' g N p. w z I— W D ,o �' H o . al co z SQUARE Hollow Structural Sections x-401 17 2' i .!6X:tlST2d;rW43L` ^:L"i.'NE9:r" ". Y+,: 7y,, wmnrperiSaxw, m+ •anm,.^a, +e.N...w!atrn+�,rrer:n IMPERIAL Dimensions and Prop . , ,,,,, , : �'r. ` . , Outside Dimensions Wall Thickness Mass Area I in. 485 435 381 324 265 271 244 215 184 151 131 119 106 91.0 75.1 84.5 77.1 68.7 59.5 49.4 38.6 50.4 46.3 41.6 36.3 30.3 23.9 25.1 22.7 20.1 16.9 13.4 S in.3 80.9 72.5 63.4 54.1 44.1 54.2 48.8 42.9 36.7 30.1 32.8 29.8 26.4 22.8 18.8 24.2 22.0 19.6 17.0 14.1 11.0 16.8 15.4 13.9 12.1 10.1 7.95 10.0 9.10 8.03 6.78 5.38 rx Zx Torsion J Surface Area Shear : C'4 :,;, � in x in. in lb./ft in. in. in. In 4 it? /ft. 'in ?, � r ' � • 12 x 12 10 x 10 8 x 8 7 x 7 6 x 6 5 x 5 t .500 .438 .375 .313 .250 .500 .438 .375 .313 .250 .500 .438 .375 .313 .250 .500 .438 .375 .313 .250 .188 .500 .438 .375 .313 .250 .188 .438 .375 .313 .250 .188 76.1 67.3 58.1 48.9 39.4 62.5 55.3 47.9 40.4 32.6 48.9 43.4 37.7 31.9 25.8 42.0 37.5 32.6 27.6 22.4 17.1 35.2 31.5 27.5 23.4 19.0 14.6 25.5 22.4 19.1 15.6 12.0 ' 22.4 19.8 17.1 14.4 11.6 18.3 16.3 14.1 11.9 9.59 14.4 12.8 11.1 9.37 7.59 12.4 11.0 9.58 8.12 6.59 5.04 10.4 9.25 8.08 6.87 5.59 4.28 7.50 6.58 5.62 4.59 3.53 4.66 4.69 4.72 4.75 4.78 3.84 3.87 3.90 3.93 3.96 3.02 3.06 3.09 3.12 3.15 2.62 2.65 2.68 2.71 2.74 2.77 2.21 2.24 2.27 2.30 2.33 2.36 1.83 1.86 1.89 1.92 1.95 95.4 85.0 73.9 62.6 50.8 64.6 57.7 50.4 42.8 34.9 39.7 35.7 31.3 26.8 21.9 29.5 26.6 23.5 20.1 16,5 12.8 20.8 18.9 16.8 14.4 11.9 9.27 12.5 1 11.2 9.70 8.07 6.31 778 692 600 507 411 441 393 342 290 235 218 195 171 145 119 14 128 112 95.9 78.5 60.4 88;4 78.1 69.0 59.2 48.7 37.6 43,3 • 38.5 33.3 27.5 21.4 3.88 ::. 3.87 '. 3.89 3.91 ' • 3.93'5 3.19 • 3.21 3.23 ; 3.24 + 3.26 . - 2.52 ' 2.54: 2.58. , 2.58 ':' 2.60 • 2.19 ; 2.21. 2.23 2.24. 2.26 2.28 . 1.86 ' 1.87 ; ' 1.89 1.91 1.93 :: 1.95 1.54 .' 1.56 • 1.68 1.60 'f 1.61 • �` `1 10.0 `, r ` r x`8.98 ' k. 1 7:88• 1ah.8.73, J,1 i ; x8.00 +' ;.7.23' , ''x8.38` : '� ` :5:48 f ; r ��r4.50:� a t , F' `; ;80 :5.47 ;, 44.88a • '4.22 �_ ' 3.50 •, 4r A'5 : s . 0 ' 0 4 ` Z4.80x ,:4.13. ;3.60.: .00 ; 2.35 71'+'7 0 - • ,' '4 ;' ` 3.72∎ +. :,3.38 : 12.97 •..:.' 2.50 . " "`•' = ;''2.85 ¢ , ' :;2.63, ' °• '• 2.35? f �` �''.2.00, ' ' 14" ay ' )Is' • v A P L ,r44 ;'F.' $./ gtr, l . ;t ±• , T s � "'' ' '� 4 ! . Ph ; ' a •A • ' i p i' '. ,:.& ...,..:, N, t, ?1 ..c.' ' SQUARE Hollow Structural Sections x-401 17 2' i .!6X:tlST2d;rW43L` ^:L"i.'NE9:r" ". Y+,: 7y,, wmnrperiSaxw, m+ •anm,.^a, +e.N...w!atrn+�,rrer:n IMPERIAL Dimensions and Prop Outside W Wall I Mass A -- i Area I I 1 I I T r Z ..... 3 Z J Torsion S Surface, S S h ea r `' x i n ; x in. ... i in. . in a q q 2 it. 1 1 /�'AMP . ' 4 6.70 1 18.6 1 1.23 ' - . 'r 1:88,_ • . SQUARE Hollow Structural Sections IMPERIAL Dimensions and Properti c‘467Az ::. /f SJ _ logo AT i8.6 S 6'f► z. Z 427 19.4,4(It) Sy.2 • 4,13 K iT 6 16 8 .( l �•c s' Ks r G 3 A/ 22 (1 -) J. r HI., 3 <'I.0 4, 0 k 3 f 104 03 TS /ox /ox j 1 ♦ i fe4i 4446-4 ems- Engineers Northwest 6869 woodlawn AVE NE Seattle WA 98115 ` `'`' 1 1 .k int 11100oi Rectangular Concrete Column - -PL./Afrii Description ABOVENET TYPICAL PUNTH AT GRID A AT RAISED FLOOR / SUPPORT OF NEW ROOF COLUMNS !General Information I Width 18.000 in Depth 18.000 in Rebar. 3 -; 6 d= 2 -U6 d= 3- ; 6 d = [ Loads I Dead Load Live Load Short Term Axial Loads 27.700 k 41.200 k k Applied Moments... @ Top @ Bottom Summary Po•.80 P : Balanced Ecc : Balanced Slenderness I ACI 9 -1 & 9 -2 DL ACI 9 -1 & 9 -2 LL ACI 9 -1 & 9 -2 ST ....seismic = ST • : 1.875 in 9.000 in 16.750 in 18.00 x 18.00in Column, Rebar: 3-#6 @ 1.88in, 2 -#6 @ 9.00in, 3-#6 @ 16.75in ACI 9 - 1 ACI 9 - 2 Applied : Pu : Max Factored 108.82 k 96.46 k Allowable : Pn • Phi @ Design Ecc. 205.98 k 179.03 k M- critical 89.28 k -ft 88.68 k -ft 55.07 k -ft Combined Eccentricity 9.846 in 11.032 in 26.509 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 9.846 in 11.032 in 26.509 in Magnified Design Moment 89.28 k -ft 88.68 k -ft 55.07 k -ft Actual k Lu / r 20.000 Elastic Modulus 3,122.0 ksi Beta ACI Eq. 9 -1 ACI Eq. 9 -2 ACI Eq. 9 -3 Neutral Axis Distance 7.9014 in 7.1495 in 4.0075 in Phi 0.7000 0.7000 0.7818 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0.3564 0.4020 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : piA2 E I / (k Lu) ^2 0.00 0.00 0.00 alpha: MaxPu / (phi Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 9.8457 11.0316 26.5087 in Design Ecc = Ecc ' Delta 9.8457 11.0316 26.5087 in [ACI Factors (per ACI, applied internally to entered loads) 1.400 1.700 1.700 1.100 fc 3,000.0 psi Unbraced Length Fy 60,000.0 psi Eff. Length Factor Seismic Zone 4 Column is BRACED LL & ST Loads Act Together 29.900 k -ft k -ft k -ft k -ft k -ft k -ft 822.74 k 822.74 k 388.21 k 388.21 k 7.742 in 7.742 in ACI 9 -2 Group Factor AC19 -3 Dead Load Factor ACI 9-3 Short Term Factor ACI 9 -3 24.93 k 64.18 k 822.74 k 388.21 k 7.742 in 9.000 ft 1.000 Eccentricity - 0.250 in Column is OK 0.850 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 z tom, tr ui � oO; w i u. w g a to Z0 F W Z �r 0 z � 2 v � O N O 1- Z r . -0i V = O` R, 2 S'. zT r z. Se Z (to +Z.5) 2 28. 1 Jy ?,5.4( .213(37) 331.14 �f • q • 0 • z.1 v, , 09* = '(o49) r.. .�. =,Z .a3 To;00 �►, 30.5 (.zj)- •/ 6,13-)t reN n 6•N A M ZI- a 0) • Q U N C' W w 9 N LL wOO. J Q, v z LU Oi n 3 p, ■U0 N 0 N' w w! o. z ; U_ co z • ...to,. ' . • : - ; -';', ...,.:.'":.•:`/!;:,:.....-.. : ''.-... .." - . •,. -.. . ..- ". • • '.. :•...7• , ■ ..• ' :':t.2, :... • . , ., 1 - 1, : I s 1 1 ' : ‘• '.., I t i 1 .: ..i. 1 .1 ,i .. 1 . 1 -,.. , i ... ..„.i i•:.1 1 , 1.• . • 1 • 1 !. • I 4 i . ' . ..-..- 1 . -. ._ 1 .----, !--- . -1.-P . 4 7 .‘ .... • . __...1.:.:: I .... " 1 1 1 I . • ; i i ; 1 I -1. 1 i ; i 1 ' i i I .. -. . • 3'0 ;,. • . Suluact- ..!•: N':- „ • • ••• •• BY "• ' V , . . 4- 4 ,6 • 4 V: • y " • I I •• • . „ `4 ..t. :i'Ciat Pftoo*Piii..t.solleNAili 4DATE 3 a. 13.1- P - o 13, L -- , D -1.3, a ' V i 7‘ • • •1 ' • .• r u • t..04 ...'„rtz• ;`' ‘, • t •"., • • • M - atteJ4 .. , • — • 1 0)(42) s? . 9 I . r , I ! ; . I tA U 'V • S k) (Al ;Duo c , -11 15 o - 1,13 3.5 . 25 o. Ulf TS6x.*)4 N N LvirY,Ce • • • • -r 1- ; 1 — i- I 1 '• • J I .1 • /6 •)-- "? 6 /0 ;0/ SW; (3s r fic- (7; ) • 1,0 - 12.4 ( (13 ) 1.'78- • SUBJECT SEAS JOB NAME �sx• 11.E i� by 7, 7• z3- 19.o6 V v *.xry f 0g)(& ' 0.98 " . SD v s.3 r 4 !�y rz. C-2 -G (L -t) 14,,e(44 (1 x,36X1• .3 Z o.ss� wP 0.s—s4 (UOU) DATE ���{� SHEET__ OF Ate BY + 3 (2"6 � w� (,v /O ;O(5f SE d (3 !Pc —) S � I') 5 .1 � td rn�9 — 12.4 (Z . ) D CO Oj CO w; CO LL w Dy 2 q a� w Vi � w Z P g LIJ 0 � 0 I-° w W; 'H V� Z; U ' II ` ,0 ' i Z ABOVBNET• TUBB STEEL SUPPORT FOR SOUTH END LOUVRES' AND WALL • w W v Co LI (0 W 1 J ?E; 1 co LL W0 Node a U Number Global X Global Y __ Moment � c3� , (K) w 3 ( 0, -6 .800 000 (K -ft) - - -- 0.000 Z Z F- �', 1- 0 Node c w Number Global X Global Y Moment O ~ 2 (K ) 000 (K) (K -ft) - - -- z v cu 0.000 0.000 i E Z ; Load Combination Self Wt BLC BLC BLC BLC BLC V IIJ N , No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 0 PiE z BLC No. 1 GRAVITY 2 WIND Nodal Loads, BLC 1: GRAVITY Nodal L oads, BLC 2: WIND Basic Load Case Description 1 dl +snow +grav Y -1 1 1 2 1 Dynamic Analysis Data Number of modes (frequencies) : 3 Basic Load Case for masses None BLC mass direction of action X and Y Acceleration of Gravity 32.20 ft /sec * *2 Load Combination is 1 : dl +snow +grav Nodal Displacements ========_______ _________________________ =_ = = == Node Global X Global Y Rotation (in) (in) (rad) 1 0.00000 - 0.00000 - 0.01807 2 1.97181 - 0.00988 0.00434 3 0.00000 - 0.01670 0.02024 Load Totals Nodal Point Dist. 1 r: RISA -2D � (R) tip • t � . i 'En gineers'''Northwest " ''"° . t' '.6 869, Woodlanwn Ave, NE, ='Suite 205 Seattle, Washington •98115. ABOVENET TUBE STEEL SUPPORT FOR SOUTH END LOUVRES AND WALL sssss == == = = =-- =____-- = =------ -= - - == = Units Option : US Standard W '` AISC Code Checks : 9th Edition ASD O : 0 : Shear Deformation: No 0w, w 0 LL 0 p w ' 0.. LLI j 0 0 1-+ W! = V ; r . Z w N . 0 Material Elastic Poisson's Thermal Weight Yield Stress F Label Modulus Ratio Coefficient Density (Fy) Z (Ksi) (F) (K /ft3) (Ksi)--- - TUBE 29000.00 0.30000 0.00000 0.453 46.000 P -Delta Effects Redesign Edge Forces A.S.I.F. Node No X -Coord (ft) 1 0.00 2 0.00 3 0.00 No No No : 1.333 Boundary Conditions Y -Coord X -dof Y -dof Rotation Temp. (ft) (in,K /in) - - -- (in, K /in) - -- (r,K -ft /r) (F)- 0.00 R R 0.00 15.50 0.00 26.50 R 0.00 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef (in"2) (in TUBE TU6X4X4 . TUBE 4.59 22.100 0.00 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length (in) - - -- (in) (ft) 1 1 - 2 TUBE 15.50 2 2 - 3 TUBE 11.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out - Cm Cb (ft) (ft) (ft) 1 1 - 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2 - 3 RISA 2] {R) Version 3. -03 ngineers Northwest 6869 Woodlanwn Ave,: NE, Suite 205 Seattle, Washington 98115 ABOVENET TUBE STEEL SUPPORT FOR SOUTH END LOUVRES AND WALL ====== s=====__=====a s===-==aa--- = = === a == = = == aaa == a= =a==== == aria ==== =a = == Load Combination. is .1 : dl +snow +grav Reactions Node Global X (K) 1 3 Totals - 0.83019 - 1.16981 - 2.00000 Load Combination is 1 : dl +snow +grav Member End Forces Nodes No I J 1 1- 2 2 2- 3 Axial (K) 7.18 6.96 Load Combination is 1 : AISC Code Checks Nodes I J Maximum 1 1- 2 0.5592 2 2- 3 0.5825 I -End Shear Moment (K) (K -ft) 0.83 0.00 -1.17 -12.87 0 0.0425 0.5825 dl +snow +grav 0.1717 0.4526 Global Y (K) 7.18264 0.00000 7.18264 0.3008 0.3228 Axial (K) - 6.96 - 6.80 Member Quarter Points 1/4 1/2 3/4 0.4300 0.1929 Moment (K ft) J -End Shear Moment (K) (K -ft)-- -0.83 12.87 1.17 -0.00 L 0.5592 0.0631 0.00000 0.00000 0.00000 Shear 0.0113 0.0159 ti 2 o W W o u. Q . uj ~ o` , O = W t- . u- U • 2.S (i4) lila ft_ ‹itia2 ®. 01) P (31.3 , V )( 16r.?..S10 7 102.1 KIP xisr c'/ 001-4 4ifyi 4 3 720u),50... satoiilk 040 7 50.4e" ('n4x) IAJ.S. . LM x11.0 .773 2 t BM 0 IC r •> (22 ) • 4? ' g& ft Biey. , 6 (3 6)( I.) i • 0 1" • 4 .s 75)0 ,, t/4) 1 4 ( 2.3 'kat/iv, SIrz fTlj I. 30_ ?i4 _ .../.."`• \ ,..i. .,.. ;, ,..14 ta , : ,t,... 1:1;i.41. . .t ' i ' ylt . Ill cif • Iti,,.. ., ' Ave, .1t ' I . ii . N ORTH WEST , , . . 1 ''' , . "k: ' - , - _ • - .e i; --, + .. - - ,_. •-i.":.v.-:.'rr,r-1.42W:?'"-)27:" x:::' ,..,.....: ' 1.:.,, -.... . ....- 4.,,,,..,..*:.1..11''':,.,--- 4 , ,, - :;' - ', , ,,,...-F‘,, . . ,..., .. 0,14 ..,, H '''' .-?' • ''''''' '' t==-4—' SHEET — 1 .' '''-'1, , .."!..: •4, :' .`. ' ...' ' . .', ..r. e: :::: , - ' , ' , 1', , ?: , ` ','.. - ••••` '• ?':.k, .- . — ?'3 .t s.i.' , . , :0 - .: -.:... ''':! .•:,-,, I. '-.•'•.. i';: ' - '''' ,. '';'•' ''!,•,',":1 ' , ! 4 4',• ,. .i. t• - ,•• •-:.:•.r., ?;- - . 7 . - . , ,• 1 , f, , •:- . - ::: ;V 1, :.'. :ii,' .7.,....:', •:,-,„.,-,•; ...'...,-;-; :.tti.:1:'.' ',. 7.7771; '..,;;:;' 1 ',. " . •1. 1 1 • - ' ' . . ' .. • - .. ■.- .. ' 1 ' -1- ..---- ( !,• • . ( • i / it. iscr - (o't'Gc — 2 23 G" ice Amgc.4/e,; 4e:JA! 3 Our(Or - ntiga par ' -40 c 24 • ,7-) z 2,3 .■/,,S*, •■ ...... Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections:: . <' Yes P -Delta Analysis Tolerance 0.50% VerticalAws ' `. `7. ,' a Y ' 1 1J DL +SNOW l y l Y 1 1 1 1 1 2 1 - -- -- - ___ . w. 12 I DL +EQ/1 4 r,. { ' I Y I y 1 1 1.. 3 1. 1 3 1 STR 1.2D +Em I y 1 11 1 .7 3 2.3 4:. 1 "_, ,: STR�9D +EMt '1:Y1 1 1 1 •1 1 . '� 1 t •�52' � ,.,4 1 C Pi�� 3 � . � ''�f��2.3 ' W 4 ,�, , ,, tr . ,. �'�1' I-Ttia, ,, ,a y5:.�,'�„;4 �' t 4d, 1! ,•` v114.W �L4,�i'0.r. _ ?4, Li.ipi r 1 5 I DL- EQ/1.4 1 y 1 Y I 1 1 1 1 1 3 -1 ST�fao1 , - .<..: £ c �`&'.y 5 '' r te r...r.� r r 4'. xri'•r V •• `p`p�� N ..�7 CONS! . By: ' l r' Boundary Conditions Joint Label X Translation (wn) Distributed Load Patterns Global Pattern Label Direction Start Magnitude (K/ft, F) 1 Load Combinations Num Descrip Y Env WS PD SRSS RISA -3D Version 4 [A :IDRAGSTRUT.r3d] Y Translation (Mn) 1 1 3 Description DL SEISMIC DL EL Deemiption 1 • Z Translations (Mn) Ni N2 Reaction j11 Reaction Reaction Reaction ` ' Reaction Reaction Member Distributed Loads, Category : DL, BLC 1: DL Member Label I Joint J Joint M1 ] N1 I N2 Member Distributed Loads, Category : SL, BLC 2 : SNOW Member Label I Joint J Joint M1 I Ni _J N2 End Magnitude (fir F) 1 Factor MX Rotation (K-ft/rad) Load Pattern Label Pattern Multiplier 1 1 -.056 J Load Pattern Label 1 i Factor MY Rotation (K- ft/rad) Start Location (Ft or %) 0 Pattern Multiplier -.058 End Location (Ft or %) 0 MZ Rotation (K ft/rad) Page 1 „. i.,,..... ...— ,,.. # . n . u ,„. ; Chu esrsaCn. etMT�kN!Kt9Fh`4'tY? ; ?YI#a!l' k zsz... . z I w t�. 0 0 u) W I N LL w p U ON . 0 W Z I— — LL O Z w F= O z 1 max 69 3 1.528 1 0 1 0 1 0 1 0 1 NC min -69 6 0.44 4 0 1 0 1 0 1 0 1 _ 2 max 69 3 0.764 1 0 1 0 1 0 1 -1.939 4 m -69 6 0.22 4 0 1 0 1 0 1 -6.732 1 3 max 69 3 0 1 0 1 0 1 0 1 -2.586 4 ! 1 min -69 6 0 1 0 1 0 1 0 1 -8.976 1 4 max 69 3 -0.22 4 0 1 0 1 0 1 -1.939 4 4 � " 1 _ _ . min -69 6 -0.764 1 0 1 0 1 0 1 -6.732 1 5 max 69 3 -0.44 4 0 1 0 1 0 1 0 1 3 min -69 6 -1.528 1 0 1 0 1 0 - 1 0 1 M1 1 1 Imax 0 I 1 0 ( 1 0 ! 1 0 1 NC NC min 0 11 0 1 1 0 11 0 1 NC NC 1 2 1 max 0.036 1 6 -0.061 14 0 1 1 0 1 4599.878 4 NC ` i min -0.036 ! 3 -0.213 11 0 ! 1 0 1 1324.987 1 NC 3 , max 0.071 6 -0.086 1 _4 0 ! 1 0 i 3277.413 El NC min -0.071 3 -0.299 1 1 0 1 0 944.053 NC • 4 max Min _ 0.107 -0.107 _ • 6 r V _ - -0.061 0.21 4 � " 1 _ _ . __.._ 0____ ! 1 � _ . i 1 0 ._.- ._.. - -- 0 • - - 4599.878 1324.987 1- _ NC N C 5. max 0.142 ! 6 0 1 1 0 ! 1 0 1 NC NC : min -0.142 3 0 '•. 1 0 1 0 1 NC NC ti . Company, s enw , ,� Designer dm1 ;gx ; Job Number :.98075 7'. 4414 kk ,old Combina>bons (continued :1, • Env 1N8 PO SRBS' CO MstlsrU Label Young's Modulus ( WF 1 29000 Member Data X-Axis Member Label I Node J Node K Node Rotate f de9ree i .1 M1 I N1 Member Deflection Member Label Section Steel Design / NDS Parameters Member Label I M Section Set M1 I SEC N2 I x Translate Lc y- Translate ( (Inl Envelope Member Section Forces Member Label Section RISA -3D Version 4 [A:IDRAGSTRUT.r3d] Sher Moduli» Poisson's 'Mental Coef. Weight Density Yield Stress " 1 115) 4 Ratio do (Pr g0"5 F) I (CMt ►3) I ( K I Length Lb y -y Ie2 (Ft) (Ft) 23.5 I 3.5 Axial Lc Shear y -y Section • End Releases Set (-End J-End xyz xyz xyz xyz SEC Lc z- Translate Lc Lb z -z lel (Ft) x- Rotate June 11; 2000 � e • SN�`7 ��r`r7�1j7�'� ed By: F.c1or etc F i or End Offsets Inactive Member I -End J-End Code Length (In) I (In) I I 2 ( )fi Lc (n) Uy Ratio Lc (n) Uz Ratio Lc L_comp le_bend K y -y K z -z CH Cm z -z B y z (Ft) Cm y -y Cb Sway I 1. 11- I I I I I I Lc Shear z - Lc Torque Lc Moment y -y Lc Moment z -z Lc Page 2 ..rrr.- ran: g: C,: mia^. xnromm� .waYwwa...c...�....._...r.�r —__ _ _ , .. - .t^ ^.•t yy -•;1' ,.4•prxrm•RR� +df^he S: f^.•,'�h'!° P;?4f`1F1Ad$ A.'•K14a7!: z W 1 00 co o W W co J w o Q d W , z �. 1= o Z tit w U� 0 I — ' w ui • U tL 0 ` _Z ui U - 0 f " Z 1 max 14.65 3 0.695 , 0.000 0 1 0 - - 1 0 , : 0 1 0 1 ' min ! I min -14.65 6 0.2 4 0 1 , 0 1 0 1 0 1 0 1 2 max 14.65 3 0.348 1 0 1 4.702 1 -1.354 4 0 1 0 1 1 min -14.65 6 0.1 4 0 1' 1.354 4 -4.702 1 0 1 0 1 3 max 14.65 3 0 1 0 1 6.269 1 -1.806 4 0 1 0 1 min -14.65 6 0 1 0 1 1.806 4 -6.269 1 0 1 0 1 4 max 14.65 3 -0.1 4 0 1 4.702 1 -1.354 4 0 1 0 1 min -14.65 6 -0.348 1 0 1 1.354 4 -4.702 1 0 1 0 1 5 max 14.65 I 3 -0.2 4 0 1 0 1 0 1 0 1 0 1 min -14.65 I 6 -0.695 1 0 1 0 1 0 1 0 1 0 1 Ni i max: 0.000 : 0.000 - 1 - 4 I , 0.000 .,... I 1 I - 0.000 _. I 1 1 , • 0.000 , : 1 • , -0.001 -- 4 'min .. ' min ! I 0.000 3 0.000 1 I 0.000 ; 1 ii 0.000 . :, - '.1! 1 I 0.000 1 1 -0.003 0.000 N2 Jmaxl 0.142 ! 6 0.000 4 1 0.000 ! 1 I 0.000 I 1 : 0.000 I 1 0.003 1 kl:;! I min I -0.142 I 3 0.000 1 I 0.000 I 1 I 0.000 I 1 I 0.000 I 1 0.001 Ni max 69 3 1.528 1 0.000 1 0.000 1 0.000 - 1 - (3.001) 1 'min .. .„, - • • 6 ..:.' 0 4 0.000 ... 1 .::;'. .:'.0.000::;.: . ..!1 :. ii it. . :, - '.1! N2 max 0.000 1 1.528 1 0.000 1 0.000 1 0.000 1 0.000 1 :,::,:::',.„ r Min '.:i.:; :, 1 l'- 41:. :1;.!-.i 0.000 .-;...' ..1:,:l •..:.'!i:0 . 1..:.1 ...::,.0.000.. ,;:1:: ,;V kl:;! Reaction Totals : max 69 3 3.056 1 0.000 1 min il; ‘-6..:: i.:;■,0.138 ,.! '01'4!H ''A - 0.000 ';',:: '.'4i';' • * e • ' & LT :..A 4 1 , 2" Desig ila ne n r Y 41, •1 37ty) e d n m w l ' AA40b NUMber:11180750 1 (mains Section SEC Envelope Member Section Stresses Member Label Section kkial Sheer y-y M1 • Joint Coordinates Joint Label Ni Joint Label N2 Envelope Reactions Joint Label Database ShiPlg W12X16 X Coordinate (Ft) 0 23.5 Envelope Joint Displacements X Translate (In) Lc X Force Materiel Label ' WF Y Translate (In Y Force Lc RISA-3D Version 4 [A:1DRAGSTRUT.r3d] drag strut .. Lc Sheer z Z Force Z Translate ( ANN SA(yy) SA(zz) (inn 4.71 11.2 1.2 1 Lc Pe: X Rotate ( radians ) Joint Loads/Enforced Displacements, Category: EL, BLC 3: SEISMIC Joint Label (Woad or Direction Magnitude (Misplacement (K, K-ft, In, rad) .N2 I L I X j -30 Lc Y Coordinate (Ft) O 7 0 T 0 O i 0 1 ---- 0 Z Coordinate Joint Temperature (Ft) (F) .rowft June -11;2000 ;A fi • I y - y 12 J (Torsion) T/C (InA4) (InA4) (InA4) Only 2.82 1 103 1 .1 J Bending y-top Sending y-bot Bending z-top Bending z-bot Y Rotate ( radian s) Z Rotate X Moment Y Moment Z Moment Page 3 . ^rcineWir11441M14420.4WIMitnofet , AtayAwleceowAvsteerrog. - mc.rftstve.v.w.,,-,...;;.vas",„,„,...,„„,..„,„„,,,„„,..„„,„ z u 0 CD • W Ui ; • o. co - 0 1- al Z I- 0 Z i- W u D U co 0 - 0 I- W u j I I I 0 z NG I N E E WOODLAWN AVE. N. SUITE 205 SEATTLE, WA 98115 (2061525- 7560 FAX #E (206) 522 -6698 k Joe No . ' Joe NAME A 130v5 _ DATE `p SUBJECT .. SHEET 2 -5.r OF eArb-•a ox ' /XA,X t.emil TXiy")S foieta ter ' rn44 r."4/ 163 3, z 6) 2 , 41 4) .s 'DJ e s"- L "t — PU'LT Piti•ircotcc • Vpur ,s r 66 ? fa 6, f 1 /GS�S( / c1 ) • M>� 7 2' l <IP-1 41 I 2..3 L7. ,efi 74- I/ C4 �9 i /,,41/. fi T.3 3 _1 2 . 7 C93 Svie7b o� jir oa✓us Z 119.c, k /r fox O/c a4+ SPw r .e.dlr C $ is a /4 v,/U / twr s T C�y� - -3 - s`l z � Q 47. 1 3 ta: J 634Z> /o? J BY £ -- 0 N r J i U C) c) S77G / w • S E aCe it tt ♦ � . .1. tr i .- �. f P �, •••):7 ,. ''.t.}l a y .t. q � . E f " 1 1 > • f i, r •4 5C '7 : + M1'*. v,, 1' t r�, l t P71'}I t t • I • - : 7• . ;- ,. *_ : 01 ; ii'WM • +t r i �."S'f t . • . `. N t k -;%,1 A. .. K�' i ♦ . •°•'r -� s t •� Tt� r f / ¶ k• t 1 „rf �:. o .0 4.'M ` Y 4 l � •i -;*•+;.. (4 h [ E� 1 ' �” } L . t.t T •�+ ti l oA F''' ) '. l � • . k y.•� t .. f . . {1L K . 4 r � ■ r .'. ..c? ,..+ ,.r .t'. :l T .a f + 1f . 4 N,�l ( 44 ri r i `irM • 4.3N. f . n i .}. , t ✓ /1� �'- j rJ I t. rh 1 �1+ { �' ,.e: " r • t T C h 1 • � t;• �r • {{ ��``� R I �� Rfr• ,•• ' 7 +7 . 1 d' ` � Y } �` et .01;7 a 1 x �. • u c. a + N 7 � +t ; l p f ;y • . '�L ! ? . � . ,,. yi "O t . ; °( . .j t �' � • 'r Mr: �.> • A ' 4 r ti �' } t S •Y•' 7 S r ? i . 4' > 4 . ' r. 1: Yt' .ki . . I . ..P. , t- 1 fit ` �"4 A t '.+ :i; > 1t y. :1 s; }''^� y ` 4 (ti' t } , t.s �+ + 1 1 �J J ,�j i • y l; t rf :1 i+ -(- 7 �• } -: 4 fir,: jP+3 q 4 + f f a 4 > A , 7r , • -:• f't ' 3 >.l '•l/. 1 "2....°.' } t i n>i , � + } ,' V i � r t, , .i.; ;h ....L,:.:.....,..r......ii1i.' r/ . .... .a r': - ,. 7t :.:.� • Fr^ .. ..:'.r '� . . iu+iW 1Ln ....L,d • .t Aa.._a tiak:.^ T ... .1... r _ .. a !t.. y• .� . ..:.. fi.. �:. ...... ry { . .... \,(Q • V . .; ' ......_. t 4 : :" . : 't•1 .. ._.._. if tt • H� 3 h • :Y ...F...wr !rt . -.vii. 'J :'0 I '. . ., n 1 r ... 11i •',x �.�i:u.::- �...... NG I N E E WOODLAWN AVE. N. SUITE 205 SEATTLE, WA 98115 (2061525- 7560 FAX #E (206) 522 -6698 k Joe No . ' Joe NAME A 130v5 _ DATE `p SUBJECT .. SHEET 2 -5.r OF eArb-•a ox ' /XA,X t.emil TXiy")S foieta ter ' rn44 r."4/ 163 3, z 6) 2 , 41 4) .s 'DJ e s"- L "t — PU'LT Piti•ircotcc • Vpur ,s r 66 ? fa 6, f 1 /GS�S( / c1 ) • M>� 7 2' l <IP-1 41 I 2..3 L7. ,efi 74- I/ C4 �9 i /,,41/. fi T.3 3 _1 2 . 7 C93 Svie7b o� jir oa✓us Z 119.c, k /r fox O/c a4+ SPw r .e.dlr C $ is a /4 v,/U / twr s T C�y� - -3 - s`l z � Q 47. 1 3 ta: J 634Z> /o? J BY £ -- 0 N r J i U C) c) S77G / w • S E aCe it RTH.W EST I'': WOODLAWN AVE. N. E.:-• SUITE 205 - SEATTLE, WA 98115 - 12061525 -7560 FAX #E (206) 5224698 • Jos JOB NAME SUBJECT P = /02.e" cow edb) 1361-7 , . m '-J <es 05e4- % 4 /I 4 VSO Ove s r.t 1L. = FQ Z rZ ep z ¢-C •e-e t r Z 9�. .79 �.- 7 hltS Gv�J Z7-s fir= % 7.(.4g,` 3 L• S. wors 1t. ) 2(»sX4) z 4. ; of s mar � SP/t. 2 24 elite) pv1,41#t,Ifo, — T = (6 (30 crsX 1.7 3 31.5 - k o( 3 03-c • 4,01 kJ& ids GJ 6TTC• it s 4? 1: E 44 .11.0. Per I .-- — bit1 4 0 ----. 7 - ;;ii - 5 47,-e . 044.0 4 S re fe. DATE SHEET 2314 OF BY - 6 i37LJ I2XLC. snop kJ J» <- ! Vk. f /41 ` - .S ( ,.} ) . y. kL,r 1— Z! oC 2 v 0 W 0 9 w 0 4 J' u_ 4c F- 0 z LU U� O N 0 1- W W O ii z co ;v 0 z 4 G I.NEEFS`= NORTHWE 6941r w IL 2- T1 t , LIf x Yi G Q � =2s� Pte. 29' ‘a St T3 x ��f •Jlfjc. c.niwc�.�w 3 `2.0) z ¢o• y . CrS4 Wa (Pie L41;440 �� - ti C/ 'Y CZ) ( / 1-0- • v t /H 3.3 I <; • • r 1 i I WOODLAWN AVE. N.E. - SUITE 205 SEATTLE, WA 98115 - (2061525 -7560 JoB No. 49 JOB NAME A O. e DATE SUBJECT SHEET 2 7 r T - OF C 4 1 - i.. uf/&W_ BY #0 keTditi4 ,4 _ / 2. ktrf Z3.� /+eor4tr y WI Lx 14 2. ba_ 4-41 rs 8 -Y 0-) /5 3 0- S9 r - 4.453k.S 12- *" 15 1 �. sb ,/6 Z, I y s Z•vZ + 2(lC .3) r- _(f 5,)2.11) .57- K2 23.3 0 ■J 2 z io .7 C Zv0 1. , y _._ 2.01- r 20 '160• I. • 4 ii!4 ti -M i 1�irc:;t l +•.i�tti• - 7—,,1 B g-(,, • . 7 T .D./ A .L.SrJL NGINEERS- : NORTHWE 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525-7560 - FAX # (206) 522 -6698 1 p Joe No. 'iy JOB NAME �p�,,� Q Ai1 of SUBJECT �"`Z/ SNEJK Q '.7 4 0 -.l r 6 6 VA - ( ( 26. S -3.5x .0 7o ), I i 60, 6 \rp = 61.5+ 128,4" ?DER g d RF I ,Z4,9 12.1 2 .tc 12' 3 1.4,1 I I 4 I ,49 1 . y F h 6 8 .01, 3- 8.0 1 s 3' 3' 4' o o PARTIAL NORTH ELEVATION (INSIDE FACE) , 019 s , v z2L 28, Co Q o L 0 eZ( 28•(0 2r14 3•'f . 1� ,0 .0 8 .9'0 .o11- 2.3 .9 o,s 6,ISY •113 14.ce /0 , 24,9 Its( 2 6. 6 lI 6'1$'t 4'6, 12 1•(I 1 ' 1 -JP 0 K-r 6 1c, y — 8•s' 8.3Y DATE SHEET 1+ OFS// BY �rn� 4 0 SIM I F ■ Reinf. Spcg. # 3 # 4 # 5 # 6 # 7 # 8 # 9 # 10 # 11 @ pv =min. • 18 1.50 2.74 4.25 6.03 8.22 10.83 13.71 17.41 21.39 0.617 17 1.59 2.90 4.50 6.38 8.71 11.47 14.52 18.44 22.65 0.617 16 1.69 3.08 4.78 6.78 9.25 12.18 15.42 19.59 24.06 0.617 15 1.81 3.29 5.10 7.24 9.87 13.00 16.45 20.90 25.67 0.617 14 1.93 3.52 5.46 7.75 10.57 13.92 17.63 22.39 27.50 0.617 13 2.08 3.79 5.88 8.35 11.39 15.00 18.98 24.11 29.62 0.617 12 2.26 4.11 6.37 9.05 12.34 16.25 20.57 26.12 32.09 0.617 11 2.46 4.48 6.95 9.87 13.46 17.72 22.44 28.50 35.00 0.617 10 2.71 4.93 7.65 10.86 14.81 19.50 24.68 31.35 38.50 0.617 9 3.01 5.48 8.50 12.06 16.45 21.66 27.42 34.83 42.78 0.617 8 3.39 6.17 9.56 13.57 18.51 24.37 30.85 39.18 48.13 0.617 7 3.87 7.05 10.93 15.51 21.15 27.85 35.26 44.78 55.01 0.617 6 4.52 8.22 12.75 18.10 24.68 32.50 41.14 52.25 64.18 0.617 5 5.43 9.87 15.30 21.72 29.62 39.00 49.37 62.70 77.01 0.617 4 6.78 12.34 19.13 27.15 37.02 48.75 61.71 78.37 96.27 0.617 Shearwall Allowable (working) Shear (kipslft.) • UBC Section 1911.10 31921.6.4 Definitions : - d = .8 length of wall Sec. 1911.10.4 fc = concrete compressive strength (ksi) fy = reinforcing yield strength (ksi) Inaut : Seismic zone Z = fc (ksi) fy(kci)_ Equations : - a = 2.50 Eq. (21-6) V = Vu/1.4= ¢Vn/1.4 = 4) ( Vc+ Vs)/ 1.4= a +(fc) /1.4 +4Avfyd /1.4s Vmax. = 10 4) (fc) d /1.4 Sec. 1921.6.4.7 pv = 0.0025 min. Sec. 1921.6.2.1 Max. Working Shear (kItU lConcrete on! Max. Working Shear (k/ft) (Reinforcing oniv} (one laver ENGINEERS - NORTHWEST, INC.P.S. SHEET I') OF N 6869 WOODLAWN AVE.N.E. (SUITE 205) Rev. 4/16/97 SEATTLE, WA. 98115 Wall thickness increments (in.) = fc increments (ksi) = Shearwall height/length (ratio) = Page 1 h = wall thickness (in.) s = reinforcing spacing (in.o /c) = 0.6 Seismic zone 3 or 4 Sec.1909.3.4 awwEN:.v>:< V Sec.1921.6.4 Max. Working Shear (k/ft) (Concrete +Reinforcin multiply by " h " for allowable working shear at pv min. = 0.0025 . », srM.nri^Parn'�ri4t. 6/12/00 SWALLSHR.XLS ft (ksi) fc (ksi) fc (ksi) fc (ksi) h (in.) 3 3.5 4.0 4.5 5 11.26 12.17 13.01 13.79 5.5 12.39 13.38 14.31 15.17 6.0 13.52 14.60 15.61 16.55 6.5 14.64 15.82 16.91 17.93 7.0 15.77 17.03 18.21 19.31 7.5 16.90 18.25 19.51 20.69 8.0 18.02 19.47 20.81 22.07 8.5 19.15 20.68 22.11 23.45 9.0 20.28 21.90 23.41 24.83 9.5 21.40 23.12 24.71 26.21 10.0 22.53 24.34 26.02 27.59 10.5 23.66 25.55 27.32 28.97 11.0 24.78 26.77 28.62 30.35 11.5 25.91 27.99 29.92 31.73 12.0 27.04 29.20 31.22 33.11 Shearwall Allowable (working) Shear (kipslft.) • UBC Section 1911.10 31921.6.4 Definitions : - d = .8 length of wall Sec. 1911.10.4 fc = concrete compressive strength (ksi) fy = reinforcing yield strength (ksi) Inaut : Seismic zone Z = fc (ksi) fy(kci)_ Equations : - a = 2.50 Eq. (21-6) V = Vu/1.4= ¢Vn/1.4 = 4) ( Vc+ Vs)/ 1.4= a +(fc) /1.4 +4Avfyd /1.4s Vmax. = 10 4) (fc) d /1.4 Sec. 1921.6.4.7 pv = 0.0025 min. Sec. 1921.6.2.1 Max. Working Shear (kItU lConcrete on! Max. Working Shear (k/ft) (Reinforcing oniv} (one laver ENGINEERS - NORTHWEST, INC.P.S. SHEET I') OF N 6869 WOODLAWN AVE.N.E. (SUITE 205) Rev. 4/16/97 SEATTLE, WA. 98115 Wall thickness increments (in.) = fc increments (ksi) = Shearwall height/length (ratio) = Page 1 h = wall thickness (in.) s = reinforcing spacing (in.o /c) = 0.6 Seismic zone 3 or 4 Sec.1909.3.4 awwEN:.v>:< V Sec.1921.6.4 Max. Working Shear (k/ft) (Concrete +Reinforcin multiply by " h " for allowable working shear at pv min. = 0.0025 . », srM.nri^Parn'�ri4t. 6/12/00 SWALLSHR.XLS ft (ksi) fc (ksi) ft (ksi) fc (ksi) h (in.) 3 3.5 4.0 4.5 ' 3:.A ';,*: :a ' 2.81 3.04 3.25 3.44 5.5 3.09 3.34 3.57 3.79 6.0 3.38 3.65 3.90 4.13 6.5 3.66 3.95 4.22 4.48 7.0 3.94 4.25 4.55 4.82 7.5 4.22 4.56 4.87 5.17 8.0 4.50 4.86 5.20 5.51 8.5 4.78 5.17 5.52 5.86 9.0 5.07 5.47 5.85 6.20 9.5 5.35 5.78 6.17 6.55 10.0 5.63 6.08 6.50 6.89 10.5 5.91 6.38 6.83 7.24 11.0 6.19 6.69 7.15 7.58 11.5 6.47 6.99 7.48 7.93 12.0 6.76 7.30 7.80 8.27 Shearwall Allowable (working) Shear (kipslft.) • UBC Section 1911.10 31921.6.4 Definitions : - d = .8 length of wall Sec. 1911.10.4 fc = concrete compressive strength (ksi) fy = reinforcing yield strength (ksi) Inaut : Seismic zone Z = fc (ksi) fy(kci)_ Equations : - a = 2.50 Eq. (21-6) V = Vu/1.4= ¢Vn/1.4 = 4) ( Vc+ Vs)/ 1.4= a +(fc) /1.4 +4Avfyd /1.4s Vmax. = 10 4) (fc) d /1.4 Sec. 1921.6.4.7 pv = 0.0025 min. Sec. 1921.6.2.1 Max. Working Shear (kItU lConcrete on! Max. Working Shear (k/ft) (Reinforcing oniv} (one laver ENGINEERS - NORTHWEST, INC.P.S. SHEET I') OF N 6869 WOODLAWN AVE.N.E. (SUITE 205) Rev. 4/16/97 SEATTLE, WA. 98115 Wall thickness increments (in.) = fc increments (ksi) = Shearwall height/length (ratio) = Page 1 h = wall thickness (in.) s = reinforcing spacing (in.o /c) = 0.6 Seismic zone 3 or 4 Sec.1909.3.4 awwEN:.v>:< V Sec.1921.6.4 Max. Working Shear (k/ft) (Concrete +Reinforcin multiply by " h " for allowable working shear at pv min. = 0.0025 . », srM.nri^Parn'�ri4t. 6/12/00 SWALLSHR.XLS OUTPUT Job tX:- Project Name Shearwall Mark : - UBC - CONCRETE SHEAR WALL DESIGN INPUT Input =f 1Cells Ref. :- USC Section 1921 SERVICE LOADS per= V M oT addlUonal= % Live load included Wall Height W Wall Length Iw Wall Thickness b" F' K61= c F Kam Y 11= Wall Weight PCF Wall seismic factor = Horiz. bar size 0 = Horiz. bar spacing " pv = d' IN = Vertchord bar size 0 = LOADS"" 1.40+1.7L 130 0 D 8 E _ Mu K•FT. = 0 BOUNDARY ZONE CHECK Includes Pu K = wall self — Vu K SHEAR CHECK Vu /phi KIPS Vu /phi (max.)KIPS = Vn(max.) @ 8•SORT(Fc) KIPS= D 0.0030 0 134 752 Design moment - Pu e' - a Fr fa (Ultimate Axial Stress) KSI C KIPS Tu - Cu -Pu KIPS= 0 AS 'Tu /.9Fy = Design As rr.n 0 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 ir -may` .. svn. .s >'6f.,ecc.. ssbrr...a: L SHEAR OK 129 71 1.31 .9D+1.4E 59 80 1968 E SAMOMM MOM w/ seismic = 60 150;, 0.179 12 Wall deed load ■ 47.4 kips Wall seismic = 8.5 kips V kips d = 306 in. Adjust "k" for all d' =bin Tu (max.) - 71 kips USE 3 # 6 Vertical Each End of wall .9D -1.4E 59 80 1968 0.10Agfc= 515 515 515 515 Mu/(Vu Iw) - 0.944 0.944 0.944 3 by b (fc)A = 282 282 282 282 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.5.4.182 134 134 134 SHEAR OK (for reins. indicated) Vc raps = 188 Vn KIPS - 594 4 HOOK ENDS OF HORIZ. REINF. - Sec 1921.6.2.2 WALL COMPRESSION CHECK & TENSION STEEL DESIGN Mu1Pu +(d/12 -Iw/2) - e' Fr' • 0.00 45.95 45.95 34.00 0 2703 2703 3112 0.00 9.24 9.24 11.14 0.212 Ultimate Axial Osn. Load Per. Foot (KLF) = 14.0 129 71 1.31 SHEET OF OF Rev. 8/5/97 Mu: Wall (self wt) dead load a seismic Is Included In the output below. Program VII a adds V VwelNrl2 to this number. ♦♦ MOT k - I.4(D+L+E) 92 80 1968 156 65 1.20 1.4(D+L - E) 94UBC Sec. 92 1909.2.1 80 — & 1968 — 1921.2.7 515 1921.6.5.4.1 0.944 1921.6.5.4.2 282 921.6.5.4.3 921.6.5.4.4 134 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 from Tu 34.00 3112 11.14 Empirical design 1914.5.2 156 65 1.20 0.00 1.31 USE 3 4 6 Vert. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the wall allowable axial stress •fa "u8.. Alternate code allowed methods may be used such as Slender walls (UBC Sec.1914.8). Adjust the program "k" so la" ull. matches the alternate meths 2.) Walls must not have openings within the distance "re'. A separate design is required for the walls each side each opening for both shear and axial plus bending. PAGE1 6/12/00 CONCSW94.XLS Yt4r 0 0 0 0 0 0 0 0 PARTIAL WEST ELEVATION (INsloc rAc( VP AN /440 Y13 2 /4G.3f z 35"5 " PARTIAL WEST ELEVATION (INSIDE FACE) 1 -.r+ : (6 .51.6-0(./9-9) /92.6 0 0 /VD. 3" 0 20 @29 0 0 O 0 .J r� rI • I 0 r. r-r —.. r-r c. • Co 0 0 m 2 n m = 0 m - m i m NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. rI rJ I 0) 4 4 we we we ow* er-r rAr r.o r.ir rI ri ♦♦ / ♦♦ i I [;;: L - �T , v e ii /CO N I 17 0 : ICJ IC-/1'1.9 1 I 1� K T 1 1 1 iC £;; 1C t 1 i t- 1L- � 1 � Yt4r 0 0 0 0 0 0 0 0 PARTIAL WEST ELEVATION (INsloc rAc( VP AN /440 Y13 2 /4G.3f z 35"5 " PARTIAL WEST ELEVATION (INSIDE FACE) 1 -.r+ : (6 .51.6-0(./9-9) /92.6 0 0 /VD. 3" 0 20 @29 0 0 O 0 .J r� rI • I 0 r. r-r —.. r-r c. • Co 0 0 m 2 n m = 0 m - m i m NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. rI rJ I 0) Joe No. SUBJECT 2. ENGINEERS— NORTHWEST: INC: P. 6869 WOODLAWN AVE. N.E. SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 FAX # (206)522 -6698 r h 1 n) I LL) z2. 23 •2 .5 2 (Z. ) , 2. 11 , A 7. 4,00' 3. ( 3.611 (09 3, fv'L.( 3.L'U - ,1$9 .235 13» 3 . 3,o 3 3 (-) .I'hb 1 2v. 02) .31— ; , > ) . 0 3 ) 3 ,31. 2,(,") ?69 3,4. - I-I (-) ,2 /I 1).�''jo 3rx 9. 0 ti 1.616 2,1x' ,7(°) 3. (01-•( see L7 seeL0 JOB NAME DATE toe,5T yot-no" SHEET th OF jam' BY ( -• zy� 19 , S .3,. I0.01'3 ,3 • ° ? ( —) .24-1 03. 1,o 1.0 ,2(02 3,6L/ C-) ,329 9, SO- a(otl 3.614 ,ovf 3.42-1 /3. S 3-1) • - 2,95. 3,µ-e .4' 33.1) 33.6 33•e 2.6.3 ' Zj.o t$•3 rt 'Y.( R ( -) • 1 ° O . 23C /3 3 1 4.(311 3.09 3 II See II tee ro l7 L u 4S J6,7 3•c.L1 4U 64 4 u 3, .231 49 3,t .23( S 0.Y, 3. L? 3B.Lf 7 6 .. (ice) W OQ 9 w O J' = • O; F- W ; z � 1-0; Z rzt '0r_- w -Cu 0, l! Z Z.: UBC - CONCRETE SHEAR WALL DESIGN INPUT Input =': Cells Ref. :- • USC Section 1921 SERVICE LOADS D L. WWII V KIPS a M m K addltlonal= X Uve load included Walt Height W Wall Length Iw Wall Thickness b" F " KS = F Ku Y k= Wall Weight PCF Wall seismic factor = Horiz. bar size # _ Horiz. bar spacing n+= pv = d. IN, Vertchord bar size # = OUTPUT Project Job C : - Projet Name . - Shearwall Mark : - SHEAR CHECK Vu /phi KIPs - Vu /phi (max.) Vn(max.) g 8•SORT(Fc) KIPS - V C KIPS n Vn KIPS WALL COMPRESSION CHECK Mu/Pu +(d /12dw/2) = e' FT. Design moment - Pu e' - 8 FT1. 0.0030 LOADS''' 1.4D+1.7L 96 0 0 fa (Ultimate Axial Stress) " CU KIPS T -Pu KIPS- 0 As - Tu /.9 "Fy rrz- Design As N • n - ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 • � 2 },'?,: i„ L' ikS��: SS ;.fS•E'}`,iS��X::wS•Y�v�?iii''' i':.'.. . • Fes o . r..ao :; +• r; :,. (; i ..,><6• 1+ - t!{ MIKOM w/ seismic = WHAWAft :29 ^, 60 150 ;;4: 12 • Wall deed load ■ 52.8 kips Well seismic - 9.5 kips V kips d = 342 in. Adjust "k" forelt.Ya" d' = bin. Tu (max - 17 kips SHEAR OK .9D+1.4E 53 47 1066 0 78 839 210 663 PROVIDE MIN. REINF. PER Sec 1914.3 81921.6.2.1 E USE 1 # 5 Vertical Each End of wall .9D -1.4E 53 47 1066 Includes Pu K - wall self - Vu K - D _ MuK'FT'- BOUNDARY ZONE CHECK 0.10 Ag re.. 574 574 574 574 Mu/(Vu Iw) ■ 0.785 0.785 0.785 3 tw b (fcr ... 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.152 8 TENSION STEEL DESIGN 0.00 34.20 34.20 26.98 0 1805 1805 2215 0.00 4.95 4.95 6.23 0.212 Ultimate Axial Dsn. Load Per. Foot (KLF) - 14.0 0 69 69 87 17 17 5 0.31 0.31 0.10 78 78 78 �---- SHEAR OK (for rein. Indicated) • SHEET 1/1 OF ,11i Rev. 8/5197 Noh :- Wan (self wt.) dead load a seismic is utomatIcty Included In the output below. Program adds %Ph & VwelMhl2 to this number. .-� MOT k-n. 78 26.98 2215 6.23 Empirical design 87 5 0.10 1.4(D+L +E) 1.4(D+L-E) S4UBC Sec. 82 82 1909.2.1 47 47 - 8 1066 1066 _ 1921.2.7 574 1921.6.5.4.1 0.785 1921.6.5.4.2 315 921.6.5.4.3 921.6.5.4.4 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 e' - efromTu 1914.5.2 0.00 0.31 USE 1 • 5 Vert. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the well allowable axial stress "la "ult.. Alternate code allowed methods may be used such as Slender walls NBC Sec.1914.8). Adjust the program le sofa" uM. matches the alternate mother 2.) Walls must not have openings within the distance V% A separate design Is required for the walls each side each opening for both shear and axial plus bending. PAGE1 6/12/00 CONCSW94.XLS Job :• Project Name : Shearwall Mark : INPUT p laps V have = Mm'• x Live load included Wall Height h" = Wall Length lur = Wall Thickness b Fi tfat c F KS Y k= Wall Weight PCF Wall seismic factor = Horiz. bar size P = Horiz. bar spacing " pv = d' m.= Vertchord bar size U = OUTPUT Includes wall self LOADS Pu K Vu K= O &E _ mu *FT.. BOUNDARY ZONE CHECK SHEAR CHECK Vu /phl KIPS = Vulphl (max.) Vn(max.) @ 8"SORT(Pc) KIPS= VS KIPS = Vn KIPS = ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. (SUITE 205) SEATTLE, WA. 98115 UBC - CONCRETE SHEAR WALL DESIGN Input imftsVgagiCells SERVICE LOADS D 0.0030 1.4D+1.7L 96 0 0 L SHEAR OK .90+1 .4E 53 38 843 Design As INe 0.13 USE 1 • 5 Vert. Ea. End of wall Ref. . E ifiga IMAM w/ seismic = 265 1i4 5.5 <;:' 0:5: 150; 4 - 12. NINO Well deed load ■ 52.8 kips Well seismic ■ 9.5 kips V kips d = 342 in. Adjust "le for ak.Ya" d' =bin Tu ( - 7 kips USE 1 # 5 Vertical Each End of wall .9D -1.4E 53 38 843 • USC Section 1521 0.10 Ag fc - 574 574 574 574 Mu/(Vu tw) = 0.756 0.756 0.756 3 Iw b (fc)A = 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.182 0 64 64 64 64 - SHEAR OK (for reint Indicated) 839 4 210 4 663 4 PROVIDE MIN. REINF. PER Sec 1914.3 & 1921.6.2.1 Rote :- Wall (self wt) dead load & seismic Is -automatidy Included In the output below. Progralrr adds Sit a Swell*** to this number. � MOT k-fl. 64 SHEET 'W OF ' 1/4 : Rev. 8/5/97 • 1.4(D+L +E) 1.4(D+L -E) 94UBC Sec. 82 82 1909.2.1 38 38 - & 843 843 1921.2.7 574 1921.6.5.4.1 0.756 1921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 =e from Tu WALL COMPRESSION CHECK & TENSION STEEL DESIGN Mu/Pu +(d /12 -0w/2) = e' FT. = 0.00 29.98 29.98 24.27 24.27 Design moment = Pu e' = 0 1582 1582 1992 1992 a FT 0.00 4.28 4.28 5.52 5.52 fa (Ultimate Axial Stress) KSI = 0.212 Ultimate Axial Dsn. Load Per. Foot (KLF) = 14.0 Empirical design 1914.5.2 uKIPS= 0 60 60 77 77 Tu .cu .P u KIPS . 0 7 7 0 0 A =Tu /.9 "Fr "2= 0.00 0.13 0.13 0.00 0.00 NOTE : - 1.) This program uses the Empirical design method (UBC Soc.1914.5.2) for the well allowable axial stress Ya•ult.. Alternate code allowed methods may be used such as Slender wells (UBC Seo.1914.8). Adjust the program 9f so "fa" ult. matches the alternate mother 2.) Walls must not have openings within the distance "a ". A separate design Is required for the wells each side each opening for both shear and axial plus bending. 6/12/00 PAGE? CONCSW94.XLS II ! in n = uJ � IIJ Z • O Z H` uj V CO O 13 H W W I- '. 9 - - 0 li Z ' on O Z INPUT OUTPUT Job #: - Project Name : Shearwall Mark : - Pi a V = Mm ' % Uve load Included Wall Height h = Wall Length 1w Wall Thickness boi= Pc KS = F Ke = Y k= Wall Weight PCF Wall seismic factor = Horiz. bar size # = Horiz. bar spacing lit = pv = d' IN.= Vert.chord bar size # = LOADS' ' Includes Pu K wall self - Vu K = D &E _ Mu K." BOUNDARY ZONE CHECK SHEAR CHECK Vu /phi KIPS - Vu /phi (mexJ Vn(max.) 8'SORT(Fc) KIPS - VC KIPS a Vn KIPS fa (Ultimate Axial Stress) KSI - CUSP'S - Tu wCu -Pu SIPS= As =Tu /.9'Fv Design As Nn- :L' J� CtNt�>'m`. \X+G.b:^X NJ I:)K t: �+r J•:t��: lr Input EigONASINICells SERVICE LOADS D PUK Mat w/ seismic = 2>i.;yri. 60 0.5 150 0.179 .`::.: 12 Wall deed tied - 52.8 kips Well seismic - 9.5 kips V kips d = 342 in. Adjust le for alt.Ya' d' =bin Tu ( ■ 9 kips automatidy 0.0030 I.40+1.7L 96 0 0 0 66 839 210 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC - CONCRETE SHEAR WALL DESIGN L SHEAR OK USE I # 5 Vertical Each End of wall .9D+1.4E 53 40 877 E 0.10 Ag fc - 574 574 574 574 Mu/(Vu Iw) - 0.761 0.761 0.761 3 1w b (fc)" - 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.182 66 66 4 SHEAR OK (for reinf. indicated) 663 44 PROVIDE MIN. REINF. PER Sec 1914.3 & 1921.6.2.1 WALL COMPRESSION CHECK & TENSION STEEL DESIGN MWPu +(d/12.1w12) e' FT ' - 0.00 30.61 Design moment - Pu e' - 0 1615 a 0.00 4.38 Ref.: -' . UBC Section 1921 0.212 Ultimate Axial Dsn. Load Per. Foot (KLF) - 14.0 61 61 79 9 9 0 0.16 0.16 0.00 PAGE1 jifoa :- Wall (self wt.) dead load & seismic is Included In the output below. Pro pryn adds Viii Vwalnh/2 to this number. ++ MOT k-n. .90 -1.4E 53 40 877 30.61 1615 4.38 1.4(D+L +E) 1.4(D+L -E) 94UBC Sec. 82 82 1909.2.1 40 40 - & 877 877 1921.2.7 574 921.6.5.4.1 0.761 921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 66 66 24.68 2026 5.63 24.68 2026 5.63 Empirical design 79 0 0.00 0 0 0.00 0.16 USE 1 0 5 Vert. Ea. End of well NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the well albweble axial stress'a`ult.. Alternate code allowed methods may be used such as Slender walls (UBC Sec.1914.8). Adjust the program `k' so (a' ult. matches the alternate methor 2.) Walls !must not have openings within the distance `a`. A separate design is required for the wells each side each opening for both shear and axial plus bending. yc�•.., rF.".... eo.....,.«+„ r. �nYUG7739' 29''- *T "r4!A^ri)7'FCFA?'�'N!�'K4'n . SHEET t iA OF S Rev. 8/5/97 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 e' - efromTu 1914.5.2 6/12/00 CONCSW94.XLS •L;r•rr;»q• 6 P J C) U0 ; u) 0 W 0 to �, = d , W . Z � ZO W uj 2 U O N. O ). W tL ~ i - 0 ed 0 Z Job 1:- Project Name : • Shearwall Mark : • INPUT Input V im . Mm' T addltional= % Live load included w/ seismic Wall Height IF Wall Length Iw T . Wall Thickness bin= F• KS C F Y KS k= Wall Weight °Cf - Wall seismic factor = Horiz. bar size d = Horiz. bar spacing w = pv = Vert.chord bar size # = OUTPUT LOADS""• d . IN = Includes Pu K = wall self - V K " D&E _ Mu K•FT.a BOUNDARY ZONE CHECK SHEAR CHECK Vu /phl KIPS Vu /phi (max.) Vn(max.) 0 8•SORT(Pc) KIPS" V C KIPS i :X.*..a..:...r..,i::•: c s?�•ra w.c.Cix,r.: :vn :ai.+.e :�.,;u :a:ei;�ei.��:i:.•:;Ai �Y.•� •... :fix; > :: :,< 1Cells Ref. : SERVICE LOADS T ? =, 60 0:5 '' 0.179 12 Progra tw = 29 ft. n h= 26.5 ft. D 0.0030 6 5 I.4D+1.7L 96 0 0 0 58 839 210 L WALL COMPRESSION CHECK & TENSION STEEL DESIGN MWPu +(d/12 -Iw/2) = e. FT. - Design moment - Pu e' - a FT." fa (Ultimate Axial Stress) KSI C KIPS" Tu "Cu -Pu KIPS" As - Tu /.9•Fy N7" Design As N. .2 - 0.00 0 0.00 0.212 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC - CONCRETE SHEAR WALL DESIGN Well dead load - 52.8 kips Wag seismic - 9.5 kips V kips d = 342 in. just -te for alt."fa" d' = b in. Tu (max) - 4 kips SHEAR OK USE 1 # 5 Vertical Each End of wall .9D+1.4E 53 35 754 PAGE1 Cu(max) = 74 kips a(max) 5.25 ft. .9D -1.4E 53 35 754 UBC Section 1921 0.10 Ag ft.. 574 574 574 574 Mu /(Vu Iw) ■ 0.741 0.741 0.741 3 Iw b (fc)A ■ 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.5.4.1&2 58 58 58 4 SHEAR OK (for rein. Indicated) 4 Vn KIPS " 663 41 PROVIDE MIN. REINF. PER Sec 1914.3 & 1921.6.2.1 28.29 28.29 23.19 1493 1493 1903 4.02 4.02 5.25 Ultimate Axial Dsn. Load Per. Foot (KLF) - 14.0 56 4 0.07 )112)& 17, Wail (self wt.) dead load & seismic is y included in the output below. adds VI I& a Vwa1MJ2 to this number. MOT 141. 1111111111= fi 2 y 1.4(D+L +E) 1.4(D+L -E) 94UBC Sec. 82 82 1909.2.1 35 35 - & 754 754 1921.2.7 574 1921.6.5.4.1 0.741 1921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 74 0 0.00 P kips 58 23.19 1903 5.25 Empirical design 1914.5.2 74 0 -- 0.00 SHEET 2 ' 1 " OF JJf Rev. 8/5/97 •- fa= " 0.212 ksi 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 e from Tu 0 56 0 4 0.00 0.07 0.07 USE 1 0 5 Veil. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the wall allowable axial stress 'WWI. Alternate code allowed methods may be used such as Slender wails (UBC Sec.1914.8). Adjust the program "k" so "fa" ult. matches the alternate methcx 2.) Walls must have openings within the distance "a ". A separate design Is required for the walls each side each opening for both shear and axial plus bending. 6/12/00 CONCSW94.XLS OUTPUT Job # : Project Name Sheanvall Mark : - INPUT Input = p KIPS - V MPS Moy 'additbnal= % Live load Included Wall Height h Wall Length Mr= Wall Thickness O Pc C FY KSI k= Wall Weight PCF Wall seismic factor = Horiz. bar size 0 = Horiz. bar spacing IN = pv = d• IN.= Vertchord bar size # = SHEAR CHECK Vu /phi KIPS Vu /phi (max.) Vn(max.) fp e•SORT(Pc) KIPS= V KIPS Vn KIPS � "'.v�.i't'ir:s A \"r'Vi� 1' +i1':: N •'y, »'p:•Yi:�,t':�.0.?rYCF :b`•v `.. d�:. wa? c+ v�;';+: r. �Ti: %:uac�z`....;a.;..,..:`z;rrXi"F ;wa�i.'�f%k UBC - CONCRETE SHEAR WALL DESIGN 'Cells Ref.:- UBC Section 1921 SERVICE LOADS O L ft:F YAK MrsOWN IMO NNW w/ seismic = 60 "'. r 0.179 12 Well dead bed = Wad seismic = d= Adjust "le for att."fa" d' = Tu (max.)' 0.0030 LOADS""' 1.4D+1.7L Includes Pu K = 96 wall self - V K= 0 D & E mu K•FT. 0 BOUNDARY ZONE CHECK SHEAR OK .9D+1.4E 53 40 877 41 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 52.8 kips 9.5 kips V kips 342 in. 6 in. 9 kips USE 1 # 5 Vertical Each End of wall 0 66 839 210 663 PROVIDE MIN. REINF. PER Sec 1914.3 x 1921.6.2.1 Cu(max) = 79 kips .9D -1.4E 53 40 877 1 .4(D+L +E) 82 40 877 0.10 Ag fc = 574 574 574 574 Mu/(Vu Iw) = 0.761 0.761 0.761 3 1w b ° ' (fc)"= 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.1x2 66 66 66 4 SHEAR OK (for reinf. Indicated) WALL COMPRESSION CHECK & TENSION STEEL DESIGN Mu/Pu +(d /12 -Iw/2) = e FT. = 0.00 30.61 30.61 24.68 Design moment = Pu e- a FTC (a (Ultimate Axial Stress) Ksl - Cu KIPS - Tu C •Pu KIPS= As =Tu /.9•Fy "2= Design As N.n E Rode : Will (self wt) dead load x seismic Is faM..automatIdy Included In the output below. Prop ra�n adds Vit a VwaIMhR to this number. MOT k-11. am,aamw.,.,u,m,.•nr.x»a,�aan •ros -_ 'r •r e� P kips a (max) m= 5 ft 1.4(D+L -E) 94UBC Sec. 82 1909.2.1 40 - & 877 1921.2.7 574 1921.6.5.4.1 0.761 1921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 66 = 29 ft. h = 26.5 ft. -- fa = 0.212 ksi 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 a' a from Tu 24.68 2026 5.63 Empirical design 1914.5.2 79 0 0.00 SHEET 1- OF, Siff Rev. 8/5197 O 1615 1615 2026 0.00 4.38 4.38 5.63 0.212 Ultimate Axial Dsn. Load Per. Foot (KLF) = 14.0 O 61 61 79 O 9 9 0 0.00 0.16 0.16 0.00 0.16 USE 1 15 Vert. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UBC Sec.1914.5.2) for the well allowable axial stress Ya"ud.. Alternate code allowed methods may be used such as Slender walls (UBC Sec.1914.8). Adjust the program "IC so "fa" ult. matches the alternate methoc 2.) Walls must not have openings within the distance 'a ". A separate design is required for the walls each side each opening for both shear and axial plus bending. PAGE1 6/12/00 CONCSW94.XLS 2 IF- W re J C.) U O c n o fAW = r W O u- Q' cs W ? Z � Z W W' U � ' O -, CI - ' W LL Oi iii Z U CO Z OUTPUT Job 1M :- Project Name Shearwall Mark : - LOADS""' Includes Pu K wall self - V K = DBE _ Mu K ' FT ' = BOUNDARY ZONE CHECK SHEAR CHECK Vu /phi KIPS Vulphi (max.) Vn(max.) 8•SORT(F'c) KIPS Cu KIPS Tu - cu -Pu KIPS= As =Tu /.9•Fv "2 = Design As N"= 0.0030 1.4D+1.7L 96 0 0 P V Mo additional= % Live load Included w/ seismic Wall Height h" Wall Length Me Wall Thickness b Pc Ks F Y KS k = Wall Weight PCF= Wall seismic factor = Horiz. bar size # = Horiz. bar spacing IN = pv = d• 1N.= Vertchord bar size # = ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 UBC - CONCRETE SHEAR WALL DESIGN INPUT Input =' MAMOMICells Ref :- UBC Section 1321 SERVICE LOADS D • 0.5 •„ . fir, K0AL.x.,'c •; . :•fiat' . • Well deed load • 52.8 kips Wall seismic = 9.5 kips V kips d = 342 in. Just "M for all d' =bin. Tu (max - 0 kips SHEAR OK I.4(D+L+E) 82 15 213 .9D+1.4E 53 15 213 USE 0 # 5 Vertical Each End of wall .9D -1.4E 53 15 213 Cu(max) = 51 kips 0.10 Ag ft = 574 574 574 574 Mu/(Vu Iw) = 0.501 0.501 0.501 3 Iw b (fc)^ = 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.152 O 24 24 24 24 4 SHEAR OK (for rein!. indicated) 839 4 Vc KIPS = 210 Vn KIPS = 663 4 PROVIDE MIN. REINF. PER Sec 1914.3 & 1921.6.2.1 WALL COMPRESSION CHECK & TENSION STEEL DESIGN Mu/Pu +(d /12•Iw/2) = e' FT ' = 0.00 18.03 18.03 16.59 Design moment = Pu e' = 0 951 951 1362 e FT ' = 0.00 2.49 2.49 3.64 fa (Ultimate Axial Stress) "I = 0.212 Ultimate Axial Dsn. Load Per. Foot (KLF) - 14.0 O 35 35 51 O 0 0 0 0.00 0.00 0.00 Note :- Wall (salt wt.) dud load & seismic is utomaticty Included In the output below. Progra adds V"h & VwaINd2 to this number. MOT k-R. P kips a(max) 3.64 ft. 1.4(D+L -E) 94UBC Sec. 82 1909.2.1 15 - & 213 _ 1921.2.7 574 1921.6.5.4.1 0.501 1921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 24 16.59 1362 3.64 Empirical design 51 0 0.00 SHEET 1 '' ` OF S 'Rev. 8/5/97 29 ft. h= 26.5 ft. -- fa = 0.212 ksi 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 e' - efromTu 1914.5.2 0.00 0.00 USE 0 It 5 Vert. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UGC Sec.1914.5.2) for the well allowable axial stress 9a "ult.. Alternate code allowed methods may be used such as Slender wells (UBC Seal 914.8). Adjust the program "IC so "fa" ult. matches the alternate methoc 2.) Walls must not have openings within the distance "a". A separate design is required for the walls each side each opening for both shear and axial plus bending. 6/12/00 PAGE1 CONCSW94.XLS pnromiu fix^ rH`h!�7e!�iM1YRA 7R9RR l'?+?�tirl irnm. vc -.._ Job 0: Project Name : Shearwall Mark : - UBC - CONCRETE SHEAR WALL DESIGN INPUT Input =; Cells Ref.:- UBC Section 1921 SERVICE LOADS D P KIPS V KIPS Mca % Live load included WI Wall Height h = Wall Length Iw Wall Thickness b r . Ks C FY KSI = k= Wall Weight Pc Wall seismic factor = Horiz. bar size *= Horiz. bar spacing IN. pv = 0.0030 Vertchord bar size 0 = OUTPUT Includes Pu K wall self - V K = D &E _ Mu' BOUNDARY ZONE CHECK SHEAR CHECK Vu /phi KIPS Vu /phi (max.) • Vn(max.) 8'SQRT(Pc) KIPS - VS KIPS Vn KIPS Wiialril3: ' �R «?/T.iY6�A �,p ,�KS1 yn ' �AAw.w.Z N.'x�AR +H9 RLV� i t (M.1�22t�.- t.>�i`�iE,t�" Fa' Mataltta rommose LOADS""• 1.4D+1.7L 96 0 0 USE 1 # 5 Vertical Each End of wall 0.10 Ag ft. 574 574 574 574 Mu/(Vu Iw) - 0.761 0.761 0.761 3 lw b (rc)A • 315 315 315 315 BOUNDARY ZONE DETAIL REQUIREMENTS NEED NOT BE PROVIDED - Sec 1921.6.6.4.1 &2 O 66 66 66 66 4 SHEAR OK (for rein?. indicated) 839 4 210 663 4 PROVIDE MIN. REINF. PER Sec 1914.3 & 1921.6.2.1 WALL COMPRESSION CHECK & TENSION STEEL DESIGN Mu/Pu +(d /12 -hv/2) • e' m ' = 30.61 30.61 24.68 Design moment • Pu e' • 1615 1615 2026 a "- 4.38 4.38 5.63 fa (Ultimate Axial Stress) KSI - Ultimate Axial Dsn. Load Per. Foot (KLF) • 14.0 Cu laPS Tu -Cu -Pu KIPS - As - Tu /.9'Fv Design As " 0.00 0 0.00 0.212 L Wan dead load • 52.8 kips Wall seismic • 9.5 kips V kips d = 342 in. just le for att. fa" d' =6in. Tu (max - 9 kips SHEAR OK .9D+1.4E 53 40 877 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Cu(max) = 79 kips a( nax) 5.63 ft. .9D -1.4E 53 40 877 O 61 O 9 0.00 0.16 0.16 USE 1 a 5 Vert. Ea. End of wall NOTE : - 1.) This program uses the Empirical design method (UBC Soc.1914.5.2) for the wall allowable axial stress 'a "un.. Alternate codo allowed methods may be used such as Slender walls (UBC Sec.1914.8). Adjust the program "k" so "fa" ult. matches the alternate manioc 2.) Walls must not have openings within the distance "a ". A separate design Is required for the walls each side each opening for both shear and axial plus bending. PAGE1 61 9 0.16 1.4(D +L +E) 82 40 877 Note :- WaII (self wt.) dead load & seismic Is utomalicly Included In the output below. Progra adds V'h & Vwall'h/2 to this number. MOT k -11. 79 0 0.00 P kips h= 2 1.4(D+L -E) 94UBC Sec. 66 24.68 2026 5.63 Empirical design 79 0 0.00 SHEET .LC OF s Rev. 8/5197 = 29 ft. A 26.5 ft. --- fa = 0.212 ksi 82 1909.2.1 40 - & 877 _ 1921.2.7 574 1921.6.5.4.1 0.761 1921.6.5.4.2 315 1921.6.5.4.3 1921.6.5.4.4 1921.6.4.7 1921.6.4.7 1911.10.5 1921.6.4.3 e' -e from Tu 1914.5.2 6/12/00 CONCSW94.XLS irW J Q U W W J F : W -J u- W 2 j " V O N, = W F- V U. O wz OF • NGINEERS NORTHWEST: IN 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 -1 206) 525 -7560 - FAX (206) 522.6698 4 / Joe NAME 4i2 Joe No. SUBJECT ;WA' k dW`' tr. sr . r.. vr. ■ .. �......u... u... t: s �. ....... sew' ..-s p p L-C; O , Er/ ° SOUTH ELEVATION (INSIDE FACE) Ti....... won .ti.. IO(3F (II��CZi.sl (At) : Vg Z. DATE SHEET 2- 4 OFS1Z- BY 0,11■ -.. 4 o z y< /(c f dK d y ,^0(f-/w Gentlemen: • 0. W. Properties 201 Elliott Avenue West, Suite 400 Seattle, Washington 98119 Attention: Mr. Dave Sabey FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. ire:..' :tai cf May 23, 1985 We are pleased to submit herewith our report entitled "Geotech- nical Engineering Study, 23 Acre Site, East Marginal Way South, King County, Washington ". This report presents the results of our field exploration, laboratory tests, and engineering analysis. The purpose and scope of our study was outlined in our proposal dated March 12, 1985 and covered by your PO Number 21101. A previous study was conducted on the site by Rittenhouse -Zeman and Associates in December of 1983. Our study indicates that the ground surface is generally underlain by soft compressible silts, clays, and peat soils underlain by loose sands that generally grade to dense with depth. The northern portion of the site contains an intermediate sand layer underlain by compressible silts and clays. Buildings may be supported on pile foundations bearing in sands. Piles supporting Building A are bearing in the intermediate sand layer. This design is based on pile load tests conducted prior to construction. Post- construction settlement on the order of two inches is anticipated due to the compressible soils beneath the bearing layers in Building A. Buildings B, C, and D may be supported by piles or piers bearing in the medium dense to dense sands underlying the compressible soils. Augercast piers or predrilling may be necessary in Building C to penetrate the intermediate sand layer. The following sections of this report describe our study and contain recommendations regarding foundation design criteria, earthwork considerations, and site drainage. This report has been prepared for specific application to this project in accordance with generally accepted geotechnical engineering practices for the exclusive use of 0. W. Properties and their representatives. No other warranty, expressed) or CITY OF TUMVILA pca-I33 • .! MAY 1 6 2000 •aw E -2579 PERMIT CENTER non . !F7kk M(WNOW401/'d 0. W. Properties May 23, 1985 implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. ti. ur PROJECT DESCRIPTION W m: 00 At the time our study was performed, the site and proposed O building locations were as shown schematically on the Boring and W W. Probe Location Plan, Plate 2. w Based on our discussions with you, we understand that it is 2?:: planned to construct four warehouse type structures with finish ga floors at Elev. 14.1. It is anticipated that Building A will have LL '; design floor loads of three hundred (300) pounds per square foot -- c! (psf). Buildings B and C will have design floor loads of one _ thousand (1000) psf. At the time of our exploration, no floor Z i.-` loads were available for Building D. Z I-,, Ill iii If any of the above design criteria change, we should be 'Da. consulted to review the recommendations contained in this report. ;p --:. In any case, it is recommended that Earth Consultants, Inc. X31.-: provide a general review of the final design. = w' 1v SITE CONDITIONS a 4; Zi Surface v N' The proposed building site is located on East Marginal Way just north of South 124th Street in King County, Washington. At the beginning of our exploration the ground surface was generally covered with brush and tall grass. The groundwater table was near the ground surface with shallow standing water present on most of the property. The western central portion of the site contained trees and brush. Surface soils were extremely wet and soft and required track - mounted exploration equipment. At the time of our first visit to the site, the contractor was beginning to place hogfuel fill. Subsurface The site was explored by drilling eight test borings. In addition, fourteen (14) probes were made with a Dutch Cone. Exploration locations are shown on Plate 2. Please refer to the boring logs, Plates 6 through 13, and the Dutch Cone logs, Plates 14 through 27, for a detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in this report following the Discussion and Recommendations section. The following is a generalized description of the subsurface conditions encountered. 'Pscwe NIGiO'iF.t*:P: Earth Consultants, Inc. E -2579 Page 2 a .we.. , 1 1+!c'4t� hl: M'. fOfC' NR^..A'RnaF+�tla+�ff"Fr`.NmyuR .P•A�YaIS[l T�ny,lwr�zw 0. W. Properties May 23, 1985 The building sites are generally underlain by soft, compressible peats, silts and clays above medium dense to dense sands and gravels. An intermediate sand layer was encountered in the northern portion of the site underlain by soft silts and clays. The southern portion of the property contains peat soils near the existing grade. The upper compressible layer generally contains organic soils and soft silts. Silts encountered generally exhibit low plasticity with Liquid Limits ranging from thirty (30) to forty (40) and Plastic Indexes from six to ten. Clayey silts have moisture contents ranging from 40 to 60 percent. The soft, compressible soils beneath the intermediate sand layer in the northern portion of the property are generally clays and clayey silts. Plasticity ranges from low to high with moisture contents of 40 to 55 percent. The intermediate sand layer encountered in the northern portion of the property is approximately fifteen (15) feet thick and was encountered at depths ranging from six feet in Boring B -2 to twenty (20) feet in Probe P -6 beneath the existing ground surface. These sands are generally medium dense. Sands and gravels beneath the compressible strata are medium dense and grade to dense with increasing depth. Groundwater The groundwater seepage levels observed while drilling are shown on the boring logs. Since the groundwater levels did not have time to stabilize, a slotted pipe standpipe was installed in Boring B -7. A reading taken three days after the completion of the boring is also shown on the boring log. Groundwater was generally encountered near the existing ground surface during our exploration. Groundwater was encountered in Borings B -7 and B -8 at approximately three feet beneath the existing grade after ditches were excavated to lower the water table. The groundwater level is not static, thus one may expect fluctuations in the level depending on the amount of rainfall, surface water runoff, site dewatering and other factors. Generally the water level is higher in the wetter winter months. General Building A: Building A has been constructed based on our verbal recommendations regarding foundation design and earthwork considerations. Allowable timber pile capacities are based on full -scale pile load tests conducted prior to construction. Earth Consultants, Inc. observed driving of test and production piles DISCUSSION AND RECOMMENDATIONS Earth Consultants, Inc. E -2579 Page 3 z iboO 00, co 0 co W co I W 0 . u. ° i3 1 ; z1- LU U 0 O N o wt 0 • z O ' Z 0. W. Properties May 23, 1985 E -2579 Page 4 with.results reported in our letter dated April 18, 1985. Piles are bearing in the intermediate sand layer as previously described in the subsurface description. Piles were driven to a refusal blow count of thity (30) blows per foot or to a minimum of five feet of embedment in the sand layer. The pile load tests were performed on two driven timber piles of different lengths based on subsurface soil information. One pile driven to twenty five (25) feet was located in the vicinity of building grid line F /1.5 and the other pile driven to forty (40) feet at grid line F2/4.5. Each test followed the procedures defined by ASTM D -1143 "piles under static axial compressible load ". The standard loading procedure (Section 5.1) was used to load the test piles, which were set -up similar to Figure 1, the Schematic Set -up - applying loads to pile using hydraulic jack acting against anchored reaction frame. The reaction piles were spaced a minimum of three piles diameters and driven to refusal. The test set -up and the calibrated jack were the responsibility of the client. The tests were performed from March 22 to March 24, 1985 and continuously monitored by Earth Consultants, Inc. personnel. Each pile was loaded to twice the design capacity or 120 kips. The tests results are shown on Plates 4 and 5. We anticipate post - construction settlement on the order of two inches due to the compressible clayey silt layer underlying the sand bearing strata. This settlement should be relatively uniform but will be a function of the actual loading of the building. The rate of settlement should decrease with time over the life of the structure. Building B: Building B may be supported on driven timber piles bearing in the medium dense to dense sands underlying the soft, compressible strata. Piles should be driven to a refusal blow count of thirty (30) blows per foot. Boring B -5 and Probe P -103, located at the north end of the proposed building, encountered an intermediate sand layer at a depth of approximately sixteen (16) feet beneath the existing grade. Due to the heavy design floor loads of the building, the compressible strata underlying the intermediate sandy layer, and the thickness of the sand layer, piles must be driven through this layer to the medium dense to dense layers underlying the soft, compressible soils. We recommend that building slabs be pile supported due to the heavy design floor loads and rapid construction schedule. Anticipated pile lengths are thirty (30) to forty five (45) feet. For the above design criteria, settlement on the order of one -half inch is anticipated. Earth Consultants, Inc. enVELME iA9fi EETP fi /X aramsulnuma; marl antstIcz tascraa..»... ...........•v ... ^ - . •. ... -„,.. F•..,°'•• a^`•• �T••,,•.,•"'.• r. re: arr >rrHxA'Nrnz.�it2�°�Wt,+¢'.R!4N' 'l R4ROd. 4r�isS?Mi'mt�awxn+ms.c, 0. W. Properties May 23, 1985 E -2579 Page 5 Building C: Building C may be supported on driven timber piles or augercast concrete piers bearing on the medium dense to dense sands underlying the soft, compressible strata. Driven timber piles should be driven to a refusal blow count of thirty (30) blows per foot. We estimate that timber piles with lengths of forty (40) to fifty (50) feet will be required. Test piles should be driven to determine pile lengths prior to ordering production piles. Augercast piers should range in length from thirty (30) to fifty (50) feet plus the length of embedment into the bearing layer depending on the selected pier design capacity. We recommend that building slabs be pile supported due to the heavy design floor loads and rapid construction schedule. As previously described, an intermediate sand layer was encountered in our exploration at a depth of ten to twenty (20) feet beneath the existing grade. Due to the heavy floor loads, a pile foundation in this strata would result in building settlement on the order of five to seven inches. Driven timber piles could have trouble penetrating this intermediate sand layer. If timber piles are selected, we recommend that test piles be driven to determine the feasibility of driven production piles. We also recommend that new, Class B wood piles with tips no larger than seven inches be used. A cushion driving head between the hammer and the anvil may prove beneficial in reducing splitting of piles. As an alternative, holes may be pre - drilled or augercast concrete piers may be used. Building D: At the time of our exploration, no floor loads were available for Building D. We understand that the western corner of the building as shown on our Boring and Probe Location Plan has been deleted. Building D may be supported on driven timber piles bearing on medium dense to dense sands underlying the compressible strata. Piles should be driven to a refusal blow count of thirty (30) blows per foot. Probes P -107 and P -108, in the north end of the proposed Building B, encountered an intermediate sand layer at a depth of twelve (12) and six feet, respectively, beneath the existing grade. This layer is approximately five feet thick and is underlain by soft, compressible soils. To provide adequate support, piles should be driven through this layer to the sands underlying this soft, compressible strata. It is estimated that pile lengths of thirty (30) to thirty five (35) feet will be required in Building D. Test piles are recommended to determine the required lengths prior to production driving. Building slabs may be pile supported or placed on -grade if building areas are surcharged. Surcharging may be a possibility with enough fill and time available. Surcharging recommendations can be provided if needed. Earth Consultants, Inc. ■.""""" i --- "ft=s+=== 3rimMt M`3 eg ..v var.,,,,,. m�^...sr : .,.-� .nrarv o vr;f :1 Oon. , ten V tifSIP,:�. , 0. W. Properties May 23, 1985 Pile Type Timber Augercast LATERAL PILE CAPACITIES Earth Consultants, Inc. 1 2 E -2579 Page 6 Axial Capacities Timber Piles: Driven timber piles may be designed for an allowable pile capacity of thirty (30) tons with a minimum seven inch diameter tip. An allowable uplift capacity of ten tons per pile may be used. Augercast Piers: In our analyis, we considered a sixteen (16) inch diameter pier. The augercast piers should pentrate a minimum of five feet into the bearing layer. Augercast piers may be designed for an allowable capacity based on the depth of embedment in the bearing soil. The piers should penetrate dense sands five feet for an allowable capacity of thirty (30) tons and ten feet for an allowable capacity of sixty (60) tons. For eighty (80) ton capacity the penetration into sands should be twenty (20) feet. Lateral Pile Capacities The pile foundations will be subjected to lateral loads. Lateral pile capacity is generally governed by limiting deflections at the top of the pile and will depend on the pile stiffness with respect to the surrounding soil near the upper portion of the pile, the length of the pile, and the degree of fixity at the pile cap. The following lateral pile capacities should be used for each pile type. Design Lateral Capacity (tons) Additional lateral resistance may be developed by passive resistance of compacted backfill adjacent to pile caps and grade beams. The passive resistance of compacted granular backfill may be considered equal to a fluid with a density of three hundred (300) pounds per cubic foot (pcf). Pile Installation Driven Timber Piles: We recommend that a Vulcan 1 driving hammer with a rated energy of fifteen thousand (15000) foot pounds be used for driven pile installation. All pile driving operations should be monitored by a representative of Earth Consultants, Inc. v 0 0 . N p N W; co w � g=3 ±Lo D a Z o, ww c �o 0 F-` w uj F co 2 • 0. W. Properties May 23, 1985 E -2579 Page 7 who can observe the pile driving contractor's operation, log blow counts, and be able to judge any deviations from the anticipated criteria and site conditions. Augercast Piers: As the completed pier below ground cannot be observed, judgement and experience must be used as the basis for determining the acceptability of a pier. Therefore, we recommend that the installation of all piers be observed by a qualified geotechnical engineer who can fully evaluate the contractor's operation, collect and interpret installation data, verify bearing stratum elevations, and who would understand the implications of variations from normal procedures with respect to the design criteria. We suggest the contractor's equipment and procedures be reviewed by Earth Consultants, Inc. prior to the start of construction. Pavement Areas All parking and roadway areas may be supported on a stable subgrade or on a minimum of three feet of hogfuel. The pavement section for lightly loaded traffic and parking areas should consist of three inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) or three inches of asphalt treated base (ATB). This section should be placed above at least twelve (12) inches of sandy gravel compacted to a minimum of 95 percent of maximum dry density in accordance with ASTM D -1557. Heavy loaded pavement sections should consist of a minimum of three feet of fill placed over the soft subgrade. The fill should be overlain by Mirafi 600x geotextile or equivalent fabric with a certifiable modulus of one hundred twenty five (125) pounds per inch at 10 percent elongation and twelve (12) inches of compacted granular base course, six inches of compacted crushed surfacing top course, and three inches of asphalt concrete pavement. We recommend that the geotextile be placed with a two foot overlap and first covered with a minimum thickness of gravel base course to allow truck traffic to proof -roll and "rut" the geotextile into the subgrade. This serves to pre - tension the fabric prior to final construction of the pavement system. The base and top courses should be performed in lifts, each compacted to 95 percent of maximum dry density as defined by ASTM D -1557. This design is based on a H -20 truck load criteria with a thirty two thousand (32,000) pounds tandem axle load. Site Preparation and General Earthwork The building and pavement areas should be cleared of all slabs, trees and existing utilities. Brush and vegetation should be cut close to the ground surface but sod should be left in place to help support equipment during construction. Earth Consultants, Inc. ?L'+TM' ..,.."1.1mwvnn+Ocg ***0Y, k EIN!!.' 1' 4W1 10044"A!??MAT.+iwr...�...,. 0. W. Properties May 23, 1985 Where structural fill is required, it should be placed in horizontal lifts and compacted. The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density in accordance with ASTM Test Designation D- 1557 -70 (Modified Proctor). On -site soils are not suitable for use as structural fill. Ideally, structural fill to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve. During dry weather, any compactible non- organic soil can be used as structural fill. Utilities Utilities on the site are currently being installed. Earth Consultants, Inc. is observing the installation and providing recommendations regarding such. Peat and organic silts should be overexcavated in areas where settlement cannot be tolerated. The excavation should be backfilled with granular soil or hogfuel. FIELD EXPLORATION AND LABORATORY TESTING Our field exploration was performed in April and May of 1985. Subsurface conditions at the site were explored by drilling eight borings to a maximum depth of sixty (60) feet below the existing grade. The borings were drilled by Pacific Testing Lab and Drilling Unlimited using track and truck - mounted drill rigs. Continuous flight, hollow stem augers were used to advance and support the boreholes during sampling. In addition, fourteen (14) probes were made with a Dutch Cone. The Dutch Cone is equipped with a friction sleeve which allows the shaft resistance to be measured in addition to the point resistance at the tip of the probe. Approximate soil classifications can be inferred by comparing the point resistance to the friction on the sleeve. A direct correlation is obtained between the point resistance and the bearing capacity of the soil. Soil samples are not obtained from the Dutch Cone probes. The locations of the borings and probes were approximately determined by tape measurement from existing site features or by the contractor. Elevations of borings were approximately determined by interpolation between plan contours or by the contractor's survey. The locations and elevations of the borings and probes should be considered accurate only to the degree implied by the method used.. These locations are shown on the Boring and Probe Location Plan, Plate 2. Earth Consultants, Inc. E -2579 Page 8 rx U O cO. rnw w o g ai Iw H O' w w'. 2 O N r : Oh- w W; - O 'CU • UN. O ' Z 0. W. Properties May 23, 1985 The field exploration was continuously monitored by a geotechnical engineer from our firm who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, recorded probe readings, and observed pertinent site features. A slotted standpipe was installed in Boring B -7 to monitor groundwater levels. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate 5, Legend. Logs of the borings are presented on Plates 6 through 13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundary between soil types. In actuality, the transition may be gradual. Logs of the Dutch Cone probes are presented. on Plates 14 through 27. The "friction ratio" shown on the plates is the unit resistance of the friction sleeve expressed as a percentage of the unit point resistance. The soil stratigraphy interpreted from the probes indicates fine scale stratification not always obtained from borings. In each boring, Standard Penetration Tests (SPT) were per- formed at selected intervals in accordance with ASTM Test Designa- tion D -1586. In addition, a Shelby tube sampler was used to obtain less disturbed soil samples at selected depths. The split spoon samples were driven with a one hundred forty (140) pound hammer falling thirty (30) inches. Shear strengths of undisturbed soils were measured where prac- tical in the field with a penetrometer or a torvane. These results are recorded on the boring logs at the appropriate sample depth. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and test- ing. Visual classifications were supplemented by index tests such as Atterberg Limits on representative samples. Moisture determina- tions were performed on all samples. Results of moisture determin- ations, together with classifications, are shown on the boring logs included in this report. A consolidation test was conducted on one relatively undis- turbed representative sample taken with the Shelby tube sampler to evaluate the consolidation characteristics of the site soils. In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement. The results of this test is shown on Plate 28, Consolidation Test Data. Earth Consultants, Inc. E -2579 Page 9 0. W. Properties E -2579 May 23, 1985 Page 10 LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing, and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with current standards of practice. No warranty is expressed or implied. Soil and groundwater conditions between borings and probes may vary from those encountered by the borings and probes. The nature and extent of variations between exploration locations may not become evident until construction. If variations then appear, Earth Consultants, Inc. should be allowed to reevaluate the recom- mendations of this report prior to proceeding with the construction. Additional Services It is recommended that Earth Consultants, Inc. provide a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the con- struction specifications. It is also recommended that Earth Consultants, Inc. be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifica- tions or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. The following plates are attached Plate 1 Plate 2 Plates 3 and 4 Plate 5 Plates 6 through 13 Plates 14 through 27 P1 a t e ,•,M .•� gR.F /4,`� • y M � i 0 • • • 1.'$ is66p r • • '•- l ro OE .• • JWJ/JRF/tm •; and complete this report: Vicinity Map Boring and Probe Location Plan Pile Load Test Results Legend Boring Logs Dutch Cone Probe Logs Consolidation Test Data Respectfully submitted, EARTH CONSULTANTS, INC. /e ames R. Finley, Jr., P. E. Chief Engineer Earth Consultants, Inc. l "i -r Earth • Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY . rAt* 'iO, 110 '.7Mh'7+4 =rtt4 mbp.mmr ..F)Pe7twTroltinvi rtvleat.oir Vicinity Map East Marginal Way Corporate Park King County, Washington Proj. No. 2579 iDate Mar. 1 85 Ipiate I , r m.-ri . Y! ^vr:Jxf +6riY!wr }f;? ..i9vaa?'7�1f!.�R'4!a*lu+4N /u+XPr?!.4''raar. i ^ ACCESS ROAD • t: S. 124th STREET Pt QS•564 ',' EBr A ?: B-I P P" D Bldg. .A P -K • P -Al • P •P B -5 1l P - 104 P A P-I06 A mama AM./0 Bldg. B t Property Line I Approximate Scale 75 150 300 ft. LEGEND SB Approximate Boring Location ® Approximate Boring Location by Others Proposed Building • P Approximate Dutch Cone Probe Location Reference : Grading, Paving a Storm Drainage Plan By David Evans and Associates, Inc. Dated March 1985 Earth �� l 4)) Consultants Inc. \1.• 4 GEOTECHNICAL ENGINEERING & GEOLOGY Boring Location Plan East Marginal Way Corporate Park King County, Washington Proj. No. 2579 I Date Mar. '85 I Plate 2 /. - ...a..h. t �wt�eev «+�"r1.df,.;i,tp ... %..+ r.,H,LsL»1:�a5i'`•fri C�isi••�.s.N�,.+,7i:+i�]s.UFnt' ilS:�:•Ay/alr,�fn: +;�i ++Gi;a�� ete..e..e v ... • • >5 • • • • ) 0 • 5 •• • ?o ?5 30 35 n 30 An 90 120 o. 0. 0. W o.l z 0 H 0. D 0. 0. 0 LOADS ( KIPS) PILE LOAD TEST NO. I LOCATION : BLDG. A, F2/4.5 LENGTH : 40 FEET 'Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Pile Load Test No. I East Marginal Way Corporate Park King County, Washington Proj, No. 2579 l Date May '85 !Plate 3 W } • O J' ` u- a; . 'co 3: I- o: Z LU D o O i0 W W` O 4 V N •O Z U ' . . : . . 0 . . 15 • 0 0 5 n • 1111 ?5 '. 30 . • i li ii 4 n 121 fn • • ..... O. - " • 0. - 7– 0.1 • 0 0. No/ LOADS ( KIPS ) PILE LOAD TEST NO. 2 LOCATION : BLDG. A, F/ 1.5 LENGTH 25 FEET • - -- • #11)01 Consultants Inc. GEOTECHNICAL. ENGINEERING & GEOLOGY Pile Load Test No. 2 East Marginal Way Corporate Park King County, Washington Proj. No. 2579 'Date May '85 'Plate 4 MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size Gravel And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no fines) ': ,°a o °° °O` • . : PO... ••. ; ° •• -- °° ° GW g W Well- Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines AP : :• : :• : : 6 • • • • • • Gp gp Poorly - Graded Gravels, Gravel- Sand Mixtures, Little Or No Fines Gravels With Fines( appreciable amount of fines I GM gm Silty Gravels, Gravel - Sand - Silt Mixtures GC gc Clayey Gravels, Gravel Sand Clay Mixtures And Sandy Soils More Than 50% Coarse No. 4 Sieve Clean Sand ( little or no fines) ° ° 0 0 °), ° ° ° e _ 0°0 SW SW Well- Graded Sands, Gravelly Sands, Little Or No Fines - ; r- �;' , � -- , ,, ' 'i •: . SP Sp Poorly- Graded Sands, Gravelly Sands, Little Or No Fines Sands With Sands Fines (appreciable amount of fines) SM Sm Silty Sands, Sand - Silt Mixtures SC S Clayey Sands, Sand - Clay Mixtures Clayey Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Liquid Limit Clays Less Than 50 I L ml Inorganic Silts & Very Fine Sands, Rock Flour,Silty- Clayey Fine Sands: Clayey Silts w/ Slight Plasticity / CL CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean � I I I , I ! I I I 1 1 1 1 1 01 OL Organic Silts And Organic Silty Clays Of Low Plasticity Silts And Greater Than 50 Liquid Limit Clays I I ( MH mh Inorganic Silts, Micaceous Or Diatomaceous Fine Sand Or Silty Soils C H Ch Inorganic Clays Of High Plasticity, Fat Clays ! / /// / / / /WI OH oh Organic Clays Of Medium To High Plasticity. Organic Silts Highly Organic Soils �: - -. , — • - 4. :! PT pt Peat. Humus, Swamp Soils With High Organic Contents Topsoil Fill The Discussion In The Text Of This Report Is Necessary For A Proper Understanding Of The Nature Of The Material Presented In The Attached Logs Notes : Dual symbols are used to indicate borderline soil classification. Upper case letter symbols designate sample classifications based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2 "0.D. SPLIT SPOON SAMPLER TT 2.4" I.D. RING SAMPLER OR 11 SHELBY TUBE SAMPLER P SAMPLER PUSHED * SAMPLE NOT RECOVERED 2 WATER LEVEL (DATE) i WATER OBSERVATION WELL r+•.wr.�tr+tr Earth 4) ) Consultants Inc. GEOTECHNICAL ENGINEERING a GEOLOGY Humus And Duff Layer Highly Variable Constituents C TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT, percent PI PLASTIC INDEX Proj. No. 2579 LEGEND �tl��.�•,• .,«+! s„ n,. mw: m.fla,niRec+•rtrs +r,F??;rS�Xlrri Date Apr. '85 Plate 5 Z Z ilY W U U, W W 2 L ?, fn s I- — W I— 0 W D p; 0 U CI I— W W' H r = • 11/ Z . 0 =. 0 z . BORING..NO 7 .. Logged By S S. B B. • . ~ �; `-:: ; : _ ! • . ELEV. 8± Date 3 -18 -85 Graph CS sm Soil Description ' " gray silty SAND, very fine with scat- . tered organic fragments, loose Depth Q - 3/18/85 _ 5 10 15 .. '` 20 _ 25 _ 30 _ 35 - — 40 40 _ 45 Sample = = :I:• = = = = = T (N) Blows 3 11 1/18" 27 23 27 5 1/18" 0/18" 0/18" 52 50/5" (V%V) 62 28 45 28 30 32 31 55 39 28 19 22 LL =27 , PI =7 LL =38, PI =8 ... • 4E �;� 11 "l# 3:.r F ' L . 11: .;,. • • sp black SAND, very fine to fine trace silt, medium dense ' ---:- i I. j 1II1I,I ml- of gray clayey SILT with sandy lenses;' very soft ._ :.._.._ :, , :;.; :•: :••: :.:••:::: �::�'• sp black SAND, very fine to fine with'' "° trace silt, medium dense -- with minor silt lense, shell fragments ml gray clayey SILT with fine sand, very_ soft • - • -:;: t ; sm gray silty SAND, fine, saturated, very loose L. 50 _ { `r` #•. i # {k #}} ..c " sm- ml tan /rust mottled fine sandy SILT td silty SAND with gravel, moist, very -- dense - 7..... — 55 _ 60 I III ml hard clayey SILT, below plastic limit.,. Boring terminated at 60.5' below the existing grade. Boring backfilled with drill cuttings. e Earth Consultants Inc. ` . iY• �rr 1 ` , r BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON GEOTECHNICAL ENGINEERING & GEOLOGY Prof. No. 2579 1 Date Apr. ' 85 (Plate 6 Graph CS Soil Description gray clayey - SILT above plastic limit, • _._.. mediiimbrown sandy SILT with abundant ru!: organic fragments, wet, very loose sp- bla to very fine with silt sm-- lenses_andJisolated. wood fragments, wet, i . ml- gray•- fine sandy SILT with isolated shell . _. and..woo ragments, very loose olive..silty'SAND, fine with trace gravels_very,loose beComing gray with gravels and shell fragments, medium dense griy sandy GRAVEL, fine with trace silt, very .dense talCiravelly SAND, fine, very dense • . Consultants. Inc. GEOTECHNICAL. & GEOLOGY Depth (ft.) 10 .. - 15 20 . 25 — 30 — 35 40 Sample 35 I I I I I I ELEV 8± (N) Blows Ft. 1/18" 10 0/18" 0/18" 0/18" 16 50/5.5" 50/3" 50/3" Boring terminated at 44.25' below existing grade. Boring backfilled with drill cuttings. w ( %) 60 33 35 55 54 19 12 15 c= .075 BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No.2579 I !Plate 7 f j -- I _.::.. Logged By S.B. - -° Date 3 -18 -85 Graph • US CS OL ml sm sp- sm sm BORING NO. Soil Description brown /gray organic SILT, above plastic limit, very soft gray clayey SILT, very soft gray silty SAND, fine with gravels and shell fragments, medium dense gray gravelly SAND, fine to medium with silt, dense becoming dense • cobbles and boulders at 25 to 27' Earth I. Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Depth (ft.) 10 15 _ 20 25 Sample ELEV.. 8 I I (N) Blows Ft. 0/18" 0/18 18 29 50/6" 50/3" w ( %) 53 49 36 9 5 0 Boring terminated at 28.25' below existing grade. Boring backfilled with cuttings. BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No. 2579 1 Date Apr. '85 Iate . 8 LL =39 PI =6 c ..075 ie.+..w• rewxrWSIMVP14$11+ +fYAV Graph. CS • Ut sm • ® •• �• 1 b: b: . gP • i... • Logged By JWJ . `Date 3 -19 -85 P • • °sm' Soil Description BORING NO. brawn clayey SILT with sand, wet, very .soft with peat layers, amorphous brown with silt, fine grained,' wet, very loose grayish silty SAND with shell fragments and slight organics, wet, medium dense becoming gravelly grayish silty sandy GRAVEL, wet, dense SILT lenses and layers becoming gravelly greenis mott e• san•y GRAVEL, wet, very. dense . • - ' :•'Boring terminated at 49.5' -with drill cuttings. • Earth • 4)(0) :_;.. :_Consultants Inc. • ""' -GEOTECHNICAL ENGINEERING & GEOLOGY Depth (ft.) Y 3/19/85 `. 5 _10 - 15 _20 _25 _ 30 _35 — 40 _ 45 Sample ELEV. 8 ±, S (N) Blows Ft. 1/18" 3/18" 17 15 34 20 2 50/5" 50/5" below existing grade. Boring backfilled w ( %) 61 48 34 32 25 19 44 BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON =.1 tsf Proj. No. 257 1Date '85 I Plate 9 � 2 00 our, W o }. IL Q'. F.. Ha w � p 0 et O I-• • WW h--• 9 lil z. 0- z n - BORING NO. 5 .•:'1; . _ ' r Logged By . JWJ _ .. . . ELEV. 16 ± - :Date'• -19 -85 .. __._ G raph •. :CS- ..... Soil Description (ft.) Sample lNl Blows Ft F ( % ) ;;. "° hog fuel (FILL) j - - 3/19/85 — 10 , — 15 - = 25 - _ 30 - ' 35 - 1_ 40 - - 45 .— 50 _ 55 = _!_ I 7 1 4 0/18 0/18" 0/18" 9 30 25 60 50/4.5" 28 55 30 50 57 40 21 13 36 16 14 LL = 41 PI = 10 c = 2 tsf c = •2 LL = 50 PI = 18 c = .25 wee. o4 404,41114 • ..:.ml. grayish sandy SILT FILL) with organics. wet, loose -- • - - - -° ML _ • brown clayey SILT with slight organics, wet, soft ?: ;' ;' sp "'" black /red - speckled SAND with trace of "silt, wet, very loose to loose +••:1 . =ml gray, clayey SILT with sand lenses and shells, wet, soft, moderate to high plasticity _ •� gray clayey SILT, wet, soft, high plasticity = = T = PH _...__.. sm grayish silty SAND with gravel, wet, loose • . "'�'• s . m sp . gray SAND with silt and trace of gravel,. wet, medium dense • becoming very dense i — ;....Boring terminated at 59' below existing grade. Boring backfilled with - • drill cuttings. • �.....m • • - "�;_ "': ' . - Earth t 1 I BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON •- -- Inc. ___ :Consultants •: GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No.2579 I Date Apr• ' 85 I Plate 10 un1.1WVA wrRMu•rt+warnzmrnvrw.we.+nww - ^Logged By JWJ Date 3 -19 -85 Graph US CS P •m gP gp sm BORING NO. Soil Description PEAT, amorphous with organics, wet, very)/ 20/85 soft brown clayey SILT with organics, wet, very soft, low to moderate plasticity color to gray and soft grayish sandy GRAVEL with clayey SILT lenses and layers, wet, loose gray clayey SILT with sand and a trace of gravel wet, medium stiff gray sandy GRAVEL, wet, medium dense gray gravelly silty SAND (TILL), moist, very dense Earth Ot, Consultants Inc. "•'GEOTECHNICAL ENGINEERING & GEOLOGY Depth (ft.) - 5 - 10 - 15 - 20 - 25 30 35 Sample ELEV. 15 ± I I I I I I I T (N) Blows Ft. w ( % ) 285 0/18" 143 0/18" 52 6 17 7 22 27 10 89 12 50/5.5" 16 . Boring terminated at 39' below existing grade. Boring backfilled with drill cuttings. c < .1• BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON ' Proj. No. 2579 1 DateA' 85 ' 11 • • • •• art. rx ,.. w;aww •• ....... i . .. _ ...._.._..BORING NO. -_..7. . . .. Logged B JWJ . . ELEV. 9± Date 5 -3 -85 Graph US Soil Description Dft ►h Sample (N) Blows Ft. (W) hog fuel (FILL) r -- 4 /6/8 -- 5 = _.10 Z I 1 1 8 11 6 1/18" /push 24" 17 48 54/6" 58 40 30 35 35 44 47 20 9 9 c __ .07 c =•l LL =33 P2 =10 73 pcf --1 ml brownish clayey SILT with organics, wet, very soft, low to moderate plasticity grayish with sand and sand layers ' sp black red - speckled SAND with trace of silt with silt lenses, wet, loose becoming medium dense - -- 15 —20.. ml gray SILT with sand layers and lenses, wet, soft - --25 = - 30 --35 CL gray silty CLAY, wet, very soft _L. T sm 'gray silty SAND with shell fragments, wet, medium dense _ 1-40 _ 45 = S T gP gray sandy GRAVEL with silt, wet, dense becoming very dense • Boring terminated at 48' below existing grade. Groundwater obs. well installed to 19'. Boring backfilled with drill cuttings. Earth • ( 1 ;� BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY r Proj. No. 2579 I Date May ' 85 (Plate 12 rf U Q% co w ' 1- g Ji F W Z F O f c � ' i a O 1-, I V W z U N 0- Z . Graph I Logged By JWJ Date 5 -6 -85 US CS pt of ml sp sm sm ml sm BORING N0. g Soil Description hog fuel (FILL) Depth (ft.) brown PEAT, woody, wet, very soft :5/6/85 5 brownish organic SILT with peat and organics, wet, very soft 10 brownish clayey SILT, wet, very soft to : soft black red - speckled SAND with silt, wet . 15 loose - brownish silty gravelly SAND, with shells and organics, wet, very loose color to gray, becoming medium dense = 30 with PEAT lenses and organics, loose medium dense — 20 - 25 35 gray sandy SILT with sand lenses, wet, dense gray silty SAND with gravel (TILL), moist, very dense Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY - 40 Sample ELEV. 12± I I I I T (N) Blows Ft. 24" push 4 8 2 14 5 19 46 72 w ( %) 350 79 53 25 17 25 27 23 13 c = .15sf Boring terminated at 44' beneath existing grade. Boring backfilled with drill cuttings. BORING LOG EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No. 2579 I Date May '85 Iate 13 a c6 W i V c.)O co o W w -I u. W O g -j N o F W Z p Z 0 ;; LIJ t) N i O —; 0 I— W L of ,; Z UN Z Cone Penetration Resistance -Ton / Sq. 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IN WHINNINENNillliiiiims ourio7M■1 nismim ■I■s111111111mr■ IIWM■■11111111111111ru■ ■111111111 ■111■ limm■■11111■Io■■■IUtitlll■m• 1111W0111111111111,111111111111111111111111111111111•1111 Ii►1111•11111111■•11r ■1111111111111 ■1•1■ NIPANI■■IIIIIrr■ ■■111111111 ■r■ !!►111■ ■11111■1r ■11 ■1111111111 ■r■ 1•!3■ 11111 11111111111■■ ■111111111■ r ■ rIUNNII111rr■■ ■111111111 ■r■ sminto\UIIIiamiu ■IIIIIliI ■r■ rtiminlII rr■■■IIIIIIII - -m rwa\1111111rr ■111IIIIIIII ■r■ IrWallI 111►► ■■ ■111111111 ■r■ rr ■OIIII■r■1 ■■1111111111 ■r■ mor•r/ouIIrr•uu111111u■ ��■ ■11111!` \1111 ■111111111 ■�■ rr ■■ 111111MWAI IIIII IIIII■ 11111■ rr■ ■11111ammr' ur1/1111111 ■■■■ r•■ ■1/111r/N■U111111111 ■r■ rr■m11111omiro► xii11111111 ■m■ r•R11111111W_■ ■r■ rr■■ II1111111=1 ■ ■Rr !!11(IIII ■11•■ rr111■111111rrR ■i1111 .0I ■r■ ►►■•11111 ■r •i■1111:'il ■M■■ rr ■ ■11111�r ■ ■�111�r�'lll ■�■ rr ■1111111►►■■Ulll':! :11■ r ■ Dutch Cone Log P- A Friction Depth Ratio Meters Feet 100 200 300 400 • IS 12 ■•]ME•M ■G••••• 11•'111111 ■M■ a ■■■ u Ilan Gel■■■■ „■1111■• 1111■■■■■ ■►:. \1111■■ ■11171111■ EVa ■•M Niel■■ ■ •M MUM LIME ■ ■ ■■ EMU= rIM■■■E■ ■ ■ ■■■■ _3ENI MEIN ■1]■■■■■ 11M■■■■■ 1111.1.x1111■ .:iN■M■■■ n■m■11■■ 1I■M■INEM I7■■■■■■ LINEMEN= ■■i \. ■■ ■■M10•_a■ 1111■■■■■ ■■■ ■1111■ n11■■■ ■■ cum. 11■ •_7 ■ ■■ =o■■■■■ 11a1■ •1111■ ■■M■■■■ ■n■M••• sumint ■•\► \•■ ■c:amii■ ■II■■■■■ ■1 1■■■■■ ■II ■ ■•■■ ■11 ■ ■ ■ ■■ ■11■■ININ■ WINNER ■■07■■■ ■1�■■11■ ■ ■a■■■■ ■■I ■■■■ ■■7■■■■ ■ ■2 ■ ■ ■ \0\■ ■ •■■■LA 11 ■/ ■■11■ U111■■W■■ U■11■11■ IN _7■■■ rats■■■■■ 1]11■•■ ■■ t] •■MEIN■ Ll ■ ■ ■■■■ 11]11 ■1111■ Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY • Soil Interpretation Elev. 7.67± sm ml sp ml sp SILT, medium dense grading to loose, with sand layers, loose SAND with silt lenses, loose to medium dense (dense layer from 23 -26') SILT with clayey silt lenses, very soft SAND, medium dense grading to dense (silt layer from 46 -47') Probe terminated at 50' below grade. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY,'WASHINGTON Proj. No. 2579 -1 Date may' 85 (Plate 14. �II•'e.,�,..n;.�.n. x. ,,+..... .a.s�- n.+n,�c , (narr.'h?iS f•:g ^..c• ., ,Mel, i .'�g'tim;ra�F!, -•I: e.e+ern Z ~W Q Q � JU 0 0 N 0 . • W J = • U w 2 U-< = I .. w . Z �. Z 0 ` D p 0 - C1 I— w w 2 IL F o W Z H =' O H z ml clayey SILT, with possible organic layer, soft thin sand layer at 3' sp SAND, loose to medium dense (with clayey silt layers at 15' and 18') sp SAND with silt lenses, medium dense to dense ml SILT with clayey silt lenses, very loose gP GRAVEL 3e. Refusal in gravels. 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NIA ■ I11111111IM ■ ■■111111111. ■IIIII11111 ■M■ 11111111111101 A ■IIIII ■111111111IIR•■ *'7■IIIIIIIIMMIN■ ■111111111 •111111■ 44•1•11 .u11111111an■ r► ■IIIII ■ ■111111111.x■ AgMIIIII w ■/1111 ■■111111111..■ ■ ■11111111I.1111■ ■■111 /11111.1•■ ■111u== ��■.IIIIIIIIII■ rose terminate. at • • 200 !00 400 ■■■■ ■ ■■ ■■■n■■■ n ■1]■■■ nPER..■ C—•■■■ lo.■.z.] ■■■ ■$!1 Ii.■.11■ [ M ■11■■■ UMMIEE 11 'ANNABA n■■■■■■ 1111 ■11■ ■■ 1.i■■■■■■ 171111■ ■■ r>•■■U■■ x]111111.1111 1111111■1111 L1■■■■■■ u■■■■■ .1111111111■ 11'11■■■■ U11■■■■■ ■71111 ■11■ ME■■■■■ IC.■■■■■■ x]111111■■■ U111111 ■11■ .,1111.■■ f.. ■ ■ ■■■ :1111111.1111 U. ■■■■■ I1■ ■11■■■ I I■■..■■ 11111111.11■ 1 ■U■■■■■ c ■■■■■■ ■ ►AI■■■■ sM■■■■■ c,■1111.•■ u■■■■■■ a■■■■■■ ■1■■■■■ •►1••••• ••••••• C •U••••• C4 ■■■■•■ ■■7 •11•■■ ■1] ■ ■ ■ ■■ ■:1•••■• ■D'A •••• r4■■■■■ 111111■.■■ ■f= ■11■ •■ ■VILEI ■■ ■•10;7 ■ •11 ■.i=■ ■ ■■ ■111111 ■11■ 11111111.11■ ■ ■7■■•■ ■.J11.11■ MA SENNA 11.;!11.■■ ■•111.11■ ■.: >t■.■■ 11r■11.1111 11■:■ ■ ■ ■■ ■ EIMIE■ ■■■■tae. ■ ■■■.SIN 11�i ■.1111 Earth • tt) Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Dutch Cone Log P -A7 Friction Depth Ratio Meters Feet 4 e 12 .■ 15 eneath existing gr Proj. No.2579 -11 Date May, ' 85 1Pate 15 q• Soil Interpretation DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHINGTON niroµ�:c. •.•a w ix7r'nv Elev. 7± a ^+e+�re+.;r+ rxn. ,nmoe sm ml silty SAND to sandy SILT, very loose (FILL) ml clayey SILT with possible organic layers, soft sp SAND with silt lenses, loose to medium dense ml clayey SILT with sand lenses, soft sp SAND, medium dense to dense, with sandy silt lenses ml SILT and clayey SILT, very soft to soft gp GRAVEL Cone Penetration Resistance -Tan / Sq. Ft.- 2 5 10 20 so 100 UINEU111111111 TAB UI U 1 ■I/ 111n U11 ME ■ NIEMEN 111% ►MEUIU■11/IIIIIIIUNNI■ UMIUI■ ■ EMI EANIU1■ ■111 111111 ■ME■ 1111011•11111111111/ 41111M1111111111111111111111111111 UUIU111■11UI M�U1 ■1111111 1U_■ 11•111UIL iAII1■111•U / ■111111U1■ •11,5. DUI •>>11111•1•1•111•1•■111111111•■■■ t.!•■11111•1•11•111•MIIIIIIIII111INI• •11/41111111•1M111•11111111•11111101111•10111111 UI•U1i.:!9111 U11111_■11■I■IlllulU ••■ miiU1W 411111UinU ■111111111111 ■ UM•111•10•IUM•111U1111Un111•111111■ UUIU111bi11111 •••••••■II•1111•M• �� ■!� \11111��• ■■111111111 ■�■ ► col■ ■11111 _ ■■ ■111111111•_■ �� °i.�.1111��•■■111111111 ■�■ U•immour u .A•■IIUIIIIIUm■ U111111UI■• IIIII IMINI__="aIIUlllUU•■ MIIEUIU1115t awi1ENU1111U UINU111 ■ 11111 INNEtti► ±A 11111 n IIIU U/ ■ UNNU1U ■I1111UMIAMIU■■UIIlfliUME■ MINU111■IUIIUENI%O/111UIIIIIUEN■ UIUI ■■IEMNIN EWA■1111IIIn■ IMMU1U■IIIIIUNNEMU l II 1111111UNE■ UUIUIU■IUIlUIMUI$ U11UIn11■11•1■ INI•1•1U•IIIII ■cali•■■111111111Ulml• �I �.:.s•IIIU��U■■II1111111U�■ ■1■•111••••■••••••11U1M• UoiU1U ■IIIittress— ..'m■■11111111111 ■ •11•1•U•11111••1 •1■4111111111U1•11• MilUIU■ 11111 11WaisU■ ■lUlll111 ■m■ 111•11•111'i��' =•sl =U111■I/U11111■ ■ UUIUI ■ ■1/111••Imiii-. ►711II111U_■ tiu■■uiiuI ■■1C011111■1••■ U111111UIU /1IIII11=111111U■ ■1/451111l ■11M U�UIU■IIIIIU��U■■II?`11111U�■ U MINIMS 111UIMIU1U1■IEIWI1 ■ �■ MIMII ■ UUMUIU■11Iiv►'IIUNI■ ■■IIIIIUU■MU1■IL I1111UNE■ rUIU■I/IIIUENIM6-_/111111111 ■I•■ UUIU1 ■1IIIIIUMU1U111An31111U ■ U11U1 ■111111U11•=U1111111? lU IUD■ UINNU111 ■11111UINEEMU■ ■IlIcomm■ NIMi• ■ ■IIIIIMINMMW::I1111111111a UINUt ■■IIIIImmiN•■ oullllliN u •11•l••1111•MIIMU1■N!IIIIII ■••■ UUIUI ■■IIII=•••• ■11 '!IIIIIIUUI■ UUIU111■IIIIIU umim• IIIIIUm■ UUIUI ■L_.__:■■••IU111I1111111UU1■ UUIUIU■IIIIIUmormi•:LIro111IIUso■ ■•111U1U■I11111111111∎' il11111111 ■•11■ U•IUI1MT::;iimINE■111I11111IIU =■ �I /i: ■IIIII ■ NNE moravol nimmon ■Illlllllmm■ UUIm\■IIIIIUmum■■IuuIIIIIUw■ •UIU1651IIIII•UIUI ■■11111111111U11111■ UU►. dU■IIIIIU=11•1U ■■II1111111U_■ 1111111W111UUuuIl1U•111•11U11111111111U1011■ U•A7UIIIIIIUM•11U11111111111U•11■ U•110:M■IIIIIUMMIU ■■1I1111111U=1■ UUlWIUIIIIIU�U1UU1111I1111IU�■ U�Ag►'d111IUIIUoUIU/■UIIIIIIIU_■ .Nm►UUAuUII••••NU••IUIIIIIIUw■ UU1Ri]1IIIIIUmUIU■111UlllIu■ UUlU ■IIIllU11111111U11111111111 ■IMI Uo /.o\ ■IIIIIomm■1111111111imm■ UUI•e111I/111U�� ■t1111IIuIIi.U1■ IUU1�•�■II111UUt�U■■IUIIWIU�■ UUIW 1UIIIIIUEUIU•1I11111111■MO U=U?_ 11I1111U11111UIU11111111111UM■ UUIW 'IUuIIIUUIUIUI1111111ulUU1■ U..Ui.:4 ■IIIIUU/1111111•■ ■IIIIIIIIIUIN■ UUIUIUI.emio NNINNU■111IIIIIIIIIUNE■ UUI•U■IIIIIU��I>tl�G]Illlll■�■ Earth Consultants Inc. ..,,..,,.. em strO trRri,1411ti44 ?rwrrv..ono.r.mxww,n+wr1.. ..24.A• .= ..�.rr Dutch Cone Log P D4 200 300 400 4 e 12 Friction Depth Ratio Meters iFeel nU ■■11■ ■r]■■■■■ LU•■■■ Cam■ ■■ ■■ InisiaMEIN 1111 ■•1711 1111■■•► •■•: ■a11■■ ■■ •17 ■• ■•■ •L■ ■11 ■••■!=7 ■fin ■ ■■ i ■■■■ ■11 :1.11•••■ WIMMINEM wa1111 ■■11 811111111■■ tl•••■■■ gammon= ri•11 •••• L11111••11■ ■.a■■■■ ■•116.1•1111 ■•■ IRta11 ■aiN■■ ■11 G. \■•••11 1\.7 ■ ■ ■U ■1111■■■■ ra■■■■■ MINIM 11■11■11 ■U 1'U■■■■■ p•11■•■■ L1.11•••■ x111■ ■1111 ■1]1111 ■ ■11 CI■■■■•■ I I■■■■ ■11 II• ■ ■ ■ ■■ U■ ■11■■■ ■ . 1111 ■11■ G■■ ■ ■■■ tl■ ■ ■••■ A••••■■ ■7■■■■■ ■ ■ ■ ■ ■ ■■ CI■■■■ ■11 117■•■•■ 1:1111■ ■11■ ■1,111■■■■ MUNIMINNE ■■\7■■■ ■t :•.•U ■■■Ir- a11 ■C:•••U 1111 \7 ■ ■■ ■ ■11 ■■■■ •n11■••■ •l \•11.11 ■■■7■■■ •[a>■ •■■ Et MUM ■t■■■■■ ■ta•••■ ■■u■■■■ NS MINIM ■ILa■•■■ ■••■•■■ ■■■■■n■ ■■■■■1►s ■•1111 ■ ■■ GEOTECHNICAL ENGINEERING & GEOLOGY • Soil Interpretation Elev. 7.55± Probe terminated at 50' below existing grade DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHINGTON Proj. No.2579 -1I Date May ' 85 1 Plate 16 worsts n,;+ew tie 7 } I- re �U U O : co 0 co w J F- N u_ i 0 g co n � ▪ w z �. Z0 U � 0 1- w u III Z ' U = : 0 1— Z Cone Penetration Resistance -Ton / Sq. Ft.- I 2 5 10 20 50 M111•11••11111M7•■ ■11111IIII•••• __■■ 11111 1=1'!1■ ■■1111111111 ■ ••■ _•■ ■■11111_MP, ■ ■11 _ f I II11■■ �C••I11 ii i ■•■ IMIIt►i.11111MIIIIII•I■11p1U 1•_■ 11M1111!►i 111111•C•■mumll■ M■ 11111111Mv,•711111•111•INI■■■1IIIIIm•••• •111PaI■■ /1111M1111111w■ ■111111111 •11•1• _ 1 ■■ 11111 11111111•■■■11111Ini■111■ ��:� ►]11111_• ■11111101 ■_■ ��!� ►\ 11111��•■■IUIIIUi•l■ �i _�!eenl�� ■ ■ ■111111Ui ■�■ Imu■■11111s•mg.F.--Amme llllll ■o■ su ■•! ►l ::aill11111•■1111111111■• imirm os■111111111111M1■ ■■111111111 ■•11■ Emaij Uuu11111•111•■■■111111nt■M■ 1111111111111•■1111111mi:TZ •] ■ ■111111111■M■ IIMIN11■ ■1111111•11•W■■ ■ ■IU111UI■M■ 11111111111■■IIlll 1l••■■IIIIIIW ■MI■ 1111111•••114�• 1•1•11111■ ■11111•MINIIIMIig1n11m■M■ 1111111•111■■11111111111•11■■■1 ■►111111 ■1•■ __ ■■ 11111��/�►:n11111111■�■ - -■ ■11111 - -!N7 ■111111111 ■_■ IMINI•11v :171iialM■■■111111111■1111■ 111111111P:4■ /1111.11•M•■1IIfllfll ■1.■ 11=Ia!!!l11111■1•111111111111111111 111111111 1111111111111■ ■11111eee��� ■■■111111111■■ 111.1.■■11111.1.111 -31111111■.■ MINIM ■I►" :■11111111■■111111II11 ■1•■ �C■■11111��..; ::!►1I111■�■ 11111111111■ ■/1111 1.■■■11,i nI■M■ ��■■11111�� ■■ ■1/11I1��' ■�■ 1111.1M■■1111111111111.■ ■■1111! ■11111■ ■1111111■ •111111=1111111•■11u111►:! ■11•■ INIIMIN111■■ 11111 11111111MI■■■1111IUII1111 r \■ 111111111M■ ■111111111111111■■■1111114111•■ �i ■�IIIIISC ■■ ■1111111111'•!■ 11111111111u•11111111111111111■■■11111t': •1111■ ■11111111111111•1■■■11111itq ■11.■ M1111•■ ■11111=1.11MBIMP 111111111110■•11111■11M■11111111.!!! =• 11111111111■■ 11111 MIS■■ ■IIC►iIIII■M■ 111111•1111111•11111111111111111M111111/01111111.11 IIIIIMM1■■ 11111111111111111■ ■■1! X111111 ■ �■ 11•111111111■■111111■11111■1 ■1 •111111• 1111111111■■11111111111111IT■i111111111 ■1111■ 11111•011■ ■11111 ∎1111■11E1 11111111 ■111■ mismi•■■enIi■meansu111111 ■mi• •1•■1111I11=mMi11 /1111111 •MI■ ammi■■■1111mu.•■1111111i■ e• 1111111l■■1111 :1■111■■111111111■l■ 111Mqii-■1111 ■■■111111111 ■�■ �..�•■11111��■ ■■111111111 ■�■ 11111•! ■11111•11•11•1■■ ■111111111 •l■ 1•1111•4\••111•IM•11•■■11111011 ■M■ IIMfiiill11111 11111IIMM1110111111111111111M111 IMIU►N ■ ■1/111 MINIMUM ■1111II111■1•■ _t1■11111�� ■■■IIIIIIIII■�■ 11•11/A ■ ■1111IMMIM •■ ■111111111 ■•• :1111 11111111=INE■ ■■111111111 ■N■ �1i7 ■11111�� ■■ ■111111111 ■�■ MEC1■ 111111111111111111■■ ■111111111 ■l■ moilRi►\■11111mmu■■■IU111111■r■ IIIIINC►]■11111M111•11■1I1111IIII1101•111 _1I 1111111111111111■■11111111II■ •1■ iimil•4 WU1111I1•INIM■■■111111111■l■ 11111111111111:•M11•=M ■■1111111111■•■ emo/ir= ....11110•••••■1111111111 ■l• 111111C11 ■11111•7,/1I11IIIII•111111■ 111111•11■ ■111111•■ ilI11111111 ■11•■ 1111•1111■■11•1•111111111•■11111I1111•111■ gym■ •11111••••111■■ ■111111111 ••11■ 111111111M111•■11111=11111•■ ■1111111111 ■110■ 111M1111■•11111•0111111•■1111111111 ■111■ MINIM 11111•111111M■■ ■111111111 /!M■ Dutch Cone Log P-06 Friction Depth Ratio Meters Feet CO 200 boo 400 • e 12 '_'11 ■ ■ ■•• ••■■ ••• ■off•■•• ■►'7■••• ••■L2"2!!. ••••••111 ■• ■■ ■._ •c —.i1•■ •■■moi=7 tiA ••• n-� ■■■■ ■■■0■■• r..■•■■■ 11.,11 •••■ ■■1111111■ ••.�•■• r:.■•■■• 2•••••• i•■•••• . ■�.■■••• ■ •7 •1111• ■•■•••• ■t7■•••■ EM11•■11■ ■ ■1111■■■ ■7■■■■■ Gt■ ■• ■ ■■ ■ •3■••• rm■•■■■ ■1• ■•••• 117■■■■• 1i •1111■■ t1■ •••• ■1:1111■ •• ■•►]• •■• WARM KA •1111■■ ti ■■ ■ •■ ■►1 ■•••• C•••••• •b7 ■ ■ •■ /I••••• L■ ■•■ ■■ •■:I••■•■ rl■1111•■ i ■11..11■ •rr!U ■■■ ••••111-_3 ••=i••111 ■I■•■■• KIMMINS ■l\■•■■ •■bM■■■ ■ /1■■•■ • mo■■■ ■■■P]■■ ■ta•••• ■■111■•■■ ■ ■a•■•■ •■1t•••• ■■M■■ ■ =• ■1111■ ■ ■7 ■ ■ ■■ 1111■■■■■ ••••••• 11•■•■ ■■ ■M11■■■■ e••••-• ■ ■ ■ •■ ■■ Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY ml sm ml ml g p • Soil Interpretation Elev. 7.5± clayey SILT with sand lenses, soft silty SAND to sandy SILT, medium dense to dense SILT, with clayey silt layers, very soft to soft GRAVEL, dense Probe terminated at 48' below existing grade. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHINGTON Proj. No2579 -1 [ Date May '85 I Plate 17 ep,wx��Fa4 .. fi�F: iQ4L' NM74WF416x1Yi¢S�'xi!tS.el+kxNNS i:,,,,,,mur,^n. ! goreAMTI!..*r„ r, 117. •?7.rFtnf?+YNU'%!w'rzw Cone Penetration Resistance -Ton / Sq. Ft. - 2 e 10 20 50 00 200 300 400 �� ■ ■I1111�� ■■ ■11111 ■�■ IIIIIIIMI■11111111111111•11. ■■1111IIIII ■1M11■ IN1111•■■1111111•11•11■■■11 111111■■ IN111. ■■1111111•111•■■■1111111`I■_■ t it�m■■11111��■■■1111111 I■1MI■ •111111M■1111111 IIIMIIIMM■■■ ■nm11■ 1111■ MONINI■ ■IIIIIIIIIIM■■■11111111 •11•■ 11111111111■•111111•1111w■■1■1111111■1MI■ ��■ ■11111��■■■n1111111■�■ 111•11111■■11112 ∎m■■ ■11u m11■m■ ismim■ 11112 .1•11111•■■■111111111■1•1■ INIMIN■■11111►01111=1•■■111111111■••■ ��■ ■11111= �7 ■■ ■111111111 ■�■ 111111111•111111%4:1111111111111111111111111111111111 11101111111■ ■111K[IlIM!• ■■ ■111111111■■ 111=1111rr IIII1111•11•■ ■■111111111 ■NI■ souprimil11mium■■ ■111111111 ■m■ mireau■01111111=111•111.111111111111111■ �� ■■11111�� ■■ ■111111111 ■�■ w.sommi u1 sommo■ ■11n111n■m ■ rout -i A 11111 mnu■ ■111111111■ m ■ moo. - ANE 11111• ■ ■■1111UW■11111■ 111111 1MIgml11111 =11111111■■ ■1 ■1111111■ 11111 ■ �� ■U11tis:7��t■■111111II1 ■�■ 110111•11■ ■1111I11•111INGVAIIIIIIIIIII■IIII■ 11=111•■1111IIMM_■■■tr1I111I ■_■ 111•11••■111111M1111■ ■ ■i /G&UIII ■IIIM■ 111111111111■ •11111mom■■ ■1I11►+:tl■m■ �� ■ ■11111�� ■ ■ ■11 ►►iilll ■�■ somminumilmomunv - :. ■1 mmom■ �� ■ ■11111�� ■ ■�! ��l1111 ■�■ 111111=11111111111111 __ ■EN: '!!!! ■1111■ NIMIII■■111111111•111niit lltu! ∎!1111 ■1111■ 1•11111111•1■ ■In11 ■ ■111r�!1111 ■tt■■ 11•1•1■■uiiii •■■fd1uIII■1■ IIIMIIM■■11111IIMIWOrzie1111111111 ■111111■ 1111s ■U11111� •1■■ ■t1. 4111 ■�■ �.■ 11111•11111MI■■■IVii11111 ■M■ �� ■ ■11111��■■ ■1I►ulllll ■�■ rm■ ■I■01Nim1111•■ ■11,411111 ■mi• ••••••11111•11•1•11•■/►11111111 ■MI• Imm1■■■I 11•1•111•■1111111•111• ■gi111111111■11111• •1111111•111■ ■1111111•111111111■O ■�■ �� ■■11111�� ■ ■■Ir iiii 1■�■ 1•11111■■11111 ■IRe111111 ■MII■ ��■■11111���i■I1/1111111■�■ 111111•■ ■11111•111111111a■iiiiN: °5M1■ �� ■ ■I1111�� ■ ■■In111111I�.�■ ��■■11111��■■ ■1111IIIII'M i �� ■ ■I1111�1 ■ ■ ■ ■t1111•�•I��■ mni■■11111mmE■■■IVh llll■_■ wiem■■IIIIIsimwr4 iiiu.iniI ■-■ Immul■I1111mug3■ •■Ilnlllll ■m■ IMIN•11•■IIIII'LyllE■■■11111I111 ••1• �I_� �ara1111�� ■■ ■111112111 ■�■ 11•111•11■■ ■Ii: "!.11101•■■ ■111111111■ 111■ �� ■►�:•UII�� ■■ ■111111111.x■ IIIIIMIKi■111111111111111111■■■111111111 •11111• MNIA111■ ■111111•1111■ ■■111111111 ■1MI■ 11111110•■ ■11111 •- ■■■111/11111■ -■ ■ ■11111 ■1111■■ ■111111111■1M■ t��■■11111��■■ ■111111111■■ stwoom iummum ■■■111111111 ■mi■ 111•111!1 ■11111■11111■■ ■111111111 ■11111■ �W I.11111��■■■IUiilIII■�■ itio.: ••u• ■1111immin■■ ■tn1111i1■m■ 1111111t4l ■1111111=111111■■ ■111111111■ ■ ELI ■1111111•11•11111■ ■ ■111111it1 ■11110■ 11111111r,1■11111IMIII•■■■111111n1■•■ mmi■■11111mm ■■■111111111■■ 111111•■■11111111111111•1■■■111111111■1111■ •NmeN■ ■Inllmiiim■ ■ ■1111iiiiii ml■ �t ■■■1nt1��■ ■■tn111111■�■ MOINI■ ■11111MME■ /■IIIIIIIII■ Dutch Cone Log P- H2 Frict'on Depth Ratio Meters f Feet 4 e 12 1111 11.111111 11111111111111 ••••••• 1111■■■■■ ••••••• A■ •••• 1111■■■■■ ••••••• ■■ ■11■■■ ••••••• ■711•■ •11 Cw■■■ ••►u•■11 ■•■1■a■■ ■■11[1■ •■ ■■/J■■■ ■G- ■■■67■ ■■ 11111111■■■ ■■/'.1■11■ ■C!■■■■ ams ■■ C1111■■■■ ■1••••• W.1••••• 1'J •••••• [111■ •••• p■ •1111■■ /1111■■■■ all ■■■■■ ■■\o■■■ •••!t :E•I 0••••■ 11.111■ •1111■ ■111111•■■ r.1■■■■■ I.■■■■■■ l'■■ ■11■■ t]■■■■■ F 1111111■■■ L11■■■■■ ■J■■■■■ :1•1111 1111111 tl■ •1111■■ ■7■■■■■ r:ii■•■■■ II■■■■■■ L1 ■■ •■11• a imam I'E■■■■■ /' •••••■ •••••• ■►1 ■1111■■ ■I.1• ■ ■ •■ Ci■■■■■ ■►7 ■■ •11■ [I■■ ■11■ ■17■■■■• ■11 ■■ ■ ■■ ■17 ■■ ■1111 ■L` \11■ ■11 ■■ ►7 ••■ ■r.m•■ 11_11■■■■ ■■� :1111■ •iI■■■■ 1111■■■■■ 111111 ■ •11■ 1111■■■■■ ■■■1111■■ 1111■■■■■ ■ •■■■■■ Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY ml Sp ml • Soil Interpretation (FILL) Pre -drill Elev. 12.5± clayey SILT with silty sand layers, medium stiff to soft SAND with silt layers, medium dense to dense clayey silt layer at 21', soft SILT with clayey silt layers, very loose and soft Probe terminated at 47' below existing grade. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHIN TON Proj. No.2579 -1 Date May 1 85 Plate 18 Cone Penetration Reeistonce -Ton / - 2 e 10 20 00 Earth Consultants Inc. 00 Dutch Cone Log P- K4 200 300 400 1111111111110■■llltlll•1111111111■111n11n11■1•11■ ��■ ■11111•• ■11111111 ■•■ •• ■m11111••u■uu 111111■•■ MI11•■■111111=111111•11111111111•111111■ MIIII•■ ■11111•.■ ■11111 1■•■ • •■■ 11111 ••Eu Ii11111u1■ • ■ IIIIIIM■■111111•11•1>•1•■u111111111■11111• •• ■I 11111 WAe!w•1■ 11111u111■ •■ ••■•11111•EIeZWu1111I1111 ■•■ •MENIII11•• /!�.e-7ullu ■•■ • 1•••11111<A:iim•I111111m1■•• .11111•••111111A\M•■u111tm1I■11111• ••■■111111 /■MM111uI111 ■•■ �� ■iu.' 1•• ■ ■>IIIIIIIII ■•■ 11111111•U■N1111■11MMO11111iIIIRI•■ IENIMr:411111. •IIIuI1u111■1111■ 11111101111tr _•/ \1/1111•1•. •i11111111 ■•• ••■■ WI►1 •• ■111111�In■ •■ ••■■n'�'I°!m•mUU11u u1■•■ ••■ ■11111•-- mr4]u11111 ••■ 1••■•11111111•11•EI►4711m1 ■•■ ••■ ■I1111MI•r4 1111u11u1■•■ 11•111■■111111111Er A■1■111Im■M■ •• ■111111 ����:e�1111111�•■ ••■■1/111••NINNE4111111•■ M111111•1111111111111•1•111111•111/411•111111•11 11111111• ■I11111•1111MMI 11111111 I ■•■ 1.1•■rZ7:;:ntlw.11t•■11111m1 ■I•■ ...• ■ ■1/111zou■ululll II■•■ • •■■11111•• •1•iicVII 1 ■ N • • ■I11111M•.IIUr1II 11■•■ ••■I11111�•m■r� ► "dulllil■�■ ••■■11111••IE■>IIU: NINE■ ••••■11111••1•111111V6'I1I1■• �•■■11111�•�■11111SC u ■•■ �� ■ ■11111�•� ■11 /►.►11 ■•■ •1•■�1111I•INIMAI111 I ■•■ =_ ■ 11111••rwi111111 ■•■ ■I11111mmenms :%►11111u•■ mi• ■ ■11111wommion II 111 ■•■ ••■■Iilll••■■>IHgIIII ■•■ tl••■■1Ulltl•mos■■111Ft9i ■•■ =�■ ■11111••■ ■■11 �'t1111 ■•■ •• ■■11111•■ ■1111111111 ■•■ No•■I1u11l• ■t■111111111■ ■ • MEN 11111••EI11U01111 ■•■ •• ■■11111••■■'! ilIIIIIIE•■ 111••11111■•1I1111••••u1l/n11111••• �� ■■11111�� ■11111! +�!I ■�■ 1M1111111■■ 11111• •1/!;i1111UI••■ •• ■■11111•NYA1/1111111111 ■•■ IM11•■■11111111WAIM■■■1111IIIII ■•• M• •II►':ists111111• •■>t11111111 ••• 11.11/1:1111111111.11111111111M111111111•11•111 11111k'_-m•II11111IIIIII•M■■111111111111•I •• ■Ili ;=:43111•■ ■1111111111 ■• •M IA11111•1•1•t1I1111111111 ■•■ ���UuiH•• ■■ ■111111111 ■•■ •/\ ■11111••■ ■1111111111 ■•■ •W A1I11111 •■■ 1111111111 ■• ■ ENE WEN 11111••a■1111111111u•■ mi<1I11111iu■■>I11111III■m■ /►\•11111 •■ ■■•11112111•■ _C]111111__■■111111111 ■_■ MIIIMINI1III1■11.U■111111I11 ■•■ 111•1•2a11■111111M1111111••Ut111111I MUM 111111r'•11111111.11w■■1111111 MENNE 111111•.I111u∎ - ia 1RI /1uin I m•■ ��■■uIIfl ��!UIIIIUUIU•■ ••■■1 /11111111M1•10■111ItttmiZM- u NEE•a111111••■ ■NIIIIII I ■•■ IM1•••I11111•MI• ■■1111111 I ••■ �� ■ ■ ■titl�•� /11111 11II■1113■ ••■111111��■ ■11111 III•■ GEOTECHNICAL ENGINEERING & GEOLOGY ' koren IMF, Y„} .PM. 8 Frict'on Depth Ratio Meters Feet 4 e 12 ■■■■■■■ ■■■■■■■ ■■■■■■■ \■. ■1 ■■ ■■ ■■■■■ n ■ �m � ■■■■■■■ ■■■■ ■■ rn■■■E ■t■■■■■ MUM C>■■■■■ •11■•••• /111■■■ ■■ G■■■■■■ ■■ ■ ■. -. c..■■•• rrm■■■■■ 11•■■■•■ (u1■■■■■ MUM ■■ •11 •■ ■ ■■■•►■ ••111101...t. 'M■■■■■ ■Ll ■ •••• MINIM •a■■■■■ rl■■■■■■ L1■■■■■■ tM■■■■ 17■■■■■ 111•■•■■ •■ »•■■■ MUM Ci■ ■•■■■ 1•■■ ■1■• KA■■■■■ ■■ ■ ■■■■ ■ •■ ■■■■ eI■■■■■ ■•:a■■■ t11■■■■■ I.t■ ■■■ ■■ ■]■■■■■ rl•■■••• ■r7■■■■■ C!E■■■■ ■■ ► .7■■■ MEN.. ■1!■■■■ M■■■■ MI MEM ■1 M■■■■ MEMO ■■ 1•■■■■ ■1 ■■■■■ ■17■■■■ ■L■■■■■ ■■■ ■■■■ ■■■■■■■ ■■■ ■■■■ ••••••• ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■■ ■■■■■■■ ■1■rn■■■ Proj. No.2579 - 4 Date May ' 85 ,Plate 19 Soil Interpretation ti Elev. 12.2± DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHINGTON ��zr�!rrnw�«.Yrs.�+r.mw rn?rs;.x z i Z rei D U U 0 0 ` co w 0 g Q . D. 52 a w z � H- 0 Z I- U � co 0 1-. Ill a ui Z ,. CO Off' z (FILL) Pre -drill ml sandy SILT, medium dense grading to very loose sp sp SAND with sandy silt lenses, medium dense to dense with clayey silty layers at 13' and 19' , ml SILT, very loose qp GRAVEL Probe terminated at 47' below existing grade. Cone Penetration Reeistonce -Ton / - 2 e 10 20 00 Earth Consultants Inc. 00 Dutch Cone Log P- K4 200 300 400 1111111111110■■llltlll•1111111111■111n11n11■1•11■ ��■ ■11111•• ■11111111 ■•■ •• ■m11111••u■uu 111111■•■ MI11•■■111111=111111•11111111111•111111■ MIIII•■ ■11111•.■ ■11111 1■•■ • •■■ 11111 ••Eu Ii11111u1■ • ■ IIIIIIM■■111111•11•1>•1•■u111111111■11111• •• ■I 11111 WAe!w•1■ 11111u111■ •■ ••■•11111•EIeZWu1111I1111 ■•■ •MENIII11•• /!�.e-7ullu ■•■ • 1•••11111<A:iim•I111111m1■•• .11111•••111111A\M•■u111tm1I■11111• ••■■111111 /■MM111uI111 ■•■ �� ■iu.' 1•• ■ ■>IIIIIIIII ■•■ 11111111•U■N1111■11MMO11111iIIIRI•■ IENIMr:411111. •IIIuI1u111■1111■ 11111101111tr _•/ \1/1111•1•. •i11111111 ■•• ••■■ WI►1 •• ■111111�In■ •■ ••■■n'�'I°!m•mUU11u u1■•■ ••■ ■11111•-- mr4]u11111 ••■ 1••■•11111111•11•EI►4711m1 ■•■ ••■ ■I1111MI•r4 1111u11u1■•■ 11•111■■111111111Er A■1■111Im■M■ •• ■111111 ����:e�1111111�•■ ••■■1/111••NINNE4111111•■ M111111•1111111111111•1•111111•111/411•111111•11 11111111• ■I11111•1111MMI 11111111 I ■•■ 1.1•■rZ7:;:ntlw.11t•■11111m1 ■I•■ ...• ■ ■1/111zou■ululll II■•■ • •■■11111•• •1•iicVII 1 ■ N • • ■I11111M•.IIUr1II 11■•■ ••■I11111�•m■r� ► "dulllil■�■ ••■■11111••IE■>IIU: NINE■ ••••■11111••1•111111V6'I1I1■• �•■■11111�•�■11111SC u ■•■ �� ■ ■11111�•� ■11 /►.►11 ■•■ •1•■�1111I•INIMAI111 I ■•■ =_ ■ 11111••rwi111111 ■•■ ■I11111mmenms :%►11111u•■ mi• ■ ■11111wommion II 111 ■•■ ••■■Iilll••■■>IHgIIII ■•■ tl••■■1Ulltl•mos■■111Ft9i ■•■ =�■ ■11111••■ ■■11 �'t1111 ■•■ •• ■■11111•■ ■1111111111 ■•■ No•■I1u11l• ■t■111111111■ ■ • MEN 11111••EI11U01111 ■•■ •• ■■11111••■■'! ilIIIIIIE•■ 111••11111■•1I1111••••u1l/n11111••• �� ■■11111�� ■11111! +�!I ■�■ 1M1111111■■ 11111• •1/!;i1111UI••■ •• ■■11111•NYA1/1111111111 ■•■ IM11•■■11111111WAIM■■■1111IIIII ■•• M• •II►':ists111111• •■>t11111111 ••• 11.11/1:1111111111.11111111111M111111111•11•111 11111k'_-m•II11111IIIIII•M■■111111111111•I •• ■Ili ;=:43111•■ ■1111111111 ■• •M IA11111•1•1•t1I1111111111 ■•■ ���UuiH•• ■■ ■111111111 ■•■ •/\ ■11111••■ ■1111111111 ■•■ •W A1I11111 •■■ 1111111111 ■• ■ ENE WEN 11111••a■1111111111u•■ mi<1I11111iu■■>I11111III■m■ /►\•11111 •■ ■■•11112111•■ _C]111111__■■111111111 ■_■ MIIIMINI1III1■11.U■111111I11 ■•■ 111•1•2a11■111111M1111111••Ut111111I MUM 111111r'•11111111.11w■■1111111 MENNE 111111•.I111u∎ - ia 1RI /1uin I m•■ ��■■uIIfl ��!UIIIIUUIU•■ ••■■1 /11111111M1•10■111ItttmiZM- u NEE•a111111••■ ■NIIIIII I ■•■ IM1•••I11111•MI• ■■1111111 I ••■ �� ■ ■ ■titl�•� /11111 11II■1113■ ••■111111��■ ■11111 III•■ GEOTECHNICAL ENGINEERING & GEOLOGY ' koren IMF, Y„} .PM. 8 Frict'on Depth Ratio Meters Feet 4 e 12 ■■■■■■■ ■■■■■■■ ■■■■■■■ \■. ■1 ■■ ■■ ■■■■■ n ■ �m � ■■■■■■■ ■■■■ ■■ rn■■■E ■t■■■■■ MUM C>■■■■■ •11■•••• /111■■■ ■■ G■■■■■■ ■■ ■ ■. -. c..■■•• rrm■■■■■ 11•■■■•■ (u1■■■■■ MUM ■■ •11 •■ ■ ■■■•►■ ••111101...t. 'M■■■■■ ■Ll ■ •••• MINIM •a■■■■■ rl■■■■■■ L1■■■■■■ tM■■■■ 17■■■■■ 111•■•■■ •■ »•■■■ MUM Ci■ ■•■■■ 1•■■ ■1■• KA■■■■■ ■■ ■ ■■■■ ■ •■ ■■■■ eI■■■■■ ■•:a■■■ t11■■■■■ I.t■ ■■■ ■■ ■]■■■■■ rl•■■••• ■r7■■■■■ C!E■■■■ ■■ ► .7■■■ MEN.. ■1!■■■■ M■■■■ MI MEM ■1 M■■■■ MEMO ■■ 1•■■■■ ■1 ■■■■■ ■17■■■■ ■L■■■■■ ■■■ ■■■■ ■■■■■■■ ■■■ ■■■■ ••••••• ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■■ ■■■■■■■ ■1■rn■■■ Proj. No.2579 - 4 Date May ' 85 ,Plate 19 Soil Interpretation ti Elev. 12.2± DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDING A KING COUNTY, WASHINGTON ��zr�!rrnw�«.Yrs.�+r.mw rn?rs;.x z i Z rei D U U 0 0 ` co w 0 g Q . D. 52 a w z � H- 0 Z I- U � co 0 1-. Ill a ui Z ,. CO Off' z e rfp, ' 4'twF.4ts'4F0144cr.Aisuoovoro, Cone Pene Resistance -Ton /So. Ft. - t 5 10 20 50 sl•�■■IIIIIS��s1■lIllllnll■s ■■ 111M11sa ■■11111s11111111s ■s#■s111111111■ ■ s�sa■■11111s�s •s1■■1111111111■■ =MUM IMMIM Pis1i11111I1s1-■ ��■ ■11111s1•���lg1II111■ =■ sl•1MINI .sri111111sltsl■■n1111ui■sa■ tC ■�41■11111111111111111•1■1I1111UIU■•111■ mottlommummonummunnumwes sl•� '_]IIIII�sltmuui 1111111 ■s ■■ summ■IUngr.. ■sl■■ INININu ■11111 ∎•∎_.:o 1111111111 a u 111111111111111■■11 11, ■■ ■111111111■111111■ tMi■11111••s11•■■Ii111Il11 •111111■ wwr►�eeuI111■ii.11■111111111 ■11111■ 11111■■ /1111 1111111■ ■1,11111111 ■11111■ X1111■1111111 s1•talitiZZA111111■1111 ■ 111.1•■■11111MIII sIII■M 11111■M■ t11111■■1111111111111111.•_Imuull■ MIN MEM 1!_....mu ■1111■ulil■s ■■ sssm■ ■11111. ∎ ■•••■111i1111u1■s■■ immm■■IIIIIsoms11itlt■e■ rout m■ tns■ ■11111sminwom!! IIUI■o■ 11111•x■ /Ie ■e!! 111111111111111I11111• t.7imal1111MOM.■ ■111111111■ ■ simm m!e ■■111111I11 ■111•■ 111111s11 •■1111111■119sI■ ■111111111 ■s■■ imu10■IIIIImmat4.1M11111IIIi •IMI■ IIIIN•111■■11111sss11s11! UiI11111111 ■s ■■ sl•1•11■■ 11111 =1111 ■1111IIIn■1•1■ tom■ ■0__ �1■1111s ■111111111111111u ■11•■ 1111111si ■ ■IIIIISI-W.N_ 1111111111111 •s■■ �la•10■IIIIIt1��l ■11fa■d!IIHI ■ �� ■■11111���U1111111t'■s10■ 1•111111■ ■111111∎∎ 1111111111111\ M1■ miam uuuIII uln11l11111111C! -■ ��■ •11111s1•.slt ■■111111111.!7■ �� ■ ■i1111��R111111111111V!�■ r�10■11111���11 ■1111 ?511 ■�■ sl•�■■IIIIISis11! ■U•'�IIIIII ■�■ wom1■■■i1111ti -zamu1111IIII1 ■tom■ 1•1•■ ■11111111• \N5111I1111111 ■1111■ rMI ■ ■IIIImmimmos• x`11111 ■nN■ ��■■11I1te��= ��■s1i1111111R�■ ��� ►�.Ilill��i■uu1I1111111 ■�■ 1111!x] ■Illllsss ■s ■11111 ■lillllill ■s ■■ sl•/ M1■111111111M1s1ts1 ■s111111111s1si■ •4:41•■I11111=1111.1.11■Ii1111111 ■1•11• 1111•%iuinl s�.sls ■Iin i,illsl si ■ to m ■■I11111■11=m1111111111I11 ■11111■ t� ■■IIIII�s11■i111111111u• u ��� ■ ■ i1111MEM1■ ■11111111111 ■11111■ 1111MJ♦■ ■11111 =MMIU1111111 ■NM■ •!3■111111s1•11l11111111I1I11 ■s■■ �t�7 ■1I111���■u1I1111II1 ■�■ si •sl<] ■1 /Ilisl•�uii111111111l�■ tt■ ■111mmm■sii1111111 ■m■ Nommaisullimmumnsinunitalm 11111111111 •!m■11111ssi•s ■liuiu111111 ■m■ t Au■■1111mmum■■■111111111■a■ _I. IIIIISis11!■■1/1111111lsi■ t�,■■111111■••■■1111111U■ =■ _11110 ■■ �■i �����■ ■IIIIIIIII ■�■ ssislluiiilllsl •��!■i111111111lsi■ s11111s11■ ■11111sss ■1.01■■Ii1111111ls■■ momm■■1111111111111111111111VIIIIIIIIIIII ■I1it11• si •�sl■11111si•s11!_'�1111IIIII ■�■ wilim■■1II1111111•1111111111UIi i1111111N11111■ 111••1 U11I11111.•• ■ ■P11111111l11111■ M111111■■ 11111111=111 ■■11N1111111s1is1•■ 111111•■■IllllsIIMIIIIII 1111111111111111■ �� ■ ■11111�� ■111114 ■�■ asomma IIImmuuuuu ini11■tmi sl•1111.1111111s1•111! ■111I0I111l111■ i Earth Consultants Inc. ' GEOTECHNICAL ENGINEERING & GEOLOGY Dutch Cone Log P -101 Frief'on Depth Ratio Meters Feet CO 200 !CO 400 4 e 12 ■■•10■■• ■11■■■■■ 1111■ ■11■■ C1■.N■.• a111■■■■■ 11LG■■•■ ■ ■►J ■•■ ■L111■ ■ •■ 11 ■�7■■■ ■11 ■I!7 r.:s■■■■ []1111■■■■ 1 ■ ■■ ■■ ■11\x\ ■■ 1111111111011.:L ii iA ■•■1111 111110 ■:::2 rira /1111■ a■•■■■■ L• Ri7>t ■11■ 111■■■ ■■ 011•■■ •■ iR - 7■ •■■ ■ ■•7 ■ •■ 11/••11■■ 11 ■ ■■ ■1110 s 11■■11■■ IL■■■■■■ ■.1■■■■■ ■L1■ ■ ■ ■■ ■■i■ ■1111 C+ ■ ■■■ ■10 [1 ■ ■■ ■1110 CI ■ ■■■ ■■ I I■ ■10■ :1 ■ ■ ■ ■ ■■ [1■■■■■■ TIIUUUUR i■ ■11•■■ ■k:3■■■■ ■1 ■ ■■ C!• ■ ■ •■ ■■ ■1isr =111 1111/111■■ ■Ci■■■■■ ■L11■■ ■• ■ ■■1ip7 ■■ 1111■ \7 ■■ ■■ EC E■■ ■■■Ma■■ ■r.>!■■■■ ■■M7■■■ ■rt■■■■■ ■P11■11•■ ri ■■•■ ■10 111■ ■11■■ C111■■■■■ ■]■■11111■ f ■ ■ ■■■■ f ■ ■ ■ ■ ■■ ■■ttsl■•■ a■■■■■■ I7 ■ ■ ■ ■ ■■ IMMUNE 171111.111.■ - • Soil Interpretation Elev. 8± ermin �a DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No. 2579_31 Date May ' 85 I1ate 2 0 .::wiiw�nw. ice VS14114 Z w 00 co O W W J ! u- W 0 2 co Z C! W Z �' Cs Z Q � 0 O N 0 1- W 11/ 0 lll F- H 0 Z (FILL) sm ml clayey SILT, very soft, layered with silty SAND, medium dense sp SAND, loose grading to dense silt layer at 22' becoming medium dense ml clayey SILT, very soft to soft gp GRAVEL, medium dense e rfp, ' 4'twF.4ts'4F0144cr.Aisuoovoro, Cone Pene Resistance -Ton /So. Ft. - t 5 10 20 50 sl•�■■IIIIIS��s1■lIllllnll■s ■■ 111M11sa ■■11111s11111111s ■s#■s111111111■ ■ s�sa■■11111s�s •s1■■1111111111■■ =MUM IMMIM Pis1i11111I1s1-■ ��■ ■11111s1•���lg1II111■ =■ sl•1MINI .sri111111sltsl■■n1111ui■sa■ tC ■�41■11111111111111111•1■1I1111UIU■•111■ mottlommummonummunnumwes sl•� '_]IIIII�sltmuui 1111111 ■s ■■ summ■IUngr.. ■sl■■ INININu ■11111 ∎•∎_.:o 1111111111 a u 111111111111111■■11 11, ■■ ■111111111■111111■ tMi■11111••s11•■■Ii111Il11 •111111■ wwr►�eeuI111■ii.11■111111111 ■11111■ 11111■■ /1111 1111111■ ■1,11111111 ■11111■ X1111■1111111 s1•talitiZZA111111■1111 ■ 111.1•■■11111MIII sIII■M 11111■M■ t11111■■1111111111111111.•_Imuull■ MIN MEM 1!_....mu ■1111■ulil■s ■■ sssm■ ■11111. ∎ ■•••■111i1111u1■s■■ immm■■IIIIIsoms11itlt■e■ rout m■ tns■ ■11111sminwom!! IIUI■o■ 11111•x■ /Ie ■e!! 111111111111111I11111• t.7imal1111MOM.■ ■111111111■ ■ simm m!e ■■111111I11 ■111•■ 111111s11 •■1111111■119sI■ ■111111111 ■s■■ imu10■IIIIImmat4.1M11111IIIi •IMI■ IIIIN•111■■11111sss11s11! UiI11111111 ■s ■■ sl•1•11■■ 11111 =1111 ■1111IIIn■1•1■ tom■ ■0__ �1■1111s ■111111111111111u ■11•■ 1111111si ■ ■IIIIISI-W.N_ 1111111111111 •s■■ �la•10■IIIIIt1��l ■11fa■d!IIHI ■ �� ■■11111���U1111111t'■s10■ 1•111111■ ■111111∎∎ 1111111111111\ M1■ miam uuuIII uln11l11111111C! -■ ��■ •11111s1•.slt ■■111111111.!7■ �� ■ ■i1111��R111111111111V!�■ r�10■11111���11 ■1111 ?511 ■�■ sl•�■■IIIIISis11! ■U•'�IIIIII ■�■ wom1■■■i1111ti -zamu1111IIII1 ■tom■ 1•1•■ ■11111111• \N5111I1111111 ■1111■ rMI ■ ■IIIImmimmos• x`11111 ■nN■ ��■■11I1te��= ��■s1i1111111R�■ ��� ►�.Ilill��i■uu1I1111111 ■�■ 1111!x] ■Illllsss ■s ■11111 ■lillllill ■s ■■ sl•/ M1■111111111M1s1ts1 ■s111111111s1si■ •4:41•■I11111=1111.1.11■Ii1111111 ■1•11• 1111•%iuinl s�.sls ■Iin i,illsl si ■ to m ■■I11111■11=m1111111111I11 ■11111■ t� ■■IIIII�s11■i111111111u• u ��� ■ ■ i1111MEM1■ ■11111111111 ■11111■ 1111MJ♦■ ■11111 =MMIU1111111 ■NM■ •!3■111111s1•11l11111111I1I11 ■s■■ �t�7 ■1I111���■u1I1111II1 ■�■ si •sl<] ■1 /Ilisl•�uii111111111l�■ tt■ ■111mmm■sii1111111 ■m■ Nommaisullimmumnsinunitalm 11111111111 •!m■11111ssi•s ■liuiu111111 ■m■ t Au■■1111mmum■■■111111111■a■ _I. IIIIISis11!■■1/1111111lsi■ t�,■■111111■••■■1111111U■ =■ _11110 ■■ �■i �����■ ■IIIIIIIII ■�■ ssislluiiilllsl •��!■i111111111lsi■ s11111s11■ ■11111sss ■1.01■■Ii1111111ls■■ momm■■1111111111111111111111VIIIIIIIIIIII ■I1it11• si •�sl■11111si•s11!_'�1111IIIII ■�■ wilim■■1II1111111•1111111111UIi i1111111N11111■ 111••1 U11I11111.•• ■ ■P11111111l11111■ M111111■■ 11111111=111 ■■11N1111111s1is1•■ 111111•■■IllllsIIMIIIIII 1111111111111111■ �� ■ ■11111�� ■111114 ■�■ asomma IIImmuuuuu ini11■tmi sl•1111.1111111s1•111! ■111I0I111l111■ i Earth Consultants Inc. ' GEOTECHNICAL ENGINEERING & GEOLOGY Dutch Cone Log P -101 Frief'on Depth Ratio Meters Feet CO 200 !CO 400 4 e 12 ■■•10■■• ■11■■■■■ 1111■ ■11■■ C1■.N■.• a111■■■■■ 11LG■■•■ ■ ■►J ■•■ ■L111■ ■ •■ 11 ■�7■■■ ■11 ■I!7 r.:s■■■■ []1111■■■■ 1 ■ ■■ ■■ ■11\x\ ■■ 1111111111011.:L ii iA ■•■1111 111110 ■:::2 rira /1111■ a■•■■■■ L• Ri7>t ■11■ 111■■■ ■■ 011•■■ •■ iR - 7■ •■■ ■ ■•7 ■ •■ 11/••11■■ 11 ■ ■■ ■1110 s 11■■11■■ IL■■■■■■ ■.1■■■■■ ■L1■ ■ ■ ■■ ■■i■ ■1111 C+ ■ ■■■ ■10 [1 ■ ■■ ■1110 CI ■ ■■■ ■■ I I■ ■10■ :1 ■ ■ ■ ■ ■■ [1■■■■■■ TIIUUUUR i■ ■11•■■ ■k:3■■■■ ■1 ■ ■■ C!• ■ ■ •■ ■■ ■1isr =111 1111/111■■ ■Ci■■■■■ ■L11■■ ■• ■ ■■1ip7 ■■ 1111■ \7 ■■ ■■ EC E■■ ■■■Ma■■ ■r.>!■■■■ ■■M7■■■ ■rt■■■■■ ■P11■11•■ ri ■■•■ ■10 111■ ■11■■ C111■■■■■ ■]■■11111■ f ■ ■ ■■■■ f ■ ■ ■ ■ ■■ ■■ttsl■•■ a■■■■■■ I7 ■ ■ ■ ■ ■■ IMMUNE 171111.111.■ - • Soil Interpretation Elev. 8± ermin �a DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No. 2579_31 Date May ' 85 I1ate 2 0 .::wiiw�nw. ice VS14114 Z w 00 co O W W J ! u- W 0 2 co Z C! W Z �' Cs Z Q � 0 O N 0 1- W 11/ 0 lll F- H 0 Z Cone Penetration Resistonce - Tan /Sq. M- t 2 5 10 20 50 1111 .1= ■•11111■..11111■■ ■111111111 ■.111■ gym■ ■IIIIMIIMM■ ■11111IIII1■m■ mins■■ 11111 =M■■ ■111111111■w■ 111•111•1!]11111=11111111U1111111111`IU•■ ■lon!■■11111■■■■mi■■■11111111■m■ . n . MMIIIM■ ■iiIII s■ ■1111111111 Imo■ ��■■11111�� ■■■11111III1m■ t�`!•\11p1111111111M■■■111111111 •111111■ INIMIN■■1n:;:=mil♦ /■111111IIIII■IE■ ���:■■1111 ilmeml■■11u11111mu■ 11-11 ■ ■11111��■■ ■111111111 1111■ ■■ 11111EININI■ ■1 11111111 ■s■ ■ I; 1 Emu Ellie _E ■ ■1111111 WEE ��I!� :ee11■� ■1 .1■ ■11111 MEIN INEM! ■ ■11111■ENENI■■■111111 11■11011■ t� ■ ■1111,��U11 ■Ii1111111U�■ 11.10=1■ ■Inir�4lINI■ ■11111IIMEMNIM 11.111.11■■11111■/AINE■ti ■111111111 ■11111■ �� ■■ 11111 ���s.1 IIIII ■�1 111111111■■11111MIMIIM■■■II 11■�■ ■��■■11111�MI■■11111'i't■MI■ �� ■ ■11111�� ■ ■ ■11 l :llll ■�■ 1•11111■■1111111111111111a ■1C .:.111111 ■1111■ IMEM■ •111111•111111■ ■■1'&1111111■IM1 ■1111111111■■11111 =■■■ ■wd11111111■11111• INII• ■111111 ••■ 111111w - i.11l■■M11■■ ■ ■ ■11111I111■MI■ �i��■11111111111M11111■■11I111I111■M■ 11111111I1111\rr mIIIIIIMIIMI■■ ■111111111■■ 111111111111■ ■1111, ■■1111111111 ■11111■ �� ■ ■11111�r! \■ ■■111111111 ■�■ mino■ ■1II11mmomiftw■111111111x■■■ ■�■■■■11111��'�!■ ■111111111 ■�■ IMIIMM ■■11111■1111111M1111•!■11111IIII■m■ 1•s■�111U ■Mi►�!■uuulu■•■ = �■ 11111111111111E51111■111111111 ■1■■ ■ ■11111�ti�� \ ■1111IIIII ■�■ �� ■■■ /111■■��■\te ? \IIIIIII ■�■ •1■ ■111111•1111■■11001111 ■111■ �� ■■I1111���!�i iUIlllli ■�■ ��U11iI111'!� I/ ■ ■■IIIIIIIII ■•■ ■��■■ /111t�g�• ■■ti11111I11 ■�■ �� ■utn��■■■ulunn■Ir.■ Im1111�•■■111II ■o11■■■11IIIIIIi■Im■ t!■■111111111111111■ ■ ■111111111■IM■ tMTI■1111IMI11111••■ ■1111111111 ■M■ �� ■ ■��- :::��� ■ ■ ■111111111■I�■ ti ■11111IIIMINI■ ■1111111111u11111■ ■■11111i U11111M1111■■■I ■■111111111 ■m■ �I��■11111�. ■■ ■111111111 ■�■ tiq ■ ■iiilli��■1111111II11 ■�■ �t�► \ ■ ■1111��■ ■■111111111 ■�■ IMw uiu1131111111111111■ ■■111111111 ■11•■ r/� \ ■11111��■ ■■1111111111 ■�■ t_'4 ■■IIIII11•MIE1■ ■1111111111 ■•11■ 11111111M■7111111•111MINI■■■1111IIIII ■ii■ IINIA4 '4 ■■ 111111111•1•11■■ ■111111111 ■ =■ rt>t ■■ 11111�� ■ ■ ■liullllllt�■ �� ■■ 11111 �� ■■ ■111111111■ O ■ 1!11■ ■1111 111111111u111111111111111111■ t� \ ■ ■11111�� ■ ■u111111111 ■�■ ■11t1■III11111111.111111111■ ■11 / /IIII11•MI■ ININ.l■11111MMIN■ ■■ IE1111■ MI IMIt]■IIIIIIIENIIMI■ ■11111111111 ■.■ � %7 ■11111�� ■ ■ ■I1 /111111 ■�■ 111111<M11i1111■11111■11111111u11 ■.■ miummi ulmim ■ ■■ ■11111111 iim■ 11111111t']1111111111111111■111111I1111tU1111■ MIMtal■1i11MININI1111•■/111111111 •111111• •1111<3111111 1111111111■■11I1t111111•1111■ �w uuI111■■��■ ■■111 IIII ■�■ mosim■■1111 NIEKIIM■■■1Rtull 11111.• NOMMI■■11U1 EN1. ■1111111I11111111•■ Dutch Cone Log P -102 Friction Delta Re 10 Meters f Feet 100 200300400 • e 2 1111■■■■■ ■11■]1111U ■Cal■■■■ ■■lb]■■1■ I'll 1 Ll■■■■■■ 1711■ ■11■ [.7■ ■1■■ ■L11■ ■ ■■ 11111111P-7.17.2 ^ice ■ �� ■ 1111i111011111 ■r1■11■■ [; ■■►'.2■■■ 11[11■■■■ ■/11■ ■ ■■ t:4 •1111■■ ■11►_] •11M ■17■■■■■ ■E]■■■■■ 1117 ■■ ■11■ ■L'!MM■■ 1111 •■i7:311 ■ ■:■■•■ ■rM■■■■ ■[ \■■■■ ■11111►_3111■ ■[1 •1111■ ■[!1111■■ ■1■■.;ra ■■■111111■ 1111 ■1111■■ Soil Interpretation Elev. 7.61± Probe terminated at NI t Earth c C 0.) onsultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No.2579 -31 Date May ' 85 I Plate 21 1Gr,2kLY S. w 6 � U 0 0 0 W w U ' ui 0 . QQ LLQ D. I-- al I z � z I IL La U0 0 I— W u- r0 0 .. U 0 H z organic soils with sand lenses sp SAND, medium dense ml clayey SILT, very soft to soft sp SAND, loose to medium dense with sandy silt lenses ml SILT with clayey silt lenses, soft gp GRAVEL, dense Cone Penetration Resistonce - Tan /Sq. M- t 2 5 10 20 50 1111 .1= ■•11111■..11111■■ ■111111111 ■.111■ gym■ ■IIIIMIIMM■ ■11111IIII1■m■ mins■■ 11111 =M■■ ■111111111■w■ 111•111•1!]11111=11111111U1111111111`IU•■ ■lon!■■11111■■■■mi■■■11111111■m■ . n . MMIIIM■ ■iiIII s■ ■1111111111 Imo■ ��■■11111�� ■■■11111III1m■ t�`!•\11p1111111111M■■■111111111 •111111■ INIMIN■■1n:;:=mil♦ /■111111IIIII■IE■ ���:■■1111 ilmeml■■11u11111mu■ 11-11 ■ ■11111��■■ ■111111111 1111■ ■■ 11111EININI■ ■1 11111111 ■s■ ■ I; 1 Emu Ellie _E ■ ■1111111 WEE ��I!� :ee11■� ■1 .1■ ■11111 MEIN INEM! ■ ■11111■ENENI■■■111111 11■11011■ t� ■ ■1111,��U11 ■Ii1111111U�■ 11.10=1■ ■Inir�4lINI■ ■11111IIMEMNIM 11.111.11■■11111■/AINE■ti ■111111111 ■11111■ �� ■■ 11111 ���s.1 IIIII ■�1 111111111■■11111MIMIIM■■■II 11■�■ ■��■■11111�MI■■11111'i't■MI■ �� ■ ■11111�� ■ ■ ■11 l :llll ■�■ 1•11111■■1111111111111111a ■1C .:.111111 ■1111■ IMEM■ •111111•111111■ ■■1'&1111111■IM1 ■1111111111■■11111 =■■■ ■wd11111111■11111• INII• ■111111 ••■ 111111w - i.11l■■M11■■ ■ ■ ■11111I111■MI■ �i��■11111111111M11111■■11I111I111■M■ 11111111I1111\rr mIIIIIIMIIMI■■ ■111111111■■ 111111111111■ ■1111, ■■1111111111 ■11111■ �� ■ ■11111�r! \■ ■■111111111 ■�■ mino■ ■1II11mmomiftw■111111111x■■■ ■�■■■■11111��'�!■ ■111111111 ■�■ IMIIMM ■■11111■1111111M1111•!■11111IIII■m■ 1•s■�111U ■Mi►�!■uuulu■•■ = �■ 11111111111111E51111■111111111 ■1■■ ■ ■11111�ti�� \ ■1111IIIII ■�■ �� ■■■ /111■■��■\te ? \IIIIIII ■�■ •1■ ■111111•1111■■11001111 ■111■ �� ■■I1111���!�i iUIlllli ■�■ ��U11iI111'!� I/ ■ ■■IIIIIIIII ■•■ ■��■■ /111t�g�• ■■ti11111I11 ■�■ �� ■utn��■■■ulunn■Ir.■ Im1111�•■■111II ■o11■■■11IIIIIIi■Im■ t!■■111111111111111■ ■ ■111111111■IM■ tMTI■1111IMI11111••■ ■1111111111 ■M■ �� ■ ■��- :::��� ■ ■ ■111111111■I�■ ti ■11111IIIMINI■ ■1111111111u11111■ ■■11111i U11111M1111■■■I ■■111111111 ■m■ �I��■11111�. ■■ ■111111111 ■�■ tiq ■ ■iiilli��■1111111II11 ■�■ �t�► \ ■ ■1111��■ ■■111111111 ■�■ IMw uiu1131111111111111■ ■■111111111 ■11•■ r/� \ ■11111��■ ■■1111111111 ■�■ t_'4 ■■IIIII11•MIE1■ ■1111111111 ■•11■ 11111111M■7111111•111MINI■■■1111IIIII ■ii■ IINIA4 '4 ■■ 111111111•1•11■■ ■111111111 ■ =■ rt>t ■■ 11111�� ■ ■ ■liullllllt�■ �� ■■ 11111 �� ■■ ■111111111■ O ■ 1!11■ ■1111 111111111u111111111111111111■ t� \ ■ ■11111�� ■ ■u111111111 ■�■ ■11t1■III11111111.111111111■ ■11 / /IIII11•MI■ ININ.l■11111MMIN■ ■■ IE1111■ MI IMIt]■IIIIIIIENIIMI■ ■11111111111 ■.■ � %7 ■11111�� ■ ■ ■I1 /111111 ■�■ 111111<M11i1111■11111■11111111u11 ■.■ miummi ulmim ■ ■■ ■11111111 iim■ 11111111t']1111111111111111■111111I1111tU1111■ MIMtal■1i11MININI1111•■/111111111 •111111• •1111<3111111 1111111111■■11I1t111111•1111■ �w uuI111■■��■ ■■111 IIII ■�■ mosim■■1111 NIEKIIM■■■1Rtull 11111.• NOMMI■■11U1 EN1. ■1111111I11111111•■ Dutch Cone Log P -102 Friction Delta Re 10 Meters f Feet 100 200300400 • e 2 1111■■■■■ ■11■]1111U ■Cal■■■■ ■■lb]■■1■ I'll 1 Ll■■■■■■ 1711■ ■11■ [.7■ ■1■■ ■L11■ ■ ■■ 11111111P-7.17.2 ^ice ■ �� ■ 1111i111011111 ■r1■11■■ [; ■■►'.2■■■ 11[11■■■■ ■/11■ ■ ■■ t:4 •1111■■ ■11►_] •11M ■17■■■■■ ■E]■■■■■ 1117 ■■ ■11■ ■L'!MM■■ 1111 •■i7:311 ■ ■:■■•■ ■rM■■■■ ■[ \■■■■ ■11111►_3111■ ■[1 •1111■ ■[!1111■■ ■1■■.;ra ■■■111111■ 1111 ■1111■■ Soil Interpretation Elev. 7.61± Probe terminated at NI t Earth c C 0.) onsultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No.2579 -31 Date May ' 85 I Plate 21 1Gr,2kLY S. w 6 � U 0 0 0 W w U ' ui 0 . QQ LLQ D. I-- al I z � z I IL La U0 0 I— W u- r0 0 .. U 0 H z Cone Penetration Resistance -Ton/Sq. Ft. - 1 2 9 10 20 90 __1111 11111 ��■■rnIIIIIIn■�■ 111M1111 •1111111 ■MI••■11 1111111•11111■ MINIIIII ■11111 ∎E.••n 1 11111•on■ �•■■/1111mm ■11ini111111••■ ....■11I1111miu•11•II111111 ■ow■ idol■ ■nnismo 11■n111U11•n■ -- •1111111 -- •11.1/1111111■ -■ INIIIIM■■1111111111•1111••! 5 1U01■1•1■ 11•11f♦L!::::i■111■■ ■111111111 •11•• 111•1101■11: 111IMIN11a ■11111111111•1M■ il4►41111111111.11111•11.111111111 ■ME■ �!��■ 11111 .111.••n11I1m■MO ■ .7 ■111111111=1•1•11•n11I1U1■•11• • am■■111 mmomoo■n11I1111 ■io■ e�mm■■tnll...m ■■111UIIIII ■m■ sommei = '►111mom•11rn1111111 ■ice■ • ■11111■11111•■r111111U1 ■111• 1111OM1■11•••!:::.7•1111111•••111111111•1111■ 111.1!=iiII I111111111111••1111111111111■ • ":411111•■ ■1111111==■■i111111111 ■••■ �•1111111111•111•••nn11111•111■ 1=11111■m1.; : 741•111■11.111111111 ■101■ 111111M/OnglIIIMM1•11■111111111 ■•11■ INIr•allmin 11OM ■1.111111111 ■M■ 1•=■ ■111111•uiinZ: .L71111111■1•■ �� ■ ■11111��•• ■I'�!IUII■�■ 11•11•1111111111•11111111111111.11 EMI OMEN 111111■M.•11nh!I111 ■11111■ 111•1111■■1111111111111111■1111n11:!'-11•IN• 1111111111111■■111111M1111•11111••11P .1111 ■1110■ 1111111111111■11111M1111111111∎Efr. 31111111 ■111■ MIR1111R■10o n=a111 ■■•1U1111111■1111■ �� �et�.1111�� ■ ■•nn111U ■�■ • 111■■111111M•1111■11■111111111■■ , ;•■= ■ ■I1111INIIIIIII111•••U1111111•1•■ ID. ■=1111.111111111 11IIIII■ rill111••1111111111111111111••■111111111 ■ =■ • »•■ .1111mm.■■nliuiu■�■ >•• ■ ■■111111111 ■�■ •IIIIIIIII■ ■111111•1•■ •111111111 ■MI■ • INNIIIII■ ■11111•1111111•1••111111111i1 ■111■ • t11M1•11■■111111111111111•1111111111111 ■••■ ■■11III■1=1■ ■11111111111■ ■ • a111111•■ ■11111• ■11■1111II111 ■.■ •MIIIIIIII■ ■11111NIM1• ••■111111111 ■1•■ z_ ■1111111111•11M•••IIIIIIIII•III■ • ■:;7011■111111M11i111■••111111111 ■1•11■ 11=1111■11:M11•111■1111111111111 ••■ IMMII1■ ■1101•111• ■1111111111111 ■.• 11=1•111■11111■■•111111111 ■11111■ INIIIIIIII•■111!ONNIIII■ ■11111111111■•■ 1111=M■ ■11111•16WMI■••1n111111 11M =111111■ ■11111111MIC•! ■ ■11111111111■M■ = ■ ■11111111111 ■111■ INNEL 72::::eeMMINI• ■•111111111 ■1M■ t _ 111111111M1M■•11111111111 ■ice■ IMRE ill III II ■ ■•11/111111 ■11111■ �� ■111. %!�1�■ ■11111111111■■ IIMIN•■ ■111111■111tai7I!1111111I ■M■ 11=11111••I1111mm■•U1f iflh1■im■ mino■■ 1111nimm■■111111;! ?11 ■me■ ...m■111111Iimo•■•nit't'i ■m■ �••■ /n11�•■■111[!:tIIII ■�■ •1■•11111•111111MEN1111111111111 INNItM ■ ■nlllONNIMEM ■111111111 ■N■ �• ■■ .111I�.■ ■11111111111 ■t■ __■ ■11111. ■1111111111111•x■ t•_ ■■ ■1111IMiKs■ ■1n111111i■MI11 ��■ ■11111• ■11111n111111 ■•■ t="1111111•111111111111011111•11111•In111111r111111■ 1.11111•■■1111111111111MBIII 11IA11 ■IM■ 1•111111111■ ■11111=111•1■■■111111111•1111■ •IN1111■■1111111111111111■ ■11111111111u1•■ t�tr•■•IIIII�� ■•IIIIIi1111•i�■ 111111MIIIII■■a1111MIN111111■■■111111I11■11111■ 1•1111111■■1111111111111111■■11111111111■•■ Dutch Cone Log P -103 CO 200 300 400 Friction De th Ro io Meters f Feet 4 e n ■■• •11■ ■ ■11■■■■■ 111111.11■■ 11 ■••11■• 11■■■ta .a 11111111:4111111 ■11• ■ ■►7 ■■■11[411 11•11111111C11 1111■■ ■1111 11•■111M cm■• ■•►a •■■ C: et ■1111■■ 1112!n ■•• •1111.117 cia11•11•■ 111•n•11■ ■■v � 1:ie1.11111 MIAMI IMMURE 11 ■1111■ ■• •a ■ ■ ■ ■■ L7■ ■1111■ 1111 ■111111■ 11u■•1111■ ■1111■■■■ 11■t✓111■■ 11111■■■■ 1111 •11111■ I.U.I. a ■■■•1111■ 1111 !1111 ■�■ 11_11 ■ iI ■11■ 1111■■■■■ •■■a■■■ ■111111■■ t�■ ■■ ■■ 11■11 ■■ ■■ c11■■■■■ [111■ ■ ■ ■■ commulom zunnum ■1111 ■t - � CI■■ ■ ■ ■■ MINIM ■■M7■■■ ■11E!■■■ pie 12 -- .-40 14 15 3--�, —45 50 • Soil Inter rotation Elev. 11.55± Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No.2579 -3` Date May ' 85 'Plate 2 2 T "Bn yp ttltS4443 44 '2 474 404481:7V4 444 4*n« 744+0!+∎, ,,•0 .snr:rec- v. ,.....,.,,,..tt� L9L":- , .... , : - ......x �•vs �_x:L':r• *iH «vs'trr r , i iGY1" Y; SSn:% F 7' �"% Y S 'ftR7!�!3wwc`�::Y?y^isS:�m (FILL) fill and organic soil ml sm clayey SILT with sand layers and possible organic layers, very soft sp SAND with gravels, medium dense to dense ml clayey SILT, very soft sp SAND, loose grading to dense with clayey silt layer at 37' soft Probe terminated at 42' below existing grade. Cone Penetration Resistance -Ton/Sq. Ft. - 1 2 9 10 20 90 __1111 11111 ��■■rnIIIIIIn■�■ 111M1111 •1111111 ■MI••■11 1111111•11111■ MINIIIII ■11111 ∎E.••n 1 11111•on■ �•■■/1111mm ■11ini111111••■ ....■11I1111miu•11•II111111 ■ow■ idol■ ■nnismo 11■n111U11•n■ -- •1111111 -- •11.1/1111111■ -■ INIIIIM■■1111111111•1111••! 5 1U01■1•1■ 11•11f♦L!::::i■111■■ ■111111111 •11•• 111•1101■11: 111IMIN11a ■11111111111•1M■ il4►41111111111.11111•11.111111111 ■ME■ �!��■ 11111 .111.••n11I1m■MO ■ .7 ■111111111=1•1•11•n11I1U1■•11• • am■■111 mmomoo■n11I1111 ■io■ e�mm■■tnll...m ■■111UIIIII ■m■ sommei = '►111mom•11rn1111111 ■ice■ • ■11111■11111•■r111111U1 ■111• 1111OM1■11•••!:::.7•1111111•••111111111•1111■ 111.1!=iiII I111111111111••1111111111111■ • ":411111•■ ■1111111==■■i111111111 ■••■ �•1111111111•111•••nn11111•111■ 1=11111■m1.; : 741•111■11.111111111 ■101■ 111111M/OnglIIIMM1•11■111111111 ■•11■ INIr•allmin 11OM ■1.111111111 ■M■ 1•=■ ■111111•uiinZ: .L71111111■1•■ �� ■ ■11111��•• ■I'�!IUII■�■ 11•11•1111111111•11111111111111.11 EMI OMEN 111111■M.•11nh!I111 ■11111■ 111•1111■■1111111111111111■1111n11:!'-11•IN• 1111111111111■■111111M1111•11111••11P .1111 ■1110■ 1111111111111■11111M1111111111∎Efr. 31111111 ■111■ MIR1111R■10o n=a111 ■■•1U1111111■1111■ �� �et�.1111�� ■ ■•nn111U ■�■ • 111■■111111M•1111■11■111111111■■ , ;•■= ■ ■I1111INIIIIIII111•••U1111111•1•■ ID. ■=1111.111111111 11IIIII■ rill111••1111111111111111111••■111111111 ■ =■ • »•■ .1111mm.■■nliuiu■�■ >•• ■ ■■111111111 ■�■ •IIIIIIIII■ ■111111•1•■ •111111111 ■MI■ • INNIIIII■ ■11111•1111111•1••111111111i1 ■111■ • t11M1•11■■111111111111111•1111111111111 ■••■ ■■11III■1=1■ ■11111111111■ ■ • a111111•■ ■11111• ■11■1111II111 ■.■ •MIIIIIIII■ ■11111NIM1• ••■111111111 ■1•■ z_ ■1111111111•11M•••IIIIIIIII•III■ • ■:;7011■111111M11i111■••111111111 ■1•11■ 11=1111■11:M11•111■1111111111111 ••■ IMMII1■ ■1101•111• ■1111111111111 ■.• 11=1•111■11111■■•111111111 ■11111■ INIIIIIIII•■111!ONNIIII■ ■11111111111■•■ 1111=M■ ■11111•16WMI■••1n111111 11M =111111■ ■11111111MIC•! ■ ■11111111111■M■ = ■ ■11111111111 ■111■ INNEL 72::::eeMMINI• ■•111111111 ■1M■ t _ 111111111M1M■•11111111111 ■ice■ IMRE ill III II ■ ■•11/111111 ■11111■ �� ■111. %!�1�■ ■11111111111■■ IIMIN•■ ■111111■111tai7I!1111111I ■M■ 11=11111••I1111mm■•U1f iflh1■im■ mino■■ 1111nimm■■111111;! ?11 ■me■ ...m■111111Iimo•■•nit't'i ■m■ �••■ /n11�•■■111[!:tIIII ■�■ •1■•11111•111111MEN1111111111111 INNItM ■ ■nlllONNIMEM ■111111111 ■N■ �• ■■ .111I�.■ ■11111111111 ■t■ __■ ■11111. ■1111111111111•x■ t•_ ■■ ■1111IMiKs■ ■1n111111i■MI11 ��■ ■11111• ■11111n111111 ■•■ t="1111111•111111111111011111•11111•In111111r111111■ 1.11111•■■1111111111111MBIII 11IA11 ■IM■ 1•111111111■ ■11111=111•1■■■111111111•1111■ •IN1111■■1111111111111111■ ■11111111111u1•■ t�tr•■•IIIII�� ■•IIIIIi1111•i�■ 111111MIIIII■■a1111MIN111111■■■111111I11■11111■ 1•1111111■■1111111111111111■■11111111111■•■ Dutch Cone Log P -103 CO 200 300 400 Friction De th Ro io Meters f Feet 4 e n ■■• •11■ ■ ■11■■■■■ 111111.11■■ 11 ■••11■• 11■■■ta .a 11111111:4111111 ■11• ■ ■►7 ■■■11[411 11•11111111C11 1111■■ ■1111 11•■111M cm■• ■•►a •■■ C: et ■1111■■ 1112!n ■•• •1111.117 cia11•11•■ 111•n•11■ ■■v � 1:ie1.11111 MIAMI IMMURE 11 ■1111■ ■• •a ■ ■ ■ ■■ L7■ ■1111■ 1111 ■111111■ 11u■•1111■ ■1111■■■■ 11■t✓111■■ 11111■■■■ 1111 •11111■ I.U.I. a ■■■•1111■ 1111 !1111 ■�■ 11_11 ■ iI ■11■ 1111■■■■■ •■■a■■■ ■111111■■ t�■ ■■ ■■ 11■11 ■■ ■■ c11■■■■■ [111■ ■ ■ ■■ commulom zunnum ■1111 ■t - � CI■■ ■ ■ ■■ MINIM ■■M7■■■ ■11E!■■■ pie 12 -- .-40 14 15 3--�, —45 50 • Soil Inter rotation Elev. 11.55± Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No.2579 -3` Date May ' 85 'Plate 2 2 T "Bn yp ttltS4443 44 '2 474 404481:7V4 444 4*n« 744+0!+∎, ,,•0 .snr:rec- v. ,.....,.,,,..tt� L9L":- , .... , : - ......x �•vs �_x:L':r• *iH «vs'trr r , i iGY1" Y; SSn:% F 7' �"% Y S 'ftR7!�!3wwc`�::Y?y^isS:�m Cone Penetration Resistance -Tan / Sq. Ff. - 2 5 10 20 50 111 ■1■■ ■1111111..■ ■111111111■■ 11111111111111111111111•111M11111111111111111111•111 �.■ ■11111 .. ■.11 iiHui ■.■ 1•.. ■1111111•111.•■1111111101••■ �� ■ ■11111�..1■IU11n n■■1■ E11111.■■11111111111111./■m11n11■1111■ -- ■■imitMI ..■■111111111111M■ �. ■.11111.. ■■111111111 ■�■ 1•.■■ 11111 11111•..■ ■1 ■••■ �..■11111�•���..1111i1I11■.■ �%� �iei11�..1■IUIIIIII■�■ MIIM1111111■ ■11111111.11111.■■1111it111 ■11111■ 1111••■ •1111111111101..1 ■111111111 ■=1■ 11=1.■ ■11111•. ■■111111111.11111■ �.�■ ■/11111 ■.■ ■111111111 ■�■ MIMI. ■\i■:: !•11•11..■ ■111111111 ■11110■ ��■ ■1111:. 1 ■.■■iuiiinu ■1 ■■ 111■.■ ■11111111.1 ■. •.111111111 ■1 ■■ �...11111�.. ■■111111111 ■�■ NIIIII. ■ ■111I1IMMI1..■ ■111111111■.■ �.■ ■11111../■ ■.11111■■ 1111=.■■111I11WIIIMu■■I1nu1n■IIIM■ t� -�: i.tt11�..■■111IIIIIi■�■ ��� ■.11111�..1■111111i11 ■�■ 1111,11111■ ■11111111111111..1■111111111■.■ ,._!.■■11111� 11■�■ �.■ ■11111 ..■■I1I111111 1M1■ . 411M1111111■ ■11111111.x. ■ ■IUII1III ■11111■ . ‘111. ■■11111. ■ ■ ■11IIIIIII ■.■ . ��..1111I�... ■11111i11i ■�■ � . ■ ■11111�. ■ ■ ■111IIIIli ■.■ . ■■1111i111111111.. ■■1111ii111 ■MI1■ �. ■■ IIIii �..■■I1•illili ■�■ .'!. ■■11I11111•11M..■■illiiiiil ■•■ �� ■ ■uiill��.. ■illiiil0.t�■ �� ■■11IIi�.. ■ ■iuiinii... �. ■ ■111ii�.. ■ ■11iniiii ■�■ .,�5 ■11111i1111111..■■111111iii ■.■ 11=11fti .2T!1111�..■ ■1111111111■.■ ■[►_7111MIMMM.■■I1111111i■11111■ ��■v `tili�..■■iuiu111■ ■ 1111111. ■ ■11n:11111111. ■ ■■IIIIIIIII ■M■ gym■r _ :!!rte.. ■■11111illi■m■ 11111111. ■ ■11111111111mi - !` ■■111111111■.■ INIII1 ■■.1111i11111!l...111i11111 ■1■ ■ 11111111.■ ■111111 €A.■■■1111IIIII ■.■ ��■ ■11111 /•ice ■ ■.1111i1111.�■ IIIMI.■ ■11111 ■2 ■■111111111 ■.■ M11111.. ■Itili111111i UIIi1IIIIIII ■.■ 111 ■t�.11111it111 ■�L':■ ■111111111 ■�■ �. ■ ■11111��1�! ■1111III11 ■�■ �� ■ ■11111��f�` \111111111 ■�■ 11111111.11.11111M111..1!!]II IIIII ■.■ �. ■ ■1111I�. ■ ■■�]IIIIIII ■.■ �!♦ ■■ ■1111111.1 ■•'4 �11111111I ■�■ 111111.■■1111111M.■II■111i1Itil■.■ �� ■.11111��.._11111111I■ IMMIIMM11111111■1111MIIMIIIIIIIM111111 111 ■.■11111111110.MIIIC 1111111 ■111111■ _. ■ ■1111i�.■ ■.111:!:11 ■�■ �.■■11111�.■■■1111!'II ■.■ �.■ ■ 11111 �..■ ■1111!!:! I■ ■ ..■11111 ■.■ ■■111111111 ■1111■ M•111. ■■ 11111.■ ■111111111111 ■.■ __ ■.1iui1��.■ ■1 /iiutii ■�■ 11•111111■■11111. ■■■111111111 ■11111■ �.■ ■11111..■ ■11 = 111111 ■.■ ��.■ 11111!• ■. ■111 111111 ■ u ■ IIIMI•.■111111111111. ■ ■ ■1111IIIII ■.■ !♦M..111111•1111111111. ■■1111111Ii ■NE■ -. ■■11111 - - ■■ ■1111111 --11 �. ■ ■1111i�.■ ■■111111111■.■ IIMI. ■■11111. ■■ ■111111111■.■ �r ■■1111I�..1.IIIIIIIIi■�■ �� ■■11111��. ■■111111111 ■�■ ��.■11111�. ■■.111111111.•■ ..+ + wry"1 .014YRYVM FKAI fati k�' .s7y?M!";Y!kR+f.l7nTYP.r�Y+7!•. 100 Frict'on Depth Patio Meters Feet 200 300 400 dr e Q 1111■■■■■ 1111■ ■1111■ ■.■ .11.11 I.■.... ■ ■ •■ ■■■ 011111111.■ 11..11..■ ■. ■7■ ■■ 111111111.51111•1111 ■■■■11.7 Iiil ■ ■ ■ ■.■■ 11.■■..■ ■ ■ ■ ■ ■ ■■ ..■■..• ■.....■ 1111...■■ .■■•■.■ ...■■10/1 ■ ■.. ■ ■. ■. ..... 1111 1111■ ■10� 1111 C•■■•=■ /11.11■■ 1.■...■ i1 ■■ ■1111. EI■.■■■■ r.■■■■■■ a ■.■ ■■■ 1■■■■■■ i1.....■ :1.■ ■ ■ ■■ n.■...■ „a.■..■ i1.....■ 1.■..■■ '1■■■■■■ L3■■...■ ■■■■■ . ■■ ■ ■ ■ ■■ ■.....■ 1111■■■■■ 1111..■■■ ■■.1111■■ ■■ ■ ■■ ■■ ■■.MM■■ ■ ■ ■ ■ ■ ■■ ■ ■.M11■■ ■ ■...■■ ■. ■...■ ■. ■...■ 1111■■■■■ MM.■■■■ Earth J kL !! 1 Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Dutch Cone Log P - 104 PINVAMX fa. -5 10 ml Sp Soil Interpretation (FILL) Elev. 12.29± clayey SILT /organic SILT, very soft (soils too soft for proper reading) SAND, loose grading to dense Probe terminated at 40' below existing grade. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No.2379 -311 Date May ' 85 Plate 2 3 ams__v�..:nc.uv ..y,.,. ......r,.,.- r.t�...00 urr,x.;:,�m.•r7+'k Cone P.netrotion Resistance -Ton /So. R- s 5 10 20 50 too ��■ ■11111��•ar11111n11•�■ ISM ■ ■111111=•■■■111111111■11111■ •11111•1111111111111111111111111111111111111111•1111111 MIVAIIIII11111111111111111•11111111111111111•1111 �� ■ ■11111�� ■ ■r1111I111•�■ INVIN■•11111 ■1111■■nminll■111111■ INIMME•11111=•11111B11011111111111111• MINIIIII■■ 11111 ••11111•■ ■111111111111•■ ••••••11111■11111■ ■■111111111 ■1111• 1111•1•■■1111111111111•■■■111n1111•■• 111•11101•■11111M11111■■1Im111111■1M• ••••1111•11111••••11••■in111111•••• INIIII■I•■ 1111111•••11■■■111111111 ■1•1■ �. ■ ■I1111�•.��111111111■�■ 11•1111•1••111111111111111111a■■111111111•1•11• ��•.11111��•■t1111 ■�■ - -■■ 11111 - - ■■ ■111111111■ -■ •1•11•11■ •111111•• •■111111111•1•1■ ��■■11111��•/ ■�■ ��•■11111�1M•11 •11.1101 ■1111■ MINIIM■•11111 ■=M1111nllnl■111111■ try •11111•••••■■111111111•11111■ MI111•11■■11111 ∎M ■■■ IIIIII11■MI■ IIM11111•■111111■�►_7•■Un1111111■1•11• IMIlEr=lli..111111•11M■ ■1111IIIII■1111■ •••t _F.411111MME■ r11OIll1I ■MI■ 11111W!!■ •111111■•■■ ■1111IIIII•11111• 1111111•11111•MI1IIII•11•■■■111111II1 ••11• ��■•11111��Sii111111111 ■�■ ;�11111••11111■1111•■■1111u11••11■ 1iZi►'•11111•••IiuI1111I111 ••• MINNIIII■ ■0311 •1■■ ■111111111 ■1•■ 11M11111■■P 1111•111••••li111111I11 ■1111■ 111•1•• ■F4.11111.1•1•■■■111111111 ••11■ 11•11111•• ■11.■- 17.41111M■■ ■111111111•x■ 11111•1W4 7 ■1111111•11111■■■111111n1■ =11 •M■■IMIO IIIIMI■■■111111111■ ••■ 11.1111!■u11111.11•1m ■MI ��■ I1111�� ■ti�' �MI■ ■11111��•■�! 1111111 ■1111■ 1.11•1•11■■111111r uuI �� ■•11111 mimm•■11111t■mi■■u111111 �■ ••••••IIn•••••'!•I1•111111 • ••1•11•••11111INIIIr!•••■111111111 •••• 1111111111•■IIIII•••t •Ulitu:::!0■•11■ ••1111M■•11111111=1•1•■111111111111:■• ��•■11111�� ■■ ■111111111 ■ate• 1•111■ •11111111111MM111111111 ■1111W 111•11111•■ ■1/111•11111111111111•■ ■111111111 •1•1• 1111111•■■1111111•1••■ir111111111 ■ .1■ 11111111M•■11111111=11• ■■■111111111 ■1111111■ 111111111•1111111111111111111111111111111111•111111 1•11111•■ •11111••1•1■■■111111111 ■1111■ 1•111•11•1■ ■11111 •••■ ■111111111 •1111■ Q1•••1111111111111• ■ •rIIIIIIII ■M■ 11•111111■ •11111 ■!• ■■11111111111•MI• 11111•11■■111111111111111•■■111111111 ■1111■ IME11111•■11111••1111•■ ■111111111 •1•1• 11111•1•11■1111I1M•11•■ ■111111111 ■1111■ 11•11•1■•1111111=1111•1■ ■■111111111 ■11•• 1111111•11■ •111111• ■ •■1111I1111•li• M1•1M••11111111111• ■>111111111111 •1111■ IM111111■■ 11111MIMM■■■111111111• =■ ••••111•■11111 =•■ ■111111111 ■111111■ �� ■ ■11111��■ ■x111111111 ■�■ -- .uI`ll --. iuI111I1111 ■ -■ ••1•11••1•51111111111•111111•1•11111111111•1•111• ��■•11111�� ■iiillllllll ■�■ IMINIMI■■ 11111 iii•■ ■111111111■ 1•11■ �� ■ ■IIIII��■■iiiiIIIIII ■�■ __11•11111•••iu11111111 ■E■ INIIMMI■■11111MI•■i/111111111 ■11.■ ••••111111■11•11• •■111111111••■ •1111•••1111•••■••••11UIIIII ■�■ �� ■•11111��■ ■11111111 ■E■ Earth Consultants Inc. Dutch Cone Log P- 1.06 200 300 400 GEOTECHNICAL ENGINEERING & GEOLOGY Friction Depth Ratio Meters iFeet 4 e 12 UMW. •11111111•11111 11•1111•.11111 11W ••• ••••••• uU ■■11••11■ ■1111 ■ ■■ ■•••11•• ■ ■• ■••• ■•••111111 ■111111••■ •■••11•• ■■■•■1111 ■ ■ ■ ■ ••• ■■11••11• ■■ ■•■•■ ■■11••11■ ■•11■ •■• ■■11•n11• ■■■11••■ •■11311■ ■W1 ■c ■■101••• ■011 ■ 1111 11•■■••■ ■ ■ ••••• 11117•111111• ■ ■1111.- ■ Lt•■••• ■►1•■•• 11W.1111•1111111 i/■ ■1111■ _� ••••• ■■211•■■ minim ••••••• timinm MINIM •t711 •••• ■r.1■•11■• v■■■■ ■■ ■ ■ ■ ■ ■•■ ••••••• ■ ■ ■ ■ ■ ■■ 1111■■••■ ■■ ••••• ■■ ■•••• 11W■•■■ ■ ■ ■ ■ ■ ■■ ••••■■■ ■■ ■ ■ ■ ■■ ••••••■ •■■ ■11.11 ■■■ ■ ■■11 ■■■■■1111 ■11.11 ■ ■■ MM■•■•■ ••■■ ■•• • ■■■ ■ ■■ ■ ■ ■ •••• ■■ ■■ ■ ■■ = ■11.M■ M■•■••■ ■■ ■•■11■ ••••••■ MM■• ■1111 ••••••• ■ ■ ■•■•11 ■ ■ ■•■11■ sp gp • Soil Interpretation organic soils (soils too soft for proper readings) gravelly SAND with silt layers, loose to medium dense GRAVEL, dense Probe terminated at 32' below existing grade. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. No. 2579- Date May ' 85 `Plate 25 Elev. 12.99± • z z ? 0 U N o w =' J ( U. Q W 0 LL Q 10 W z 1= w I•-' 0 0 I- w U- 1- _ 0 111 Z ` 0• O z Cone Penetration Resistance -Ton / Sq. Ft.- 1 2 5 10 20 50 CO IMMIIMM■■ III II Itll11111l111.■u11111ni1■ I11111 ■ 111111 M1■■ 111111�1•a ■■11111nn■�■ 1111.7 ■■ 111111��1■11■11 ■ =■ MI��1••11111��•■■IIiIII INIII =11•1111. 721111•11111n1111■■ ■1111111 I ■1111■ •�ti■11111 �• ■X11aum.t■ titi= �u.uuiii i.i•iu ii iii. 1111111• ■■111111=11111.■ ■111111111 ■11111■ �11111u•1111111•1111111■■111111111 ■I1111■ IMIlirsio 341111•x■ ■■111111111 ■17■ tmos•I11111IIIiimill1■ ■111111111 ■111111■ �>•■■IIau 1U■■IIIIIIIII■�■ MI•111111■■11111WAIMI■MIIIIIIIII ■MI■ ��■■II■•r•.��•UUiU1n11t■�■ � �1111■1111111.1.111.1111■ ■111111111■■ __ ■ ■IIIIi11111.111MMIE IIIIIII■M■ NO■ ■11111���■ ■111111111 ■�■ ■IIIIIII���III �� ■ ■Illll��� /1111111 ■�■ 1M. 11111 ��!9 ■111111111■ 1� ■ ::en���■ ■111111111 ■�■ VIII/ ��i 1�1 � i ii. 1•111111111•■11111111111111111■■111111111•M ta7 ■■111111■..■■un111111 ■11 ■■ • ■■11111IMINI•■■111111111■•11■ ■ ■11111��.■■IUl11m ■�■ 11111111111■ ■11111111111111EMMIIIIIIII ■MII■ � ■■11111�� ■■ ■111111111■■ ttttt�i. t• ■II1111•1111111 ■■■IIIIIIIIIMM■ t� ■■MIII •MI1111■01111111■1111■ MIPw■•111111•11111• ••1111111n ■11111■ t7 ■111111■111111.■11111111111■M■ � �■ 11111��U■ ■111111111 ■�■ ■i :rA 1111 ■R11■1111111111• =■ 1111111M ∎_1 ■1111 ���11 ■111111111u11•■ MIW U1IIII■MRUUII 111IIIUM IIIIIP:4111 In1111•11•=111■■11111111111111M■ �. uii111��a■■uuii111��■ �w -.i1111��■■ ■111111111 ■�■ 1•111M1■111111e1.7411 •■■111111111111 M1■ �� ■■ IIIIL�� ■ ■ ■u1111111 ■1•■ 111.1111111111111111111.111111111=211111111111.11 MMINI■■1111INIONEHMitiglIMEHMI■ 1111111111O■■111111 ■=1■■■u111t:!!>•11111■ MOOMM■11111NMU■■1/111IIIiM!■ IMIIIIM■■11111111111111111111■■■111111111RM■ 11.■■11111IMMII■ ■u111111t:`.111111■ 1•1111111111■■11111111M111111■■■IIIr■1111■11111■ IIIIMIIMI■■ 11111111111111111■ ■■ ■1111 ,1 !11■ 111■ �� ■■/1111��•■■Illr�!I I..■ • • �� ■ ■11111��•■■IIU!q 1 ■_■ 1111111111.■ ■11111■111111•■■1111I11i:911•1■ •UII !!!k�iiIl NIM. ■■111 INEMEN■1111 iii■ IM1111■■111111.1•11111■IC 11 ■ 1•111•1111111•■I /III•1•11111M11• •■1111111ItiraMI 111=11•1■■111111111•UW1111111111111•11■ ��■■11111�.�■ ■111111111 ■�■ 1•_ ■ ■111111111111•1•11■uu11111I1._■ •IIIIIIII�UIIIUIIIIIIIhlI �• ■■11111��u■ /1111 �� ■■111111��■■ ■1111 iii 11111111■ ��� ■IIIII��� ■ ■111111111��■ pissu 11.•u■u11111111w Earth Consultants Inc. Dutch Cone Log Friction Celt h Palo Meters Feet 200 300 400 4 e 12 ■■■■■■• ■■■n■■■ ■ ■ ■[:2 ■ ■ ■■111! ■■■C ig ■• ■Cn ■�� ■■1110■ ■■ ■ ■ ■L:11•■ ■ ■ ■7 ■•■ sI■■■■■ ems■■■■■ ■ ■�� ■■■ ■ ■ ■ ■■■■ ■ ■ ■■■■■ fJ■■■■ •■ sue■■■■■ 't■■ ■■■■ l7■ •■ ■■ a1■■■■■ ■cl■■■■■ ■11■■•■■ ■■■■■■■ ■■■■■■■ ■17■■■■■ ■■■ ■ ■ ■■ ■■■■■■■ ■■■ ■ ■ ■■ ■■■■■■■ ■n■■••M ■11 ■ ■■ ■• ■n■ ■■■■ ■C!0■i■ ■■■■!_3 ■n..■■ ■■ KAMM ■•■LI■ ■■ ■■ •■17 •■ •■■•.] ■■ ■ it1■ ■ ■■ CAMINIIM ci■■■■■■ i] ■ ■ ■ ■■ Ti...... MINIM a■ ■ ■ ■■■ li ■■ ■ ■■■ 11■■■■■■ ti■■■■■■ ii ■ ■ ■ ■■ ■■■■■■■ ■ ■ ■ ■ ■ ■■ n■■■■■■ a ■ ■■ ■■ MOWN 1>t ■ ■ ■ ■• ■■■■■ ■■ ■■■■■■■ ■■ ■■■■■ ■■■■■■■ ■■ •■■■■ ■ ■ ■ ■■■■ ■ ■ ■ ■■ ■■ ■■■■ ■■■ ■■ ■ ■ ■ ■■ mums ■ ■ ■ ■ ■ ■■ ■■ ■ ■ ■ ■■ GEOTECHNICAL ENGINEERING 8: GEOLOGY P -107 • Soil Interpretation ml of sp ml mh gP sp hog fuel(FILL Elev. 9± clayey or organic SILTS with possible organic layers, very soft with SAND layer from 8 to 10' SAND, medium dense SILT and clayey SILT, very soft sandy GRAVEL or gravelly SAND, medium dense to dense Probe terminated at 42' beneath existing grade. Refusal. DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B &C KING COUNTY, WASHINGTON Proj. No2579 -3 I Date May ' 85 l Plate 26 ,,,,,0i.'fi1 • 0.7 94.1f % id !fA$'PMF1KIVA•00,9pW'.hM.•ora, .•vo...s.,.,, ISM re 'I 00 W = : N � W 0 = Z I- zo CU tu D O, 0 I- = V iu 0 Z Cone Penetration Resistance -Tan / Sq. 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GEOTECHNICAL ENGINEERING & GEOLOGY Soil Interpretation Elev. 9± DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. N -3 I Date May ' 85 'Plate 27 Wu iwxggtl11M0121.VAPTOPS!fAfi 4 ntMIVSl: PP'4ktle A5?tfdfN'+. VNIW,eV H•rm ^,crwwo,r, ,.o Z re W 6 JU U N tu O J w w LL U 0 LL rn � ° . I- W Z F- 0 W ~ U 0– 0 1- w H - ' LL ll l Z 0 O1 Z hog fuel (FILL) ml of clayey or organic SILTS with possible organic layers, very soft sp SAND, loose to medium dense with clay and silt layer at 9' ml mh clayey SILT, very soft (soils to soft for readings) sp gp SAND, loose grading to dense becoming sandy GRAVEL Probe terminated at 41' beneath existing grade. Refusal. Cone Penetration Resistance -Tan / Sq. 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GEOTECHNICAL ENGINEERING & GEOLOGY Soil Interpretation Elev. 9± DUTCH CONE LOG EAST MARGINAL WAY CORPORATE PARK BUILDINGS B & C KING COUNTY, WASHINGTON Proj. N -3 I Date May ' 85 'Plate 27 Wu iwxggtl11M0121.VAPTOPS!fAfi 4 ntMIVSl: PP'4ktle A5?tfdfN'+. VNIW,eV H•rm ^,crwwo,r, ,.o Z re W 6 JU U N tu O J w w LL U 0 LL rn � ° . I- W Z F- 0 W ~ U 0– 0 1- w H - ' LL ll l Z 0 O1 Z Key 0 0 5 10 15 a l 0.4 CU 13 0.3 0.2 0.01 Boring No. B -7 O Depth (ft.) 32' USC CL 0.1 PRESSURE , tsf Soil Description gray lean CLAY Earth • Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Liquid Limit 33 1.0 Plastic Limit 23 Plasticity Index 0 10 Moisture Content, W % Before 47.0 After 36.2 10.0 Dry Density 1pcf) 73.1 CONSOLIDATION TEST DATA EAST MARGINAL WAY CORPORATE PARK KING COUNTY, WASHINGTON Proj. No, 2579 IDate May '85 ,Plate 28 � ,...m.n. ?auJ�rorrn ,.......,..$ 0. W. Properties PO Box 9847 Seattle, Washington 98109 Attention: Dave Sabey Subject: Gentlemen: F°LE. COPY 1 understand that the In Check opp ro .1k are subject to errors a u '.) +;''S`i +l „1S en„ of plans does not authpn - ., the adopted code or trc+c of .^ copy ', August 15, 1985 Pile Installation Observation Building B East Marginal Way Corporate Park Seattle, Washington D2Onn _ (3s E- 2579 -4 l' -, j iE ii il 11�[ wi L; MAY 1 6 2000 R ID ��4;fl llt:TOil We have concluded our observation of pile installation for Building B in the East Marginal Way Corporate Park. Our work involved monitoring installation of the two thousand four hundred seventy (2470) driven timber piles to verify the pile design capacity during the installation process. Used creosote - treated timber piles were placed at locations determined by the contractor. Most of the piles were driven with single- acting Vulcan #1 compressed air- driven pile drivers which achieved the required 15,000 foot pound energy. Some piles were driven using a double acting compressed air - driven hammer which achieved the required 15,000 foot pound energy. Refusal was defined as at least thirty (30) blows per foot for the last one foot of penetration. The piles driven to this criteria are estimated to have a capacity of thirty (30) tons. Piles that achieved at least thirteen (13) blows per foot for five feet of penetration were also estimated to have a capacity of thirty (30) tons based on previous load test results. Date nails as old as the late 1930's and 1940's were found in several of the piles. Most piles showed a sign of marine worm infestation. It is our opinion that the piles were installed in accordance with the recommended criteria and have a capacity of thirty (30) tons. Our records show one hundred seventy eight (178) piles were driven which did not reach bearing due to breakage or being too short. Nineteen (19) of these were spliced in order to reach bearing. Alternate piles were driven adjacent to the other one RECEIVED CITY OF TUKWILA PERMIT CENTER 0. W. Properties August 15, 1985 hundred fifty nine (159) piles. This count does not include those piles which were broken with the initial blows with the pile hammer. Many of the other used piles split or broomed during driving but were acceptable at the cutoff point. It is our opinion that the piles were installed as shown on the plans approved by King County. We have included for your information the pile driving summaries (Table A) for the installation of the piles during the period from June 28 to July 25, 1985, and a pile location map (Plate 1) marked with the pile number survey grid. We trust this information is adequate for your immediate needs. We appreciate the opportunity to serve you on this project. Should you have any questions regarding this report, please contact us. AB /JRF /tm cc: King County Building Department Berkley Structures Attn: Al Clow Enclosures: Plate 1 Table A Respectfully submitted, EARTH CONSULTANTS, INC. James R. Finley, Jr., P. E. Chief Engineer • Earth Consultants, Inc. E- 2579 -4 Page Two ( 6 2' _ ' C.) 0; w J w 2if q u. Q' Z Ill 'Li o i- la O u. w z 9.5 8.5 7.5 6. 5.5 4.5 0 3.5 2.5 A O O O .._._.. .• O O 5 • 1 2 3 4 5 6 I 2 3 4 5 6 12 34 56 1 23456 I•23456 23456 1 23456 23 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 6 1 23 456 1 2 34 5 6 1 2 3 4 5 6 1 2 3 4 5 6 Approximate Scale I r 0 .25 50 IOOft. x- ' A,.ft ,ti1•:.A ;. li.•.:wF: iJi111ii ``rl; 41 la irk Gii 14 t.Sh,w ai t¢aUWA W _s t, .n.�,tu..!t'S..A+:+S 123 5 4 5 6 1 . 2 3 4 5 6 ' 2 3 4 5 6 1 2 3 4 5 6 12 3 456 1 2 3 4 5 6 1 2 3 4 5 6 // . 9.5 8.5 F " : :: 7.5 6.5 • • 5.5 • • 4.5 3.5 • • 2.5 3 4 0 1 2 34 5 6 . 0 1 2 3 4 5 6 0 1 2 3 4 56 1.5 - f 1 23456 123456 123456 • , 25 50 Approximate Sctle £ ^. 100ft. CU O Reference Sheet S Pile Plan By LDG Dated 5/23/85 ( Revision) Earth Consultants Inc: GEOTECHNICAL ENGINEERING & GEOLOGY Pile Plan East Marginal Way Corporate Rork Bldg. Seattle, Washington Proj. No. 2579'4 ' Date Aug. '85 'Plate I 14,... .2z v1tC.1.•.•r:14aui. ;,.k. sir` i�:..•. tt• ti✓ drCU :UiffikGSayS".,a.ts.At::cu.c .,• 7•$ ;L.f'r%rlh ' 6'w7A , r5, {4.SFA4+ NJ.�,n'rlH istii. 1 ;'3 , 441 ti' 4! ur. vak .ixx.,, .: w,r.., „ k✓tids;! U O ` N 0 : cn w 9 w O '. 2 Jr = d � w Z 0 2 U co , ON •0 I- w uJ I O : W Z 0 O Z PAGE NO. 00001 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1 A 0.0- 2.0 13.0 18.5 2 A 0.0- 2.5 E 10.0 25.5 3 A 0.0- 2.5 W 11.0 18.3 4 A 0.0- 3.0 E 12.0 20.5 5 A 0.0- 3.0 W 11.0 21.0 6 A 0.0- 3.5 E 12.5 17.5 7 A 0.0- 3.5 W 9.0 18.0 8 A 0.0- 4.0 E 12.0 17.0 9 A 0.0- 4.0 W 10.0 18.0 10 A 0.0- 4.5 E 11.0 17.0 11 A 0.0- 4.5 W 13.0 17.5 12 A 0.0- 5.0 E 8.0 20.0 13 A 0.0- 5.0 W 9.0 17.5 14 A 0.0- 5.5 E 8.0 21.0 15 A 0.0- 5.5 W 14.0 20.0 16 A 0.0- 6.0 E 10.0 21.0 17 A 0.0- 6.0 W 11.0 22.5 18 A 0.0- 6.5 E 11.0 23.3 19 A 0.0- 6.5 W 11.0 24.7 20 A 0.0- 7.0 E 10.0 23.5 21 A 0.0- 7.0 W 8.5 25.5 22 A 0.0- 7.5 E 8.5 24.5 23 A 0.0- 7.5 W 10.5 25.7 24 A 0.0- 8.0 E 10.0 26.5 - 5.5 76/6" -12.5 31/6" - 5.3 60/4" -7.5 40/6" - 8.0 53 - 4.5 49/6" - 5.0 51 -4.0 47 - 5.0 45 - 4.0 44 - 4.5 31/6" -7.0 43 -4.5 19/6" - 8.0 33 -7.0 - 8.0 -9.5 -10.3 -11.7 - 10.5 -12.5 -11.5 -12.7 - 13.5 42 A 30 30/6" 33/4" 35/8" 22/6" 22/6" 16/6" A 30/8" 22/6" PAGE NO. 00002 25 A 0.0- 8.0 W 10.0 26.8 26 A 0.0- 8.5 E 10.0 27.0 27 A 0.0- 8.5 W 11.0 23.0 28 A 0.0- 9.0 E 20.0 29 A 0.0- 9.0 W 25.0 30 A 0.0- 9.5 E 25.0 31 A 0.0- 9.5 W 10.0 27.0 32 A 0.0 -10.0 10.0 25.0 33 A 1.0- 2.0 11.0 19.0 34 A 1.0- 2.5 E 10.0 22.5 35 A 1.0- 2.5 W 10.0 20.0 36 A 1.0- 3.0 E 10.0 21.5 37 A 1.0- 3.0 W 9.5 20.7 38 A 1.0- 3.5 E 10.0 19.0 39 A 1.0- 3.5 W 10.0 19.0 40 A 1.0- 4.0 E 10.0 18.3 41 A 1.0- 4.0 W 10.0 17.8 42 A 1.0- 4.5 E 10.0 18.0 43 A 1.0- 4.5 W 10.0 17.0 44 A 1.0- 5.0 E 9.0 27.0 45 A 1.0- 5.0 W 11.0 17.5 46 A 1.0- 5.5 E 9.0 20.0 47 A 1.0- 5.5 W 11.0 20.0 48 A 1.0- 6.0 E 8.5 24.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks - 13.8 30/9" - 14.0 30 A - 11.0 32 - 7.0 32 - 12.0 30 - 13.0 17 F - 14.0 30 -12.0 22 F -6.0 71 - 9.5 30/6" -7.0 51 - 8.5 30/6" -7.7 23/8" -6.0 - 6.0 -5.3 - 4.8 -5.0 40 -4.0 31 -14.0 16/6" F -4.5 30/6" -7.0 34 -7.0 35 -11.0 25 F 36 32 17/3" 36/9" A • PAGE NO. 00003 Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 49 A 1.0• 6.0 W 10.0 21.0 -8.0 34 50 A 1.0- 6.5 E 10.0 24.0 -11.0 46 51 A 1.0- 6.5 W 12.5 24.0 -11.0 43 52 A 1.0- 7.0 E 9.0 25.0 -12.0 30 53 A 1.0- 7.0 W 10.0 24.5 -11.5 17/6" A 54 A 1.0- 7.5 E 9.0 24.0 -11.0 30 55 A 1.0- 7.5 W 8.5 25.8 -12.8 30/9" 56 A 1.0- 8.0 E 9.0 27.0 -14.0 30 57 A 1.0- 8.0 W 9.0 26.0 -13.0 '21 F 58 A 1.0- 8.5 E 10.0 23.0 -10.0 32 59 A 1.0- 8.5 W 10.0 24.0 -11.0 22 F 60 A 1.0- 9.0 E 11.0 24.0 -11.0 30 61 A 1.0- 9.0 W 9.0 27.0 -14.0 27 F 62 A 1.0- 9.5 E 11.0 25.0 -12.0 30 63 A 1.0- 9.5 W 11.0 25.0 -12.0 20/6" 64 A 1.0 -10.0 10.0 27.0 -14.0 27 F 65 A 1.5- 2.0 10.0 21.8 -8.8 34/9" 66 A 1.5 -10.0 9.0 25.0 -12.0 18 F 67 A 2.0- 2.0 9.5 28.0 -15.0 31 68 A 2.0- 2.5 E 10.0 21.0 -8.0 42 69 A 2.0- 2.5 W 10.0 20.0 -7.0 42 70 A 2.0- 3.0 E 11.0 20.0 -7.0 45 71 A 2.0- 3.0 W 9.0 23.0 -10.0 49 72 A 2.0- 3.5 E 9.0 22.7 -9.7 27/8" A TABLE A BUILDING B PILE DRIVING SUMMARY w..,....m.Flor Aq(PGW.oOMIIp..nfi . . PAGE NO. 00004 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamete Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 73 A 2.0- 3.5 W 10.0 22.0 -9.0 35 74 A 2.0- 4.0 E 10.5 17.0 -4.0 36 75 . A 2.0- 4.0 W 9.0 18.0 -5.0 32 76 & 2.0- 4.5 E 12.0 16.8 -3.8 38/9" A 77 A 2.0- 4.5 W 9.5 17.0 -4.0 31 78 A 2.0- 5.0 E 10.0 18.8 -5.8 31/9" 79 A 2.0- 5.0 W 8.0 23.3 -10.3 10/4" 80 A 2.0- 5.5 E 9.5 21.0 -8.0 34 A 81 A 2.0- 5.5 W 11.5 19.8 -6.8 37/9" 82 A 2.0- 6.0 E 9.0 24.0 -11.0 33 83 A 2.0- 6.0 W 8.5 23.8 -10.8 30/9" A 84 A 2.0- 6.5 E 11.0 23.0 -10.0 43 85 A 2.0- 6.5 W 11.0 23.0 -10.0 43 86 A 2.0- 7.0 E 8.0 25.8 -12.8 32/10" 87 A 2.0- 7.0 W 10.0 25.5 -12.5 20/6" A 88 A 2.0- 7.5 E 8.0 27.0 -14.0 30 89 A 2.0- 7.5 W 10.0 26.0 -13.0 31 90 A 2.0- 8.0 E 9.0 25.0 -12.0 30 91 A 2.0- 8.0 W 13.0 23.0 -10.0 32 92 A 2.0- 8.5 E 12.0 22.0 -9.0 32 93 A 2.0- 8.5 W 10.0 22.0 -10.0 30 A 94 A 2.0- 9.0 E 8.0 25.0 -12.0 30 95 A 2.0- 9.0 W 12.0 21.0 -8.0 30 96 A 2.0- 9.5 E 9.0 26.0 -13.0 27 F t4 PAGE NO. 00005 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 97 A 2.0- 9.5 W 8.0 25.0 -12.0 19 F 98 A 2.0 -10.0 28.0 -15.0 30 99 A 2.9- 2.0 12.0 20.5 -7.5 45/6" 100 A 3.0- 2.5 E 11.0 19.0 -6.0 68 101 A 3.0- 2.5 W 9.5 19.5 -6.5 30/6" 102 A 3.0- 3.0 E 9.0 19.0 -6.0 50 103 A 3.0- 3.0 W 12.0 19.0 -6.0 68 A 104 A 3.0- 3.5 E 9.0 28.0 -15.0 28 F,A 105 A 3.0- 3.5 W 11.0 20.0 -7.0 76 106 A 3.0- 4.0 E 13.0 18.0 -5.0 33 107 A 3.0- 4.0 W 9.5 20.0 -7.0 39 108 A 3.0- 4.5 E 9.0 20.5 -7.5 31/6" 109 A 3.0- 4.5 W 11.0 18.5 -5.5 15/6" 110 A 3.0- 5.0 E 9.5 19.0 -6.0 31 111 A 3.0- 5.0 W 9.5 21.0 -8.0 31 A 112 A 3.0- 5.5 E 12.5 22.0 -9.0 113 A 3.0- 5.5 W 10.5 22.0 -9.0 114 A 3.0- 6.0 E 13.0 22.5 -9.5 115 A 3.0- 6.0 W 13.0 22.0 -9.0 116 A 3.0- 6.5 E 13.0 22.5 -9.5 117 A 3.0- 6.5 W 12.0 22.5 -9.5 118 A 3.0- 7.0 E 13.0 24.0 -11.0 119 A 3.0- 7.0 W 9.0 25.8 -12.8 120 A 3.0- 7.5 E 10.0 25.0 -12.0 32 31 27/6" 39 30/6" 36/9" 30 30/9" 31 PAGE NO. 00006 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxisaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 121 A 3.0- 7.5 W 11.0 23.0 -10.0 33 122 A 3.0- 8.0 E 13.5 22.0 -9.0 31 123 A 3.0- CO W 12.0 26.0 -13.0 32 124 A 3.0- 8.5 E 10.0 25.0 -12.0 31 125 A 3.0- 8.5 W 27.0 -14.0 22 F 126 A 3.0- 9.0 E 8.0 28.0 -15.0 26 F 127 A 3.0- 9.0 W 10.0 23.0 -10.0 30 128 A 3.0- 9.5 E 9.0 23.0 -10.0 30 129 A 3.0- 9.5 W 12.0 23.0 -10.0 30 130 A 3.0 -10.0 9.0 24.0 -11.0 23 F 131 A 3.5- 2.0 10.0 21.8 -8.8 61/10" 132 A 4.0- 2.5 E 9.0 27.5 -14.5 30/6" 133 A 4.0- 2.5 W 12.0 20.0 -7.0 73 134 A 4.0- 3.0 E 11.0 21.0 -8.0 43 135 A 4.0- 3.0 W 10.0 20.5 -7.5 30/6" 136 A 4.0- 3.5 E 11.0 21.0 -8.0 43 A 137 A 4.0- 3.5 W 12.0 20.5 -7.5 34/6" 138 A 4.0- 4.0 E 13.0 19.0 -6.0 30 139 A 4.0- 4.0 W 8.0 23.0 -10.0 34 140 A 4.0- 4.5 E 11.0 20.0 -7.0 35 141 A 4.0- 4.5 W 9.0 20.0 -7.0 38 142 A 4.0- 5.0 E 12.0 19.8 -6.8 31/9" 143 A 4.0- 5.0 W 11.0 19.8 -6.8 33/9" 144 A 4.0- 5.5 E 8.5 21.0 -8.0 34 A PAGE N0. 00007 Approxiamate Final Pile Approxiaeate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 145 A 4.0- 5.5 W 9.0 24.0 -11.0 17 F 146 A 4.0- 6.0 E 12.0 22.8 -9.8 32/8" 147 A 4.0- 6.0 W 11.0 22.5 -9.5 22/6" 148 A 4.0- 6.5 E 8.0 24.0 -11.0 35 149 A 4.0- 6.5 W 11.5 23.0 -10.0 30 150 A 4.0- 7.0 E 11.0 24.0 -11.0 31 151 A 4.0- 7.0 W 11.0 24.8 -11.8 27/9" 152 A 4.0- 7.5 E 16.5 22.0 -9.0 32 153 A 4.0- 7.5 W 9.0 26.5 -13.5 ' 20/6" 154 A 4.0- 8.0 E 12.0 24.5 -11.5 20/6" 155 A 4.0- 8.0 W 10.0 25.0 -12.0 32 156 A 4.0- 8.5 E 9.0 25.0 -12.0 30 157 A 4.0- 8.5 W 11.0 26.5 -13.5 30/6" 158 A 4.0- 9.0 E 10.0 24.9 -11.9 30/11" 159 A 4.0- 9.0 W 11.0 24.0 -11.0 30 160 A 4.0- 9.5 E 12.0 22.0 -9.0 30 161 A 4.0- 9.5 W 10.0 24.0 -11.0 30 162 A 4.0 -10.0 9.0 26.0 -13.0 21 F 163 A 4.2- 2.0 8.0 24.0 -11.0 49 164 A 4.6 -10.0 11.0 26.0 -13.0 24 F 165 A 4.9- 2.0 12.0 22.0 -9.0 59 166 A 5.0- 2.5 E 12.0 20.0 -7.0 52 167 A 5.0- 2.5 W 10.0 23.0 -10.0 36 168 A 5.0- 3.0 E 12.0 21.5 -8.5 30/6" TABLE A BUILDING B PILE DRIVING SUMMARY PAGE NO. 00008 TABLE A BUILDING B -PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 169 A 5.0- 3.0 W 13.0 20.5 -7.5 40/6" 170 A 5.0- 3.5 E 12.0 21.0 -8.0 66 171 A 5.0- 3.5 W 11.0 21.0 -8.0 37 172 A 5.0- 4.0 E 10.0 20.0 -7.0 30 173 A 5.0- 4.0 W 12.0 21.5 -8.5 16/6" 174 A 5.0- 4.5 E 11.0 20.0 -7.0 31 175 A 5.0- 4.5 W 9.0 22.0 -9.0 37 176 A 5.0- 5.0 E 9.0 19.0 -6.0 5/1" A 177 A 5.0- 5.0 W 11.0 20.0 -7.0 30 178 A 5.0- 5.5 E 13.0 20.0 -7.0 36 179 A 5.0- 5.5 W 11.0 21.0 -8.0 36 180 A 5.0- 6.0 E 9.5 21.0 -8.0 31 181 A 5.0- 6.0 W 10.0 23.0 -10.0 34 182 A 5.0- 6.5 E 9.0 24.5 -11.5 19/6" 183 A 5.0- 6.5 W 8.5 24.0 -11.0 30 184 A 5.0- 7.0 E 10.0 24.5 -11.5 20/6" 185 A 5.0- 7.0 W 8.0 24.5 -11.5 20/6" 186 A 5.0- 7.5 E 9.5 26.0 -13.0 30 187 A 5.0- 7.5 W 10.0 26.0 -13.0 34 188 A 5.0- 8.0 E 12.0 24.0 -11.0 34 189 A 5.0- 8.0 W 8.5 27.5 -14.5 20/6" 190 A 5.0- 8.5 E 9.0 27.0 -15.0 21 191 A 5.0- 8.5 W 11.0 25.0 -12.0 30 192 A 5.0- 9.0 E 10.0 23.9 -10.9 30/10" F,A,A PAGE NO. 00009 193 A 5.0- 9.0 W 8.0 26.0 194 A 5.0- 9.5 E 10.0 23.0 195 A 5.0- 9.5 W 8.0 25.0 196 A 5.5- 2.0 12.0 23.0 197 A 5.5 -10.0 9.0 26.0 198 A 6.0- 2.5 E 9.0 22.0 199 A 6.0- 2.5 W 9.0 22.3 200 A 6.0- 3.0 E 10.5 22.0 201 A 6.0- 3.0 W 11.0 22.0 202 A 6.0- 3.5 E 8.5 23.0 203 A 6.0- 3.5 W 11.8 21.0 204 A 6.0- 4.0 E 8.0 21.5 205 A 6.0- 4.0 W 10.0 21.0 206 A 6.0- 4.5 E 11.0 22.0 207 A 6.0- 4.5 W 12.0 21.0 208 A 6.0- 5.0 E 9.0 20.5 209 A 6.0- 5.0 W 10.0 20.0 210 A 6.0- 5.5 E 10.0 21.0 211 A 6.0- 5.5 W 9.0 21.0 212 A 6.0- 6.0 E 9.0 22.3 213 A 6.0- 6.0 W 9.0 24.0 214 A 6.0- 6.5 E 12.0 24.0 215 A 6.0- 6.5 W 9.0 25.0 216 A 6.0- 7.0 E 13.0 25.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiawate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks -13.0 20 F -10.0 34 -12.0 30 -10.0 58 -13.0 21 F -9.0 50 - 9.3 15/4" - 9.0 43 -9.0 42 -10.0 33 - 8.0 38 - 8.5 16/6" - 8.0 30 -9.0 34 - 8.0 31 -7.5 17/6" -7.0 36 - 8.0 33 - 8.0 33 - 9.3 12/3" -11.0 32 41 39 35 tt i 11.1 ,5: V O y u t Luc) N 0 PAGE NO. 00010 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 217 A 6.0- 7.0 W 10.0 26.0 218 A 6.0- 7.5 E 10.0 25.0 219 A 6.0- 7.5 W 12.5 24.0 220 A 6.0- 8.0 E 10.5 23.0 221 A 6.0- 8.0 W 10.0 25.0 222 A 6.0- 8.5 E 10.0 27.0 223 A 6.0- 8.5 W 8.0 24.0 224 A 6.0- 9.0 E 8.0 27.0 225 A 6.0- 9.0 W 9.0 25.0 226 A 6.0- 9.5 E 8.0 23.0 227 A 6.0- 9.5 W 11.0 23.0 228 A 6.0 -10.0 10.0 27.0 229 A 6.2- 2.0 9.5 25.0 230 B 0.0- 2.0 12.0 23.5 231 B 0.0- 2.5 E 13.0 21.0 232 B 0.0- 2.5 W 14.0 21.5 233 B 0.0- 3.0 N 11.0 21.8 234 B 0.0- 3.0 S 11.0 22.0 235 B 0.0- 3.0 W 9.0 24.0 236 B 0.0- 3.5 E 13.0 21.0 237 B 0.0- 3.5 W 12.0 21.0 238 B 0.0- 4.0 N 10.0 20.5 239 B 0.0- 4.0 S 10.0 20.0 240 B 0.0- 4.0 W 9.0 21.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 13.0 33 - 12.0 35 -11.0 31 - 10.0 31 -12.0 31 - 14.0 27 F - 11.0 30 - 14.0 23 F -12.0 20 F -10.0 35 -10.0 34 -14.0 21 F -12.0 51 -10.5 33/6" -8.0 33 -8.5 47/6" -8.8 57/9" -9.0 39 A -11.0 25 F -8.0 53 A - 8.0 34 -7.5 15/6" - 7.0 31 - 8.0 30 PAGE NO. 00011 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 241 B 0.0- 4.5 E 13.0 20.5 -7.5 30/6" 242 B 0.0- 4.5 W 9.0 22.0 -9.0 31 243 B 0.0- 5.0 N 10.5 22.0 -9.0 31 244 B 0.0- 5.0 S 10.5 21.0 -8.0 30 245 B 0.0- 5.0 W 10.0 21.0 -8.0 40 246 B 0.0- 5.5 E 8.5 30.0 -17.0 18 247 B 0.0- 5.5 W 9.0 25.0 -12.0 19 248 B 0.0- 6.0 N 12.0 21.8 -8.8 40/9" 249 B 0.0- 6.0 S 8.0 23.0 -10.0 36 250 B 0.0- 6.0 W 9.0 23.0 -10.0 41 251 B 0.0- 6.5 E 9.0 24.9 -11.9 30/10" 252 B 0.0- 6.5 W 8.5 26.0 -13.0 37 253 B 0.0- 7.0 N 12.0 25.5 -12.5 31/5" 254 B 0.0- 7.0 S 11.0 27.0 -14.0 36 255 B 0.0- 7.0 W 8.0 26.3 -13.3 10/3" 256 B 0.0- 7.5 E 10.0 26.0 -13.0 33 257 B 0.0- 7.5 W 8.5 25.9 -12.9 42/11" 258 B 0.0- 8.0 N 12.0 25.0 -12.0 30 259 B 0.0- 8.0 S 8.0 22.3 -9.3 14/3" 260 B 0.0- 8.0 W 20.0 22.0 -9.0 38 261 B 0.0- 8.5 E 10.0 27.0 -14.0 27 262 B 0.0- 8.5 W 8.0 25.3 -12.3 13/3" 263 B 0.0- 9.0 N 14.0 23.0 -10.0 31 264 B 0.0- 9.0 S 8.0 25.0 -12.0 30 F F F N u W O J i IL 4c C F 00 : . O -- 0 W W O . i z U 22 I 0 Z PAGE NO. 00012 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 265 B 0.0- 9.0 W 8.5 26.0 -13.0 30 A 266 B 0.0- 9.5 E 8.0 27.0 -14.0 20 F 267 B 0.0- 9.5 W 9.5 28.0 -15.0 22 F 268 B 0.0 -10.0 8.0 27.0 -14.0 18 F 269 B 0.8- 2.0• 8.0 25.0 -12.0 31 270 B 0.9 -10.0 9.0 28.5 -15.5 18/6" 271 B 1.0- 2.5 E 11.8 22.0 -9.0 30 272 B 1.0- 2.5 W 13,0 22.0 -9.0 48 273 B 1.0- 3.0 E 12.0 21.0 -8.0 37 274 B 1.0- 3.0 W 12.0 22.5 -9.5 46/6" 275 B 1.0- 3.5 E 10.5 21.7 -8.7 32/8" 276 B 1.0- 3.5 W 12.0 21.5 -8.5 33/6" 277 B 1.0- 4.0 E 10.0 20.2 -7.2 17/3" 278 B 1.0- 4.0 W 13.0 21.3 -8.3 17/4" 279 B 1.0- 4.5 E 10.0 22.0 -9.0 43 280 B 1.0- 4.5 W 13.0 22.0 -9.0 38 281 B 1.0- 5.0 E 15.0 20.5 -7.5 40/6" 282 B 1.0- 5.0 W 11.5 21.0 -8.0 30 283 B 1.0- 5.5 E 8.5 22.0 -9.0 32 284 B 1.0- 5.5 W 13.0 20.0 -7.0 50 285 B 1.0- 6.0 E 13.0 22.5 -9.5 17/6" 286 B 1.0- 6.0 W 11.0 24.0 -11.0 42 287 B 1.0- 6.5 E 13.0 24.0 -11.0 35 288 B 1.0- 6.5 W 13.0 24.0 -11.0 42 TABLE A BUILDING B PILE DRIVING SUMMARY o 0 . ; NO W 0 g Q • p 1" W • W o U N .O E W W' ; H U 0' tll Z ' YZ 0 1 PAGE NO. 00013 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 289 B 1.0- 7.0 E 9.5 26.9 -13.9 40/10" 290 B 1.0- 7.0 W 13.0 26.0 -13.0 35 291 B 1.0- 7.5 E 8.0 25.5 -12.5 22/6" 292 B 1.0- 7.5 W 12.0 27.5 -14.5 18/6" 293 B 1.0- 8.0 E 11.0 27.0 -14.0 29 F,A 294 B 1.0- 8.0 W 12.5 25.0 -12.0 295 B 1.0- 8.5 E 10.0 28.0 -15.0 31 30 296 B 1.0- 8.5 W 10.0 26.0 -13.0 21 F 297 B 1.0- 9.0 E 9.0 28.0 -15.0 30 298 B 1;.0- 9.0 W 10.0 27.0 -14.0 33 A 299 B 1.0- 9,.5 E 10.0 27.5 -14.5 16/6" 300 B 1.0- 9.5 W 9.0 28.0 -15.0 30 301 B 1.4- 2.0 9.0 25.0 -12.0 37 302 B 1.7 -10.0 12.0 27.0 -14.0 23 F 303 B 2.0- 2.5 E 10.5 24.0 -11.0 44 304 B 2.0- 2.5 W 8.0 25.0 -12.0 33 305 B 2.0- 3.0 E 12.0 21.3 -8.3 31/4" 306 B 2.0- 3.0 W 8.0 23.0 -10.0 30 307 B 2.0- 3.5 E 11.8 22.0 -9.0 38 308 B 2.0- 3.5 W 10.0 22.0 -9.0 48 309 B 2.0- 4.0 E 10.0 22.5 -9.5 28/6" 310 B 2.0- 4.0 W 11.0 23.0 -10.0 30 311 B 2.0- 4.5 E 8.0 22.0 -9.0 32 312 B 2.0- 4.5 W 9.0 21.3 -8.3 12/4" PAGE NO. 00014 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 313 B 2.0- 5.0 E 9.0 24.0 -11.0 31 - 10.0 33 - 11.0 31 - 11.0 31 - 13.0 42 - 12.0 36 -13.0 42 -12.8 32/9" - 13.0 37 -13.0 8/3" - 13.0 30 - 13.0 32 -12.0 33 - 10.0 37 A - 13.0 19 F -13.5 13/6" F,A - 14.5 18/6" -15.5 18/6" - 15.9 30/11" -16.2 10/3" 314 B 2.0- 5.0 W 10.0 23.0 315 B 2.0- 5.5 E 8.5 24.0 316 B 2.0- 5.5 W 9.0 24.0 317 B 2.0- 6.0 E 8.0 26.0 318 B 2.0- 6.0 W 11.0 25.0 319 B 2.0- 6.5 E 9.0 26.0 320 B 2.0- 6.5 W 11.0 25.8 321 B 2.0- 7.0 E 13.0 26.0 322 B 2.0- 7.0 W 11.0 26.0 323 B 2.0- 7.5 E 8.0 26.0 324 B 2.0- 7.5 W 13.0 26.0 325 B 2.0- 8.0 E 13.0 25.0 326 B 2.0- 8.0 W 13.0 23.0 327 B 2.0- 8.5 E 11.5 26.0 328 B 2.0- 8.5 W 10.0 26.5 329 B 2.0- 9.0 E 11.0 27.5 330 B 2.0- 9.0 W 9.5 28.5 331 B 2.0- 9.5 E 9.0 28.9 332 B 2.0- 9.5 W 9.0 29.2 333 B 2.1- 2.0 13.0 23.0 334 B 2.5 -10.0 12.5 26.0 335 B 2.8- 2.0 8.5 22.0 336 B 3.0- 2.5 E 8.0 25.0 - 10.0 - 13.0 -9.0 -12.0 44 25 33 40 F PAGE NO. 00015 Approxieaate Final Pile Approxieaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Reaiatance Remarks 337 B 3.0- 2.5 W 12.0 24.0 -11.0 37 338 B 3.0- 3.0 E 11.0 23.0 -10.0 48 339 B 3.0- $.0 V 11.0 23.0 -10.0 47 340 B 3.0- 3.5 E 8.0 23.0 -10.0 37 341 B 3.0- 3.5 W 8.0 26.7 -13.7 30/8" 342 B 3.0- 4.0 E 13.0 22.0 -9.0 34 A 343 B 3.0- 4.0 W 12.0 22.0 -9.0 32 344 B 3.0- 4.5 E 11.0 21.5 -8.5 32/6" 345 B 3.0- 4.5 W 12.0 21.5 -8.5 30/6" 346 8 3.0- 5.0 E 11.0 20.0 -7.0 30 347 B 3.0- 5.0 W 11.5 21.5 -8.5 31/6" 348 B 3.0- 5.5 E 13.0 20.3 -17.3 11/3" 349 B 3.0- 5.5 W 8.5 24.8 -11.8 37/9" 350 B 3.0- 6.0 E 8.0 26.0 -13.0 31 351 B 3.0- 6.0 W 11.0 25.0 -12.0 31 352 B 3.0- 6.5 E 11.0 25.0 -12.0 50 353 B 3.0- 6.5 W 8.5 28.7 -15.7 18/8" F 354 B 3.0- 7.0 E 12.5 27.0 -14.0 35 355 B 3.0- 7.0 W 12.5 26.0 -13.0 35 356 B 3.0- 7.5 E 8.0 28.0 -15.0 34 357 B 3.0- 7.5 W 13.0 25.0 -12.0 32 358 B 3.0- 8.0 E 9.0 24.0 -11.0 32 A 359 B 3.0- 8.0 W 10.0 27.0 -14.0 30 360 B 3.0- 8.5 E 11.0 29.3 -16.3 8/4" TABLE A BUILDING B PILE DRIVING SUMMARY PAGE NO. 00016 Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 361 B 3.0- 8.5 W 9.5 29.5 -16.5 14/6" 362 B 3.0- 9.0 E 8.0 30.2 363 B 3.0- 9.0 W 10.0 28.0 364 B 3.0- 9.5 E 9.0 29.0 365 B 3.0- 9.5 W 8.0 30.2 366 B 3.2 -10.0 12.0 28.0 367 B 3.5- 2.0 12.0 25.0 368 B 3.9 -10.0 11.0 24.0 369 B 4.0- 2.5 E 10.0 25.7 370 B 4.0- 2.5 W 13.0 24.0 371 B.4.0- 3.0 E 9.0 25.0 372 B 4.0- 3.0 W 14.0 22.5 373 B 4.0- 3.5 E 8.0 24.0 374 B 4.0- 3.5 W 13.0 22.0 375 B 4.0- 4.0 E 13.0 22.0 376 B 4.0- 4.0 W 11.0 23.0 377 B 4.0- 4.5 E 11.5 23.0 378 B 4.0- 4.5 W 9.5 23.5 379 B 4.0- 5.0 E 9.5 23.0 380 B 4.0- 5.0 W 13.0 21.7 381 B 4.0- 5.5 E 9.5 26.0 382 B 4.0- 5.5 W 8.5 32.0 383 B 4.0- 6.0 E 9.0 22.0 384 B 4.0- 6.0 W 9.0 TABLE A BUILDING B PILE DRIVING SUMMARY 22.8 - 17.2 9/3" - 15.0 17 F -16.0 30 -17.2 8/3" -15.0 21 F -12.0 40 -11.0 32 - 12.7 32/8" -11.0 32 -12.0 32 - 9.5 30/6" -11.0 33 - 9.0 43 - 9.0 30 -10.0 33 -10.0 33 -10.5 25/6" -10.0 30 - 8.7 36/8" -13.0 16 -19.0 30 - 9.0 30 -9.8 30/10" F S PAGE NO. 00017 385 B 4.0- 6.5 W 11.5 25.0 386 B 4.0- 6.5 W 9.0 25.0 387 B 4.0- 7.0 E 16.0 25.0 388 B 4.0- 7.0 W 13.0 24.0 389 B 4.0- 7.5 E 9.0 29.0 390 B 4.0- 7.5 W 12.5 28.0 391 B 4.0- 8.0 E 9.0 26.0 392 B 4.0- 8.0 W 11.0 27.0 393 B 4.0- 8.5 E 10.5 28.5 394 B 4.0- 8.5 W 10.0 28.5 395 B,4.0- 9.0 E 11.0 29.0 396 0 4.0- 9.0 W 9.0 29.0 397 B 4.0- 9.5 E 10.0 28.0 398 B 4.0- 9.5 W 9.5 26.0 399 B 4.2- 2.0 9.0 26.3 400 B 4.8- 2.0 9.5 28.0 401 B 4.8 -10.0 9.0 26.0 402 B 5.0- 2.5 E 12.5 26.5 403 B 5.0- 2.5 W 9.0 27.0 404 B 5.0- 3.0 E 11.5 24.0 405 B 5.0- 3.0 W 13.0 24.0 406 B 5.0- 3.5 E 9.5 23.0 407 B 5.0- 3.5 W 11.0 24.0 408 B 5.0- 4.0 E 10.0 22.5 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks - 12.0 30 -12.0 30 - 12.0 33 - 11.0 32 -16.0 33 A - 15.0 32 - 13.0 31 - 14.0 30 -15.5 20/6" -15.5 19/6" -16.0 30 - 16.0 13 F - 15.0 15 F - 13.0 30 -13.3 17/3" -15.0 34 - 13.0 35 -13.5 31/6" -14.0 31 - 11.0 - 11.0 -10.0 - 11.0 -9.5 30/6" 41 45 39 34 1 6 W U) (O.W W 0 ` g J{ Q, W , Z 0 uj co W W?. = V LL. 0 • ell t o Z 0 PAGE NO. 00018 410 B 5.0- 4.5 E 9.0 24.0 411 B 5.0- 4.5 W 10.0 22.5 412 8 5.0- 5.0 E 11.0 23.0 413 B 5.0- 5.0 W 12.0 22.5 414 B 5.0- 5.5 E 9.0 23.8 415 B 5.0- 5.5 W 8.0 26.0 416 B 5.0- 6.0 E 10.0 23.8 417 B 5.0- 6.0 W 9.0 24.0 418 B 5.0- 6.5 E 10.0 25.0 419 B 5.0- 6.5 W 10.0 24.8 420 B 5.0- 7.0 E 9.0 26.0 421 B 5.0- 7.0 W 10.0 26.0 422 B 5.0- 7.5 E 9.0 26.0 423 B 5.0- 7.5 W 13.0 27.0 424 B 5.0- 8.0 E 17.0 26.0 425 B 5.0- 8.0 W 14.5 27.3 426 B 5.0- 8.5 E 11.5 30.0 427 B 5.0- 8.5 W 9.0 28.0 428 B 5.0- 9.0 E 10.0 29.0 429 B 5.0- 9.0 W 9.0 27.0 430 B 5.0- 9.5 E 9.0 28.5 431 B 5.0- 9.5 W 9.0 29.8 432 B 5.5- 2.0 13.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 409 B 5.0- 4.0 W 11.5 23.0 -10.0 33 28.0 -11.0 32 A -9.5 18/6" -10.0 30 -9.5 30/6" -10.8 30/10" -13.0 30 -11.8 30/10" A -11.0 30 -12.0 30 -11.8 30/10" -13.0 32 -13.0 34 -13.0 30 -14.0 31 -13.0 34 -14.3 10/3" -17.0 22 F -15.0 13 F -16.0 19 F -14.0 30 -15.5 15/6" -16.8 18/10" -15.0 33 PAGE NO. 00019 433 B 5.5 -10.0 8.5 28.0 434 B 6 1 .0- 2.5 E 14.0 25.0 B 6.0- 2.5 W 14.0 24.0 436 8 6.0- 3.0 E 11.0 26.0 437 B 6.0- 3.0 W 10.0 25.0 438 B 6.0- 3.5 E 12.0 25.0 439 B 6.0- 3.5 W 12.0 24.0 440 B 6.0- 4.0 E 13.0 23.3 441 B 6.0- 4.0 W 10.0 24.5 442 B 6.0- 4.5 E 11.0 23.5 443 B 6.0- 4.5 W 13.0 23.8 444 B 6.0- 5.0 E 16.5 22.0 445 B 6.0- 5.0 W 8.5 24.0 446 B 6.0- 5.5 E 10.0 24.5 447 B 6.0- 5.5 W 9.0 23.9 448 B 6.0- 6.0 E 10.0 24.0 449 B 6.0- 6.0 W 10.0 24.0 450 B 6.0- 6.5 E 9.0 25.0 451 B 6.0- 6.5 W 9.0 24.0 452 B 6.0- 7.0 E 13.0 27.5 453 B 6.0- 7.0 W 13.5 23.8 454 B 6.0- 7.5 E 9.0 29.0 455 B 6.0- 7.5 W 14.0 25.0 456 B 6.0-, 8.0 E 10.5 27.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaeate Final Pile Approxiemate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks -15.0 30 -12.0 30/9" -11.0 37 - 13.0 30 - 12.0 30 - 12.0 41 -11.0 39 - 10.3 20/3" -11.5 23/6" - 10.5 32/6" -10.8 36/9" -9.0 34 -11.0 32 - 11.5 30/6" -10.9 30/11" - 11.0 31 A -11.0 31 - 12.0 31 -11.0 30 - 14.5 30/6" - 10.8 40/9" - 16.0 - 12.0 -14.0 33 31 32 PAGE NO. 00020 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 457 B 6.0- 8.0 W 13.0 28.0 -15.0 23 F 458 B 6.0- 8.5 E 12.0 26.0 -13.0 36 459 B 6.0- 8.5 W 11.0 28.0 -15.0 15 F 460 B 6.0- 9.0 E 10.0 29.0 -16.0 16 F 461 B 6.0- 9.0 W 12.5 29.0 -16.0 30 462 B 6.0- 9.5 E 26.0 -13.0 30 463 B 6.0- 9.5 W 10.0 28.0 -15.0 22 F 464 B 6.2- 2.0 10.0 28.0 -15.0 34 465 B 6.9 -10.0 10.0 26.5 -13.5 31/6" 466 C 0.0- 2.0 8.7 28.3 -15.3 6/4" F 467 C 0.0- 2.5 E 15.0 26.0 -13.0 32 468 C 0.0- 2.5 W 12.0 27.0 -14.0 34 469 C 0.0- 3.0 N 12.0 27.7 -14.7 30/8" 470 C 0.0- 3.0 S 12.0 25.0 -12.0 36 471 C 0.0- 3.0 W 13.0 25.0 -12.0 33 472 C 0.0- 3.5 E 12.0 26.7 -13.7 30/8" 473 C 0.0- 3.5 W 12.0 24.0 -11.0 30 474 C 0.0- 4.0 N 11.0 25.0 -12.0 33 475 C 0.0- 4.0 S 13.0 23.5 -10.5 26/6" 476 C 0.0- 4.0 W 11.0 23.0 -10.0 32 477 C 0.0- 4.5 E 13.0 24.0 -11.0 478 C 0.0- 4.5 W 12.0 25.0 -12.0 479 C 0.0- 5.0 N 12.5 23.8 -10.8 480 C 0.0- 5.0 S 9.0 24.8 -11.8 34 34 30/9" 35/9" PAGE NO. 00021 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 481 C 0.0- 5.0 W 11.0 24.5 -11.5 30/6" 482 C 0.0- 5.5 E 9.0 24.0 -11.0 31 483 C 0.0- 5.5 W 10.0 24.8 -11.8 30/10" 484 C 0.0- 6.0 N 10.0 25.0 -12.0 30 485 C 0.0- 6.0 S 9.0 25.0 -12.0 31/11" 486 C 0.0- 6.0 W 10.0 25.8 -13.0 30/10" 487 C 0.0- 6.5 E 10.0 24.9 -12.0 30/11" 488 C 0.0- 6.5 W 10.0 26.0 -13.0 30 489 C 0.0- 7.0 N 12.0 26.0 -13.0 32 A 490 C 0.0- 7.0 S 11.0 29.0 -16.0 31 491 C 0.0- 7.0 W 11.5 27.0 -14.0 41 492 C 0.0- 7.5 E 12.0 28.0 -15.0 25 F 493 C 0.0- 7.5 W 13.5 26.0 -13.0 30 494 C 0.0- 8.0 N 10.0 29.0 -16.0 22 F 495 C 0.0- 8.0 S 12.0 29.0 -16.0 20 F 496 C 0.0- 8.0 W 7.0 30.0 -17.0 14 F,A 497 C 0.0- 8.5 E 10.0 25.5 -12.5 30/6" 498 C 0.0- 8.5 W 9.0 26.0 -13.0 30 499 C 0.0- 9.0 N 11.0 29.0 -16.0 30 A 500 C 0.0- 9.0 S 10.0 31.0 -18.0 25 F 501 C 0.0- 9.0 W 13.0 27.0 -14.0 33 502 C 0.0- 9.5 E 11.0 28.0 -15.0 30 503 C 0.0- 9.5 W 8.0 28.0 -15.0 35 504 C 0.8- 2.0 9.0 30.5 -17.5 30/6" PAGE NO. 00022 505 C 0.8 -10.0 10.0 28.0 506 C 1.0- 2.5 E 8.0 29.0 507 C 1.0- 2.5 W 12.0 29.5 508 C 1.0- 3.0 E 10.0 26.0 509 C 1.0- 3.0 W 9.0 27.0 510 C 1.0- 3.5 E 11.0 33.0 511 C 1.0- 3.5 W 10.0 25.0 512 C 1.0- 4.0 E 10.0 25.0 513 C 1.0- 4.0 W 12.0 24.3 514 C 1.0- 4.5 E 13.0 22.5 515 C 1.0- 4.5 W 10.0 25.0 516 C 1.0- 5.0 E 10.0 25.0 517 C 1.0- 5.0 W 10.0 24.8 518 C 1.0- 5.5 E 9.0 24.5 519 C 1.0- 5.5 W 9.0 25.0 520 C 1.0- 6.0 E 8.0 26.0 521 C 1.0- 6.0 W 10.0 25.0 522 C 1.0- 6.5 W 11.0 26.0 523 C 1.0- 6.5 W 10.0 25.0 524 C 1.0- 7.0 E 8.0 30.0 525 C 1.0- 7.0 W 9.0 29.5 526 C 1.0- 7.5 E 10.0 26.0 527 C 1.0- 7.5 W 9.0 26.0 528 C 1.0- 8.0 E 13.0 26.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxianate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks -15.0 30 - 16.0 30 -16.5 30/6" - 13.0 30 - 14.0 30 - 20.0 30 - 12.0 33 - 12.0 34 - 11.3 20/3" -9.5 24/6" - 12.0 32 -12.0 31 - 11.8 25/9" - 11.5 30/6" -12.0 30 -13.0 30 -12.0 30 -13.0 31 - 12.0 30 -17.0 22 F -16.5 16/8" - 13.0 46 -13.0 33 A - 13.0 32 PAGE NO. 00023 529 C 1.0- 8.0 W 14.0 26.0 530 C 1.0- 8.5 E 12.0 29.0 531 C 1.0- 8.5 W 9.0 30.0 532 C 1.0- 9.0 E 11.0 27.6 533 C 1.0- 9.0 W 10.0 29.0 534 C 1.0- 9.5 E 12.0 29.0 535 C 1.0- 9.5 W 29.0 536 C 1.5- 2.0 11.5 30.0 537 C 1.5 -10.0 26.6 538 C 2.0- 2.0 10.0 29.0 539 C 2.0- 2.5 E 11.0 28.7 540 C 2.0- 2.5 W 13.0 24.0 541 C 2.0- 3.0 E 11.0 28.7 542 C 2.0- 3.0 W 10.0 28.9 543 C 2.0- 3.5 E 12.0 25.0 544 C 2.0- 3.5 W 12.0 27.0 545 C 2.0- 4.0 E 11.0 25.3 546 C 2.0- 4.0 W 11.0 25.0 547 C 2.0- 4.5 E 8.5 26.0 548 C 2.0- 4.5 W 10.0 26.0 549 C 2.0- 5.0 E 8.0 25.5 550 C 2.0- 5.0 W 9.0 26.0 551 C 2.0- 5.5 E 10.0 27.0 552 C 2.0- 5.5 W 10.0 24.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks - 13.0 42 -16.0 30 - 17.0 18 F -14.6 30/8" -16.0 31 - 16.0 25 F -16.0 30 -17.0 47 -13.6 30/8" - 16.0 20 -15.7 37/8" - 11.0 34 -15.7 30/8" -15.9 46/10" - 12.0 40 -14.0 31 -12.3 15/3" -12.0 32 - 13.0 32 -13.0 30 -12.5 16/6" - 13.0 30 -14.0 30/10" - 11.0 32 F,A PAGE NO. 00024 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 553 C 2.0- 6.0 E 10.0 27.0 -14.0 34 554 C 2.0- 6.0 W 10.0 27.0 -14.0 30 555 C 2.0- 6.5 E 10.0 29.0 -16.0 30 556 C 2.0- 6.5 W 10.0 31.0 -18.0 30 557 C 2.0- 7.0 E 12.0 25.0 -12.0 37 A 558 C 2.0- 7.0 W 8.0 30.0 -17.0 15 F 559 C 2.0- 7.5 E 13.5 27.0 -14.0 35 560 C 2.0- 7.5 W 8.5 26.3 -13.3 11/3" 561 C 2.0- 8.0 E 13.0 30.0 -17.0 26 F,A 562 C 2.0- 8.0 W 11.5 28.0 -15.0 42 563 C 2.0- 8.5 E 11.0 28.0 -15.0 32 564 C 2.0- 8.5 W 11.0 32.0 -19.0 19 F 565 C 2.0- 9.0 E 12.0 28.6 -15.6 30/8" 566 C 2.0- 9.0 W 10.0 31.5 -18.5 25/6 "" 567 C 2.0- 9.5 E 10.0 30.6 -17.6 30/8" 568 C 2.0- 9.5 W 12.0 26.6 -13.6 33/8" 569 C 2.2 -10.0 11.0 28.6 -15.6 30/8" 570 C 2.8- 2.0 9.5 32.0 -19.0 12 F 571 C 3.0- 2.5 E 12.0 29.0 -16.0 32 572 C 3.0- 2.5 W 11.5 28.0 -15.0 33 573 C 3.0- 3.0 E 12.0 29.0 -16.0 37 574 C 3.0- 3.0 W 11.0 29.0 -16.0 33 575 C 3.0- 3.5 E 11.0 28.0 -15.0 40 576 C 3.0- 3.5 W 10.0 28.0 -15.0 41 PAGE NO. 00025 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 577 C 3.0- 4.0 E 14.0 25.0 -12.0 34 578 C 3.0- 4.0 W 15.0 24.8 579 C 3.0- 4.5 E 10.0 27.0 580 C 3.0- 4.5 W 8.0 27.0 581 C 3.0- 5.0 E 11.0 26.0 582 C 3.0- 5.0 W 10.0 26.0 583 C 3.0- 5.5 E 9.0 26.0 584 C 3.0- 5.5 W 8.0 28.0 585 C 3.0- 6.0 E • 28.5 586 C 3.0- 6.0 W 8.0 31.0 587 C 3.0- 6.5 E 29.0 588 C 3.0- 6.5 W 11.0 28.0 589 C 3.0- 7.0 E 10.0 27.0 590 C 3.0- 7.0 W 7.0 28.0 591 C 3.0- 7.5 E 11.0 31.0 592 C 3.0- 7.5 W 10.0 32.0 593 C 3.0- 8.0 E 8.0 30.5 594 C 3.0- 8.0 W 8.0 29.0 595 C 3.0- 8.5 E 10.0 29.2 596 C 3.0- 8.5 W 13.0 28.7 597 C 3.0- 9.0 E 10.0 31.0 598 C 3.0- 9.0 W 8.0 30.0 599 C 3.0- 9.5 E 10.0 31.0 600 C 3.0- 9.5 W 8.0 32.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 11.8 29/9" -14.0 35 - 14.0 35 - 13.0 36 -13.0 33 - 13.0 30 - 15.0 30 -15.5 20/6" - 18.0 30 - 16.0 30/11" - 15.0 33 - 14.0 31 - 15.0 31 - 18.0 26 F - 19.0 26 F -17.5 21/6" A - 16.0 34 -16.2 8/2" - 15.7 27/8" - 18.0 24 F - 17.0 30 -18.0 33 - 19.0 30 : .... -14x.1 WVOWM PAGE NO. 00026 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 601 C 3.1 -10.0 10.0 29.5 -16.5 20/6" 602 C 3.5- 2.0 12.0 31.3 -18.3 16/4" 603 C 3.9 -10.0 14.5 27.3 -14.3 8/3" 604 C 4.0- 2.5 E 9.0 30.0 -17.0 28 605 C 4.0- 2.5 W 11.0 31.0 -18.0 20 606 C 4.0- 3.0 E 9.0 31.0 -18.0 21 607 C 4.0- 3.0 W 10.0 30.0 -17.0 40 608 C 4.0- 3.5 E 11.0 30.0 -17.0 48 609 C 4.0- 3.5 W 12.0 30.0 -17.0 38 610 C 4.0- 4.0 E 9.0 26.5 -13.5 16/6" 611 C 4.0- 4.0 W 11.0 26.0 -13.0 32 612 C 4.0- 4.5 E 10.0 27.0 -14.0 38 613 C 4.0- 4.5 W 8.5 28.0 -15.0 34 614 C 4.0- 5.0 E 10.0 27.0 -14.0 33 615 C 4.0- 5.0 W 10.0 27.0 -14.0 30 616 C 4.0- 5.5 E 10.0 27.0 -14.0 30 617 C 4.0- 5.5 W 8.0 28.0 -15.0 30 618 C 4.0- 6.0 E 10.0 28.0 -15.0 32 619 C 4.0- 6.0 W 10.0 29.5 -16.5 25/6" 620 C 4.0- 6.5 E 9.0 30.0 -17.0 30 621 C 4.0- 6.5 W 10.0 29.0 -16.0 622 C 4.0- 7.0 E 9.0 27.0 -14.0 623 C 4.0- 7.0 W 13.0 24.8 -11.8 624 C 4.0- 7.5 E 11.0 30.0 -17.0 20 37 38/9" 35 • F F A F PAGE NO. 00027 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 625 C 4.0- 7.5 W 12.0 30.0 -17.0 30 626 C 4.0- 8.0 E 13.0 32.0 -19.0 28 F 627 C 4.0- 8.0 W 9.5 31.0 -18.0 20 F 628 C 4.0- 8.5 E 11.0 30.8 -17.8 24/9" 629 C 4.0- 8.5 W 8.0 30.5 -17.5 20/6" 630 C 4.0- 9.0 E 8.0 32.0 -19.0 30 631 C 4.0- 9.0 W 9.5 31.5 -18.5 9/3" 632 C 4.0- 9.5 E 9.0 32.0 -19.0 31 A 633 C 4.0- 9.5 W 8.5 31.5 -18.5 20/6" 634 C 4.2- 2.0 12.5 32.0 -19.0 31 A 635 C 4.8 -10.0 12.0 32.0 -19.0 8/3" 636 C 4.9- 2.0 11.0 30.0 -17.0 12 F,A 637 C 5.0- 2.5 E 14.0 29.0 -16.0 19 F 638 C 5.0- 2.5 W 9.5 32.0 -19.0 68 S 639 C 5.0- 3.0 E 9.0 29.5 -16.5 15/6" 640 C 5.0- 3.0 W 9.0 30.0 -17.0 32 641 C 5.0- 3.5 E 7.0 31.5 -18.5 15/6" 642 C 5.0- 3.5 W 9.0 31.0 -18.0 23 F 643 C 5.0- 4.0 E 11.5 25.5 -12.5 20/6" 644 C 5.0- 4.0 W 10.0 29.0 -16.0 33 645 C 5.0- 4.5 E 14.0 25.0 -12.0 31 646 C 5.0- 4.5 W 12.0 27.0 -14.0 30 647 C 5.0- 5.0 E 14.0 25.5 -12.5 16/6" 648 C 5.0- 5.0 W 8.0 30.5 -17.5 10/3" A rt V coo WW co IL' W 0' LL. Q v Z o w W tl • Z = , Z .- PAGE NO. 00028 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 649 C 5.0- 5.5 E 9.0 29.0 -16.0 30 650 C 5.0- 5.5 W 8.0 28.0 -15.0 30 651 C 5.0- 6.0 E 9.0 27.9 -14.9 30/10" 652 C 5.0- 6.0 W 8.0 28.9 -15.9 30/10" 653 C 5.0- 6.5 E 8.0 29.0 -16.0 30 654 C 5.0- 6.5 W 8.0 27.9 -14.9 30/10" 655 C 5.0- 7.0 E 13.5 26.0 -13.0 32 656 C 5.0- 7.0 W 13.0 26.0 -13.0 9/3" 657 C 5.0- 7.5 E 9.0 33.5 -20.5 15/6" 658 C 5.0- 7.5 W 14.0 31.0 -18.0 33 659 C 5.0- 8.0 E 14.0 29.0 -16.0 37 660 C 5.0- 8.0 W 13.5 28.5 -15.5 30/6" 661 C 5.0- 8.5 E 8.0 31.0 -18.0 8/3" 662 C 5.0- 8.5 W 10.0 30.5 -17.5 25/5" 663 C 5.0- 9.0 E 14.0 31.3 -18.3 10/3" 664 C 5.0- 9.0 W 11.0 31.3 -18.3 11/3" 665 C 5.0- 9.5 E 12.0 31.3 -18.3 11/3" 666 C 5.0- 9.5 W 11.0 31.5 -18.5 20/5" 667 C 5.5- 2.0 11.0 31.0 -18.0 16 668 C 5.5 -10.0 9.0 32.5 -19.5 30/6" 669 C 6.0- 2.5 E 11.0 31.0 -18.0 30 670 C 6.0- 2.5 W 10.0 32.0 -19.0 671 C 6.0- 3.0 E 10.5 31.0 -18.0 672 C 6.0- 3.0 W 8.7 31.0 -18.0 32 31 13 F F PAGE NO. 00029 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 673 C 6.0- 3.5 E 11.0 31.0 -18.0 33 674 C 6.0- 3.5 W 04 31.0 -18.0 31 675 C 6.0- 4.0 E 9.5 29.0 -16.0 16 F 676 C 6.0- 4.0 W 11.5 30.0 -17.0 30 677 C 6.0- 4.5 E 8.5 28.2 -15.2 10/3" 678 C 6.0- 4.5 W 11.0 28.5 -15.5 15/6" 679 C 6.0- 5.0 E 8.0 28.2 -15.2 10/3" 680 C 6.0- 5.0 W 10.0 26.2 -13.2 8/3" 681 C 6.0- 5.5 E 28.0 -15.0 30 682 C 6.0- 5.5 W 9.0 29.0 -16.0 30 683 C 6.0- 6.0 E 8.0 32.5 -19.5 30/6" 684 C 6.0- 6.0 W 9.0 32.0 -19.0 31 685 C 6.0- 6.5 E 9.0 28.0 -15.0 30 686 C 6.0- 6.5 W 9.0 31.0 -18.0 22 F 687 C 6.0- 7.0 E 11.0 32.0 -19.0 17 F,A 688 C 6.0- 7.0 W 13.0 31.0 -18.0 30 689 C 6.0- 7.5 E 8.0 33.0 -20.0 30 690 C 6.0- 7.5 W 9.0 32.5 -19.5 9/3" 691 C 6.0- 8.0 E 14.0 30.0 -17.0 27 F,A 692 C 6.0- 8.0 W 15.0 29.0 -16.0 42 693 C 6.0- 8.5 E 8.0 33.0 -20.0 33 694 C 6.0- 8.5 W 10.0 31.0 -18.0 31 695 C 6.0- 9.0 E 14.5 28.0 -15.0 31 696 C 6.0- 9.0 W 9.5 32.0 -19.0 20 F PAGE NO. 00030 Approxiemate Final Pile Approxiemate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 697 C 6.0- 9.5 E 14.0 29.8 698 C 6.0- 9.5 W 10.5 31.0 699 C 6.2 -10.0 12.0 31.0 700 C 6.3- 2.0 12.0 32.5 701 D 0.0- 2.0 12.0 29.0 702 D 0.0- 2.5 E 10.5 33.0 703 D 0.0- 2.5 W 10.5 32.0 704 D 0.0- 3.0 N 12.0 28.0 705 D 0.0- 3.0 S 9.0 31.8 706 D 0.0- 3.0 W 10.0 31.5 707 D 0.0- 3.5 E 13.0 31.0 708 D 0.0- 3.5 W 12.0 31.0 709 D 0.0- 4.0 N 11.5 30.5 710 D 0.0- 4.0 S 9.0 30.0 711 D 0.0- 4.0 W 13.0 29.5 712 D 0.0- 4.5 E 12.0 27.5 713 D 0.0- 4.5 W 12.0 29.0 714 D 0.0- 5.0 N 12.0 25.2 715 D 0.0- 5.0 S 12.0 27.7 716 D 0.0- 5.0 W 12.0 29.0 717 D 0.0- 5.5 E 11.0 28.0 718 D 0.0- 5.5 W 9.0 30.0 719 D 0.0- 6.0 N 9.0 31.0 720 D 0.0- 6.0 S 9.0 30.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 16.8 26/9" - 18.0 30 - 18.0 34 - 19.5 11/6" F -16.0 35 -20.0 25 F -19.0 25 F - 15.0 38 -18.8 38/10" -18.5 15/6" -18.0 34 -18.0 37 - 17.5 15/6" - 17.0 14 F -16.5 9/6" F -14.5 15/6" -16.0 30 -12.2 8/3" - 14.7 31/8" - 16.0 30 - 15.0 - 17.0 -18.0 -17.0 30 30 30 23 F PAGE NO. 00031 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 721 D 0.0- 6.0 W 9.0 30.0 -17.0 14 F 722 D 0.0- 6.5 E 9.0 31.0 -18.0 30 723 D 0.0- 6.5 W 8.0 31.3 -18.3 30 724 D 0.0- 7.0 N 11.0 34.0 -21.0 38 725 D 0.0- 7.0 S 10.0 33.5 -20.5 16/6" 726 D 0.0- 7.0 W 15.0 32.0 -19.0 35 727 D 0.0- 7.5 E 11.0 35.0 -22.0 30 728 D 0.0- 7.5 W 17.0 27.0 -14.0 32 729 D 0.0- 8.0 N 9.5 32.0 -19.0 31 730 D 0.0- 8.0 S 13.5 32.0 -19.0 36 731 D 0.0- 8.0 W 11.0 30.5 -17.5 16/4" 732 D 0.0- 8.5 E 9.0 31.0 -18.0 30 733 D 0.0- 8.5 W 9.5 31.5 -18.5 17/6" 734 D 0.0- 9.0 N 14.0 28.5 -15.5 20/6" 735 D 0.0- 9.0 S 13.0 31.5 -18.5 16/6" 736 D 0.0- 9.0 W 8.5 31.5 -18.5 15/6" 737 D 0.0- 9.5 E 11.5 30.0 -17.0 31 738 D 0.0- 9.5 W 12.0 31.0 -18.0 40 739 D 0.0 -10.0 10.5 31.3 -18.3 8/3" 740 D 0.8- 2.0 12.0 29.0 -16.0 44 741 D 0.8 -10.0 9.0 29.0 -16.0 34 742 D 1.0- 2.5 E 13.0 28.0 -15.0 31 743 D 1.0- 2.5 W 8.0 30.0 -17.0 31 744 D 1.0- 3.0 E 9.0 29.3 -16.3 10/4" � w 2 D co g W W -J u. W 0 '' 2 g d F Z W ' r Z 00 W ui D (..) co ' tn . uj -- 0;. • Z 0 h PAGE NO. 00032 Pile Approxiaeate No. Grid Location 745 D 1.0- 3.0 W 11.0 30.0 746 D 1.0- 3.5 E 13.0 30.7 747 D 1.0- 3.5 W 8.5 30.8 748 D 1.0- 4.0 E 10.0 29.5 749 D 1.0- 4.0 W 13.0 26.5 750 D 1.0- 4.5 E 13.0 26.0 751 D 1.0- 4.5 W 13.0 26.0 752 D 1.0- 5.0 E 10.0 29.0 753 D 1.0- 5.0 W 11.5 29.0 754 D 1.0- 5.5 E 9.0 30.0 755 D 1.0- 5.5 W 9.0 30.9 756 D 1.0- 6.0 E 9.0 29.0 757 D 1.0- 6.0 W 9.0 31.9 758 D 1.0- 6.5 E 9.0 31.7 759 D 1.0- 6.5 W 9.0 32.0 760 D 1.0- 7.0 E 15.0 31.0 761 D 1.0- 7.0 W 7.5 35.0 762 D 1.0- 7.5 E 15.0 33.0 763 D 1.0- 7.5 W 13.0 33.3 764 D 1.0- 8.0 E 11.0 32.3 765 D 1.0- 8.0 W 13.5 32.0 766 D 1.0- 8.5 E 9.5 30.5 767 D 1.0- 8.5 W 14.0 29.0 768 D 1.0- 9.0 E 13.0 31.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Tip Depth of Tip Driving Diameter Penetration Elevation Resistance Remarks -17.0 - 17.7 -17.8 -16.5 -13.5 - 13.0 -13.0 -16.0 - 16.0 -17.0 -17.9 - 16.0 - 18.9 -18.7 - 20.0 -18.0 -22.0 -20.0 - 20.3 - 19.3 - 19.0 - 17.5 - 16.0 -18.0 34 30/8" 15/10" F 15/6" 18/6" 30 41 24 25 30 30/11" 30 30/10" 31/8" 30/11" 27 9/3" 23 9/3" 17/3" 36 20/6" 25 33 F F A F F F PAGE NO. 00033 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 769 D 1.0- 9.0 W 8.0 32.0 -19.0 31 770 D 1.0- 9.5 E 15.0 28.0 -15.0 32 771 D 1.0- 9.5 W 10.0 29.0 -16.0 32 772 D 1.5- 2.0 12.0 28.7 -15.7 32/9" 773 D 1.6 -10.0 13.0 28.0 -15.0 31 774 D 2.0- 2.0 8.0 31.5 -18.5 13/6" F 775 D 2.0- 2.5 E 9.0 29.0 -16.0 32 776 D 2.0- 2.5 W 9.0 31.0 -18.0 24 F 777 D 2.0- 3.0 E 12.0 28.0 -15.0 35 778 D 2.0- 3.0 W. 13.0 27.0 -14.0 31 779 D 2.0- 3.5 E 13.0 29.0 -16.0 30 780 D 2.0- 3.5 W 9.0 31.0 -18.0 17 F 781 D 2.0- 4.0 E 13.0 27.3 -14.3 15/4" 782 D 2.0- 4.0 W 12.0 •26.5 -13.5 41/6" 783 D 2.0- 4.5 E 12.0 •26.3 -13.3 15/4" 784 D 2.0- 4.5 W 12.0 26.5 -13.5 15/6" 785 D 2.0- 5.0 E 12.0 31.0 -18.0 23 F 786 D 2.0- 5.0 W 10.0 32.5 -19.5 15/6" 787 D 2.0- 5.5 E 9.0 30.0 -17.0 13 F 788 D 2.0- 5.5 W 9.0 32.0 -19.0 13 F 789 D 2.0- 6.0 E 28.0 -15.0 30 790 D 2.0- 6.0 W 9.0 31.0 -19.0 17 791 D 2.0- 6.5 E 10.0 28.0 -15.0 30 792 D 2.0- 6.5 W 10.0 33.0 -20.0 22 F F PAGE NO. 00034 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 793 D 2.0- 7.0 E 14.0 28.0 -15.0 44 794 D 2.0- 7.0 W 14.0 27.5 -14.5 17/6" 795 D 2.0- 7.5 E 13.0 35.0 -22.0 19 F 796 D 2.0- 7.5 W 14.5 32.0 -19.0 40 797 D 2.0- 8.0 E 14.0 33.0 -20.0 32 798 D 2.0- 8.0 W 13.0 31.8 -18.8 30/9" 799 D 2.0- 8.5 E 9.0 32.0 -19.0 30 800 D 2.0- 8.5 W 12.0 31.0 -18.0 35 801 D 2.0- 9.0 E 9.5 30.0 -17.0 31 802 D 2.0- 9.0 W 9.5 30.7 -17.7 31/8" A 803 D 2.0- 9.5 E 10.0 28.0 -15.0 30 804 D 2.0- 9.5•W 12.0 30.0 -17.0 34 805 D 2.2 -10.0 9.5 29.0 -16.0 30 806 D 2.8- 2.0 12.5 29.0 -16.0 40 807 D 3.0- 2.5 E 13.0 28.0 -15.0 34 808 D 3.0- 2.5 W 9.0 29.0 -16.0 36 809 D 3.0- 3.0 E 9.0 33.5 -20.5 30/6" 810 D 3.0- 3.0 W 12.0 27.0 -14.0 38 811 D 3.0- 3.5 E 9.0 31.3 -18.3 10/4" 812 D 3.0- 3.5 W 13.0 30.5 -17.5 30/6" 813 D 3.0- 4.0 E 9.0 30.0 -17.0 814 D 3.0- 4.0 W 10.0 29.0 -16.0 815 D 3.0- 4.5 E 10.5 31.0 -18.0 816 D 3.0- 4.5 W 12.0 28.0 -15.0 30 32 18 30 F c 6' 0 CO Cl W CO w 0 n_ Q 7 p; O Ni 0 1- W W I F- V v N' PAGE NO. 00035 Approxiemete Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 817 D 3.0- 5.0 E 12.0 26.0 818 D 3.0- 5.0 W 12.0 28.0 819 D 3.0- 5.5 E 32.0 820 D 3.0- 5.5 W 10.0 33.0 821 D 3.0- 6.0 E 9.0 31.0 822 D 3.0- 6.0 W 11.0 34.0 823 D 3.0- 6.5 E 10.0 28.0 824 D 3.0- 6.5 W 10.0 30.0 825 D 3.0- 7.0 E 15.0 28.3 826 D 3.0- 7.0 W 15.0 30.5 827 D 3.0- 7.5 E 9.0 34.8 828 D 3.0- 7.5 W 14.0 33.0 829 D 3.0- 8.0 E 10.0 32.0 830 D 3.0- 8.0 W 13.5 31.5 831 D 3.0- 8.5 E 9.5 31.0 832 D 3.0- 8.5 W 10.5 30.3 833 D 3.0- 9.0 E 10.5 29.7 834 D 3.0- 9.0 W 9.5 33.0 835 D 3.0- 9.5 E 9.0 31.6 836 D 3.0- 9.5 W 9.0 29.0 837 D 3.1-10.0 9.5 28.5 838 D 3.5- 2.0 13.0 28.0 839 D 3.9 -10.0 9.0 30.0 840 D 4.0- 2.5 E 10.0 29.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 13.0 30 - 15.0 34 - 19.0 14 F -20.0 21 F -18.0 13 F -'21.0 30 - 15.0 30 -17.0 30 A -15.3 23/3" -17.5 23/6" A -21.8 18/9" F -20.0 34 - 19.0 32 -18.5 30/6" - 18.0 32 -17.3 26/4" - 16.7 37/8" -20.0 23 F -18.5 15/6" -16.0 32 -15.5 18/6" - 15.0 - 17.0 - 16.0 47 35 36 PAGE NO. 00036 / TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 841 D 4.0- 2.5 W 9.0 32.0 -19.0 31 842 D 4.0- 3.0 E 10.5 30.0 -17.0 32 843 D 4.0- 3.0 W 9.0 32.5 -19.5 16/6" 844 D 4.0- 3.5 E 10.0 31.0 -18.0 30 845 D 4.0- 3.5 W 10.0 31.5 -18.5 15/6" 846 D 4.0- 4.0 E 8.0 31.0 -18.0 17 F 847 D 4.0- 4.0 W 11.0 30.0 -17.0 32 848 D 4.0- 4.5 E 10.0 32.0 -19.0 35 849 D 4.0- 4.5 W 8.0 32.5 -19.5 18/6" 850 D 4.0- 5.0 E 13.0 27.0 -14.0 51 851 D 4.0- 5.0 W 12.0 28.0 -15.0 64 852 D 4.0- 5.5 E 8.0 32.0 -19.0 31 853 D 4.0- 5.5 W 10.0 32.0 -19.0 26 F 854 D 4.0- 6.0 E 33.0 -20.0 14 F,A 855 D 4.0- 6.0 W 12.0 27.0 -14.0 30 856 D 4.0- 6.5 E 12.0 29.0 -16.0 32 857 D 4.0- 6.5 W 36.0 -23.0 35 S 858 D 4.0- 7.0 E 15.5 29.0 -16.0 30 859 D 4.0- 7.0 W 10.0 35.0 -22.0 16 F 860 D 4.0- 7.5 E 14.0 30.5 -17.5 25/6" 861 D 4.0- 7.5 W 12.5 32.0 -19.0 34 862 D 4.0- 8.0 E 9.0 30.3 -17.3 12/3" 863 D 4.0- 8.0 W '14.0 30.0 -17.0 34 864 D 4.0- 8.5 E 9.0 29.0 -16.0 39 O F co 0 W W N LL.,; W O J_ O; W UJ, U N . O - :; u. Z' O Z PAGE NO. 00037 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate . Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 865 D 4.0- 8.5 W 12.0 29.0 -16.0 44 866 D 4.0- 9.0 E 14.5 31.0 -18.0 37 867 D 4.0- 9.0 W 14.0 27.0 -14.0 36 868 D 4.0- 9.5 E 8.0 34.0 -21.0 23 F 869 D 4.0- 9.5 W 13.5 26.5 -13.5 24/6" 870 D 4.2- 2.0 12.5 29.0 -16.0 52 871 D 4.6 -10.0 8.5 32.0 -19.0 30 A 872 D 4.8- 2.0 10.0 30.0 -17.0 30 873 D 5.0- 2.5 E 9.0 29.0 -16.0 31 874 D 5.0- 2.5 W 10.0 29.0 -16.0 35 875 D 5.0- 3.0 E 11.0 28.0 -15.0 30 876 D 5.0- 3.0 W 9.0 28.3 -15.3 10/3" 877 D 5.0- 3.5 E 11.5 28.0 -15.0 34 878 D 5.0- 3.5 W 9.0 31.0 -18.0 16 F 879 D 5.0- 4.0 E 14.0 27.0 -14.0 41 880 D 5.0- 4.0 W 12.0 27.5 -14.5 15/6" 881 D 5.0- 4.5 E 14.0 28.0 -15.0 30 882 D 5.0- 4.5 W 10.0 29.0 -16.0 30 883 D 5.0- 5.0 E 8.0 31.0 -18.0 18 F 884 D 5.0- 5.0 W 13.0 28.0 -15.0 32 885 D 5.0- 5.5 E 11.0 29.0 -16.0 886 D 5.0- 5.5 W 8.0 30.0 -17.0 887 D 5.0- 6.0 E 27.5 -14.5 888 D 5.0- 6.0 W 9.0 27.5 -14.5 30 31 30/6" 30/6" ;(nW CO IL. 01 N 3' g. O : . 0 ! W ` Z . W i U � Z PAGE N0. 00038 Approxiaaate Final Pile ApproxiaMate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 889 D 5.0- 6.5 E 9.0 30.0 -17.0 31 890 D 5.0- 6.5 W 10.0 28.9 -15.9 30/11" 891 D 5.0- 7.0 E 15.0 29.8 -16.8 40/9" 892 D 5.0- 7.0 W 13.0 29.5 -16.5 33/6" 893 D 5.0- 7.5 E 12.5 30.0 -17.0 33 894 D 5.0- 7.5 W 9.0 32.0 -19.0 32 895 D 5.0- 8.0 E 13.0 29.0 -16.0 22 F 896 D 5.0- 8.0 W 10.0 33.0 -20.0 19 F 897 D 5.0- 8.5 E 12.0 30.0 -17.0 39 898 D 5.0- 8.5 W 9.5 31.0 -18..0 31 899 D 5.0- 9.0 E 11.0 33.0 -20.0 33 900 D 5.0- 9.0 W 14.0 31.0 -28.0 33 901 D 5.0- 9.5 E 9.5 33.8 20.8 32/9" 902 D 5.0- 9.5 W 13.0 29.0 -16.0 35 903 D 5.4 -10.0 11.5 33.7 -20.7 24/8" 904 D 5.5- 2.0 10.0 31.5 -18.5 10/6" F 905 D 6.0- 2.5 E 14.0 28.0 -15.0 36 906 D 6.0- 2.5 W 11.5 28.0 -15.0 30 907 D 6.0- 3.0 E 10.0 32.0 -19.0 16 F 908 D 6.0- 3.0 W 11.0 29.0 -16.0 30 909 D 6.0- 3.5 E 10.0 29.0 -16.0 31 910 D 6.0- 3.5 W 9.0 29.0 -16.0 32 911 D 6.0- 4.0 E 11.0 28.0 -15.0 34 912 D 6.0- 4.0 W 11.0 27.5 -14.5 TABLE A BUILDING B PILE DRIVING SUMMARY 18/6" N0' co w w O g 11 O � 1- 0 ` Z F-r � p 0 y, 0I w V' IL F 0 ; Z U) i. 0` PAGE NO. 00039 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 913 D 6.0- 4.5 E 12.0 27.5 -14.5 15/6" 914 D 6.0- 4.5 W 10.0 28.5 -15.5 17/6" 915 D 6.0- 5.0 E 9.0 28.6 -15.6 16/6" 916 D 6.0- 5.0 W 10.0 28.0 -15.0 32 917 D 6.0- 5.5 E 9.0 29.0 -17.0 34 918 D 6.0- 5.5 W 13.0 28.8 -16.8 30/10" 919 D 6.0- 6.0 E 9.0 28.9 -16.9 31/10" 920 D 6.0- 6.0 W 8.0 28.5 -16.5 19/6" 921 D 6.0- 6.5 E 10.0 28.0 -15.0 30 922 D 6.0- 6.5 W 9.0 29.0 -17.0 31 923 D 6.0- 7.0 E 13.5 29.0 -16.0 43 924 D 6.0- 7.0 W 9.0 29.0 -16.0 9/3" 925 D 6.0- 7.5 E 9.0 29.3 -16.3 30/4" 926 D 6.0- 7.5 W 9.0 33.0 -20.0 16 927 D 6.0- 8.0 E 9.0 32.0 -19.0 34 928 D 6.0- 8.0 W 13.0 28.0 -15.0 42 929 D 6.0- 8.5 E 8.5 31.7 -28.7 30/8" 930 D 6.0- 8.5 W 10.0 31.0 -28.0 33 931 D 6.0- 9.0 E 9.5 33.0 -20.0 932 D 6.0- 9.0 W 13.5 32.0 -19.0 933 D 6.0- 9.5 E 9.0 34.0 -21.0 934 D 6.0- 9.5 W 13.0 31.0 -18.0 935 D 6.1 -10.0 13.0 28.0 -15.0 936 D 6.2- 2.0 12.0 33.0 -20.0 35 33 33 34 32 30 F A A PAGE NO. 00040 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiemate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 937 E 0.0- 2.0 13.0 31.0 -18.0 30 938 E 0.0- 2.5 E 11.0 30.0 -17.0 30 939 E 0.0- 2.5 W 13.0 28.0 -15.0 43 940 E 0.0- 3.0 N 8.7 30.0 -17.0 30 941 E 0.0- 3.0 S 11.0 29.0 -16.0 33 942 E 0.0- 3.0 W 9.0 29.0 -16.0 34 943 E 0.0- 3.5 E 10.0 29.0 -16.0 37 944 E 0.0- 3.5 W 8.0 29.0 -16.0 30 945 E 0.0- 4.0 N 8.0 29.0 -16.0 31 946 E 0.0- 4.0 S 12.0 28.0 -15.0 30 947 E 0.0- 4.0 W 12.0 28.0 -15.0 48. 948 E 0.0- 4.5 E 12.0 28.0 -15.0 37 949 E 0.0- 4.5 W 11.0 29.0 -16.0 35 950 E 0.0- 5.0 N 14.0 28.0 -15.0 32 951 E 0.0- 5.0 S 12.0 28.0 -15.0 952 E 0.0- 5.0 W 8.5 29.0 -16.0 30 953 E 0.0- 5.5 E 10.0 29.0 -17.0 30 954 E 0.0- 5.5.W 10.0 29.0 -17.0 31 955 E 0.0- 6.0 N 11.0 32.0 -19.0 23 F 956 E 0.0- 6.0 S 10.0 29.0 -17.0 31 957 E 0.0- 6.0 W 10.0 29.0 -17.0 32 958 E 0.0- 6.5 E 10.0 28.2 -16.2 15/2" 959 E 0.0- 6.5 W 9.0 29.0 -16.0 30 960 E 0.0- 7.0 N 12.0 29.0 -16.0 34 30 J 0 v) N W 9 w 0 g J CO D O. Z W W : C) i0 H a w uJ L 0 • Z 052' O PAGE NO. 00041 Approxiaaate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 961 E 0.0- 7.0 S 16.0 27.0 962 E 0.0- 7.0 W 12.0 28.3 963 E 0.0- 7.5 E 13.0 27.0 964 E 0.0- 7.5 W 12.5 31.7 965 E 0.0- 8.0 N 15.0 32.0 966 E 0.0- 8.0 S 14.0 28.0 967 E 0.0- 8.0 W 9.0 33.0 968 E 0.0- 8.5 E 9.0 34.0 969 E 0.0- 8.5 W 8.0 34.0 970 E 0.0- 9.0 N 12.5 33.0 971 E 0.0- 9.0 S 14.0 31.0 972 E 0.0- 9.0 W 14.0 31.0 973 E 0.0- 9.5 E 15.0 34.0 974 E 0.0- 9.5 W 13.0 27.0 975 E 0.0 -10.0 13.5 30.0 976 E 0.8- 2.0 12.0 32.0 977 E 0.9 -10.0 13.0 32.0 978 E 1.0- 2.5 E 12.0 32.0 979 E 1.0- 2.5 W 15.0 29.0 980 E 1.0- 3.0 E 11.0 30.3 981 E 1.0- 3.0 W 9.0 31.0 982 E 1.0- 3.5 E 14.0 29.0 983 E 1.0- 3.5 W 8.5 29.0 984 E 1.0- 4.0 E 14.0 27.0 TABLE A BUILDING B PILE DRIVING SUMMARY -14.0 39 - 15.3 23/4" -14.0 35 -18.7 14/8" F - 19.0 29 F -15.0 43 -20.0 21 F -21.0 33 -21.0 32 -20.0 32 -18.0 33 -18.0 32 -21.0 35 -14.0 35 -17.0 31 -19.0 35 -19.0 31 -19.0 34 - 16.0 30 - 17.3 10/4" -18.0 27 F -16.0 41 -16.0 30 -14.0 50 PAGE NO. 00042 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Reaiatence Remarks 985 E 1.0- 4.0 W 12.0 28.5 -15.5 18/6" 986 E 1.0- 4.5 E 10.0 29.0 -16.0 32 987 E 1.0- 4.5 W 11.0 29.0 -16.0 30 988 E 1.0- 5.0 E 8.0 33.0 -20.0 31 989 E 1.0- 5.0 W 10.0 32.5 -19.5 20/6" 990 E 1.0- 5.5 E 8.0 29.0 -16.0 30/10" 991 E 1.0- 5.5 W 8.0 31.0 -18.0 35 992 E 1.0- 6.0 E 9.0 31.2 -19.2 8/2" A 993 E 1.0- 6.0 W 8.5 32.0 -19.0 31 994 E 1.0- 6.5 E 8.5 33.0 -20.0 34 995 E 1.0- 6.5 W 12.0 29.0 -16.0 33 996 E 1.0- 7.0 E 9.0 29.0 -16.0 32 997 E 1.0- 7.0 W 10.0 29.0 -16.0 31 998 E 1.0- 7.5 E 13.0 28.3 -15.3 21/4" 999 E 1.0- 7.5 W 14.5 28.3 -15.3 25/4" 1000 E 1.0- 8.0 E 17.0 26.0 -13.0 31 1001 E 1.0- 8.0 W 13.0 30.0 -17.0 20 F 1002 E 1.0- 8.5 E 12.0 32.0 -19.0 28 1003 E 1.0- 8.5 W 14.0 25.0 -12.0 32 1004 E 1.0- 9.0 E 9.5 36.0 -23.0 1005 E 1.0- 9.0 W 12.0 34.0 -21.0 1006 E 1.0- 9.5 E 12.0 33.9 -20.8 1007 E 1.0- 9.5 W 14.0 32.0 -19.0 1008 E 1.4- 2.0 13.0 29.8 -16.8 35 31 33/9" 30 25/10" PAGE NO. 00043 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1009 E 1.6 -10.0 14.0 33.0 -20.0 32 1010 E 2.0- 2.0 12.5 31.0 -18.0 25 F 1011 E 2.0- 2.5 E 13.0 32.0 -19.0 42 1012 E 2.0- 2.5 W 8.0 32.5 -19.5 11/6" F 1013 E 2.0- 3.0 E 11.0 32.5 -19.5 16/6" 1014 E 2.0- 3.0 W 11.0 31.0 -18.0 31 1015 E 2.0- 3.5 E 13.0 33.5 -20.5 11/6" F 1016 E 2.0- 3.5 W 11.0 32.0 -19.0 14 F 1017 E 2.0- 4.0 E 12.0 27.5 -14.5 24/6" 1018 E 2.0- 4.0 W 12.0 29.0 -16.0 32 1019 E 2.0- 4.5 E 10.0 31.0 -18.0 41 1020 E 2.0- 4.5 W 13.0 30.0 -17.0 43 1021 E 2.0 -'5.0 E 13.0 27.5 -14.5 24/6" 1022 E 2.0- 5.0 W 12.0 28.8 -15.8 32/9" 1023 E 2.0- 5.5 E 10.0 29.0 -16.0 32 1024 E 2.0- 5.5 W 9.5 29.0 -16.0 1025 E 2.0- 6.0 E 12.0 30.0 -17.0 1026 E 2.0- 6.0 W 13.0 29.8 -16.8 1027 E 2.0- 6.5 E 9.0 31.0 -18.0 1028 E 2.0- 6.5 W 9.0 30.0 -17.0 1029 E 2.0- 7.0 E 11.5 28.8 -15.8 1030 E 2.0- 7.0 W 10.0 31.0 -18.0 1031 E 2.0- 7.5 E 8.0 33.5 -20.5 1032 E 2.0- 7.5 W 9.0 31.5 -18.5 30 45 35/10" 42 42 24/9" 28 15/6" 15/6" F u) W W 0 CO 3 ZZ O H : I" Ili D 0 N` N CH ■ W W Z 1.- LL 0 :_ •Z ` UN 1_ PAGE NO. 00044 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1033 E 2.0- 8.0 E 14.0 31.0 -18.0 30 0 N 1034 E 2.0- 8.0 W 12.0 33.0 -20.0 30 ... N W 1035 E 2.0- 8.5 E 11.0 35.0 -22.0 30 cow w o 1036 E 2.0- 8.5 W 12.0 33.5 -20.5 23/6" g m 1037 E 2.0- 9.0 E 12.0 30.8 -17.8 14/9" F = CJ Ili 1038 E 2.0- 9.0 W 12.5 33.0 -20.0 33 ? 1039 E 2.0- 9.5 E 8.0 35.0 -22.0 33 W {j 1040 E 2.0- 9.5 W 10.0 33.0 -20.0 32 v (0 O F 1041 E 2.4 -10.0 13.0 33.5 -20.5 20/6" W w gtU 1042 E 2.8- 2.0 12.0 32.0 -19.0 24 F 11 .Z i 1043 E 3.0- 2.5 E 14.0 29.5 -16.5 16/6" V N H = '. 1044 E 3.0- 2.5 W 8.0 35.0 -22.0 33 S 01- Z 1045 E 3.0- 3.0 E 13.0 32.5 -19.5 19/6" 1046 E 3.0- 3.0 W 10.0 33.0 -20.0 30 1047 E 3.0- 3.5 E 8.0 33.5 -20.5 8/5" F 1048 E 3.0- 3.5 W 10.0 32.5 -19.5 9/6" F 1049 E 3.0- 4.0 E 13.0 28.0 -15.0 43 1050 E 3.0- 4.0 W 8.0 33.0 -20.0 33 1051 E 3.0- 4.5 E 8.5 29.5 -16.5 30/6" 1052 E 3.0- 4.5 W 12.0 30.0 -17.0 34 1053 E 3.0- 5.0 E 14.0 27.0 -14.0 42 1054 E 3.0- 5.0 W 9.0 30.0 -17.0 37 1055 E 3.0- 5.5 E 12.0 28.5 -15.5 30/6" 1056 E 3.0- 5.5 W 11.0 29.7 -16.7 33/8" PAGE N0. 00045 Approxiaaate Final Pile Approximate ' Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1057 E 3.0- 6.0 E 15.0 28.5 -15.5 15/5" 105 g 3.Q- 6.0 W 11.0 28.5 -15.5 22/6" 1039 E 3.0- 6.5 E 11.5 28.0 -15.0 33 1060 E 3.0- 6.5 W 12.0 27.8 -14.8 37/10" 1061 E 3.0- 7.0 E 16.0 26.0 -13.0 30 1062 E 3.0- 7.0 W 10.0 31.5 -18.5 15/6" 1063 E 3.0- 7.5 E 12.0 30.5 -17.5 15/6" 1064 E 3.0- 7.5 W 9.0 33.5 -20.5 15/6" 1065 E 3.0- 8.0 E 10.0 29.0 -16.0 30 1066 E 3.0- 8.0 W 11.0 27.0 -14.0 30 1067 E 3.0- 8.5 E 9.0 34.0 -21.0 30 1068 E 3.0- 8.5 W 9.0 33.5 -20.5 15/6" 1069 E 3.0- 9.0 E 11.0 34.0 -21.0 30 1070 E 3.0- 9.0 W 11.0 34.0 -21.0 30 1071 E 3.0- 9.5 E 11.0 34.0 -21.0 32 1072 E 3.0- 9.5 W 10.0 35.0 -22.0 31 1073 E 3.1 -10.0 11.5 34.0 -21.0 36 1074 E 3.5- 2.0 10.0 32.3 -19.3 8/3" F 1075 E 3.9 -10.0 12.0 34.5 -21.5 16/6" 1076 E 4.0- 2.5 E 11.5 32.5 -19.5 15/6" 1077 E 4.0- 2.5 W 10.0 32.3 -19.3 6/4" F 1078 E 4.0- 3.0 E 15.0 30.0 -17.0 30 1079 E 4.0- 3.0 W 9.0 33.0 -20.0 21 F 1080 E 4.0- 3.5 E 14.0 29.0 -16.0 36 TABLE A BUILDING B PILE DRIVING SUMMARY unrl.myrpx. mMm0P 111 2;, 0! 0 0 , NW u. w 0 g J 1 W; z ' I0 Z W W. gi p` O N` I al 6: 0 Z' PAGE NO. 00046 Approxiamete Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1081 E.4.0- 3.5 W 11.0 32.0 1082 E 4.0- 4.0 E 8.5 30.0 1083 E 4.0- 4.0 W 13.0 29.0 1084 E 4.0- 4.5 E 12.0 29.3 1085 E 4.0- 4.5 W 13.0 28.5 1086 E 4.0- 5.0 E 8.0 30.0 1087 E 4.0- 5.0 W 13.0 28.5 1088 E 4.0- 5.5 E 10.0 29.7 1089 E 4.0- 5.5 W 10.0 29.5 1090 E 4.0- 6.0 E 12.0 29,8 1091 E 4.0- 6.0 W 12.0 30.0 1092 E 4.0- 6.5 E 12.0 29.0 1093 E 4.0- 6.5 W 9.5 30.0 1094 E 4.0- 7.0 E 8.0 29.5 1095 E 4.0- 7.0 W 10.0 30.5 1096 E 4.0- 7.5 E 12.0 30.5 1097 E 4.0- 7.5 W 13.0 30.5 1098 E 4.0- 8.0 E 12.0 29.5 1099 E 4.0- 8.0 W 13.0 30.0 1100 E 4.0- 8.5 E 13.0 32.0 1101 E 4.0- 8.5 W 11.0 34.0 1102 E 4.0- 9.0 E 11.0 35.0 1103 E 4.0- 9.0 W 9.0 35.0 1104 E 4.0- 9.5 E 10.0 34.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 19.0 31 - 17.0 30 - 16.0 30 - 16.3 15/3 " -15.5 29/6 " - 17.0 37 - 15.5 33/6" -16.7 34/9" - 16.5 18/6" -16.8 32/9" -17.0 36 - 16.0 32 - 17.0 30 - 16.5 8/3" - 17.5 15/6" - 17.5 15/6" -17.5 15/6" -16.5 15/6" -17.0 -19.0 - 21.0 -22.0 -22.0 -21.0 30 30 37 34 30 30 PAGE NO. 00047 TABLE A BUILDING B PILE DRIVING SUMMARY • Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1105 E 4.0- 9.5 W 9.0 34.5 -21.5 15/6" 1106 E 4.1- 2.0 10.0 33.0 -20.0 16 F 1107 E 4.6 -10.0 8.0 38.0 -25.0 13 F 1108 E 4.8- 2.0 11.0 33.0 -20.0 30 1109 E 5.0- 2.5 E 7.0 33.5 -20.5 16/6" 1110 E 5.0- 2.5 W 9.0 32.5 -19.5 14/6" F 1111 E 5.0- 3.0 E 12.0 30.0 -17.0 31 1112 E 5.0- 3.0 W 10.0 29.0 -16.0 35 1113 E 5.0- 3.5 E 9.0 30.5 -17.5 15/6" 1114 E 5.0- 3.5 W 11.0 30.5 -17.5 15/6" 1115 E 5.0- 4.0 E 14.5 29.0 -16.0 35 1116 E 5.0- 4.0 W 8.0 32.0 -19.0 33 1117 E 5.0- 4.5 E 12.0 30.3 -17.3 22/4" 1118 E 5.0- 4.5 W 8.5 30.5 -17.5 16/6" 1119 E 5.0- 5.0 E 8.0 31.3 -18.3 16/3" 1120 E 5.0- 5.0 W 12.5 29.5 -16.5 13 F,A 1121 E 5.0- 5.5 E 8.5 31.7 -18.7 33/8" 1122 E 5.0- 5.5 W 11.0 30.0 -17.0 35 1123 E 5.0- 6.0 E 9.0 29.5 -16.5 19/6" 1124 E 5.0- 6.0 W 10.0 29.3 -16.3 10/3" 1125 E 5.0- 6.5 E 11.0 27.0 -14.0 30 1126 E 5.0- 6.5 W 11.0 29.0 -16.0 30 1127 E 5.0- 7.0 E 12.0 28.0 -15.0 30 1128 E 5.0- 7.0 W 12.0 30.0 -17.0 30 ,....., aar...i�F P..c+.,5.ar. ,..F, i , .•ass.�sEk1iF3 �..va, w PAGE NO. 00048 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1129 E 5.0- 7.5 E 12.0 31.5 -18.5 15/6" 1130 E 5.0- 7.5 W 14.0 14.0 -16.0 30 1131 E 5.0- 8.0 E 13.0 31.0 -18.0 30 1132 E 5.0- 8.0 W 12.0 31.5 -18.5 15/6" 1133 E 5.0- 8.5 E 10.0 35.0 -22.0 31 1134 E 5.0- 8.5 W 13.0 31.0 -18.0 31 1135 E 5.0- 9.0 E 10.0 36.0 -23.0 34 1136 E 5.0- 9.0 W 8.0 36.5 -23.5 20/6" 1137 E 5.0- 9.5 E 10.0 35.0 -22.0 31 1138 E 5.0- 9.5 W 9.5 36.0 -23.0 35 1139 E 5.5- 2.0 10.0 33.0 -20.0 19 F 1140 E 5.5 -10.0 14.0 32.0 -19.0 30 1141 E 6.0- 2.5 E 9.0 31.0 -18.0 30 1142 E 6.0- 2.5 W 8.0 32.0 -19.0 30 1143 E 6.0- 3.0 E 15.0 29.5 -16.5 19/6" 1144 E 6.0- 3.0 W 12.0 29.3 -16.3 20/4" 1145 E 6.0- 3.5 E 9.0 31.5 -18.5 16/6" 1146 E 6.0- 3.5 W 13.0 30.8 -17.8 30/9" 1147 E 6.0- 4.0 E 11.0 30.5 -17.5 25/6" 1148 E 6.0- 4.0 W 9.0 30.5 -17.5 32/6" 1149 E 6.0- 4.5 E 11.0 29.8 -16.8 36/9" 1150 E 6.0- 4.5 W 13.0 29.5 -16.5 32/6" 1151 E 6.0- 5.0 E 10.0 29.5 -16.5 32/6" A 1152 E 6.0- 5.0 W 11.0 30.0 -17.0 33 PAGE NO. 00049 1153 E 6.0- 5.5 E 10.0 31.3 1154 E 6.0- 5.5 W 10.0 29.5 1155 E 6.0- 6.0 E 9.5 30.0 1156 E 6.0- 6.0 W 15.0 28.8 1157 E 6.0- 6.5 E 8.5 30.0 1158 E 6.0- 6.5 W 8.5 30.0 1159 E 6.0- 7.0 E 8.0 29.5 1160 E 6.0- 7.0 W 10.0 29.3 1161 E 6.0- 7.5 E 9.0 32.0 1162 E 6.0- 7.5 W 12.0 26.5 1163 E 6.0- 8.0 E 12.0 31.5 1164 E 6.0- 8.0 W 11.0 32.0 1165 E 6.0- 8.5 E 8.0 34.5 1166 E 6.0- 8.5 W 13.5 30.5 1167 E 6.0- 9.0 E 13.0 34.0 1168 E 6.0- 9.0 W 6.0 36.3 1169 E 6.0- 9.5 E 8.0 34.3 1170 E 6.0- 9.5 W 14.0 32.0 1171 E 6.2- 2.0 11.5 31.0 1172 E 6.2 -10.0 10.0 34.5 1173 F 0.0- 2.0 12.5 32.0 1174 F 0.0- 2.5 E 10.5 33.0 1175 F 0.0- 2.5 W 13.0 31.0 1176 F 0.0- 3.0 N 9.0 32.0 TABLE A BUILDING B PILE DRIVING SUMMARY -20.0 -18.0 -19.0 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks - 18.3 8/3" - 16.5 30/6" - 17.0 30 -15.8 33/9" - 17.0 32 -17.0 33 - 16.5 15/6" -16.3 8/3" - 19.0 30 -13.5 15/6" - 18.5 15/6" - 19.0 30 -21.5 15/5" -17.5 33/6" - 21.0 32 - 23.3 6/3" F -21.3 10/3" -19.0 31 -18.0 38 -21.5 15/6" - 19.0 31 31 31 31 A PAGE NO. 00050 Approxiamate Final Pile Approxiemate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1177 F 0.0- 3.0 S 12.0 31.0 -18.0 40 1178 F 0.0- 3.0 W 15.0 30.0 -17.0 34 1179 F 0.0- 3.5 E 14.0 31.0 -18.0 38 1180 F 0.0- 3.5 W 14.0 29.3 -16.3 16/4" 1181 F 0.0- 4.0 N 12.0 31.0 -18.0 42 1182 F 0.0- 4.0 S 12.0 30.8 -17.8 36/9" 1183 F 0.0- 4.0 W 12.0 30.0 -17.0 36 1184 F 0.0- 4.5 E 16.5 28.0 -15.0 8/3" 1185 F 0.0- 4.5 W 10.5 30.5 -17.5 24/6" 1186 F 0.0- 5.0 N 15.5 29.5 -16.5 37/6" 1187 F 0.0- 5.0 S 12.0 30.0 -17.0 31 1188 F 0.0- 5.0 W 13.0 30.0 -17.0 45 1189 F 0.0- 5.5 E 8.5 30.0 -17.0 31 1190 F 0.0- 5.5 W 10.0 29.8 -16.8 33/10" 1191 F 0.0- 6.0 N 10.0 29.5 -16.5 22/6" 1192 F 0.0- 6.0 S 8.5 31.0 -18.0 30 1193 F 0.0- 6.0 W 13.5 28.7 -15.7 30/8" 1194 F 0.0- 6.5 E 10.0 29.8 -16.8 33/10" 1195 F 0.0- 6.5 W 9.0 29.0 -16.0 35 1196 F 0.0- 7.0 N 11.0 29.5 -16.5 15/6" 1197 F 0.0- 7.0 S 11.0 29.5 -16.5 15/6" 1198 F 0.0- 7.0 W 11.0 29.5 -16.5 15/6" 1199 F 0.0- 7.5 E 8.0 31.5 -18.5 15/6" A 1200 F 0.0- 7.5 W 15.0 26.0 -13.0 TABLE A BUILDING B PILE DRIVING SUMMARY 30 CO CI V) W } W 0 u. in_ cy O; D Hi W w z. 0 N 1 O z PAGE NO. 00051 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1201 F 0.0- 8.0 N 15.0 30.0 -17.0 30 0 1202 F 0.0- 8.0 S 12.0 29.5 -16.5 15/6" m W 1203 F 0.0- 8.0 W 13.0 31.0 -18.0 36 a LL w 0 1204 F 0.0- 8.5 E 9.0 35.0 -22.0 39 2 gn u. 4 1205 F 0.0- 8.5 W 10.0 31.0 -18.0 30 N a ' I- w 1206 F 0.0- 9.0 N 13.0 30.0 -17.0 30 3 O ` 1207 F 0.0- 9.0 S 15.0 30.0 -17.0 35 w f- ' 2 D i 1208 F 0.0- 9.0 W 10.0 34.5 -21.5 21/6" 0 0 i \ Q I 1209 F 0.0- 9.5 E 9.5 33.0 -20.0 30 w W` 1210 F 0.0; 9.5 W 9.5 33.0 -20.0 31 u 0 . 1211 .F 0.0 -10.0. 10.0 35.0 -22.0 32 U - '; 0 ' 1212 F 0.8- 2.0 12.5 36.0 -23.0 91 A,S Z 1213 F 0.8 -10.0 8.0 35.0 -22.0 33 1214 F 1.0- 2.5 E 13.0 32.0 -19.0 33 1215 F 1.0- 2.5 W 9.0 35.0 -22.0 30 S 1216 F 1.0- 3.0 E 9.0 33.0 -20.0 31 1217 F 1.0- 3.0 W 8.0 32.0 -19.0 36 1218 F 1.0- 3.5 E 8.0 31.9 -18.9 35/10" 1219 F 1.0- 3.5 W 8.0 32.0 -19.0 36 1220 F 1.0- 4.0 E 8.5 32.0 -19.0 31 1221 F 1.0- 4.0 W 13.0 29.5 -16.5 30/5" 1222 F 1.0- 4.5 E 13.0 31.0 -18.0 35 1223 F 1.0- 4.5 W 12.0 31.5 -18.5 33/6" 1224 F 1.0- 5.0 E 14.0 30.0 -17.0 33 PAGE NO. 00052 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving ti No. Grid Location Diameter Penetration Elevation Resistance Remarks D: uu u6 D = 1225 F 1.0- 5.0 W 12.0 31.0 -18.0 37 V p 1226 F 1.0- 5.5 E 10.0 30.5 -17.5 21/6" A N W ' N u. 1227 F 1.0- 5.5 W 10.0 30.8 -17.8 33/9" A W O 1228 F 1.0- 6.0 E 11.0 30.6 -17.6 24/7" A !.. u.Q 1229 F 1.0- 6.0 W 14.0 29.0 -16.0 25 F = C7 I- III 1230 F 1.0- 6.5 E 14.0 29.0 -16.0 34 31.. P- 1231 1231 E' 1.0- 6.5 W 9.0 30.0 -17.0 31 uu � '; 1232 F 1.0- 7.0 E 7.5 30.5 -17.5 15/6" c0 0 F-? 1233 F 1.0- 7.0 W 16.0 29.3 -16.3 8/3" W V H 1234 F 1.0- 7.5 E 12.0 31.3 -18.3 15/4" I L - O : ui z PA 1235 F 1.0- 7.5 W 10.0 30.5 -17.5 15/6" 0 0I . 1236 F 1.0- 8.0 E 13.0 29.0 -16.0 30 Z .. 1237 F 1.0- 8.0 W 10.0 30.5 -17.5 15/6" 1238 F 1.0- 8.5 E 12.0 33.5 -20.5 17/6" 1239 F 1.0- 8.5 W 10.0 34.0 -21.0 36 1240 F 1.0- 9.0 E 13.0 34.0 -21.0 35 1241 F 1.0- 9.0 W 9.0 34.5 -21.5 17/6" 1242 F 1.0- 9.5 E 10.0 35.0 -22.0 31 1243 F 1.0- 9.5 W 12.0 34.0 -21.0 30 1244 F 1.4 -10.0 8.0 35.0 -22.0 30 1245 F 1.5- 2.0 10.0 36.0 -23.0 55 S 1246 F 2.0- 2.0 11.0 33.0 -20.0 30 1247 F 2.0- 2.5 E 9.0 34.5 -21.5 15/6" 1248 F 2.0- 2.5 W 8.0 34.5 -21.5 17/6" PAGE NO. 00053 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1249 F 2.0- 3.0 E 10.0 32.0 -19.0 30 1250 F 2.0- 3.0 W 12.0 32.0 -19.0 32 1251 F 2.0- 3.5 E 11.0 31.5 -18.5 16/6" 1252 F 2.0- 3.5 W 9.0 33.0 -20.0 38 1253 F 2.0- 4.0 E 13.0 31.0 -18.0 32 1254 F 2.0- 4.0 W 13.0 30.0 -17.0 41 1255 F 2.0- 4.5 E 11.5 31.0 -18.4 33 1256 F 2.0- 4.5 W 8.0 34.0 -21.0 34 1257 F 2.0- 5.0 E 11.5 31.0 -18.0 36 1258 F 2.0- 5.0 W 13.0 31.0 -18.0 37 1259 F 2.0- 5.5 E 10.0 30.7 -17.7 32/8" 1260 F 2.0- 5.5 W 12.0 30.5 -17.5 26/6" 1261 F 2.0- 6.0 E 14.0 28.0 -15.0 18 1262 F 2.0- 6.0 W 13.0 29.0 -16.0 30 1263 F 2.0- 6.5 E 9.0 30.3 -17.3 10/3" 1264 F 2.0- 6.5 W 9.5 30.0 -17.0 31 1265 F 2.0- 7.0 E 8.0 31.5 -18.5 15/6" 1266 F 2.0- 7.0 W 13.5 31.5 -17.5 15/6" 1267 F 2.0- 7.5 E 10.0 33.5 -20.5 15/6" 1268 F 2.0- 7.5 W 11.0 30.5 -17.5 15/6" 1269 F 2.0- 8.0 E 15.5 26.0 -13.0 30 1270 F 2.0- 8.0 W 10.0 33.5 -20.5 15/6" 1271 F 2.0- 8.5 E 8.0 31.3 -18.3 8/3" 1272 F 2.0- 8.5 W 12.0 34.0 -21.0 38 TABLE A BUILDING B PILE DRIVING SUMMARY A F U O' OD!. u)„,, ; J w ga N Z �..:. W uJ+ n 0 w W ` : I I 0 iti Z U N _ 0 ` PAGE NO. 00054 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1273 F 2.0- 9.0 E 6.0 37.0 -24.0 11 F 1274 F 2.0- 9.0 W 9.0 32.2 -19.2 10/2" 1275 F 2.0- 9.5 E 9.0 35.0 -22.0 30 1276 F 2.0- 9.5 W 10.0 35.0 -22.0 18 1277 F 2.2 -10.0 8.0 34.8 -21.8 32/9" 1278 F 2.8- 2.0 10.0 34.0 -22.0 34 1279 F 3.0- 2.5 E 8.0 35.3 -22.3 10/3" 1280 F 3.0- 2.5 W 10.0 32.0 -19.0 32 1281 F 3.0- 3.0 E 9.0 33.0 -19.5 16/6" 1282 F 3.0- 3.0 W 9.0 34.2 -21.2 16/3" 1283 F 3.0- 3.5 E 9.0 33.0 -20.0 39 1284 F 3.0- 3.5 W 9.0 33.0 -20.0 36 1285 F 3.0- 4.0 E 10.0 32.0 -19.0 33 1286 F 3.0- 4.0 W 9.0 31.5 -18.5 40/6" 1287 F 3.0- 4.5 E 9.0 31.3 -18.3 22/3" 1288 F 3.0- 4.5 W 10.0 32.0 -19.0 36 1289 F 3.0- 5.0 E 13.0 31.8 -18.8 36/10" 1290 F 3.0- 5.0 W 9.0 34.0 -21.0 31 1291 F 3.0- 5.5 E 10.5 31.0 -18.0 30 1292 F 3.0- 5.5 W 11.0 31.0 -18.0 30 1293 F 3.0- 6.0 E 12.0 30.7 -17.7 30/8" 1294 F 3.0- 6.0 W 14.5 29.0 -16.0 30 1295 F 3.0- 6.5 E 13.0 31.0 -18.0 33 1296 F 3.0- 6.5 W 12.0 30.5 -17.5 TABLE A BUILDING B PILE DRIVING SUMMARY 20/6" F A A PAGE NO. 00055 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1297 F 3.0- 7.0 E 13.0 29.5 -16.5 15/6" 1298 F 3.0- 7.0 W 13.0 27.5 -14.5 15/6" 1299 F 3.0- 7.5 E 9.0 36.0 -23.0 16 F 1300 F 3.0- 7.5 W 7.0 29.0 -16.0 30 1301 F 3.0- 8.0 E 11.0 30.5 -17.5 15/6" 1302 F 3.0- 8.0 W 11.0 33.0 -20.0 34 1303 F 3.0- 8.5 E 7.5 33.1 -20.1 9/1" 1304 F 3.0- 8.5 W 10.0 33.0 -20.0 31 1305 F 3.0- 9.0 E 13.0 34.0 -21.0 31 1306 F 3.0- 9.0 W 13.0 33.0 -20.0 30 1307 F 3.0- 9.5 E 14.0 32.0 -19.0 32 1308 F 3.0- 9.5 W 8.0 34.3 -21.3 11/4" 1309 F 3.1 -10.0 8.0 34.5 -21.5 17/6" 1310 F 3.4- 2.0 9.5 34.0 -21.0 34 1311 F 3.9 -10.0 9.5 34.5 -21.5 16/6" 1312 F 4.0- 2.5 E 8.0 33.5 -20.5 16/6" A 1313 F 4.0- 2.5 W ' 9.0 33.0 -20.0 32 1314 F 4.0- 3.0 E 9.0 33.0 -20.0 30 1315 F 4.0- 3.0 W 8.0 34.0 -21.0 30 1316 F 4.0- 3.5 E 10.0 32.0 -19.0 12/1" 1317 F 4.0- 3.5 W 9.5 33.0 -19.5 31/6" 1318 F 4.0- 4.0 E 13.0 32.0 -19.0 31 1319 F 4.0- 4.0 W 8.0 37.3 -24.3 9/3" 1320 F 4.0- 4.5 E 8.0 32.0 -19.0 31 V ; c.) O NW W 0 g J ;. W : Z Z F-; U 0 O co ta W W O , • Z 1.11 u) Z_; PAGE NO. 00056 TABLE A BUILDING B ' PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaeate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1321 F 4.0- 4.5 W 8.0 32.3 1322 F 4.0- 5.0 E 10.0 32.0 1323 F 4.0- 5.0 W 8.0 33.9 1324 F 4.0- 5.5 E 11.0 32.0 1325 F 4.0- 5.5 W 10.0 32.8 1326 F 4.0- 6.0 E 14.0 31.0 1327 F 4.0- 6.0 W 11.0 32.0 1328 F 4.0- 6.5 E 8.0 32.3 1329 F 4.0- 6.5 W 11.0 31.6 1330 F 4.0- 7.0 E 9.0 33.0 1331 F 4.0- 7.0 W 12.0 31.0 1332 F 4.0- 7.5 E 11.0 31.5 1333 F 4.0- 7.5 W 12.0 26.5 1334 F 4.0- 8.0 E 10.0 32.5 1335 F 4.0- 8.0 W 8.0 32.5 1336 F 4.0- 8.5 E 10.0 32.5 1337 F 4.0- 8.5 W 13.0 33.0 1338 F 4.0- 9.0 E 11.0 34.0 1339 F 4.0- 9.0 W 10.0 35.0 1340 F 4.0- 9.5 E 12.0 34.0 1341 F 4.0- 9.5 W 11.0 34.0 1342 F 4.2- 2.0 8.0 39.0 1343 F 4.5 -10.0 8.0 36.0 1344 F 4.8- 2.0 10.5 37.0 - 19.3 21/3" - 19.0 35 - 20.9 30 -19.0 32 -19.8 32/10" - 18.0 23 F - 19.0 34 -19.3 20/4" - 18.5 18/6" - 20.0 15/6" A -18.0 30 -18.5 15/6" -13.5 15/6" -19.5 15/6" - 19.5 20/6" - 19.5 24/6" -20.0 30 -21.0 30 - 22.0 24 F - 21.0 30 - 21.0 31 - 26.0 30 -23.0 30 - 24.0 30 PAGE NO. 00057 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1345 F 5.0- 2.5 E 9.0 35.0 -22.0 30 TABLE A BUILDING B PILE DRIVING SUMMARY 1346 F 5.0- 2.5 W 11.0 32.0 -19.0 34 1347 F 5.0- 3.0 E 9.5 35.0 -22.0 37 1348 F 5.0- 3.0 W 10.0 32.0 -19.0 38 1349 F 5.0- 3.5 E 12.0 31.5 -18.5 16/6" 1350 F 5.0- 3.5 W 14.0 32.0 -19.0 31 1351 F 5.0- 4.0 E 8.0 32.8 -19.8 33/9" A 1352 F 5.0- 4.0 W 12.0 31.5 -18.5 30/6" 1353 F 5.0- 4.5 E 9.5 33.0 -20.0 39 1354 F 5.0- 4.5 W 8.0 32.0 -19.0 33 1355 F 5.0- 5.0 E 8.0 32.0 -19.0 32 1356 F 5.0- 5.0 W 9.0 34.0 -21.0 32 1357 F 5.0- 5.5 E 8.0 34.0 -21.0 30 1358 F 5.0- 5.5 W 11.5 33.5 -20.5 32/6" 1359 F 5.0- 6.0 E 12.0 33.0 -20.0 30 1360 F 5.0- 6.0 W 15.0 27.0 -14.0 22 F 1361 F 5.0- 6.5 E 12.0 33.0 -20.0 35 1362 F 5.0- 6.5 W 15.0 31.0 -18.0 18 F 1363 F 5.0- 7.0 E 14.0 31.0 -18.0 15/6" A 1364 F 5.0- 7.0 W 12.0 29.5 -16.5 15/6" 1365 F 5.0- 7.5 E 9.0 33.0 -20.0 1366 F 5.0- 7.5 W 13.0 31.0 -18.0 1367 F 5.0- 8.0 E 13.0 31.0 -18.0 1368 F 5.0- 8.0 W 10.0 33.0 -20.0 30 25 31 38 F c.o 0 co o w J LL W 0 J' LL. Q" = :;: Z � ; • 0 IJJ O co , C 3 • W • 0 I11 V F- 0 PAGE NO. 00058 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1369 F 5.0- 8.5 E 11.0 33.0 -20.0 33 1370 F 5.0- 8.5 W 12.0 32.0 -19.0 32 1371 F 5.0- 9.0 E 9.0 35.3 -22.3 17/4" 1372 F 5.0- 9.0 W 10.0 38.0 -25.0 32 1373 F 5.0- 9.5 E 12.0 35.0 -22.0 39 1374 F 5.0- 9.5 W 11.0 33.8 -20.8 36/9" 1375 F 5.3-10.0 12.0 34.5 -21.5 17.5" 1376 F 5.5- 2.0 10.0 37.0 -24.0 32 1377 F 6.0- 2.5 E 15.0 33.0 -20.0 35 1378 F 6.0- 2.5 W 13.0 33.0 -20.0 41 1379 F 6.0- 3.0 E 11.0 33.0 -20.0 32 1380 F 6.0- 3.0 W 15.0 32.0 -19.0 33 1381 F 6.0- 3.5 E 8.0 35.0 -22.0 34 1382 F 6.0- 3.5 W 12.0 32.0 -19.0 35 1383 F 6.0- 4.0 E 14.0 33.0 -20.0 36 1384 F 6.0- 4.0 W 8.0 34.0 -21.0 38 1385 F 6.0- 4.5 E 8.0 32.8 -19.8 33/9" 1386 F 6.0- 4.5 W 8.0 35.0 -22.0 30 1387 F 6.0- 5.0 E 9.0 33.0 -20.0 32 1388 F 6.0- 5.0 W 9.0 36.0 - 23.0 32 1389 F 6.0- 5.5 E 11.0 32.0 - 19.0 30 A 1390 F 6.0- 5.5 W 9.5 34.0 - 21.0 30 A 1391 F 6.0- 6.0 E 9.5 34.0 - 21.0 30 1392 F 6.0- 6.0 W 9.0 34.3 - 21.3 30/4" 00 N 0 w W{ co Lt. W O J N om' ; a W '. Z ' , Z F- Ui gyp O -t 0I u Z U N Z PAGE NO. 00059 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1393 F 6.0- 6.5 E 9.0 33.5 1394 F 6.0- 6.5 W 9.0 33.0 1395 F 6.0- 7.0 E 9.5 33.0 1396 F 6.0- 7.0 W 10.0 28.3 1397 F 6.0- 7.5 E 10.0 33.0 1398 F 6.0- 7.5 W 10.0 33.0 1399 F 6.0- 8.0 E 8.0 34.5 1400 F 6.0- 8.0 W 12.0 34.0 1401 F 6.0- 8.5 E 8.5 34.5 1402 F 6.0- 8.5 W 10.0 34.5 1403 F 6.0- 9.0 E 11.0 35.0 1404 F 6.0- 9.0 W 11.0 35.0 1405 F 6.0- 9.5 E 11.5 34.0 1406 F 6.0- 9.5 W 10.0 34.0 1407 F 6.2- 2.0 8.0 38.0 1408 F 6.2 -10.0 9.0 35.5 1409 G 0.0- 2.0 8.5 38.0 1410 G 0.0- 2.5 E 13.0 34.0 1411 G 0.0- 2.5 W 10.0 34.5 1412 G 0.0- 3.0 N 9.0 36.0 1413 G 0.0- 3.0 S 11.0 33.0 1414 G 0.0- 3.0 W 9.0 34.0 1415 G 0.0- 3.5 E 11.0 34.0 1416 G 0.0- 3.5 W 15.0 33.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 20.5 27/6" -20.0 31 -20.0 32 -15.3 30/4" -20.0 35 - 20.0 40 - 21.5 19/5" - 21.0 34 -21.5 23/6" - 21.5 26/6" -22.0 44 -22.0 42 - 21.0 46 -21.0 39 - 25.0 30 -22.5 18/6" -25.0 33 -21.0 33 - 21.5 16/6" - 23.0 30 -20.0 - 21.0 -21.0 - 20.0 44 44 50 41 5:. cog co w; ALL; , O . J : N D. -= d W . ~~ O` Z fl W W { : ' D o O co'; O I-. . F=- V O O N O z PAGE NO. 00060 TABLE A BUILDING B PILE DRIVING SUMMARY Approximate Final Pile Approximate Tip Depth of Tip Driving Jo. Grid Location Diameter Penetration Elevation Resistance Remarks 1417 G 0.0- 4.0 N 9.0 34.5 -21.5 24/6" 1418 G 0.0- 4.0 S 8.0 34.0 -21.0 31 1419 G 0.0- 4.0 W 8.0 34.0 -21.0 30 1420 G 0.0- 4.5 E 8.0 34.0 -21.0 33 1421 G 0.0- 4.5 W 8.5 34.8 -21.8 31/9" 1422 G 0.0- 5.0 N 8.0 34.0 -21.0 35 1423 G 0.0- 5.0 S 13.0 33.0 -20.0 31 1424 G 0.0- 5.0 W 12.5 33.3 -20.3 30/4" 1425 G 0.0- 5.5 E 9.0 34.0 -21.0 33 1426 G 0.0- 5.5 W 13.0 33.7 -20.7 34/9" 1427 G 0.0- 6.0 N 8.0 34.5 -21.5 30/6" 1428 G 0.0- 6.0 S 11.0 33.0 -20.0 31 A 1429 G 0.0- 6.0 W 8.5 34.0 -21.0 30 1430 G 0.0- 6.5 E 10.0 33.0 -20.0 32 1431 G 0.0- 6.5 W 9.5 34.0 -21.0 33 A 1432 G 0.0- 7.0 N 10.5 33.0 -20.0 33 1433 G 0.0- 7.0 S 10.0 33.7 -20.7 43/8" 1434 G 0.0- 7.0 W 9.0 33.0 -20.0 31 1435 G 0.0- 7.5 E 9.5 32.5 -19.5 23/6" 1436 G 0.0- 7.5 W 7.5 34.0 -21.0 32 1437 G 0.0- 8.0 N 10.0 33.0 -20.0 1438 G 0.0- 8.0 S 10.5 32.0 -19.0 1439 G 0.0- 8.0 W 11.0 33.7 -20.7 1440 G 0.0- 8.5 E 9.0 34.0 -21.0 31 21 30/8" 51 F PAGE NO. 00061 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1441 G 0.0- 8.5 W 9.0 34.0 -21.0 33 1442 G 0.0- 9.0 N 9.0 35.0 -22.0 41 1443 G 0.0- 9.0 S 9.0 35.0 -22.0 30 1444 G 0.0- 9.0 W 9.0 34.0 -21.0 34 1445 G 0.0- 9.5 E 9.0 36.0 -23.0 35 1446 G 0.0- 9.5 W 10.0 36.0 -23.0 35 1447 G 0.0 -10.0 9.0 35.0 -23.0 30 1448 G 0.8- 2.0 12.0 36.0 -23.0 36 1449 G 0.8 -10.0 8.0 35.3 -23.3 16/4" 1450 G 1.0- 2.5 E 13.0 35.0 -22.0 31 1451 G 1.0- 2.5 W 10.5 35.0 -22.0 30 1452 G 1.0- 3.0 E 8.0 35.0 -22.0 33 1453 G 1.0- 3.0 W 10.0 34.0 -21.0 35 1454 G 1.0- 3.5 E 13.0 33.5 -20.5 20/6" 1455 G 1.0- 3.5 W 15.0 34.0 -21.0 45 1456 G 1.0- 4.0 E 11.0 33.3 -20.3 30/4" 1457 G 1.0- 4.0 W 10.0 34.0 -21.0 34 1458 G 1.0- 4.5 E 10.0 34.0 -21.0 35 1459 G 1.0- 4.5 W 8.0 35.0 -22.0 1460 G 1.0- 5.0 E 8.0 34.0 -21.0 1461 G 1.0- 5.0 W 13.0 33.3 -20.3 1462 G 1.0- 5.5 E 8.0 34.0 -21.0 1463 G 1.0- 5.5 W 14.5 33.8 -20.8 1464 G 1.0- 6.0 E 13.0 33.7 -20.7 31 37 18/4" A 30 31/9" 33/8" PAGE NO. 00062 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile ApproxiaMate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1465 G 1.0- 6.0 W 12.5 31.0 -18.0 19 F 1466 G 1.0- 6.5 E 15.0 32.7 -19.7 35/9" 1467 G 1.0- 6.5 W 11.0 35.0 -22.0 28 F 1468 G 1.0- 7.0 E 10.0 33.0 -20.0 35 1469 G 1.0- 7.0 W .10.0 33.0 -20.0 28 F 1470 G 1.0- 7.5 E 14.0 32.0 -19.0 30 1471 G 1.0- 7.5 W 14.0 30.0 -17.0 21 F 1472 G 1.0- 8.0 E 8.5 34.0 -21.0 30 1473 G 1.0- 8.0 W 8.0 34.3 -21.3 8/3" 1474 G 1.0- 8.5 E 10.0 34.0 -21.0 50 1475 G 1.0- 8.5 W 9.0 33.7 -20.7 31/8" 1476 G 1.0- 9.0 E 8.0 34.0 -21.0 30 1477 G 1.0- 9.0 W 10.0 35.0 -22.0 32 1478 G 1.0- 9.5 E 10.0 36.0 -23.0 32 1479 G 1.0- 9.5 W 10.0 36.0 -23.0 30 1480 G 1.3- 2.0 9.0 37.0 -24.0 34 1481 G 1.6-10.0 8.0 37.0 -25.0 30 1482 G 2.0- 2.5 E 14.0 35.0 -22.0 31 1483 G 2.0- 2.5 W 9.0 36.2 -23.2 15/3" 1484 G 2.0- 3.0 E 8.5 38.0 -25.0 30 1485 G 2.0- 3.0 W 8.0 38.5 -25.5 18/6" A 1486 G 2.0- 3.5 E 8.0 37.5 -24.5 18/6" 1487 G 2.0- 3.5 W 10.0 35.0 -22.0 30 1488 G 2.0- 4.0 E 9.5 34.3 -21.3 30/3" LU 2 0 NC � N U.' w 0, D !O 0 Hi LUX w? 1-- V u ,Z O h - z PAGE NO. 00063 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1489 G 2.0- 4.0 W 12.0 35.0 1490 G 2.0- 4.5 E 9.0 37.0 1491 G 2.0- 4.5 W 10.0 35.0 1492 G 2.0- 5.0 E 9.5 33.9 1493 G 2.0- 5.O W 9.5 35.0 1494 G 2.0- 5.5 E 9.0 34.0 1495 G 2.0- 5.5 W 9.5 33.8 1496 G 2.0- 6.0 E 9.5 34.6 1497 G 2.0- 6.0 W 8.5 34.5 1498 G 2.0- 6.5 E 12.0 33.0 1499 G 2.0- 6.5 W 9.5 33.8 1500 G 2.0- 7.0 E 10.5 34.0 1501 G 2.0- 7.0 W 12.0 34.0 1502 G 2.0- 7.5 E 8.0 35.5 1503 G 2.0- 7.5 W 8.0 35.0 1504 G 2.0- 8.0 E 8.0 34.3 1505 G 2.0- 8.0 W 13.0 35.0 1506 G 2.0- 8.5 E 9.0 35.0 1507 G 2.0- 8.5 W 9.0 36.0 1508 G 2.0- 9.0 E 9.0 35.0 1509 G 2.0- 9.0 W 9.0 34.3 1510 G 2.0- 9.5 E 11.0 34.0 1511 G 2.0- 9.5 W 9.0 36.0 1512 G 2.1- 2.0 9.0 38.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 22.0 40 -24.0 36 -22.0 42 - 20.8 37/9" -22.0 37 - 21.0 33 -20.8 34/10" -21.6 30/7" - 21.5 8/3" -20.0 30 -20.8 33/10" -21.0 38 - 21.0 37 -22.5 16/6" A,A - 22.0 33 - 21.3 18/4" -22.0 42 - 22.0 30 -23.0 31 -22.0 30 - 21.3 10/3" -21.0 20 -23.0 32 -25.0 31 F PAGE N0. 00064 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiemate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1513 G 2.2 -10.0 9.0 35.0 -23.0 30 1514 G 2.8- 2.0 9.0 39.0 1515 G 3.0- 2.5 E 11.0 37.0 1516 G 3.0- 2.5 W 8.0 36.0 1517 G 3.0- 3.0 E 9.0 38.5 1518 G 3.0- 3.0 W 13.0 38.0 1519 G 3.0- 3.5 E 10.0 38.0 1520 G 3.0- 3.5 W 9.5 35.0 1521 G 3.0- 4.0 E 11.5 36.0 1522 G 3.0- 4.0 W 10.0 35.0 1523 G 3.0- 4.5 'E 8.0 36.0 1524 G 3.0- 4.5 W 9.5 34.5 1525 G 3.0- 5.0 E 8.5 35.0 1526 G 3.0- 5.0 W 8.0 36.0 1527 G 3.0- 5.5 E 14.0 32.0 1528 G 3.0- 5.5 W 14.0 27.0 1529 G 3.0- 6.0 E 10.0 35.0 1530 G 3.0- 6.0 W 13.0 28.0 1531 G 3.0- 6.5 E 13.0 33.6 1532 G 3.0- 6.5 W 13.5 29.0 1533 G 3.0- 7.0 E 9.0 39.0 1534 G 3.0- 7.0 W 15.0 34.8 1535 G 3.0- 7.5 E 11.0 34.0 1536 G 3.0- 7.5 W 9.0 34.3 -26.0 30 - 24.0 33 -23.0 30 -25.5 30/6" A -25.0 34 -25.0 31 - 22.0 30 -23.0 35 - 22.0 30 - 23.0 31 - 21.5 30/6" -22.0 32 - 23.0 36 - 19.0 21 F -14.0 19 F -22.0 57 - 15.0 16 F -20.6 31/7" - 16.0 22 - 26.0 20 F - 21.8 21/9" -21.0 34 -21.3 13/3" w; 3 • S L11 .6 • w w 0 w = � ku U Ci 0 w 0 " 1 Z 2 PAGE NO. 00065 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1537 G 3.0- 8.0 E 8.0 36.3 1538 G 3.0- 8.0 W 8.0 36.0 1539 G 3.0- 8.5 E 9.0 34.3 1540 G 3.0- 8.5 W 9.0 35.5 1541 G 3.0- 9.0 E 9.0 36.8 1542 G 3.0- 9.0 W 10.0 37.0 1543 G 3.0- 9.5 E 10.0 36.0 1544 G 3.0- 9.5 W 9.0 36.0 1545 G 3.0 -10.0 10.0 35.0 1546 G 3.4- 2.0 9.0 36.5 1547 G 3.9 -10.0 9.0 37.0 1548 G 4.0- 2.0 10.0 38.0 1549 G 4.0- 2.5 E 9.0 40.0 1550 G 4.0- 2.5 W 13.0 39.7 1551 G 4.0- 3.0 E 12.0 39.0 1552 G 4.0- 3.0 W 14.0 35.0 1553 G 4.0- 3.5 E 10.0 38.0 1554 G 4.0- 3.5 W 12.0 35.0 1555 G 4.0- 4.0 E 8.5 36.0 1556 G 4.0- 4.0 W 8.0 36.0 1557 G 4.0- 4.5 E 10.0 35.0 1558 G 4.0- 4.5 W 8.0 35.0 1559 G 4.0- 5.0 E 12.0 35.0 1560 G 4.0- 5.0 W 14.0 29.0 TABLE A BUILDING B PILE DRIVING SUMMARY - 23.3 17/3" - 23.0 37 -24.3 7/4" F -22.5 32/6" -23.8 41/9" -24.0 40 -23.0 36 -23.0 30 -23.0 32 -23.5 15/6" -25.0 32 -15.0 30 -27.0 22 F -26.7 34/8" A - 26.0 30 - 22.0 31 - 25.0 31 -22.0 31 -23.0 33 -23.0 34 -22.0 38 - 22.0 9/3" -22.0 31 - 16.0 37 PAGE NO. 00066 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1561 G 4.0- 5.5 E 14.0 34.7 -21.7 35/8" 1562 G 4.0- 5.5 W 11.0 34.2 -21.2 8/3" A 1563 G 4.0- 6.0 E 12.0 35.0 -22.0 32 1564 G 4.0- 6.0 W 9.0 36.0 -23.0 30 1565 G 4.0- 6.5 E 14.5 34.2 -21.2 9/3" 1566 G 4.0- 6.5 W 9.0 36.0 -23.0 30 1567 G 4.0- 7.0 E 7.5 37.0 -24.0 40 A,A 1568 G 4.0- 7.0 W 9.0 36.0 -23.0 36 1569 G 4.0- 7.5 E 10.0 30.0 -17.0 20 F 1570 G 4.0- 7.5 W 11.5 34.0 -21.0 30 1571 G 4.0- 8.0 E 9.5 35.8 1572 G 4.0- 8.0 W 10.0 36.0 1573 G 4.0- 8.5 E 9.0 36.0 1574 G 4.0- 8.5 W 9.0 36.0 1575 G 4.0- 9.0 E 9.0 37.0 1576 G 4.0- 9.0 W 9.0 37.0 1577 G 4.0- 9.5 E 12.0 35.0 1578 G 4.0- 9.5 W 9.0 36.0 1579 G 4.5 -10.0 9.0 36.0 1580 G 4.7- 2.0 9.0 40.5 1581 G 5.0- 2.5 E 10.0 39.0 1582 G 5.0- 2.5 W 9.0 39.0 1583 G 5.0- 3.0 E 8.0 34.5 1584 G 5.0- 3.0 W 14.0 37.0 - 22.8 40/9" -23.0 31 - 23.0 30 - 23.0 36 -24.0 47 - 24.0 31 - 22.0 31 -23.0 - 24.0 - 27.5 - 26.0 -26.0 - 21.5 - 24.0 32 30 15/6" 22 17 15/6" 35 F F PAGE NO. 00067 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaeate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1585 G 5.0- 3.5 E 11.0 35.0 -22.0 31 -21.7 30/8" - 22.0 36 - 23.0 33 - 23.5 30/6" - 23.0 33 - 22.8 37/9" -22.0 30 A,A -23.5 9/3" - 22.7 31/8" -24.0 32 -14.0 22 F -22.5 26/6" -23.0 31 - 23.0 37 - 23.0 36 - 23.8 30/9" - 23.0 30 - 23.0 30 - 23.3 18/4" A,A 1586 G 5.0- 3.5 W 12.0 34.7 1587 G 5.0- 4.0 E 10.0 35.0 1588 G 5.0- 4.0 W 8.0 36.0 1589 G 5.0- 4.5 E 10.0 35.5 1590 G 5.0- 4.5 W 11.5 35.0 1591 G 5.0- 5.0 E 11.0 35.8 1592 G 5.0- 5.0 W 10.5 35.0 1593 G 5.0- 5.5 E 8.0 36.5 1594 G 5.0- 5.5 W 13.0 35.7 1595 G 5.0- 6.0 E 8.5 37.0 1596 G 5.0- 6.0 W 15.5 27.0 1597 G 5.0- 6.5 E 12.5 35.5 1598 G 5.0- 6.5 W 10.0 36.0 1599 G 5.0- 7.0 E 8.0 36.0 1600 G 5.0- 7.0 W 9.5 36.0 1601 G 5.0- 7.5 E 9.0 36.8 1602 G 5.0- 7.5 W 9.0 36.0 1603 G 5.0- 8.0 E 10.5 36.0 1604 G 5.0- 8.0 W 9.0 36.3 1605 G 5.0- 8.5 E 9.0 37.0 1606 G 5.0- 8.5 W 10.0 38.0 1607 G 5.0- 9.0 E 8.0 37.0 1608 G 5.0- 9.0 W 9.0 37.0 - 24.0 38 - 25.0 33 -23.0 33 - 24.0 32 c.) g N U) N IL W 0 LL = C7 F- W F- o Z F LU a p ; 0 H I 5 u. W W _0 til Z ` 0 tAE 0 z PAGE NO. 00068 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1609 G 5.0- 9.5 E 9.0 36.0 -23.0 32 1610 G 5.0- 9.5 W 9.0 37.0 -24.0 35 1611 G 5.2 -10.0 11.0 36.0 -24.0 37 1612 G 5.5- 2.0 10.5 39.0 -26.0 32 1613 G 6.0- 2.5 E 13.0 38.0 -25.0 35 1614 G 6.0- 2.5 W 9.0 37.3 -24.3 10/4" 1615 G 6.0- 3.0 E 12.0 34.0 -21.0 31 1616 G 6.0- 3.0 W 15.0 34.0 -21.0 33 1617 G 6.0- 3.5 E 8.7 37.0 -24.0 36 1618 G 6.0- 3.5 W 13.0 35.0 -22.0 30 1619 G 6.0- 4.0 E 7.5 39.8 -26.8 34/9" 1620 G 6.0- 4.0 W 9.5 35.5 -22.5 38/6" 1621 G 6.0- 4.5 E 11.5 36.0 -23.0 32 1622 G 6.0- 4.5 W 8.0 37.0 -24.0 34 1623 G 6.0- 5.0 E 11.0 37.0 -24.0 35 1624 G 6.0- 5.0 W 12.0 36.0 -25.0 33 1625 G 6.0- 5.5 E 14.0 36.0 -23.0 33 1626 G 6.0- 5.5 W 10.0 36.0 -23.0 8/3" 1627 G 6.0- 6.0 E 9.0 35.3 -23.3 10/3" A 1628 G 6.0- 6.0 W 12.5 22.0 -9.0 16 F 1629 G 6.0- 6.5 E 13.0 36.0 -23.0 31 1630 G 6.0- 6.5 W 9.0 36.7 -23.7 10/3" 1631 G 6.0- 7.0 E 8.5 36.5 -23.5 20/6" 1632 G 6.0- 7.0 W 9.0 36.0 -23.0 30 TABLE A BUILDING B PILE DRIVING SUMMARY xvmzuram mar" ve E.?�M!M,(fl�NRQ _ t I . r Lu o O W W; O ; Z > ILI 0 H' Z PAGE NO. 00069 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pili Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1633 G 6.0- 7.5 E 8.0 40.0 -27.0 29 F 1634 G 6.0- 7.5 W 8.0 36.0 -23.0 17 F 1635 G 6.0- 8.0 E 8.0 37.5 -24.5 20/6" 1636 G 6.0- 8.0 W 9.0 37.0 -24.0 31 1637 G 6.0- 8.5 E 8.0 37.0 -24.0 30 1638 G 6.0- 8.5 W 9.0 37.0 -24.0 30 1639 G 6.0- 9.0 E 9.0 37.0 -24.0 30 1640 G 6.0- 9.0 W 9.0 37.0 -24.0 30 1641 G 6.0- 9.5 E 10.0 37.0 -24.0 40 A,A 1642 G 6.0- 9.5 W 9.0 37.0 -24.0 32 1643 G 6.1 -10.0 9.0 37.0 -25.0 39 1644 G 6.2- 2.0 9.0 39.0 -26.0 30 1645 H 0.0- 1.0 10.0 41.0 -26.0 15 F 1646 H 0.0- 1.5 E 10.0 40.0 -27.0 38 1647 H 0.0- 1.5 W 10.0 38.7 -25.7 15/8" F 1648 H 0.0- 2.0 9.0 38.0 -25.0 39 1649 H 0.0- 2.5 E 8.0 38.0 -25.0 33 1650 H 0.0- 2.5 W 13.0 37.0 -24.0 35 1651 H 0.0- 3.0 N 17.0 33.0 -20.0 51 1652 H 0.0- 3.0 S 10.0 37.0 -24.0 35 1653 H 0.0- 3.0 W 14.0 37.2 -24.2 15/2" 1654 H 0.0- 3.5 E 13.0 36.0 -23.0 32 1655 H 0.0- 3.5 W 11.0 32.5 -19.5 10/6" F 1656 H 0.0- 4.0 N 12.5 37.0 -24.0 37 i PAGE NO. 00070 Approxiaaate Final Pile Approximate Tip Depth of Tip Driving Mo. Grid Location Diameter Penetration Elevation Resistance Remarks 1657 H 0.0- 4.0 S 10.0 36.5 -23.5 30/6" 1658 H 0.0- 4.0 .W 9.5 37.0 -24.0 32 1659 H 0.0- 4.5 E 9.0 36.0 -23.0 31 1660 H 0.0- 4.5 W 12.0 35.0 -22.0 34 1661 H 0.0- 5.0 N 10.0 33.5 -20.5 33/6" 1662 H 0.0- 5.0 S 11.5 37.0 -24.0 35 1663 H 0.0- 5.0 W 8.0 42.0 -29.0 30 1664 H 0.0- 5.5 E 8.5 37.0 -24.0 30 1665 H 0.0- 5.5 W 8.5 34.5 -21.5 16/6" 1666 H 0.0- 6.0 N 9.0 38.0 -25.0 30 1667 H 0.0- 6.0 S 8.0 36.5 -23.5 16/6" 1668 H 0.0- 6.0 W 14.0 31.5 -28.5 19/6" 1669 H 0.0- 6.5 E 12.0 37.0 -24.0 32 1670 H 0.0- 6.5 W 8.0 37.0 -24.0 32 1671 H 0.0- 7.0 N 9.0 37.3 -24.3 12/3" 1672 H 0.0- 7.0 S 9.0 38.0 -25.0 30 1673 H 0.0- 7.0 W 9.0 37.3 -24.3 12/3" 1674 H 0.0- 7.5 E 10.0 37.3 -24.3 16/4" 1675 H 0.0- 7.5 W 12.0 36.0 -23.0 30 1676 H 0.0- 8.0 N 8.5 37.8 -24.8 30/9" 1677 H 0.0- 8.0 S 9.0 38.0 -25.0 30 1678 H 0.0- 8.0 W 12.0 36.8 -23.8 30/9" 1679 H 0.0- 8.5 E 9.0 37.0 -24.0 30 1680 H 0.0- 8.5 W 9.0 35.0 -22.0 TABLE A BUILDING B PILE DRIVING SUMMARY 17 F a: j U v Ca w, g LL Qi co 0 .. I- 0 I-: w 5: • � p U u ;0 H. w W` LL O; w Z N; PAGE NO. 00071 1681 H 0.0- 9.0 N 9.0 37.0 1682 H 0.0- 9.0 S 9.5 35.0 1683 H 0.0- 9.0 W 9.0 37.0 1684 H 0.0- 9.5 E 11.0 37.0 1685 H 0.0- 9.5 W 9.0 39.5 1686 H 0.0 -10.0 11.0 37.0 1687 H 0.8- 1.0 9.0 39.0 1688 H 0.9 -10.0 9.0 37.0 1689 H 1.0- 1.5 E 9.0 38.0 1690 H 1.0- 1.5 W 9.0 39.0 1691 H 1.0- 2.0 E 11.0 38.0 1692 H 1.0- 2.0 W 9.0 39.0 1693 H 1.0- 2.5 E 13.0 38.0 1694 H 1.0- 2.5 W 14.0 33.0 1695 H 1.0- 3.0 E 11.5 38.0 1696 H 1.0- 3.0 W 14.0 34.0 1697 H 1.0- 3.5 E 12.0 38.0 1698 H 1.0- 3.5 W 12.0 35.0 1699 H 1.0- 4.0 E 11.0 37.0 1700 H 1.0 4.0 W 10.0 38.0 1701 H 1.0- 4.5 E 8.0 39.0 1702 H 1.0- 4.5 W 8.5 40.3 1703 H 1.0- 5.0 E 12.0 38.0 1704 H 1.0- 5.0 W 9.5 38.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxieeate Final Pile Approxieeate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks IICIMMIZIAVitgleraSerIEWIEOMMIRESMIMI - 24.0 30 - 22.0 30 - 24.0 32 -24.0 34 -26.5 17/6" -24.0 33 -26.0 32 -25.0 30 -25.0 30 -26.0 30 -25.0 33 -26.0 34 -25.0 31 -20.0 31 - 25.0 31 -21.0 37 -25.0 37 - 22.0 31 -24.0 31 -25.0 33 - 26.0 32 -27.3 26/4" -25.0 40 -25.0 33 C.) g U) (A Wr N LL' W W Q • H UJ, z ` i0 r=1 W Z F- V 'Iii U N PAGE NO. 00072 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Tip Elevation Pile Approxiamate Tip Depth of No. Grid Location Diameter Penetration 1705 H 1.0- 5.5 E 14.5 33.0 -20.0 30 1706 H 1.0- 5.5 W 12.0 38.0 -25.0 30 1707 H 1.0- 6.0 E 13.0 31.0 -18.0 1708 H 1.0- 6.0 W 12.5 32.0 -19.0 1709 H 1.0- 6.5 E 13.0 32.5 -29.5 1710 H 1.0- 6.5 W 10.0 38.0 -25.0 1711 H 1.0- 7.0 E 12.5 37.5 -24.5 1712 H 1.0- 7.0 W 9.0 38.0 -25.0 1713 H 1.0- 7.5 E 10.0 39.5 -26.5 1714 H 1.0- 7.5 W 12.0 37.0 -24.0 1715 H 1.0- 8.0 E 9.0 37.3 -24.3 1716 H 1.0- 8.0 W 11.0 36.0 -23.0 30 1717 H 1.0- 8.5 E 8.0 38.0 -25.0 31 1718 H 1.0- 8.5 W 12.0 37.0 -24.0 30 1719 H 1.0- 9.0 E 8.0 37.0 -24.0 1720 H 1.0- 9.0 W 11.0 38.0 -25.0 1721 H 1.0- 9.5 E 10.0 37.3 -24.3 1722 H 1.0- 9.5 W 10.0 37.0 -24.0 1723 H 1.5- 1.0 9.0 41.0 -28.0 31 1724 H 1.5 -10.0 9.0 37.0 -25.0 30 1725 H 2.0- 1.5 E 10.0 40.0 -27.0 30 1726 H 2.0- 1.5 W 11.0 39.3 -26.3 8/4" 1727 H 2.0- 2.0 E 9.0 40.0 -27.0 41 1728 H 2.0- 2.0 W 9.0 38.5 -25.5 Final Driving Resistance Remarks 30 30 30/6" 32 22/6" 34 20/6" 30 8/3" 30 32 10/3" 30 15/6" PAGE NO. 00073 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1729 H 2.0- 2.5 E 14.0 36.0 -23.0 33 - 24.0 16 F - 27.0 31 -27.5 16/6" -26.0 31 - 25.0 12 F -29.0 35 - 27.0 33 - 26.8 35/9" -26.0 32 - 28.3 10/3" - 23.3 10/3" -20.0 30 -15.0 46 -26.7 34/8" -24.0 35 - 25.8 32/10" -24.0 21 F - 24.3 16/3" -25.0 37 -24.5 25/6" 1730 H 2.0- 2.5 W 11.0 37.0 1731 H 2.0- 3.0 E 12.0 40.0 1732 H 2.0- 3.0 W 12.0 40.5 1733 H 2.0- 3.5 E 13.0 39.0 1734 H 2.0- 3.5 W 8.0 38.0 1735 H 2.0- 4.0 E 9.0 42.0 1736 H 2.0- 4.0 W 12.0 40.0 1737 H 2.0- 4.5 E 8.0 39.8 1738 H 2.0- 4.5 W 10.0 39.0 1739 H 2.0- 5.0 E 7.0 41.3 1740 H 2.0- 5.0 W 12.0 36.3 1741 H 2.0- 5.5 E 15.0 33.0 1742 H 2.0- 5.5 W 15.0 28.0 1743 H 2.0- 6.0 E 9.0 39.7 1744 H 2.0- 6.0 W 10.0 37.0 1745 H 2.0- 6.5 E 10.0 38.8 1746 H 2.0- 6.5 W 13.0 37.0 1747 H 2.0- 7.0 E 9.0 37.3 1748 H 2.0- 7.0 W 8.0 38.0 1749 H 2.0- 7.5 E 8.5 37.5 1750 H 2.0- 7.5 W 8.0 38.0 1751 H 2.0- 8.0 E 8.5 38.0 1752 H 2.0- 8.0 W 8.0 38.0 - 25.0 -25.0 -25.0 34 32 37 t); erg: v) u„!; W O Q+ u . W ' Z Z 0' W LLJj: U i, N , W) H U u' � ui U N r : 0 • PAGE NO. 00074 1754 H 2.0- 8.5 W 9.0 38.0 1755 H 2.0- 9.0 E 9.0 39.0 1756 H 2.0- 9.0 W 8.0 39.0 1757 H 2.0- 9.5 E 8.0 41.0 1758 H 2.0- 9.5 W 10.0 37.0 1759 H 2.2- 1.0 10.0 42.0 1760 H 2.3 -10.0 12.0 35.3 1761 H 3.0- 1.5 E 9.5 43.0 1762 H 3.0- 1.5 W 11.0 39.0 1763 H 3.0- 2.0 E 10.0 40.0 1764 H 3.0- 2.0 W 9.5 41.0 1765 H 3.0- 2.5 E 13.0 36.5 1766 H 3.0- 2.5 W 13.0 37.0 1767 H 3.0- 3.0 E 12.0 42.0 1768 H 3.0- 3.0 W 14.0 41.0 1769 H 3.0- 3.5 E 11.0 45.0 1770 H 3.0- 3.5 W 11.0 43.0 1771 H 3.0- 4.0 E 8.0 43.6 1772 H 3.0- 4.0 W 9.0 41.0 1773 H 3.0- 4.5 E 10.0 40.0 1774 H 3.0- 4.5 W 13.0 37.0 1775 H 3.0- 5.0 E 12.0 38.0 1776 H 3.0- 5.0 W 11.0 37.8 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1753 H 2.0- 8.5 E 9.0 36.0 - 23.0 14 F -25.0 30 - 26.0 32 - 26.0 30 -28.0 30 - 24.0 32 -29.0 26 F -23.3 15/3" -30.0 31 - 26.0 14 F - 27.0 31 -28.0 19 F - 23.5 15/6" - 24.0 23 F - 29.0 30 - 28.0 18 F - 32.0 30 A - 30.0 15 F - 30.5 10/3" - 28.0 33 -27.0 35 - 24.0 47 - 25.0 34 -24.8 39/9" V N o N W 9 W O g J' U. W W; 2 m` o E- !W W` Z` N ' p PAGE NO. 00075 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1777 H 3.0- 5.5 E 8.0 39.3 -26.3 15/3" A 1778 H 3.0- 5.5 W 9.0 39.0 -26.0 31 1779 H 3.0- 6.0 E 12.0 37.0 -24.0 58 1780 H 3.0- 6.0 W 8.0 37.5 -24.5 15/6" 1781 H 3.0- 6.5 E 9.0 39.0 -26.0 31 1782 H 3.0- 6.5 W 12.5 38.0 -25.0 31 1783 H 3.0- 7.0 E 11.5 38.0 -25.0 28 1784 H 3.0- 7.0 W 10.0 38.0 -25.0 30 1785 H 3.0- 7.5 E 9.0 38.3 -25.3 11/3" 1786 H 3.0- 7.5 W 10.0 38.3 -25.3 16/4" 1787 H 3.0- 8.0 E 8.0 38.5 -25.5 23/6" 1788 H 3.0- 8.0 W 8.0 39.3 -26.3 12/3" 1789 H 3.0- 8.5 E 10.0 38.0 -25.0 33 1790 H 3.0- 8.5 W 10.0 39.0 -26.0 35 1791 H 3.0- 9.0 E 9.0 38.0 -25.0 30 1792 H 3.0- 9.0 W 9.0 39.0 -26.0 31 1793 H 3.0- 9.5 E 9.0 35.0 -22.0 1794 H 3.0- 9.5 W 10.0 39.0 -26.0 1795 H 3.1 -10.0 10.0 37.5 - 25.5 1796 H 3.2- 1.0 9.8 41.0 - 28.0 1797 H 3.9 -10.0 12.0 37.0 -25.0 1798 H 4.0- 1.0 8.0 41.5 -28.5 1799 H 4.0- 1.5 E 10.0 42.5 -29.5 1800 H 4.0- 1.5 W 8.0 40.5 -27.5 F 20 F 37 A 16/6" 15 A,F 36 14/6" F 18/6" 17/6" U; CO $ • W co IL, W 0, F J LL 'i 1- W. Z� W N , +0 I- W W LL H, 0, ti Z U 0 PAGE NO. 00076 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1801 H 4.0- 2.0 E 8.0 42.0 -29.0 30 1802 H 4.0- 2.0 W 11.0 41.0 -28.0 20 1803 H 4.0- 2.5 E 12.0 39.0 -26.0 13 1804 H 4.0- 2.5 W 12.0 42.0 -29.0 31 1805 H 4.0- 3.0 E 12.0 44.0 -31.0 31 1806 H 4.0- 3.0 W 13.0 44.0 -31.0 18 1807 H 4.0- 3.5 E 13.0 44.0 -31.0 12 1808 H 4.0- 3.5 W 14.0 38.0 -25.0 30 1809 H 4.0- 4.0 E 10.0 43.0 -30.0 29 1810 H 4.0- 4.0 W 9.0 42.0 -29.0 32 1811 H 4.0- 4.5 E 7.0 40.0 -27.0 31 1812 H 4.0- 4.5 W 11.0 38.5 -25.5 29/6" 1813 H 4.0- 5.0 E 9.5 39.5 -26.5 20/6" 1814 H 4.0- 5.0 W 9.0 42.0 -29.0 1815 H 4.0- 5.5 E 9.0 39.0 -26.0 1816 H 4.0- 5.5 W 12.0 37.5 -24.5 1817 H 4.0- 6.0 E 10.0 38.0 -25.0 1818 H 4.0- 6.0 W 9.0 39.0 -26.0 1819 H 4.0- 6.5 E 8.5 38.5 -25.5 1820 H 4.0- 6.5 W 13.0 38.5 -25.5 1821 H 4.0- 7.0 E 9.0 38.5 -25.5 1822 H 4.0- 7.0 W 7.5 38.5 -25.5 1823 H 4.0- 7.5 E 10.0 39.3 -26.3 1824 H 4.0- 7.5 W 8.0 39.3 -26.3 29 30 15/6" 15 32 34/6" 36/6" 20/6" 20/6" 12/3" 15/4" F F F F F.A F F PAGE NO. 00077 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1825 H 4.0- 8.0 E 11.0 39.3 -26.3 12/3" 1826 H 4.0- 8.0 W 9.5 39.0 -26.0 30 1827 H 4.0- 8.5 E 12.0 35.0 -22.0 22 F 1828 H 4.0- 8.5 W 10.0 38.0 -25.0 31 1829 H 4.0- 9.0 E 9.0 38.5 -25.5 15/6" 1830 H 4.0- 9.0 W 9.0 39.0 -26.0 34 1831 H 4.0- 9.5 E 10.0 39.0 -26.0 33 1832 H 4.0- 9.5 W 11.0 38.0 -25.0 30 1833 H 4.7 -10.0 10.0 38.0 -26.0 30 1834 H 4.8- 1.0 8.0 42.0 -33.0 31 1835 H 5.0- 1.5 E 9.0 40.0 - 27.0 31 1836 H 5.0- 1.5 W 12.0 37.0 -24.0 45 1837 H 5.0- 2.0 E 11.0 40.0 -27.0 18 F 1838 H 5.0- 2.0 W 9.0 42.0 -29.0 32 1839 H 5.0- 2.5 E 9.0 42.0 -29.0 32 1840 H 5.0- 2.5 W 12.0 42.0 -29.0 43 1841 H 5.0- 3.0 E 13.0 39.6 -26.0 13 F 1842 H 5.0- 3.0 W 10.0 43.0 -30.0 48 1843 H 5.0- 3.5 E 9.0 42.5 -29.5 13/6" F,A 1844 H 5.0- 3.5 W 11.0 43.3 -30.3 15/3" 1845 H 5.0- 4.0 E 11.0 41.0 -28.0 31 1846 H 5.0- 4.0 W 8.0 39.0 -26.0 30 1847 H 5.0- 4.5 E 9.0 39.0 -26.0 32 1848 H 5.0- 4.5 W 9.0 39.0 -26.0 35 $ W ' c� 0 CO W CO LL If LIJ 0 ~i. = W`, u' Z ; U0 0 H i; Z PAGE NO. 00078 4 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1849 H 5.0- 5.0 E 9.0 41.0 -28.0 31 1850 H 5.0- 5.0 W 12.0 40.0 -27.0 32 1851 H 5.0- 5.5 E 10.0 40.0 -27.0 32 1852 H 5.0- 5.5 W 8.0 39.0 -26.0 34 1853 H 5.0- 6.0 E 10.0 39.0 -26.0 20 F 1854 H 5.0- 6.0 W 11.0 38.0 -25.0 20 F 1855 H 5.0- 6.5 E 8.0 45.0 -32.0 15 F 1856 H 5.0- 6.5 W 8.0 39.0 -26.0 35 1857 H 5.0- 7.0 E 8.0 39.5 -26.5 20/6" 1858 H 5.0- 7.0 W 10.0 37.3 -25.3 12/3" 1859 H 5.0- 7.5 E 9.0 39.3 -26.3 12/3" 1860 H 5.0- 7.5 W 9.0 40.6 -27.6 21/7" A 1861 H 5.0- 8.0 E 8.0 39.5 -26.5 18/6" 1862 H 5.0- 8.0 W 9.0 39.9 -26.9 30/10" 1863 H 5.0- 8.5 E 11.0 37.0 -24.0 30 1864 H 5.0- 8.5 W 11.0 39.0 -26.0 30 1865 H 5.0- 9.0 E 10.0 39.0 -26.0 30 1866 H 5.0- 9.0 W 9.5 38.0 -25.0 30 1867 H 5.0- 9.5 E 9.0 38.5 -25.5 15/6" 1868 H 5.0- 9.5 W 9.0 37.0 -24.0 30 1869 H 5.4 -10.0 8.0 38.0 -26.0 30 1870 H 5.5- 1.0 9.0 42.0 -33.0 30 1871 H 6.0- 1.5 E 10.0 43.0 -20.0 13 F 1872 H 6.0- 1.5 W 9.0 42.0 -29.0 12 F PAGE N0. 00079 1873 H 6.0- 2.0 E 10.0 42.5 1874 H 6.0- 2.0 W 8.0 42.3 1875 H 6.0- 2.5 E 13.0 40.0 1876 H 6.0- 2.5 W 15.0 41.0 1877 H 6.0- 3.0 E 10.0 41.5 1878 H 6.0- 3.0 W 9.0 41.5 1879 H 6.0- 3.5 E 11.0 38.0 1880 H 6.0- 3.5 W 11.0 38.6 1881 H 6.0- 4.0 E 9.5 35.0 1882 H 6.0- 4.0 W 8.0 39.0 1883 H 6.0- 4.5 E 11.5 40.0 1884 H 6.0- 4.5 W 12.0 37.0 1885 H 6.0- 5.0 E 10.0 39.0 1886 H 6.0- 5.0 W 9.5 40.0 1887 H 6.0- 5.5 E 8.0 39.5 1888 H 6.0- 5.5 W 12.0 39.0 1889 H 6.0- 6.0 E 12.0 38.3 1890 H 6.0- 6.0 W 14.0 35.0 1891 H 6.0- 6.5 E 12.0 39.0 1892 H 6.0- 6.5 W 10.0 39.0 1893 H 6.0- 7.0 E 7.5 39.3 1894 H 6.0- 7.0 W 9.5 39.3 1895 H 6.0- 7.5 E 7.5 42.5 1896 H 6.0- 7.5 W 8.0 40.0 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiemate Final Pile Approxianate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks -29.5 15/6" -29.3 12/3" -27.0 47 -28.0 48 -28.5 30/6" -28.5 16/6" -25.0 30 A,A -25.5 16/6" -22.0 22 F,A -26.0 30 -27.0 35 -24.0 36 A -26.0 33 -27.0 32 -26.5 15/6" -26.0 30 A -25.3 16/3" -22.0 37 -26.0 36 - 26.0 31 -26.3 15/4" - 26.3 12/3" - 29.5 19/6" -27.0 30 PAGE NO. 00080 Approxiamate Final Pile Approxiaaate Tip Depth of Tip riving No. Grid Location Diameter Penetration Elevation Re Remarks 1897 H 6.0- 8.0 E 8.0 42.6 -29.5 18/6" TABLE A BUILDING B PILE DRIVING SUMMARY 1898 H 6.0- 8.0 W 9.0 39.0 -26.0 38 1899 H 6.0- 8.5 E 8.0 40.0 -27.0 20 F 1900 H 6.0- 8.5 W 10.0 40.0 -27.0 22 F 1901 H 6.0- 9.0 E 10.0 38.0 -25.0 25 F 1902 H 6.0- 9.0 W 11.0 39.0 -26.0 31 1903 H 6.0- 9.5 E 8.0 37.5 -24.5 15/6" A 1904 H 6.0- 9.5 W 12.0 36.0 -23.0 41 ` 1905 H 6.2- 1.0 11.0 40.3 -31.3 15/3 " 1906 H 6.2 -10.0 10.0 38.0 -26.0 30 1907 J 0.0- 1.0 9.0 40.5 -31.5 19/6" 1908 J 0.0- 1.5 E 8.0 45.0 -32.0 35 A 1909 J 0.0- 1.5 W 9.5 41.0 -28.0 19 F 1910 J 0.0- 2.0 N 10.0 42.0 -30.0 19 F 1911 J 0.0- 2.0 S 10.0 42.0 -29.0 18 F 1912 J 0.0- 2.0 W 10.5 42.0 -29.0 15 F 1913 J 0.0- 2.5 E 10.0 38.5 -25.5 16/6" 1914 J 0.0- 2.5 W 9.0 39.0 -26.0 62 A 1915 J 0.0- 3.0 N 12.0 39.0 -26.0 38 1916 J 0.0- 3.0 S 9.0 39.5 -26.5 17/6" 1917 J 0.0- 3.0 W 12.0 34.0 -21.0 38 1918 J 0.0- 3.5 E 9.0 38.2 -25.2 10/3" 1919 J 0.0- 3.5 W 8.0 39.0 -26.0 31 1920 J 0.0- 4.0 N 10.5 40.0 -27.0 37 A PAGE NO. 00081 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiesate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1921 J 0.0- 4.0 S 10.0 40.0 -27.0 35 1922 J 0.0- 4.0 W 9.0 40.0 -27.0 39 1923 J 0.0- 4.5 E 10.0 40.0 -27.0 32 1924 J 0.0- 4.5 W 8.0 41.0 -28.0 30 1925 J 0.0- 5.0 N 9.0 40.0 -27.0 37 1926 J 0.0- 5.0 S 11.0 39.0 -26.0 34 1927 J 0.0- 5.0 W 9.0 39.0 -26.0 31 1928 J 0.0- 5.5 E 9.0 40.5 -27.5 16/6" 1929 J 0.0- 5.5 W 9.0 39.0 -26.0 30 A 1930 J 0.0- 6.0 N 9.0 41.0 -28.0 34 1931 J 0.0- 6.0 S 12.0 36.0 -23.0 36 1932 J 0.0- 6.0 W 10.0 40.0 -27.0 35 1933 J 0.0- 6.5 E 9.0 40.0 -27.0 33 1934 J 0.0- 6.5 W 10.5 40.0 -27.0 30 1935 J 0.0- 7.0 N 9.0 40.0 -27.0 31 1936 J 0.0- 7.0 S 9.5 40.0 -27.0 30 1937 J 0.0- 7.0 W 12.0 38.3 -25.3 13/4" 1938 J 0.0- 7.5 E 9.0 40.0 -27.0 30 1939 J 0.0- 7.5 W 8.0 40.5 - 27.5 18/6" 1940 J 0.0 8.0 N 8.0 41.0 -28.0 31 1941 J 0.0 8.0 S 8.0 41.5 -28.5 18/6" 1942 J 0.0 8.0 W 10.0 40.0 -27.0 40 1943 J 0.0- 8.5 E 10.0 39.0 -26.0 23 F 1944 J 0.0- 8.5 W 9.0 38.0 -25.0 15 F,A PAGE NO. 00082 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1945 J 0.0- 9.0 N 8.0 41.0 -28.0 30 1946 J 0.0- 9.0 S 8.0 39.0 -26.0 35 1947 J 0.0- 9.0 W 9.0 39.0 -26.0 21 F 1948 J 0.0- 9.5 E 9.0 36.0 -23.0 20 F 1949 J 0.0- 9.5 W 8.0 43.0 -30.0 14 F,A 1950 J 0.0 -10.0 9.0 39.0 -27.0 18 F 1951 J 0.8 -10.0 11.0 39.5 -27.5 15/6" 1952 J 0.9- 1.0 9.0 42.0 -33.0 15 F 1953 J 1.0- 1.5 E 11.5 41.0 -28.0 32 A 1954 J 1.0- 1.5 W 9.0 43.0 -30.0 18 F 1955 J 1.0- 2.0 E 10.5 42.0 -29.0 23 F 1956 J 1.0- 2.0 W 9.5 42.0 -29.0 17 F 1957 J 1.0- 2.5 E 9.0 40.0 -27.0 30 1958 J 1.0- 2.5 W 8.0 38.2 -25.2 7/2" 1959 J 1.0- 3.0 E 8.5 39.0 -26.0 30 1960 J 1.0- 3.0 W 12.0 39.0 -26.0 32 1961 J 1.0- 3.5 E 8.0 39.5 -26.5 22/6" 1962 J 1.0- 3.5 W 11.0 38.5 -25.5 19/6" 1963 J 1.0- 4.0 E 9.0 41.0 - 28.0 33 1964 J 1.0- 4.0 W 9.0 40.0 -27.0 34 1965 J 1.0- 4.5 E 9.0 40.3 -27.3 21/4" 1966 J 1.0- 4.5 W 10.0 40.0 -27.0 37 1967 J 1.0- 5.0 E 11.0 33.0 -20.0 30 1968 J 1.0- 5.0 W 9.0 39.5 26.5 29/6" ,mM.a„voy,.,. esa ere.w:a*+.pu AVokaa rVIAMMAWA mnrnar MRPROWSMArroknivort.. PAGE NO. 00083 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiarate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1969 J 1.0- 5.5 E 13.0 40.0 -27.0 32 1970 J 1.0- 5.5 W 10.5 40.5 -27.5 15/6" 1971 J 1.0- 6.0 E 13.0 40.0 -27.0 34 1972 J 1.0- 6.0 W 9.8 40.0 -27.0 44 1973 J 1.0- 6.5 E 11.0 41.0 -28.0 40 A 1974 J 1.0- 6.5 W 11.0 41.0 -28.0 32 1975 J 1.0- 7.0 E 12.5 39.5 -26.5 20/6" A 1976 J 1.0- 7.0 W 9.0 39.7 -26.7 23/8" 1977 J 1.0- 7.5 E 10.0 42.5 -29.5 20/6" A 1978 J 1.0- 7.5 W 9.0 41.0 -28.0 31 1979 J 1.0- 8.0 E 9.5 40.0 -27.0 33 1980 J 1.0- 8.0 W 14.5 29.0 -16.0 32 1981 J 1.0- 8.5 E 10.0 37.0 -24.0 19 F 1982 J 1.0- 8.5 W 10.0 38.0 -25.0 20 F 1983 J 1.0- 9.0 E 9.0 38.0 -25.0 24 F 1984 J 1.0- 9.0 W 10.0 40.0 -27.0 17 F 1985 J 1.0- 9.5 E 10.0 38.0 -25.0 26 F 1986 J 1.0- 9.5 W 11.0 41.0 -28.0 23 F 1987 J 1.5- 1.0 9.0 43.0 -34.0 24 F 1988 J 1.5 -10.0 10.0 39.0 -27.0 23 F 1989 J 2.0- 1.5 E 8.0 40.0 -27.0 35 1990 J 2.0- 1.5 W 9.5 42.0 -29.0 31 1991 J 2.0- 2.0 E 9.5 41.0 -28.0 32 1992 J 2.0- 2.0 W 9.0 40.7 -27.7 23/8" A PAGE NO. 00084 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 1993 J 2.0- 2.5 E 9.0 38.0 1994 J 2.0- 2.5 W 12.0 43.5 1995 J 2.0- 3.0 E 10.0 40.0 1996 J 2.0- 3.0 W 10.0 42.0 1997 J 2.0- 3.5 E 10.0 39.5 1998 J 2.0- 3.5 W 11.5 40.0 1999 J 2.0- 4.0 E 9.0 40.0 2000 J 2.0- 4.0 W 7.0 40.3 2001 J 2.0- 4.5 E 12.0 40.0 2002 J 2.0- 4.5 W 8.0 41.0 2003 J 2.0- 5.0 E 7.0 45.0 2004 J 2.0- 5.0 W 10.0 41.0 2005 J 2.0- 5.5 E 8.0 40.0 2006 J 2.0- 5.5 W 10.0 39.5 2007 J 2.0- 6.0 E 11.0 41.0 2008 J 2.0- 6.0 W 10.0 40.0 2009 J 2.0- 6.5 E 11.0 41.5 2010 J 2.0- 6.5 W 13.0 39.0 2011 J 2.0- 7.0 E 9.0 41.0 2012 J 2.0- 7.0 W 13.0 34.5 2013 J 2.0- 7.5 E 11.0 40.5 2014 J 2.0- 7.5 W 9.0 40.5 2015 J 2.0- 8.0 E 8.5 42.0 2016 J 2.0- 8.0 W 9.0 43.0 TABLE A BUILDING B PILE DRIVING SUMMARY -25.0 19 F -30.5 20/6" -27.0 51 -29.0 38 - 26.5 15/6" A -27.0 30 - 27.0 31 - 27.3 22/3" -27.0 36 -28.0 33 -32.0 32 - 28.0 34 - 27.0 21 F -26.5 22/6" -28.0 39 -27.0 32 - 28.5 27/6" - 26.0 33 -28.0 30 - 21.5 30/6" - 27.5 20/6" - 27.5 19/6" - 29.0 30 -30.0 16 F,A U; ca N �[ W O g t-- W s Z p -0 Z LLI D, U' O N j 0 I- W W, tj - • 0 u; Z U .Ni 0 PAGE NO. 00085 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2017 J 2.0- 8.5 E 8.0 35.0 -22.0 18 F 2018 J 2.0- 8.5 W 11.0 38.0 -25.0 25 F 2019 J 2.0- 9.0 E 8.0 38.0 -25.0 17 F,A 2020 J 2.0- 9.0 W 10.0 37.0 -24.0 20 F 2021 J 2.0- 9.5 E 9.0 39.0 -26.0 22 F 2022 J 2.0- 9.5 W 10.0 36.5 -23.5 8/6" F,A 2023 J 2.1 -10.0 8.0 40.0 -28.0 21 F 2024 J 2.2- 1.0 10.0 39.0 -27.0 33 , 2025 J 3.0- 1.5 E 11.0 39.0 -26.0 35 2026 J 3.0- 1.5 W 11.0 40.0 -27.0 31 2027 J 3.0- 2.0 E 13.0 39.0 -26.0 37 2028 J 3.0- 2.0 W 12.0 40.0 -27.0 43 2029 J 3.0- 2.5 E 12.0 38.5 -25.5 15/6" 2030 J 3.0- 2.5 W 10.0 40.5 -27.5 15/6" 2031 J 3.0- 3.0 E 11.5 40.0 -27.0 34 2032 J 3.0- 3.0 W 10.0 40.0 -27.0 18/6" 2033 J 3.0- 3.5 E 10.0 39.3 - 26.3 10/3" 2034 J 3.0- 3.5 W 8.0 45.0 -32.0 11 F 2035 J 3.0- 4.0 E 13.0 40.0 -27.0 31 2036 J 3.0- 4.0 W 9.0 44.0 -31.0 18 F 2037 J 3.0- 4.5 E 8.0 41.0 -28.0 14 F 2038 J 3.0- 4.5 W 11.0 40.0 -27.0 31 2039 J 3.0- 5.0 E 8.0 40.5 -27.5 16/6" 2040 J 3.0- 5.0 W 8.0 36.3 -23.3 8/3" PAGE NO. 00086 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2041 J 3.0- 5.5 E 8.0 41.0 -28.0 39 2042 J 3.0- 5.5 W 11.0 40.0 -27.0 35 2043 J 3.0- 6.0 E 11.0 40.0 -27.0 32 2044 J 3.0- 6.0 W 15.0 35.0 -22.0 37 2045 J 3.0- 6.5 E 9.5 40.0 -27.0 25 F 2046 J 3.0- 6.5 W 11.0 40.0 -27.0 34 2047 J 3.0- 7.0 E 11.0 40.3 -27.3 12/3" 2048 J 3.0- 7.0 W 9.0 41.5 -28.5 20/5" 2049 J 3.0- 7.5 E 15.5 33.0 -20.0 43/8" 2050 J 3.0- 7.5 W 8.0 40.6 -27.5 19/6" 2051 J 3.0- 8.0 E 10.0 39.0 -26.0 30 2052 J 3.0- 8.0 W 10.0 40.0 -27.0 32 2053 J 3.0- 8.5 E 11.0 38.0 -25.0 20 F 2054 J 3.0- 8.5 W 9.0 36.0 -23.0 17 F,A,A,A 2055 J 3.0- 9.0 E 13.0 33.0 -20.0 15/6" 2056 J 3.0- 9.0 W 10.0 38.0 -25.0 20 F 2057 J 3.0- 9.5 E 10.0 39.0 - 26.0 21 F 2058 J 3.0- 9.5 W 11.0 38.0 - 25.0 22 F 2059 J 3.1 1.0 10.5 43.0 -31.0 11 F 2060 J 3.1 -10.0 13.0 35.0 -23.0 26 F 2061 J 3.9 1.0 8.0 42.0 - 29.0 17 F 2062 J 3.9 - 10.0 8.0 42.0 - 30.0 25 F 2063 J 4.0- 1.5 E 8.0 45.0 - 32.0 31 et 2y tJ (0 0, N W W 2 LL co 3 W Z 2 j ' O tn °, D , - : W W` • Z N ; : O ' A Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks a PAGE NO. 00087 2064 J 4.0- 1.5 W 9.5 2065 J 4.0- 2.0 E 8.0 2066 J 4.0- 2.0 W 9.8 2067 J 4.0- 2.5 E 11.0 2068 J 4.0- 2.5 W 14.0 2069 J 4.0- 3.0 E 14.0 2070 J 4.0- 3.0 W 9.0 2071 J 4.0- 3.5 E 8.0 2072 J 4.0- 3.5 W 8.5 2073 J 4.0- 4.0 E 9.5 2074 J 4.0- 4.0 W 9.0 2075 J 4.0- 4.5 E 9.0 2076 J 4.0- 4.5 W 8.0 2077 J 4.0- 5.0 E 11.0 2078 J 4.0- 5.0 W 10.0 2079 J 4.0- 5.5 E 11.0 2080 J 4.0- 5.5 W 10.0 2081 J 4.0- 6.0 E 10.0 2082 J 4.0- 6.0 W 11.0 2083 J 4.0- 6.5 E 12.0 2084 J 4.0- 6.5 W 9.5 2085 J 4.0- 7.0 E 8.0 2086 J 4.0- 7.0 W 8.0 2087 J 4.0- 7.5 E 12.0 TABLE A BUILDING B PILE DRIVING SUMMARY 42.0 -29.0 31 39.0 -26.0 44 39.7 -26.7 24/8" 39.5 -26.5 24/6" A 40.0 -27.0 38 39.0 -26.0 30 40.0 -27.0 49 39.7 -26.7 25/9" 40.5 -27.5 16/6" 47.0 -34.0 13 F 42.0 -29.0 38 41.0 -28.0 30 42.0 -29.0 35 38.5 -25.5 15/6" A 40.5 -27.5 19/6" A 42.0 -29.0 37 41.0 -28.0 15 F,A 43.0 -30.0 35 40.5 -27.5 15/6" 42.5 -29.5 15/4" 40.7 -27.7 16/8" F 42.5 -29.5 17/6" 41.5 -28.5 22/6" 35.0 -22.0 37 co O, vow; W IL. 4 1C't Z 1- 0 Z H, U / /IV W ti! I - 0i • Z '• y O Z PAGE NO. 00088 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diaaeter Penetration Elevation Resistance Remarks 2088 J 4.0- 7.5 W 9.0 42.0 -29.0 32 2089 J 4.0- 8.0 E 9.0 38.0 -25.0 33 2090 J 4.0- 8.0 V 8.0 40.0 -27.0 36 2091 J 4.0- 8.5 E 8.0 43.5 -30.5 18/6" 2092 J 4.0- 8.5 W 12.0 35.0 -22.0 41 2093 J 4.0- 9.0 E 10.0 42.0 -29.0 16 F 2094 J 4.0- 9.0 W 10.0 35.0 -22.0 30 2095 J 4.0- 9.5 E 8.0 40.0 -27.0 18 F 2096 J 4.0- 9.5 W 8.0 38.0 -25.0 20 F 2097 J 4.5-10.0 9.0 39.0 -27.0 17 F 2098 J 4.7- 1.0 9.8 43.0 -30.0 45 2099 J 5.0- 1.5 E 14.0 38.5 -25.5 33/6" 2100 J 5.0- 1.5 W 13.0 40.0 -27.0 33 A 2101 J 5.0- 2.0 E 11.0 42.0 -29.0 31 2102 J 5.0- 2.0 W 10.0 41.0 -28.0 58 2103 J 5.0- 2.5 E 8.0 44.5 -31.5 15/6" 2104 J 5.0- 2.5 W 7.0 41.0 -28.0 31 2105 J 5.0- 3.0 E 9.0 42.0 -29.0 32 2106 J 5.0- 3.0 W 11.0 41.0 -28.0 32 2107 J 5.0- 3.5 E 8.0 42.0 -29.0 31 2108 J 5.0- 3.5 W 11.0 45.0 -32.0 34 2109 J 5.0- 4.0 E 10.0 42.0 -29.0 30 2110 J 5.0- 4.0 W 11.0 40.0 -27.0 30 2111 J 5.0- 4.5 E 12.0 41.0 -28.0 31 PAGE NO. 00089 Approxiasate Final Pile Approxiasate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2112 J 5.0- 4.5 W 12.0 2113 J.5.0- 5.0 E 10.0 2114 J 5.0- 5.0 V 12.0 2115 J 5.0- 5.5 E 10.0 2116 J 5.0- 5.5 W 12.0 2117 J 5.0- 6.0 E 6.0 2118 J 5.0- 6.0 W 7.0 2119. J 5.0- 6.5 E 7.0 2120 J 5.0- 6.5 W 11.0 2121 J 5.0- 7.0 E 11.5 2122 J 5.0- 7.0 W 10.0 2123 J 5.0- 7.5 E 13.0 2124 J 5.0- 7.5 W 7.5 2125 J 5.0- 8.0 E 9.0 2126 J 5.0- 8.0 W 9.0 2127 J 5.0- 8.5 E 10.0 2128 J 5.0- 8.5 W 10.0 2129 J 5.0- 9.0 E 8.0 2130 J 5.0- 9.0 W 8.0 2131 J 5.0- 9.5 E 8.0 2132 J 5.0- 9.5 W 10.0 2133 J 5.3 -10.0 12.0 2134 J 5.5- 1.0 11.0 TABLE A BUILDING B PILE DRIVING SUMMARY 44.5 -31.5 15/6" 44.0 -31.0 13 F 40.0 -27.0 30 40.0 -27.0 37 A 45.0 -32.0 13 44.0 41.5 42.0 40.0 42.0 39.0 37.5 40.5 41.3 40.3 35.0 39.0 38.0 41.0 39.0 35.0 37.0 43.0 - 31.0 60 -28.5 16/6" -29.0 30 -27.0 32 - 29.0 30 -26.0 30 -24.5 25/6" - 27.5 17/6" - 28.3 12/3" -27.3 8/3" - 22.0 31 - 26.0 30 - 25.0 18 -28.0 33 -26.0 30 - 22.0 36 -25.0 24 - 30.0 34 F, A,A,A S A F A F PAGE NO. 00090 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiaaate Final Pile Approxianate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2135 J 6.0- 1.5 E 10.0 41.0 -28.0 38 2136 J 6.0- 1.5 W 9.0 41.0 -28.0 34 2137 J 6.0- 2.0 E 9.5 41.0 -28.0 30 2138 J 6.0- 2.0 W 12.0 40.0 -27.0 2139 J 6.0- 2.5 E 9.0 43.0 -30.0 2140 J 6.0- 2.5 W 9.0 43.0 -30.0 2141 J 6.0- 3.0 E 9.0 43.0 -30.0 2142 J 6.0- 3.0 W 8.0 43.0 -30.0 , 2143 J 6.0- 3.5 E 9.0 43.0 -30.0 2144 J 6.0- 3.5 W 13.0 41.0 -28.0 2145 J15.0- 4.0 E 8.0 42.0 -29.0 2146 J 6.0- 4.0 W 12.0 41.0 -28.0 2147 J 6.0- 4.5 E 12.0 37.0 -24.0 2148 J 6.0- 4.5 W 12.0 41.5 -28.5 15/6" 2149 J 6.0- 5.0 E 12.0 39.0 -26.0 17 F 2150 J 6.0- 5.0 W 13.0 40.0 -27.0 42 S 2151 J 6.0- 5.5 E 12.0 40.0 -27.0 30 2152 J 6.0 5.5 W 12.0 39.0 -26.0 28 F 2153 J 6.0- 6.0 E 12.0 40.0 -27.0 30 2154 J 6.0- 6.0 W 12.0 19.5 -6.5 15/6" 2155 J 6.0- 6.5 E 12.0 39.5 -26.5 15/6" 2156 J 6.0- 6.5 W 10.0 40.5 -27.5 15/6" 2157 J 6.0- 7.0 E 12.5 35.5 -22.5 26/6" 2158 J 6.0- 7.0 W 13.5 38.3 -25.3 20/4" 2 50 g=1: u.< 32 D. H W ; 35 '? Z ZF 32 34 ':0 litg3mujoi: U 35 ; W a 40/9" 1 O, Z 30 U y` O ' 30 Z 26 F PAGE NO. 00091 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2159 J 6.0- 7.5 E 8.0 40.0 -27.0 16 F,A,A 2160 J 6.0- 7.5 W 7.0 43.5 -30.5 18/6" 2161 J 6.0- 8.0 E 11.0 40.0 -27.0 32 2162 J 6.0- 8.0 W 8.5 43.0 -30.0 30 2163 J 6.0- 8.5 E 13.0 34.0 -21.0 31 2164 J 6.0- 8.5 W 12.0 37.0 -24.0 34 A 2165 J 6.0- 9.0 E 9.0 35.0 -22.0 33 2166 J 6.0- 9.0 W 9.0 39.0 -26.0 30 2167 J 6.0- 9.5 E 9.0 40.0 -27.0 31 2168 J 6.0- 9.5 W 8.0 38.0 -25.0 30 2169 J 6.1 -10.0 8.0 37.0 -25.0 10/8" F 2170 J 6.2- 1.0 9.5 43.0 -31.0 48 2171 K 0.0- 1.0 9.0 41.0 -29.0 37 A 2172 K 0.0- 1.5 E 10.5 41.0 -28.0 31 2173 K 0.0- 1.5 W 9.5 42.0 -29.0 50 A 2174 K 0.0- 2.0 N 9.0 41.0 -28.0 31 2175 K 0.0- 2.0 S 8.0 43.5 -30.5 17/6" 2176 K 0.0- 2.0 W 8.0 44.0 -31.0 33 2177 K 0.0- 2.5 E 12.0 42.0 - 29.0 31 2178 K 0.0- 2.5 W 9.0 43.0 -30.0 30 A 2179 K 0.0 3.0 N 10.0 41.0 -28.0 45 2180 K 0.0- 3.0 S 9.0 42.0 -29.0 36 2181 K 0.0- 3.0 W 8.0 42.0 -29.0 37 2182 K 0.0- 3.5 E 8.0 42.0 -29.0 32 N� ' W = J }' N W O' J m. xl = 0 H Z W W D O i 0 co W W'. U 0 I . Z: z PAGE NO. 00092 2184 K 0.0- 4.0 N 12.0 41.0 2185 K 0.0- 4.0 S 10.0 42.0 2186 K 0.0- 4.0 W 13.0 40.0 2187 K 0.0- 4.5 E 11.0 41.0 2188 K 0.0- 4.5 W 9.0 42.0 2189 K 0.0- 5.0 N 12.0 41.0 2190 K 0.0- 5.0 S 12.0 40.0 2191 K 0.0- 5.0 W 12.0 41.5 2192 K 0.0- 5.5 E 10.0 42.0 2193 K 0.0- 5.5 W 8.0 41.0 2194 K 0.0- 6.0 N 12.0 37.0 2195 K 0.0- 6.0 S 10.0 40.5 2196 K 0.0- 6.0 W 12.0 37.0 2197 K 0.0- 6.5 E 12.0 39.5 2198 K 0.0- 6.5 W 12.0 38.0 2199 K 0.0- 7.0 N 9.0 40.0 2200 K 0.0- 7.0 S 12.0 40.0 2201 K 0.0- 7.0 W 11.0 42.0 2202 K 0.0- 7.5 E 9.0 43.0 2203 K 0.0- 7.5 W 9.0 43.0 2204 K 0.0- 8.0 N 8.0 41.0 2205 K 0.0- 8.0 S 9.0 43.0 2206 K 0.0- 8.0 W 9.5 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2183 K 0.0- 3.5 W 9.0 41.0 -28.0 34 -28.0 36 -29.0 30 - 27.0 20 F -28.0 30 A - 29.0 30 -28.0 29 -27.0 25 F - 28.5 15/6" - 29.0 25 F -28.0 25 F -24.0 30 - 27.5 15/6" - 24.0 25 F - 26.5 15/6" - 25.0 30 - 27.0 9/3" -27.0 30 - 29.0 30 - 30.0 30 -30.0 27 F 43.0 - 28.0 32 -30.0 30 -30.0 30 CC COW N LL; W 0 u_Q (A 0 Z u i � p OH- W uf" _ 0 U y O z PAGE NO. 00093 2207 K 0.0- 8.5 E 8.0 39.5 2208 K 0.0- 8.5 W 8.0 39.5 2209 K 0.0- 9.0 N 9.0 41.0 2210 K 0.0- 9.0 S 8.0 39.0 2211 K 0.0- 9.0 W 13.0 35.0 2212 K 0.0- 9.5 E 9.0 38.0 2213 K 0.0- 9.5 W 10.0 40.5 2214 K 0.0 -10.0 9.0 40.8 2215 K 0.8- 1.0 8.0 40.0 2216 K 0.8 -10.0 9.0 41.0 2217 K 1.0- 1.5 E 9.0 43.0 2218 K 1.0- 1.5 W 10.0 41.0 2219 K 1.0- 2.0 E 10.0 42.0 2220 K 1.0- 2.0 W 10.0 42.0 2221 K 1.0- 2.5 E 9.0 44.0 2222 K 1.0- 2.5 W 7.0 42.0 2223 K 1.0- 3.0 E 9.0 44.0 2224 K 1.0- 3.0 W 9.0 42.0 2225 K 1.0- 3.5 E 8.0 42.0 2226 K 1.0- 3.5 W 12.0 40.5 2227 K 1.0- 4.0 E 10.0 41.5 2228 K 1.0- 4.0 W 12.0 40.5 2229 K 1.0- 4.5 E 12.0 42.0 2230 K 1.0- 4.5 W 11.0 41.5 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiaaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks -26.5 15/6" -26.5 15/6" - 28.0 30 -26.0 30 - 22.0 35 - 25.0 30 -27.5 17/6" -27.8 16/9" F -28.0 47 -29.0 33 - 30.0 30 - 28.0 36 -29.0 30 - 29.0 53 - 31.0 23 F - 29.0 38 - 31.0 30/9" - 29.0 35 - 29.0 33 -27.5 19/6" - 28.5 15/6" - 27.5 15/6" - 29.0 30 -28.5 15/6" PAGE NO. 00094 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2231 K 1.0- 5.0 E 13.0 2232 K 1.0- 5.0 W 11.0 2233 K 1.0- 5.5 E 10.0 2234 K 1.0- 5.5 W 12.0 2235 K 1.0- 6.0 E 12.0 2236 K 1.0- 6.0 W 10.0 2237 K 1.0- 6.5 E 10.0 2238 K 1.0- 6.5 E 8.0 2239 K 1.0- 7.0 E 8.0 2240 K 1.0- 7.0 W 11.0 2241 K 1.0- 7.5 E 8.0 2242 K 1.0- 7.5 W 8.0 2243 K 1.0- 8.0 E 9.0 2244 K 1.0- 8.0 W 8.5 2245 K 1.0- 8.5 E 10.0 2246 K 1.0- 8.5 W 8.0 2247 K 1.0- 9.0 E 9.0 2248 K 1.0- 9.0 W 9.0 2249 K 1.0- 9.5 E 8.0 2250 K 1.0- 9.5 W 8.0 2251 K 1.5- 1.0 8.0 2252 K 1.5 -10.0 9.0 2253 K 2.0- 1.5 E 10.0 2254 K 2.0- 1.5 W 11.0 41.0 -28.0 30 40.0 -27.0 36 40.0 -27.0 27 F 26.0 -13.0 24 F 40.0 -27.0 30 40.5 -27.5 15/6" 41.5 -28.5 10/6" F,S 40.0 -27.0 30 42.0 -29.0 31 38.0 -25.0 33 43.0 -30.0 28 F 42.5 -29.5 20/6" 42.5 -29.5 18/6" 44.0 -31.0 12/3" 39.0 -26.0 32 A 38.0 - 25.0 16 F 35.0 -22.0 38 39.0 -26.0 36 39.0 -26.0 30 39.5 -26.5 17/6" 41.0 -29.0 40 39.0 -27.0 34 43.0 -30.0 35 42.0 -29.0 31 U) � W 9_ u. W O = ; Z O. 0 Nf ICI W W, • : ui Z Z PAGE NO. 00095 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiemate Final Pile Approxieaate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2255 K 2.0- 2.0 E 10.0 41.0 -28.0 33 2256 K 2.0- 2.0 W 9.0 42.0 -29.0 45 2257 K 2.0- 2.5 E 8.0 42.0 -29.0 35/9" 2258 K 2.0- 2.5 W 8.0 43.0 -30.0 45 2259 K 2.0- 3.0 E 9.0 42.0 -29.0 30 A 2260 K 2.0- 3.0 W 9.0 41.5 -28.5 18/6" 2261 K 2.0- 3.5 E 8.0 44.0 -31.0 25 F 2262 K 2.0- 3.5 W 12.0 42.0 -29.0 41 A 2263 K 2.0- 4.0 E 10.0 42.0 -29.0 30 2264 K 2.0- 4.0 W 12.0 41.0 -28.0 36 2265 K 2.0- 4.5 E 13.0 41.5 -28.5 15/6" 2266 K 2.0- 4.5 W 12.0 41.5 -28.5 15/6" 2267 K 2.0- 5.0 E 11.0 42.0 -29.0 30 2268 K 2.0- 5.0 W 11.0 41.0 -28.0 17 F 2269 K 2.0- 5.5 E 13.0 40.0 -27.0 30 S 2270 K 2.0- 5.5 W 12.0 40.5 -27.5 15/6" 2271 K 2.0- 6.0 E 13.0 39.0 -26.0 22 F 2272 K 2.0- 6.0 W 8.0 41.5 -28.5 15/6" 2273 K 2.0- 6.5 E 11.0 40.5 -27.5 15/6" 2274 K 2.0- 6.5 W 8.0 39.5 -26.5 15/6" 2275 K 2.0- 7.0 E 9.5 41.0 -28.0 24 F,A 2276 K 2.0- 7.0 W 8.0 40.0 -27.0 22 F 2277 K 2.0- 7.5 E 9.0 44.5 -31.5 16/6" 2278 K 2.0- 7.5 W 9.5 43.0 -30.0 30 PAGE NO. 00096 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2279 K 2.0- 8.0 E 9.0 41.0 -28.0 22 F,A 2280 K 2.0- 8.0 W 8.5 33.5 -20.5 36/6" 2281 K 2.0- 8.5 E 9.0 41.0 -28.0 22 F 2282 K 2.0- 8.5 W 9.0 42.0 -29.0 30 2283 K 2.0- 9.0 E 8.5 40.0 -27.0 30 2284 K 2.0- 9.0 W 8.0 37.0 -24.0 19 F 2285 K 2.0- 9.5 E 9.0 40.0 -27.0 30 2286 K 2.0- 9.5 W 11.0 35.0 -22.0 39 2287 K 2.3- 1.0 10.0 41.3 -29.3 10/3" 2288 K 2.3 -10.0 8.0 41.5 -28.5 17/6" 2289 K 3.0- 1.0 8.0 41.0 -29.0 31 2290 K 3.0- 1.5 E 9.0 42.0 -29.0 32 2291 K 3.0- 1.5 W 10.0 42.0 -29.0 32 2292 K 3.0- 2.0 E 9.5 42.0 -29.0 37 2293 K 3.0- 2.0 W 10.0 42.0 -29.0 35 A 2294 K 3.0- 2.5 E 10.0 41.0 -28.0 15/4" A 2295 K 3.0- 2.5 W 8.0 42.0 -29.0 24/9" 2296 K 3.0- 3.0 E 42.0 -29.0 30 2297 K 3.0 3.0 W 10.0 42.0 - 29.0 30/9" 2298 K 3.0 3.5 E 8.0 42.0 - 29.0 32 2299 K 3.0 3.5 W 8.0 42.5 -29.5 26/6" 2300 K 3.0- 4.0 E 13.0 41.0 -28.0 30+ 2301 K 3.0- 4.0 W 11.0 41.5 -28.5 15/6" 2302 K 3.0- 4.5 E 12.0 41.5 -28.5 15/6" A Et W, v co ua, co W W O LL < O Z ( . Z F-! W WI V Q' D F- W uj P t Z U M:' PAGE NO. 00097 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2303 K 3.0- 4.5 W 11.0 40.0 -27.0 16 F 2304 K 3.0- 5.0 E 11.0 47.0 -34.0 30 S 2305 K 3.0- 5.0 W 12.0 39.0 -26.0 15 F 2306 K 3.0- 5.5 E 11.0 29.5 -16.5 20/6" 2307 K 3.0- 5.5 W 11.0 42.0 -29.0 20 F 2308 K 3.0- 6.0 E 9.0 41.5 -28.5 15/6" 2309 K 3.0- 6.0 W 12.0 39.5 -26.5 15/6" 2310 K 3.0- 6.5 E 13.0 39.5 -26.5 15/6" 2311 K 3.0- 6.5 W 12.0 36.0 -23.0 30 S 2312 K 3.0- 7.0 E 15.5 37.0 -24.0 47 2313 K 3.0- 7.0 W 11.5 40.0 -27.0 37 2314 K 3.0- 7.5 E 9.0 40.5 -27.5 19/6" 2315 K 3.0- 7.5 W 8.0 42.0 -29.0 30 2316 K 3.0- 8.0 E 12.5 38.0 -25.0 37 2317 K 3.0- 8.0 W 8.5 45.0 -32.0 25 F 2318 K 3.0- 8.5 E 8.0 39.0 -26.0 33 2319 K 3.0- 8.5 W 9.0 40.0 -27.0 23 F 2320 K 3.0- 9.0 E 9.0 42.0 -29.0 30 2321 K 3.0- 9.0 W 9.0 42.0 -29.0 30 2322 K 3.0- 9.5 E 9.0 42.0 -29.0 30 2323 K 3.0- 9.5 W 9.0 42.5 29.5 21/6" 2324 K 3.1 -10.0 9.0 43.8 -31.8 18/9" F,A 2325 K 3.8 -10.0 9.0 39.0 -27.0 30 2326 K 3.9- 1.0 9.0 41.0 -29.0 30 PAGE NO. 00098 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiasate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2327 K 4.0- 1.5 E 9.0 42.0 -29.0 34 2328 K 4.0- 1.5 W 9.5 42.5 -29.5 15/6" 2329 K 4.0- 2.0 E 9.0 43.0 -30.0 37 2330 K 4.0- 2.0 W 8.5 42.0 -29.0 36 2331 K 4.0- 2.5 E 11.0 42.0 -29.0 34 2332 K 4.0- 2.5 W 9.0 41.6 -28.5 30/6" 2333 K 4.0- 3.0 E 11.0 41.5 -28.5 20/6" 2334 K 4.0- 3.0 W 12.0 41.0 -28.0 34 2335 K 4.0- 3.5 E 10.0 41.8 -28.7 24/8" 2336 K 4.0- 3.5 W 12.0 42.0 -29.0 33 2337 K 4.0- 4.0 E 12.0 41.5 -28.5 15/6" 2338 K 4.0- 4.0 W 14.0 41.0 -28.0 30 2339 K 4.0- 4.5 E 13.0 41.5 -28.5 18/6" 2340 K 4.0- 4.5 W 11.0 41.5 -28.5 15/6" 2341 K 4.0- 5.0 E 12.0 40.0 -27.0 '14 F,S 2342 K 4.0- 5.0 W 10.0 40.0 -27.0 25 F 2343 K 4.0- 5.5 E 10.0 43.6 30.6 20/7" 2344 K 4.0- 5.5 W 11.0 39.5 -26.5 15/6" 2345 K 4.0- 6.0 E 8.0 40.5 -27.5 10/4" 2346 K 4.0- 6.0 W 12.0 40.0 -27.0 25 F 2347 Y 4.0- 6.5 E 10.0 40.0 -27.0 30 2348 K 4.0- 6.5 W 13.0 40.0 -27.0 30 2349 K 4.0 7.0 E 8.0 42.0 -29.0 10/3" 2350 K 4.0- 7.0 W 7.5 39.0 -26.0 19 F Ii co W0 I a u. H Lu . Z ~' r Z UJ W W S2'; L - Z W Z,` off' i PAGE NO. 00099 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamete Final Pile Approxiacate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2351 K 4.0- 7.5 E 8.0 39.3 -26.3 12/3" 2352 K 4.0- 7.5 W 8.5 45.0 -32.0 12/2" A 2353 K 4.0- 8.0 E 8.0 41.0 -28.0 31 2354 K 4.0- 8.0 W 10.0 41.0 -28.0 30 2355 K 4.0- 8.5 E 9.0 40.0 -27.0 30 A 2356 K 4.0- 8.5 W 8.0 40.5 -27.5 15/5" 2357 K 4.0- 9.0 E 8.0 40.0 -27.0 30 2358 K 4.0- 9.0 W 8.5 40.0 -27.0 30 2359 K 4.0- 9.5 E 10.0 40.0 -27.0 30 2360 K 4.0- 9.5 W 8.0 40.0 -27.0 31 2361 K 4.6- 1.0 10.0 45.0 -33.0 50 2362 K 4.7 -10.0 8.5 40.0 -28.0 30 2363 K 5.0- 1.5 E 9.0 45.0 -32.0 17 F 2364 K 5.0- 1.5 W 7.5 45.0 -32.0 15 F 2365 K 5.0- 2.0 E 13.0 24.0 -11.0 58 2366 K 5.0- 2.0 W 10.0 46.5 -33.5 17/6" 2367 K 5.0- 2.5 E 10.0 40.0 -27.0 17 F 2368 K 5.0- 2.5 W 11.0 41.5 -28.5 15/6" 2369 K 5.0- 3.0 E 9.0 44.0 -31.0 30 2370 K 5.0- 3.0 W 11.0 36.0 -23.0 27 F 2371 K 5.0- 3.5 E 11.0 41.5 -28.5 15/6" 2372 K 5.0- 3.5 W 10.0 42.0 -29.0 30 2373 K 5.0- 4.0 E 11.0 42.0 -29.0 32 2374 K 5.0- 4.0 W 12.0 42.5 -29.5 15/6" S,A PAGE NO. 00100 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate ' Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2375 K 5.0- 4.5 E 12.0 42.0 -29.0 30 2376 K 5.0- 4.5 W 10.0 42.0 -29.0 30 2377 K 5.0- 5.0 E 8.0 31.0 -18.0 23 F 2378 K 5.0- 5.0 W 12.0 33.5 -20.5 15/6" 2379 K 5.0- 5.5 E 9.0 43.0 -30.0 40 S 2380 K 5.0- 5.5 W 12.0 41.0 -28.0 30 2381 K 5.0- 6.0 E 7.0 44.0 -31.0 14 F 2382 K 5.0- 6.0 W 8.0 41.5 -28.5 15/6" 2383 K 5.0- 6.5 E 10.0 40.5 -27.5 15/6" 2384 K 5.0- 6.5 W 10.0 40.0 -27.0 30 2385 K 5.0- 7.0 E 8.0 42.7 -29.7 25/8" 2386 K 5.0- 7.0 W 9.0 41.3 -28.3 12/3" 2387 K 5.0- 7.5 E 8.5 43.0 -30.0 21 F 2388 K 5.0- 7.5 W 8.5 43.0 -30.0 32 2389 K 5.0- 8.0 E 8.0 41.0 -28.0 31 2390 K 5.0- 8.0 W 8.0 43.0 -30.0 31 2391 K 5.0- 8.5 E 11.0 36.0 -23.0 30 2392 K 5.0- 8.5 W 9.0 37.1 -24.1 10/1" A 2393 K 5.0- 9.0 E 9.0 40.3 -27.3 11/3" 2394 K 5.0- 9.0 W 9.0 41.0 -28.0 30 / 2395 K 5.0- 9.5 E 9.0 40.0 -27.0 2396 K 5.0- 9.5 W 9.0 40.0 -27.0 2397 K 5.4 -10.0 8.0 40.5 -28.5 2398 K 5.5- 1.0 8.0 45.0 -33.0 30 30 17/6" 13 F PAGE NO. 00101 TABLE A BUILDING B PILE DRIVING SUMMARY Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2399 K 6.0- 1.5 E 8.0 41.0 -28.0 17 F,A 2400 K 6.0- 1.5 W 8.0 42.0 -29.0 18 F 2401 K 6.0- 2.0 E 10.0 44.0 -31.0 20 F 2402 K 6.0- 2.0 W 10.0 25.0 -12.0 40 2403 K 6.0- 2.5 E 11.0 41.0 -28.0 20 F 2404 K 6.0- 2.5 W 10.0 42.0 -29.0 15 F 2405 K 6.0- 3.0 E 11.0 42.5 -29.5 18/6" 2406 K 6.0- 3.0 W 7.0 43.0 -30.0 30 2407 K 6.0- 3.5 E 10.0 44.0 -31.0 30 2408 K 6.0- 3.5 W 11.0 44.0 -31.0 30 2409 K 6.0- 4.0 E 11.0 42.5 -29.5 15/6" 2410 K 6.0- 4.0 W 14.0 42.0 -29.0 30 2411 K 6.0- 4.5 E 12.0 41.5 -28.5 20/7" 2412 K 6.0- 4.5 W 11.0 42.5 -29.5 15/6" 2413 K 6.0- 5.0 E 40.5 -27.5 30/6" S 2414 K 6.0- 5.0 W 9.0 42.7 -29.7 20/8" 2415 K 6.0- 5.5 E 12.0 35.0 -22.0 16 F 2416 K 6.0- 5.5 W 11.0 26.0 -13.0 30 2417 K 6.0- 6.0 E 12.0 40.5 -27.5 15/6" 2418 K 6.0- 6.0 W 27.8 40.8 -28.5 26/10" 2419 K 6.0- 6.5 E 9.0 40.5 -27.5 15/6" 2420 K 6.0- 6.5 W 9.0 40.5 -27.5 15/6" 2421 K 6.0- 7.0 E 8.5 45.0 -32.0 2422 K 6.0- 7.0 W 7.5 43.0 -30.0 31 33 V PAGE NO. 00102 Approxiamate Final Pile Approxiamate Tip Depth of Tip Driving No. Grid Location Diameter Penetration Elevation Resistance Remarks 2423 K 6.0- 7.5 E 8.0 42.0 2424 K 6.0- 7.5 W 9.0 39.5 2425 K 6.0- 8.0 E 8.0 41.0 2426 K 6.0- 8.0 W 8.5 41.0 2427 K 6.0- 8.5 E 9.0 42.5 2428 K 6.0- 8.5 W 8.0 44.0 2429 K 6.0- 9.0 E 10.0 39.0 2430 K 6.0- 9.0 W 9.0 37.0 2431 K 6.0- 9.5.E 11.0 40.0 2432 K 6.0- 9.5 W 11.0 41.0 2433 K 6.1- 1.0 10.0 45.0 2434 K 6.2-10.0 8.0 42.0 2435 L 0.0- 1.0 9.5 46.0 2436 L 0.0- 1.5 E 8.0 43.5 2437 L 0.0- 1.5 W 9.0 46.0 2438 L 0.0- 2.0 E 11.0 45.0 2439 L 0.0- 2.0 W 8.0 38.0 2440 L 0.0- 2.5 E 9.0 41.0 2441 L 0.0- 2.5 W 9.0 45.5 2442 L 0.0- 3.0 E 8.0 44.0 2443 L 0.0- 3.0 W 8.0 44.0 2444 L 0.0- 3.5 E 12.0 23.0 2445 L 0.0- 3.5 W 10.5 42.0 2446 L 0.0- 4.0 E 10.0 41.3 TABLE A BUILDING B PILE DRIVING SUMMARY - 29.0 30 -26.5 18/6" - 28.0 26 F - 28.0 29 F -29.5 15/6" - 31.0 18 F - 26.0 36 -24.0 30 - 27.0 31 - 28.0 31 -33.0 13 F - 30.0 30 -33.0 19 F -30.5 15/6" - 33.0 30 -32.0 30 -25.0 38 A - 28.0 30 - 32.5 15/6" - 32.0 30 -32.0 - 11.0 38 - 30.0 33 -29.3 30 15/3" A A 05/12/00 FRI 16:23 FAX 206 28' -9920 Sabey Corporation SLBE CORPORATION OATE/TIME TO: FIRM: SUBJECT: CC: COMMENTS: 91 l Feti l•levoid a2� or rOillch ORIGINAL. TO FOLLOW: 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 90169.5121 s roc NO. To: Ken Nelson Subject: FW: ITCE parcels /lot lines —Original Message-- - From: John Lang Sent Friday, May 12, 2000 3 :46 PM To: 'Bob Fadden ; Eileen DeArmon; Laurent Poole Cc: Dave Sabey; Steve Black; Doug Gardner, Duncan Eader Subject: RE: IGE I reached Dave in Montana and he recommends we take the following action. Consolidate the 13 parcels into 3 lots. Taking Bob's recommendation, we would segregate the undeveloped area to the west of the creek into one lot. The remaining six buildings and land left over (including creek) would be segregated into 2 lots, thereby allowing a lot line adjustment in the future which is much • easier than shortplatting. Bob, you need to determine where the lot line would have least impact on proposed use of the buildings and area separation walls. Re: segregate only building 2 or 1&2 etc. This would give us a total of 3 lots in the final configuration. We may likely some no -build easements. This solution allows Steve and I to complete our building area analysis as originally proposed. If there is any question as to this direction, please contact Eileen Immediately. Thanks, RECEIVED' John cIrr OF TUt.W ❑ NO ❑ BY MAIL. Zoe► z51 -a70o main line 2061282 -9951 fax line www.sabey.com e OF PAGES FROM: dr" DIRECT LINE: ,' � 2 /6 PROJECT: ❑ BY OVERNIGHT DELI ' Y ❑ BY MESSENGER Ii* YOU HAVE ANY PROBLEMS RECEIVING THIS FAX PLEASE CALL This confidonthal It I reader a h is cover pogo only not tno addre Ma Individual or ontIty to whmn it la addressed and • or ins employee or agent of the addressee. Willi S. advis Information hat any die:ominoiton,d and distribution. or copying of Ws communication Is strictly prohibited. It you received this faeslrnlla In error. please notify us immediately by talophone, end malt Intl as to us at the above addrasl. Inane you. ntootpit biv Dj0007 133 1 1001 Fax ❑ SY EMAIL AT 206/ 231-570.:: Z J V V O CO J N W W O` N =0 I— W Z I— O Z uj 0 0 O -' s W H t W O l .. Z ' U N AJL•W1d1�Li.iw..n4avo.ga-, SABEY CORPORATION June 12, 2000 Mr. Bob Benedicto, Plans Examiner City of Tukwila 6300 Southcenter Drive, Suite 100 Tukwila, Washington 98188 Re: Permit No. D2000 -133 Dear Bob; Sabey Architecture is in receipt of your June 8, 2000 Building Division Review letter regarding permit #D2000 -133. Please accept this letter as our formal response to questions raised. Regarding clarification of the "description of work" on the application, it is in response to City comments and recommendations given to Applicant at the March 30, 2000 Pre - Application Meeting #PRE00 -014. To expedite construction, non - structural demolition was segregated into a separate T.I. Permit #D2000 -136. Structural demo, structural up- grades and re- roofing were submitted under T.I. Permit #D2000 -133, which is what you are currently reviewing. Build -out of improvements that will result in occupancy of the building are included in a future T.I. Permit submittal. Fuel Tanks are under separate permit. Responses to individual questions are as follows: 1. One -hour fire resistive construction at roof will consist of two (2) layers of Type 'X' GWB instead of the one layer of Type 'X' as previously shown. Attached is ICBO Report dated 10/1/97 listing the assembly. 2. Insulation will be Kraft faced batt R -11 within 3 1/2" studs. This will be detailed under future T.I. Permit complete with required Building Envelope Analysis for the Washington State Energy Code. 3. Roofing will be Class B. 4. CMU wall details included within structural drawings resubmittal to Reid-Middleton. If this letter does not satisfy all your issues, due to time constraints, please contact me at (206) 277- 16 to discuss. Sinc John W. Lang, AIA VP of Architecture Sabey Architecture doc/john /abovenet/benitr. REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 98168-5121 CORRECTION LTR# I De000 133 206/ 281 -8700 main line 206/ 282 -9951 fax line www.sabey.com JOIST SEWS JOIST DCPTM p,y . VII K TJI/Pro- 1504250 511 , 1420 14.2 TJI/Prv- 350WPre- 120TS/Pry -ISOTS 516 1420 - 14.2 /Pro25PA4SP/Pro35P 516 990 9.9 TJI/Pto- 550/L60/H601L.90/H90 524 1925 1925 /Psv350P/L60P 524 142U • 14.2 TJUPro.5SOP/C90P/H60P/H90P i4 1575 _ 15.75 Sent By: INFRASTRUCTURES; 4254891860; Jun -12 -00 88::42AlMM;;.''/ 41 Vf i�VM'V� /2 /n ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90801 -2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT copyrfgnt 10 1997 ICBO Evaluation Service. InC. Filing Category: DESIGN (038) TJIa' PREFABRICATED WOOD I- JOISTS TRUS JOIST MACMILLAN 200 EAST MALLARD DRIVE BOISE, IDAHO 63707 1.0 SUBJECT TJI Prefabricated Wood I- joists. 2.0 DESCRIPTION 2.1 General: The TJI I- joists have various combinations of wood -based flanges and plywood or oriented strand board (OSB) webs. The by and bottom flanges are either parallel. In order to create a constant -depth I- joist, or linearly varying, in order to create a single - tapered I- joist. The web -to-web joints of the I- joists are either square or serrated, and conform to the speci- fications in the approved quality control manual. The web -to- flange connection is a proprietary grooved connection, also conforming to the approved quality control manual. The TJI joists are available in various lengths and depths. Two I -joist series are recognized in this report: Performance Plus OSB Web TJI Joists, and Plywood Web TJI Joists. See Table 1 for joist dimensions and material specifications. 2.2 Material Specifications: 2.2.1 Flanges: The flanges of the TJI I- joists are either MI- crollam° LVL. (laminated veneer lumber), currently recog- nized in National Evaluation Service, Inc., Report NER -481. or TimberStrandm• LSL (laminated strand lumber), also cur- rently recognized in NER -481, as well as ER -4979. Flange width, depth, and grade requirements are noted In Table 1. 2.2.2 Web: Web material for the TJI joist is either plywood conforming to UBC Standard 23-2, along with further require- ments set forth by the manufacturing standards; or Perfor- mance Plus° oriented strand board (OSB) conforming to UBC Standard 23.3. Exposure 1, with further requirements set forth in the approved quality control manual, Performance Plus OSB web material Is produced in mills which subscribe to quality control supervision and inspection by American Ply- wood Association (NER- 0A397). Additional mill inspection is provided by PFS Corporation (NER- OA251), to ensure com- pliance with additional requirements of TJM manufacturing standards. 2.2.3 Adhesive: Adhesives used in the fabrication of the !- joists comply with ASTM D 2559, and are specified in the ap- proved quality control manual and the Trus Joist MacMillan Corporation manufacturing standards. 2.3 Design and Installation: Design and installation of the TJI prefabricated wood I- joists described in this report must comply with Sections 2.3.1 through 2.3.12. r•yMry+,Y; rpm M'P!Vl? w4,1 • 2.3.1 Allowable Capacity: Table 2 specifies allowable mo- ments, reactions, shears, and I -joist stiffness (El), Maximum allowable reactions are based on a minimum bearing length of 1 Inches (44.S mm) and 3 inches (89 mm), for simple spans; and 3'/2, 5'/4, and 7 Inches (89, 133, and 178 mm) at Intermediate support points, for continuous spans. When joists are used as multiple span members, the design shear is the calculated shear at the interior support, reduced by the following formula and limited to the depths shown in the table that appears after the formula: R = W -1- K a 18% where: R • W = K ee V12 s= Page 2 PFC -5381 Issued October 1, 1997 Percent reduction. Uniform load (pfd). V12- 100. • Allowable shear for a 12 -inch- or 11 / - inch - deep (305 mm or 302 mm) joist. The allowable design shear at the interior support of multi- ple span member joists up to 12 Inches (305 mm) deep, used in residential floor construction, Is permitted to be Increased an additional 10 percent. This increase of allowable design shear does not apply to the design shear at the ends of the joist. 2.3.2 Fasteners: Allowable capacities and the spacing of fasteners installed in the laminated veneer lumber flanges must comply with NER -481 and the code. Allowable with- drawal bad values and lateral load values for nails installed perpendicular to the flange glue lines are assigned the same values as provided in the code for nails installed in solid - sawn lumber having a specific graviry•of 0.50. such as Douglas fir - larch, Allowable fastener spacings must comply with the mini- mum spacing requirements prescribed by the code for nails installed in solid -sawn lumber having a specific gravity of 0.50, such as Douglas fir -larch. 2-3.3 Web Stiffener's: Web stiffener requirements for reac- tions and concentrated loads are noted in Table 2 and Fig 1. 2.3.4 Lateral Support: The compression flange requires continuous lateral support, and the joist ends require restraint Evaluation reports of ICII0 Era /ua4n Service, lac— are imam, ashy tL provide information to Class A members of ICiO, utilizing the code upon which the report is bared. Evaluation rvpores are not to be eansirved as representing anthenei or any other attributes nor specifically addressed nor as on indorsement ar recommen- dation for use of the subject report. This report is bared upon independent tells or other technical data submitted by the applicant. The ICH° Evaluation Service, Inc., technical staff has reviewed the On molts wnd/or other date, but doer not possess lest facilities to make an indcpenfeal ver(Ifcallon. There is no warranry by IC00 Evaluation Service, Inc., express or implied, as lo any "Fiedins " or other w anrr in the ripen or as 10 any product covered by the upon, This disclaimer includes, but is nor lionised to, merchantability. Page 1 of 13 Z W IY 2 -J U 00 = W H W W Q LL N I-- W Z � I— 0 Z I- W W U� O - 0 I- W u.. z . IJI U =. O ~ Z Sent By: INFRASTRUCTURES; Page 2 of 13 to prevent rollover. Code - approved methods specified for sol- id -sawn lumber are acceptable. Bridging is not required for TJI floor and roof joist applications. 2.3.5 Holes In the 1--Joist Web: The charts In Figures 2 and • 3 specify allowable sizes and locations of round and square holes in TJI 1 -joist webs. 2.3.6 Duration of Load: Adjustments for duration of load, in accordance with Section 2304.3.4 of the code, apply to the (- joists and their fastenings. 2.3.7 In- service Moisture Conditions: I -joist design values must be adjusted in accordance with Section 2304.3.10 of the code when In- service moisture content exceeds 16 percent. 2.3.8 Repetitive- member Use: The allowable bending mo- ment is permitted to be increased by four percent when joist installation complies with repetitive- member use as defined in Section 2304.1 of the code. 2.3.9 Member Spans: I -joist spans must be determined in accordance with Section 2308.1 of the coda. Vertical shear calculations shall include all loads within the span from face to face of supports. 2.3.10 Deflection: Deflection of uniformly loaded, simple - span joists is determined using the following formula: 0 22.5M.. 12 WL El Kxdx10s where: 0 = Total I -joist deflection (inches). W = Applied uniform load (plf). L o I -joist span (feet). El = I -joist stiffness from Table 2. K • Shear stiffness coefficient from Table 2. d = Out - to-out depth of joist, inches. 2.3.11 Blocking Panels: Bearing walls perpendicular to and supported by TJI joists at the and or intermediate supports, or both, require full -depth blocking. Joists used as blocking panels have the maximum compressive load capacities shown In the General Notes on page 4 of the Installation Guide of NER -119. 2.3.12 Cantilevered Joists: I- joists are permitted to be installed with cantilevers, provided the cantilevers have a maximum length equal to one third of the adjacent span and support uniform loads only, unless designed by a design pro- fessional. 2.4 One hour Fire - resistive Roof - ceiling and Floor-cell- Ing Assemblies: The assemblies noted in Figure 4 are constructed in accor ance with Sections 2.4.1 through 2.4.8. 2.6.1 Assembly A: 1. A double wood floor consisting of a subfloor of nominal 1- inch -thick (25.4 mm) tongue- and - groove sheathing, or 1 /5 -Inch -thick (12.7 mm) interior plywood, with exterior glue and a layer of nominal 1-inch -thick (25.4 mm), tongue- and - groove finish flooring. Alternatively, the floor- ing is permitted to be 5 /0-inch-thick (15.9 mm). interior - type- plywood finish flooring, or a layer of Type i Grade M -1 particleboard not less than 5 /e inch (15,9 mm) thick. When used as a roof - ceiling assembly, square -edge ply- wood (single or double layer), complying with the code, is permitted to be used for roof sheathing. 2. TJI joists are installed in accordance with this report at maximum spacing of 48 inches (1219 mm) on center. 3. A suspended ceiling of 5 /5 -inch -thick (15.9 mm). 2 -foot- by -2 -fool (610 mm by 610 mm) or 2- fool -by -4 -foot (610 mm by 1219 mm), USG FIRECODE AURATONE lay -in acoustical board is supported by an approved, exposed 4254891860; Jun -12 -00 8:43AM; Page 3 P FC -5381 fire-rated suspension system attached to the bottom flange or to cold- rolled channels spaced not over 4 feet (1219 mm) en center. In order to support the ceiling, fram- ing members perpendicular to the I- joists, at 24 inches (608 mm) on center maximum, must be installed. Installed over the acoustical board eve minimum 1 -inch- thick (25.4 mm), 4-pound-per-cubic-foot (64 kg/ms). USG THERMAFIBER or FIBREX FBS mineral wool blankets. Light fixtures having a maximum size of 2 feet by 4 feet (610 mm by 1219 mm) are permitted to be installed in the ceiling, provided the aggregate area of fixtures does not exceed 12 square feet per 100 square feet (1.1 ma per 9.3 m of ceiling and the fixtures are protected as follows (us- ing, for illustration, a 2- loot -by -4 -fool fixture example): A 2 (57 mm by 1219 mm) piece of USG THERMAFIBER or FIBREX FBX light fixture protection is laid along the long sides of the fixture, and against adja- cent suspension members: a 17 inch -by-48 -Inch (444 mm by 1219 mm) piece is laid over the top of the fixture and a 6 Inch -by -24 -inch (114 mm by 610 mm) piece is laid at each end and tied, at corners of the fixture, to the top piece with No. 18 SWG steel wire. In addition, ceiling openings for air diffusers, up to a maximum size of 12 inches (305 mm) in diameter, are permitted, provided openings are protected with approved fire dampers and regale area does not exceed 113 square inches t (9.3 m of ceiling. The 't of the US distance rom the botto e ceiling must be at least 10 inches. 2.4.2 Assembly B: • 1. The flooring consists of a single -layer floor of 3 /a-inch- thick (19.1 mm) tongue - and - groove plywood or 23 /32-inch -thick (18.3 mm), tongue - and - groove, APA- rated sheathing (Exposure 1 or exterior glue), with all butt joints of the plywood or sheathing falling on framing mem- bers. When used as a roof - ceiling assembly, the decking is permitted to be any wood deck recognized in the code. 2. TJI I- joists are installed In accordance with this report, with a maximum spacing of 24 inches (610 mm) on center for floor-ceiling assemblies, and with a maximum spacing of 48 inches (1219 mm) on center for roof -ceiling assem- blies. 3. A ceiling membrane consists of two layers of 1 /2 -inch- thick (12.7 mm) ( /e-Ineh -thick (15.9 mm), for the TJU150F and TJU15SP I- joists), Type X gypsum board complying with ASTM C 36. applied to the bottom chord. The first layer of the gypsum board must be attached with 1 -inch -long (41.3 mm) Type S screws placed 12 inches (305 mm) on center. The second layer must be installed with the joints staggered from the first layer. The second layer is fastened to the I- joists with 2- Inch -long (51 mm), Type S screws spaced 12 inches (305 mm) on center in the field and 8 inches (203 mm) on center at the butt joints. Type G screws, 1 inches (38 mm) long, must be spaced 8 inches (203 mm) an center and 6 inches (152 mm) each side of the butt joint. The second layer must be finished with joint tape and compound. Resilient channels are permitted to be used as part of the ceiling attachment system, provided they are spaced 16 inch- es (406 mm) on center (24 inches (610 mm) on center. if joists are 16 inches (406 mm) on center] and fastened perpendicu- lar to joists with 1- Inch -long (25.4 mm), 0,15 - inch - diameter (3.8 mm) shank, self- drilling and self- tapping, case - hardened steel, Phillips -head screws, The ceiling is attached to the re- silient channels with 1- inch -long (25.4 mm) Type S screws or 1 (41.3 mm) Type S screws. The screw spacing Is maximum 12 inches (305 mm) on center for both the first and second layers of gypsum board. In root- ceiling assemblies where the I- joists are spaced more than 24 inches (610 mm) on center, the ceiling, includ- ing the resilient channels, must be applied to stripping spaced Sent By: INFRASTRUCTURES; age 3 of 13 4254891860; 24 inches (610 mm) on center. Attachment to the stripping is similar to the anachment to joists described earlier in this sec- tion. The stripping must be minimum 2 inches by 4 inches (51 mm by 102 mm), and must be attached to the bottom chord with minimum 10d nails. Alternate stripping materials and at- tachment are permitted when specifically approved by the building official. 2.4. mbly C: The flo • - sts • . g e-layer floor of 3 /4-Inch- thick (19.1 mm) tongue- and - groove plywood or 23 /32 -inch -thick (18.3 mm), tongue - and - groove wood structural panel sheathing (Exposure 1 or exterior glue). Square -edge plywood meeting the structural require- ments of the code is permitted to be used as sheathing for roof - ceiling assemblies only. All butt joints of the plywood or APA -rated sheathing must fall on framing members. 2. TJI I- joists are installed in accordance with this report, with a maximum spacing of 24 inches (610 mm) on center for floor - ceiling assemblies, and with a maximum spacing of 48 inches (1219 mm) on center for roof - ceiling assem- blies. 3. A ceiling membrane consists of a single layer of 11 2 - inch - thick (12.7 mm). Type X gypsum wallboard complying with ASTM C 38, attached to joists or to stripping spaced 24 inches (610 mm) on center. The gypsum wallboard must be fastened with 1 /e- inch -long (41.3 mm), Type S drywall screws located 8 inches (152 mm) on center at end joints and 8 inches (203 mm) on center in the field. 4. An approved, exposed, fire -rated sus/sanded-ceiling sys- tem must be installed beneath the gypsum board ceiling membrane. The minimum distance between the sus- pended ceiling and the gypsum board ceiling membrane must be 12 inches (305 mm). The grid system is sus- pended with No. 12 SWG galvanized steel wire and is fas- tened to the furring or joists with 3 -inch -long (76 mm) flat- head hanger screws. Light fixture protection consists of 6-inch -wide (152 mm) pieces of coiling grade panels that are 4 feet (1219 mm) long for the sides, and 2 feet (610 mm) long for the ends, with a full grid panel placed on top. A galvanized steel duct is permitted for each 200 square feet (18.6 m of ceiling, provided the duet has a maxi- mum 12- inch - diameter (305 mm) steel diffuser opening without a damper, and a maximum "6-b02-inch (152 by 305 mm) return-air opening. Ceiling panels must be either 6 /8- inch -thick (15.9 mm), USG FIRECODE AURATONE panels or 5 /5 -inch thick (15.9 mm), Gold Bond Fire - Shield Solitude panels. Non - combustible ball insulation that is rated R -30 or less is permitted to be installed above the gypsum board, in the cavity between the I- joists. 2.4.4 Assembly O: 1. The flooring consists of a single -layer floor of 3 / thick (19.1 mm) tongue -and- groove plywood or 23 /32 - inch - thick (18.3 mm), tongue - and - groove, wood - based structural panels (Exposure 1 or exterior glue). Square -edge plywood that meets the structural require- ments of the code is permited to be used as sheathing for roof - ceiling assemblies. All butt joints of the plywood must fall on framing members, 2. TJI joists spaced a maximum of 24 inches (610 mm) on center. 3. The ceiling membrane must consist of 1 /2 -inch -thick (12.7 mm), USG FIRECODE'S Type C gypsum board screw -at- tached to standard steel furring channels placed perpen- dicular to the joists. The furring channels are spaced 24 inches (610 mm) on center and are attached and sus- pended from the joists using No. 24 gage proprietary at- tachment clips designated "Simpson Strong -Tie CSC Support Clips." A CSC support clip must be located at each joist, to support the lurring channel. At channel Jun -12 -00 8:43AM; Page 4 PFC -5381 splices, adjacent pieces are overlapped a minimum of 6 inches (152 mm) and are tied with double strand No. 18 SWG galvanized steel wire at each end of the overlap, 4. A layer of 1- inch -thick (25.4 mm), minimum 6 pct (96 kg/m USG THERMAFIBER or FIBREX FBX mineral wool blankets must be placed between the bottom flange of the joists and the top of the furring channel, 2.4.5 Assembly E: 1. A double wood floor consisting of a subfloor of either nom- inal 1 -inch -thick (25.4 mm) tongue -and- groove sheathing or 1 /2- inch -thick (12.7 mm) interior plywood, with exterior glue; and a layer of either nominal 1- inch -thick (25.4 mm), tongue-and-groove, finish flooring or 5 12- inch -thick (15.9 mm) Interior - type - plywood finish flooring or a layer of Type I Grade M -1 particleboard not less than 5 /e inch (15.9 mm) thick. When used as a roof - ceiling assembly, square -edge plywood, complying with the code, is per- mitted to be used for roof sheathing. In lieu of a double wood floor, a single layer of 3 /4 -inch -thick (19.1 mm), tongue- and•groove-plywood floor or roof sheathing, meeting the structural requirements of the code, is per- mitted. 2. TJI joists spaced maximum 24 inches (610 mm) on cen- ter. 3. A ceiling membrane that provides a minimum 40- minute finish rating. An example of a ceiling having a 40- minute finish rating Is one which consists of two layers of 1 / 2 -inch- thick (12.7 mm), Type X gypsum wallboard complying with ASTM C 36. minimum 4 feet (1219 mm) wide, installed perpendicular to the joists, as described in As- sembly B (Section 2.4.2 of this report). Substantiating data, including a report of the fire - endurance testing con- ducted in accordance with UBC Standard 7 -1 (ASTM E 119), must be furnished to the local building official, and must verify that a particular ceiling system meets the 40- minute finish rating requirements. When the finish rating is to be determined, thermocouples must be installed on the plane of the combustible structural framing members nearest the fire side, at locations required in order to obtain representative temperatures on the com- bustible materials in the test specimens. Temperature read- ings from such thermocouples shall be recorded during the fire endurance test. The finish rating Le in Section 7.145 of UBC Standard 7 -1. 2.4.6 Assembly F: 1. The flooring consists of a single -layer floor of 3 /4-inch- thick (19.1 mm) tongue- and - groove plywood. Square - edge plywood meeting the structural requirements of the code is permitted to be used as sheathing for roof-ceiling assemblies. All butt joints of the plywood must fall on framing members. The flooring must be attached to the top flange with AFG -01 construction adhesive and nailed to the top flange with Bd common nails spaced maximum 6 inches (152 mm) on center along the boundary and edges and 12 inches (305 mm) on center in the field. When the assembly is a roof - ceiling assembly, the deck- ing is permitted to be any wood deck recognized in the code. 2. TJI joists, having flanges that are nominally 2 by 4 or larg- er, spaced a maximum of 24 inches (610 mm) on center. When.the assembly is a roof ceiling assembly, the I -joist spacing is permitted to exceed 24 inches (610 mm) on center. 3. The ceiling membrane must consist of one layer of 5 /8 -inch -thick (15.9 mm), USG FIRECODE Type C gyp- sum board, screw - attached to RC -1 resilient channels spaced 16 inches (406 mm) on center, and placed per- pendicular to the joists. The resilient channels are at- tached with 1 inch -long (41.8 mm), Type S screws at each joist. Two channels are provided at each gypsum Z ~ Z 6U 0 0 to CI tU N W o 2 j N = W H Z � I- 0 w ~ W D ) 0 I- WW H F w U = 0 1- z Sent By: INFRASTRUCTURES; ;age 12 of 13 4254891860; FIGURE 4 FTRE.11ESISTIvE ASSEMBLY DETAILS Jun - 12 - 00 8:46AM; ASSEMBLY A (See Santee 2.4.1 of the moon.) 1. Ooublc•Wend Floor 2. TJI Joist 3. Malmo people tier 4, 24 Ac h a 4$-b a1 recessed light fkdura. 5. Col .mMsd orienrnis. 6. 12•inel air alllum. 7, USO TMnnellbsr or Men PBX Mince Wool Blankets. e. 5/8.Inch eewedesl precis 24 Inchon a 24 inches euovonse of an appe>ud sapwood Emma! rsla! tension suspension system. PFC -5381 ASSEMBLY B (Si.. Seeeioih 2.4.2 d this typist) 1. 3/1.ihsh toglrs and grooctpeitsvod. 2. Too Isms 1I -bid (54 Wit* Oka with I 1F i 1 1R' Bengal) Type A gypsum 904,0. 3. TA Joist ASSEMBLY C (Be. Section 2.4.3 of this capon.) 1. 3/4ineh longue and mare Anson& 2. TA Joint. 3. sle.irdt s 24 -ineJh a 24 inch penols. 4. Flelue ploesahln. 5. 1/2-inch Type X Bypahen smlaar0. 6. Minch h a r8drtdl tans irate'Blah�r.. 7. e.;ndh z 12-4th opening for rotten U. 6. 12-iKA efiwllbr diffuser opening. 9. Iliad suspension grid. Page 13/14 May 11, 2000 John Lang Sabey Corporation 12201 Tukwila International BI 4th Floor Seattle, WA 98168 RE: Letter of Incomplete Application #1 Development Permit Application Number D2000 -133 Abovenet Communications Inc 3433 South 120th Place Dear Mr. Lang: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on May 10, 2000 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division: Ken Nelsen, Plans Examiner, at (206)431 -3677, if you have any questions regarding the following: 1. Provide allowable area analysis and show property line setbacks to assess removal of area separation walls and explanation of equipment yards. The City requires that five (5) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit five (5) 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. 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 Permit Center at (206)431 -3672. Brenda Holt Permit Coordinator encl File: Permit File No. D2000 -133 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 U O' N 0 (01d 9 0 u- Q. y �l w . O'. II/ j U O Ili W V ii i Z ' co O I— Z. ACTIVITY NUMBER: D2000 -133 DATE: 5 -10 -2000 PROJECT NAME: ABOVENET COMMUNICATIONS INC SITE ADDRESS: 3433 S 120` PLACE SUITE # XX Original Plan Submittal Response to Incomplete Letter # Response.to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: B mg Division Public orks DETERMINATION OF COMPLETENESS: (Tues., Thurs. Complete n TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE,DOC 5/99 Approved n C PLAN REVIEW /ROUTING SLIP CORRECTION DETERMINATION: Fire Prevention Structural Incomplete Structural Review Required +rm.ws 'fit ^. SASS .����.R?'d+x:sa'uc.nrv- :..sxu Comments: U REVIEWER'S INITIALS: Planning Division h at- Permit oordinator DUE DATE: 5-11-2000 Not Applicable No further Review Required Approved with Conditions Not Approved (attach comments) I r DATE: DUE DATE: 6- 8-2000 DATE: DUE DATE Approved with Conditions Not Approved (attach comments) m xn:erecvtw�;. REVIEWER'S INITIALS: DATE: Reid iddleton June 19, 2000 File No. 26 -00- 005- 017 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal AboveNet Communications (D2000 -133) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. rian C. Moon, P.E., S.E. Senior Structural Engineer bjr\ 26se\ plvuevw \tukwila\00\t017r2.doc\kky Enclosures cc: John Lang, Sabey Architecture Daniel Lake, Engineers Northwest (fax) VW Ky ie K. Y' matsuka, E.I.T. Pla Review Engineer Washington Oregon Alaska Engineers Planners Snrzeyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741 -3900 :}.a.y :d:Ertti wSS.tiilux.h r... ew, i , u 1..o. W 0. al i d H W �. z W W; . 3 Di ,o N i': a0 /—i = Wf . I— V . 16 z u). 0 z :`i May 16, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Abovenet Communications Inc - (D2000 -133) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -I33 City of Tukwila Department of Community Development Steve Lancaster, Director 64a- Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206. 431.3665 05/12/00 FRI 16:23 FAX 206 2810920 OATE/TIME TO: FIRM: SUBJECT: CC: COMMENTS: CORPORATION Fal New' u ty rawm ORIGINAL TO FOLLOW: To: Subject: 1 Tukwila International Blvd. 205/ 2814700 main line Fourth Floor 2061292 -9951 ,lax lino Seattle. Washington 90168.5121 www.sabey.eom ---Original Message--- - From: John Lang Sent: Friday, May 12, 2000 3;46 PM To: 'Bob Fadden'; Eileen DeArmon; Laurent Poole Cc: Dave Sabey; Steve Black; Doug Gardner; Duncan Eader Subject: RE: IGE I reached Dave in Montana and he recommends we take the following action. Consolidate the 13 parcels into 3 lots. Taking Bob's recommendation, we would segregate the undeveloped area to the west of the creek Into one lot. The remaining six buildings and land left over (including creek) would be segregated into 2 lots, thereby allowing a lot line adjustment in the future which is much easier than shortplatting. Bob, you need to determine where the lot line would have least impact on proposed use of the buildings and area separation walls. Re: segregate only building 2 or 1&2 etc. This would give us a total of 3 lots in the final configuration. We may likely some no -build easements. This solution allows Steve and Ito complete our building area analysis as originally proposed. If there is any question as to this direction, please contact Eileen immediately. Thanks, RECEIVED John CITY OF TUKWILA. 0 NO ❑ BY MAIL I w Sabey Corporation PROJECT: Ken Nelson FW: ITCE parcelsilot lines fe‘ FROM: do m DIRECT LINE: irk, z lb ❑ BY OVERNIGHT DELI g 0 BY MESSENGER we- Li D2AO- I� Fax ❑ BY EMAIL AT 2061221.5 Itt YOU HAVE ANY PROBLEMS RECEIVING THIS FAX PLEASE CALL This facsimile communication is intended only for the use of the individual or onlity to which it in nddreetio and mny contain Intormot cn i et Is s om, l and matt this confibon 11 or copying np nod o f this communication on is strictly prohibited. f you re this agent csimile In error. please notify us Im by telephone, mi t u end lax distribution, t o u s al the on, SDO lax to us abovo address. 'Mani' you, z re 2 ui U O co o W tO U- W O J. u-Q co U =0 tu I— W U O N • W W ` I— lk fp ii z ' U N O ' z June 8, 2000 John Lang Sabey Architecture 12201 Tukwila International BI, 4th Floor Seattle, WA 98168 Dear Mr. Lang: Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D2000 -133 ,-- --'^, City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D2000 -133 Abovenet Communications Inc 3433 South 120th Place This letter is to inform you of corrections that must be addressed before your 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 comments from the Building Division. At this time, the Fire Department, Planning Division and Public Works Department have no comments at this time. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) 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 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 (206)431 - 3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206. 431.3665 ;AA' . a. ui 2 00 .0 cow J (n w W 3 _ a F- W 0 o ui U N iz I 0 1 SENT BY: ENGINEERS NORTHWEST; 2085254419; NOV -17,00 1:27PM; PAGE 2/2 8 -3.1 Bove NET VGINEERS NORTHWEST, INC. 369 WOODLAWN AVE. N.E. •ATTLE. WASHINGTON 98115 ANEW A - 3.1 1� 4 be 8 Lb'1)&41- I 4 4 - 1 : 1 - (yip ) � 3 76 - c0 x•Pcy wtxxa P6E A ' • fit 2 Roi, de 4 "� /46?ii It/'.SNeei S - 3, FUEL Ac n 83.1 OWN: al, i ENQ'O: " t , JOB NO: 4, D A T E : N - 1 -00 SHEET: 5 k - 55 . . I SENT BY: E N V I SEATTLE; 208 522 8808; OCT'-0O I f :31AM; ; --- • •••• 1 • 40 .4"WVA AI, 1 * iiin1141MMKS NW 4 ' 1 •. t. •■• • • • •I • •!.: • •••■ • • ....1••• • .. (-- gMfebeJ z.zrto 8 ki/ h.)0111472- its) «d «7 AaCAttot iv trAvrair c etti 0" a tu/ Argwo'c x 4 1 - v" c.d.? Prtor /44#4 , Ion( 37,10-3 ra aLock/, • • • • • .4 ■• •13 • • PO • •••••‘. ;5. ••••••• •• • :•1 . I. J • I 4 S • • • • I . ...IV: . .1, • r 4 1 . " C•• 1-.1: . 7 . f -I-. : • 1 % to (R • ... : _..4.. . :1. . E us • • i •., At lf k .f C' 41 _ • IL-J , ';',1, 4 - 601 s 6P7,96ei , • - r , t j ...,,,, -- 41 • .. v 3 e •-7. : .: ... ..... ,_. " ..s. co da v 1 \c e cA ..., w .... r... r A , le - L. .96;,, g . -•-•-•E-■• 4. I L. I. Cl ...r. • . --, . l , e_. c - %. 4 = lir t -. 'AS. x. 74 . • - . : .... 0 ., ,.■ o • •*1 c• s...c Z.; . •x .) M. • •, . • .;•• 10/30/00 MON 11:17 LTX/RX _NO 711411111 (-- 0 64 December 15, 2000 Duane Griffin City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 Reference: AboveNet Communications, Inc.; SE -1 Smoke Detection on the Computer Room Units AboveNet Communications, Inc. 408 387 6888 (Main) www.above.net 50 W. San Fernando St., #1010 408 367 8888 (Fax) San Jose, CA 95113 Following up on your recent meeting with John Lang of Sabey Corporation we would like to formally address the concern raised with the smoke detectors installed on the Data Aire computer room units. AboveNet Communication, Inc. is prepared to assure that these units shall be deactivated in the event that smoke passes through them. We have read the correspondence generated by McKinstry Co. with regard to the code intent regarding the location of these sensors. This situation has not been a concern in any of our numerous installations nationwide however, we fully respect your concern and attention to this matter and will implement an operations plan to assure the proper shut -down of the units should the sensors fail. AboveNet Communications have installed approximately one thousand of these Data Aire units within our various facilities located throughout the United States. Within these installations, the factory installed smoke detectors have been tested where required to assure that proper functionality — that is, they disable the respective computer room unit upon sensing smoke. Although we are confident in the performance of these sensors, it is of utmost importance that we comply with your concern. Our company has invested an enormous cost and commitment in providing two lines of defense in specialty fire protection systems (above and beyond code requirement) to safeguard against any fire or smoke from causing damage to this facility or to the equipment and/or personnel within. Our first line of defense is our high sensitivity smoke detection system with "sniffing tubes" located at the inlet of each computer room unit. This system is ultra sensitive and will signal an alarm for immediate on -site personnel attention. This system is so sensitive, that merely changing the filters of the computer room units may cause an alarm. The system will be calibrated to avoid nuisance alarms but will remain ultra sensitive never - the -less. Our second line of defense includes a pre- action sprinkler system at each of the Co -Lo rooms. Each system includes hundreds of smoke detectors located both under the floor and at the ceiling level which are designed to sense smoke and send an alarm signal throughout the entire facility. Additionally, this alarm will alert our on -site staff for immediate attention. This system is proven to sense and address smoke in advance of sufficient heat build -up to melt the fusible links of the sprinkler heads. This system also has a graphics display within each Co -Lo room of precisely which sensor(s) were activated and will alert our personnel as to the exact location of origin of smoke. With both lines of defense properly commissioned and activated, AboveNet Communications will thoroughly train our personnel and publish in our O &M manual the immediate identification and response procedure to any fire alarm signal z w w U0 coo' J 1- CO IL w 0 ; g Q! w .. Z Z F— 11 j W 7 p 9, � : 0 H' w W, ▪ • • o ui = i O z • Page 2 December 21, 2000 activated within this facility. Our facility will be managed 24 hours / day, 7 days / week throughout the year for as long as this facility is in operation. With the above in mind, we will specifically train our staff to assure the proper function and disabling of the computer room unit(s) should smoke be detected. Although we expect that the factory- installed smoke detector of each unit shall function as intended, we will instruct our staff to assure that this occurs with explicit instructions to manually shut down the computer room unit or units located adjacent to the underfloor smoke sensor(s) that activate if not already shut down. We trust that our commitment to fire- life -safety as well as our specific attention to your concern will provide you with the assurance that the subject smoke sensors will function as intended and be redundantly backed up by our in -house operation plan. Please do not hesitate to contact us at (408) 350 -6596 if you have any questions or if we can be of further assistance. Sincerely, AboveNet Communications, Inc. Jamie McGrath Facilities Director cc: John Lang; Sabey Corporation toga's via �� Inginoo ing • Consulting • Rutting December 18, 2000 File No. 712 -00126 Information 7b Build On Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name ABOVENET COMMUNICATIONS, INC. Project Address - - - : • C PLACE, TUKWILA Permit No. D2000 -133 We have completed the requested special inspections on the subject project. All work requiring special inspection was, to the best of this agency's knowledge, inspected and reported as specified on permit documents. WORK INSPECTED . Reinforced concrete (cast in place) Anchor bolts Expansion anchor bolts Epoxy grouting Reinforced CMU Masonry Augercast piles Structural steel fabrication Structural steel erection Base plate grout Roofing installation Sincerely, PROFES • AL SERVICE INDUSTRIES, INC. Scott J. Thomas, P. E. Seattle Construction Services Department cc: Duncan Eader, Sabey Construction 1 Aspy 0 RECEIVED Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119 -1706 • Phone 206/282-0666 • Fax 206/282 -0710 DEC 2 0 2000 COMMUNITY DEVELOPMENT SIBEY CORPORATION December 21, 2000 Duane Griffin, Building Official Department of Community Development City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 Re: Smoke Test of Computer Room Air Conditioning Units (CRAC) AboveNet Communications, Inc. Intergate East, Building 4 Permit No. D2000 -133 Dear Mr. Griffin: On Wednesday, December 6 at approximately 1:30 pm, Sabey Construction and McKinstry Company performed smoke tests on the several CRAC units in Co -Lo Rooms 1 and 2. This test was witnessed by Ray Cockerham, Bill Rambo, field personnel from Sabey Construction and McKinstry, as well as myself. Three (3) CRAC units in Co -Lo and the two (2) CRAC units in Co -Lo 2 were selected by Ray and subject to the smoke test. Ray's main concern was that when the smoke detector was activated, the CRAC unit immediately shut down. This was the case in all five (5) CRAC units tested. Ray was satisfied and approved the tests. You and I discussed this issue on 12/12/00. You further requested that manual shut off of the CRAC units, if smoke detected, be part of, AboveNet Operation procedures. Attached is a memo from AboveNet outlining that their 24x7 personnel will be trained in this procedure as back up to the smoke detector system integral to the CRAC unit. Both integrated and back up procedures, in my opinion, fully meet the intent of the code and are acceptable as Architect -of- Record. Sincerely, Sabe W. Lang, AIA VP of Architecture Enclosures: stry 12/7/00 Letter AboveNet 12/15/00 Letter cc: Duncan Eader -SCI Charlie McNulty - McKinstry File REAL ESTATE DEVELOPMENT CONSTRUCTION SERVICES VENTURE FUNDING 12201 Tukwila International Blvd. Fourth Floor Seattle, Washington 98168.5121 206/ 281 -8700 main line 206/ 282.9951 fax line www.sabey.com For Th December 7, 2000 To: Duncan Eader; Sabey Construction; cell: (206) 571 -0323; fax: (206) 281 -0920 John Lang; Sabey Corporation; ph: (206) 277 -5216; cell (206) 953 -4179 fax: (206) 281 -0920 CO 0 CD w N LLB. w O ;, � Below, we have outlined a summary of our smoke test for the CRAC units to confirm N a ; functional operation of the factory- installed smoke detectors of these units. We offer the }- al following: O ' z H; U O- 0 H w w '. 1 .. Z ! I O z Ref: AboveNet Communications, Inc. McKinstry Job # 972 Smoke Test for the CRAC units in Co -Lo 1&2 CRAC UNIT SMOKE TEST SUMMARY •3 Prior to the actual testing, a magnet test (to manually activate the smoke sensor) was performed at start -up to verify proper shut down of the equipment. Differential pressures were measured and documented for all smoke detectors - see attached. The pressures were found to be well within manufacturers specifications. • The smoke test performed utilized Superior #2B 60- second smoke candles, a metal container and an extension handle. • The container containing the smoke candle was positioned approximately thirty inches above the inlet of each CRAC unit and slowly swept from side to side. • The test was performed by McKinstry Commissioning engineers and witnessed by representatives from Sabey Construction and the City of Tukwila Building Department. •:• A total of five units were tested within Co -Lo 1&2 Proper shut -down of each respective air handler was confirmed by all parties witnessing this test. These units were shut down within the time frame consistent with industry standard. Trusting the above and attached meet with your approval, we appreciate the opportunity to provide our service. Feel free to contact me at (cell) 206 - 423 -3055 if you have any questions or if we can be of further assistance. Sincerely, McKinstry Co. instry to Of Your hlldly Charles McNulty Sr. Project Manager fax: (206) 767 -9796 2 pages (including this sheet) cell: (206) 423 -3055; ph: (206) 763 -5404 (direct) RECETv�I,U;t�P oF c � 9 Z ,G) ii i jinstry Project: AboveNet Seattle -1 Computer Room Air Conditioning Unit smoke detector pressure drop summary: Differential pressures were measured across detector sampling tubes to ensure sufficient sampling of ducted air. Per manufacturers specifications, differential pressure should be between 0.03 and 1.4 inches water column. OP values indicated below in inches water column. COLO -1 COLO -2 COLO -3 Test Date: 4 -Dec Test Date: 4 -Dec Test Date: Dectector Dectector Dectector Unit No. LIP Unit No. 4 P Unit No. 4 P CRAC 1 -1 0.17 CRAG 2 -1 0.17 CRAC 3 -1 CRAG 1 -2 0.15 CRAC 2 -2 0.13 CRAG 3 -2 CRAC 1 -3 0.21 CRAG 2 -3 0.15 CRAC 3 -3 CRAC 1 -4 0.19 CRAC 2 -4 0.13 CRAC 3 -4 CRAC 1 -5 0.21 CRAC 2 -5 0.15 CRAC 3 -5 CRAC 1 -6 0.10 CRAG 2 -6 0.14 CRAC 3 -6 CRAC 1 -7 0.17 CRAG 2 -7 0.15 CRAG 3 -7 CRAG 1 -8 0.14 CRAG 2 -8 0.15 CRAC 3 -8 CRAG 1 -9 0.14 CRAG 2 -9 0.14 CRAG 3 -9 CRAC 1 -10 0.14 CRAG 2 -10 0.13 CRAG 3 -10 CRAG 1 -11 0.15 CRAG 2 -11 0.13 CRAG 3 -11 Comments: All CRAG unit fans operating in COLO -1, COLO -2 during 12/4 testing. COLO -4 COLO -5 COLO -6 Test Date: Test Date: Test Date: Dectector Dectector Dectector Unit No. d P Unit No. 4 P Unit No. d P CRAG 4 -1 CRAC 5 -1 CRAG 6 -1 CRAG 4 -2 CRAG 5 -2 CRAG 6 -2 CRAC 4 -3 CRAG 5 -3 CRAC 6 -3 CRAG 4 -4 CRAG 5 -4 CRAC 6 -4 CRAG 4 -5 CRAG 5 -5 CRAC 6 -5 CRAC 4 -6 CRAC 5 -6 CRAC 6 -6 CRAC 4 -7 CRAC 5 -7 CRAC 6 -7 CRAC 4 -8 CRAC 5 -8 CRAC 6 -8 CRAC 4 -9 CRAC 5 -9 CRAC 6 -9 CRAC 4 -10 CRAG 4 -11 Comments: Page 1 of 1 BUILDING DIVISION REVIEW Date: Project Name: Application #: Plan Reviewer: End/ initial comments. • Page 1 June 8, 2000 ABOVENET COMMUNICATIONS D2000 -133 BOB BENEDICTO Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 / 431 -3670 The description of work that is stated on the permit application states: "only demolition (structural & non - structural) w/ corresponding structural upgrades & reroof. No occupancy under this permit. T.I. buildout submittal at future date. Dito fuel tanks." Please clarify: 1. On Sheet A3.2 a wall section is shown with various construction identified. It seems that the drywall to be installed under the new composite wood joists is to provide for the required one -hour fire resistive construction of the roof system. Provide a copy of the listed assembly that is represented on this detail. 2. The wall section noted in item 1, above, also calls for R -19 rigid insulation to be installed within 1 -1/2" "cold rolled channel" furring. If this insulation is a foam plastic type, a thermal barrier will be required to entirely cover this insulation. Please clarify the type of insulation and the thermal barrier to be used. 3. Call out the required classification of the proposed new roof system per UBC Table 15 -A. 4. A new 12" CMU screen wall is shown on the North end of the building. Provide additional details to describe the construction if this is to be included in the scope of work under this permit application. If not, eliminate reference to this screen wall. z ix w : 00 co o co w � W o, 2 g Q 52 a, z ! 1a. z �! Ui 0 , N, O 1— Z U; p . w N ° o � z ,12/$P FRI 07 :01 FAX 208 298 4777 CONTRACT HARDWARE INC. 11002/002 PROM 'CURRIER MA CITY I A \ QON ' 643, 424 12306 December 27, 2000 Mr. Marc Goodwin Contract Hardware 925 Elliott Avenue West Seattle, WA 98119 Re: '.Astragals Cm. Rated Pairs Ja "r se , Customer Service JL /dp Vus., MAMCGLoyampeimMey CURRIES CURRIES Company • 1602 12th Street NW • Mason City, IA 50401 - 2542,,, Mailing Address: P.O. Box 1648 • Mason City, IA 50402 -1648 4 Phone: 641.423.1384 • Fax: 041.424.8900 2RJ. 12 -27 09300 11209 8.01/01 Dear Marc: An astragal is required on a pair of doors with a 3 hour rating. An astragal is not required on a pair of rated doors that are rated up to and including 1 1 /2 hours. If! can be of further assistance, please do not tic ltate to call. Sincerely, CURRIES COMPANY ASSAASIDY 44422 ' Yx2S,,,P m.Y240, 4 ...,,wr•w to4utiw Wk.. 1•:,..+p,Q.01 cc 2 fi g ;: 9 N LL' W N D = 0 W ' ? � w w ` ' 0 y Iu co t .. z p ' Reid iddleton June 5, 2000 File No. 26 -00- 005- 017 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal AboveNet Communications Inc (D2000 -133) Dear Mr. Griffin: General TegaiMSOMMONSMStarA r 1 t � � !( 44ii CR E O E I V E D JUN 0 7 2000 CUNIMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. The extent of proposed demolition should be clarified. For example, the foundation plan on Sheet S1.1 identifies areas on the south and west sides of the building to be demolished. The roof plan on Sheet S2.1 makes no reference to these areas. The design makes substantial use of ASTM A500 hollow structural tubing for columns and strongbacks against the existing precast panels. Since this specification is consistently used by manufacturers to produce sections at the lower end of the tolerance, the American Institute of Steel Construction (AISC) recently issued a statement suggesting that section properties be based on 0.93 of the nominal wall thickness. (Reference AISC Modern Steel Construction, February 1997). The Engineer of Record should verify the effect of this on the design. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 i/ 5. Mr. Duane Griffin City of Tukwila June 5, 2000 File No. 26 -00- 005- 017 -01 Page 2 • The General Notes on Sheet S1.0 should include appropriate notes for wood and engineered wood products. There is a section cut shown near Grid A between Grids 5 and 6 on Sheet S1.1 with no reference. V 6. There is a section cut shown near Grid L between Grids 2 and 3 on Sheet S1.2 with no reference. 7. An elevation symbol for the south wall references Sheet S6.1. The south wall elevations (inside face) are shown on Sheets S6.2 and S6.3. Similarly, an elevation symbol for the interior shear wall at Grid D on Sheet S1.1 references Sheet S6.1. This wall elevation is found on Sheet S6.3. 8. Precast panel numbers 56 and 57 are shown for the interior shear wall at Grid D on Sheet S6.1. It may be appropriate to identify all precast panels in a similar manner on the foundation plan or a key plan as appropriate. 9. A section cut referencing H -5.1 is south of Grid A between Grids 5 and 6 on Sheet S2.1. The reference appears to be incorrect. 10. An elevation symbol for the interior shear wall at Grid H on Sheet S1.2 references Sheet S6.1. This wall elevation is found on Sheet S6.2. 11. A section cut referencing K -5.1 is taken near Grid A at Grids 3, 4, and 5. Section K -5.1 does not exist. 12. Details for the C6 x 13 and W27 x 84 beams on Grid A on Sheet S2.1 are not found. Please clarify. 13. A section cut referencing G -5.1 is taken near Grid B between Grids 7 and 8 on Sheet S2.1. The reference appears to be incorrect. 14. A section cut referencing G -1 is found on Section F -5.1. The correct reference appears to be H -5.1. 15. Provide details and complete structural calculations for the roof framing over the opening between Grids A and B and Grids 5 and 10 on Sheet S2.1. Reid iddleton co • ws; w _ a m, F. . O z f- w W , o�j q 1, w w .' ~ O ILI fit; z; p . 1 Vertical Mr. Duane Griffin City of Tukwila June 5, 2000 File No. 26 -00- 005- 017 -01 Page 3 Foundations Lateral 16. Provide calculations checking that the capacity of the existing pile foundations are not exceeded as a result of modifying the building loads, including loads imposed by the additional fill material below elevation +4' -6 ". 17. The general notes on Sheet S1.0 indicate requirements for pressure- treated timber piling and inspection of pile driving; however, it is not clear on the drawings where the new piling occurs. 18. A cast -in -place pilaster is identified for the interior shear wall at Grid H on Sheet S1.2. Detail A -6.1 for the pilaster is referenced on the wall elevation on Sheet S6.2 but is not found. A similar condition occurs at the shear wall at Grid D. Please clarify. 19. Please clarify the condition that occurs at splice locations in the existing glulam roof beams shown on Sheet S2.1 and S2.2. 20. Provide calculations qualifying the design of the TS columns and concrete pilasters along Grid A. In addition, the size of column ties shown in Section D -4.1 is not shown. 21. Provide details and complete structural calculations for the roof framing at the extension south of Grid A on Sheet S2.1. 22. Wood shear walls are identified on Sheet S1.1 between Grids B and C, and between Grids E and F. Note 6 on Sheets S1.1 and S1.2 call out a wood shear wall schedule not found on Sheet S1.1. Sheet 10 /SHR of the structural calculations reference the design of a wood shear wall; however, no details are found on the drawings. Please clarify. 23. Provide calculations qualifying the adequacy of drag struts and drag strut connections for discontinuous shear walls in both the north -south and east -west directions. Reference UBC Section 1633. Reid iddleton 24. Provide calculations qualifying the design of all shear walls, including the effects of wall openings and anchorage to foundation. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. Mr. Duane Griffin City of Tukwila June 5, 2000 File No. 26 -00- 005- 017 -01 Page 4 If you have any questions or require any additional clarification, please call. Sincerely, Reid M . . . et, n Inc. Bridn C. Moon, P.E., S.E. Senior Engineer bjr \26se \planrevw\tukwila\00\1017r 1.doc\bcm cc: John Lang, AIA, Sabey Architecture Daniel Lake, Engineers Northwest (fax only) Reid iddleton July 7, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review Abovenet Communications - (D2000 -133) — Revision #1 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -133 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 N D U) w' w; 0 IL w ` LU D p ' 0 u O , , ell co ' ' w ' . F i O . Reid iddleton July 24, 2000 File No. 26 -00 -005- 017 -20 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Revision #1 AboveNet Communications (D20O0 -133) Dear Mr. Griffin: We reviewed Revision #1 of the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. We have no comments at this time. Enclosed are the drawings and structural calculations for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc I. Bria C. M on, P.E., S.E. Senior Struc ural Engineer bjr\ 26se\ planrevw \tukwila \00 \tO17r2O.doc \bcm Enclosures cc: John Lang, Sabey Architecture Daniel Lake, Engineers Northwest (fax) Biao Huan E.I.T. Plan Review Engineer Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 DEPARTMENTS: Building Division (� U Id ..0 0 7" Public Works (it4 v1& lo• .dv WNN0IIII.000' Nrl PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D2000 -133 DATE: 10 -19 -2000 PROJECT NAME: ABOVENET COMMUNICATIONS SITE ADDRESS: 3433 S 120 PL SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 3 After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete . Not Applicable n Comments: TUES /THURS ROUTING: Please Route Structural Review Required tt{uCj(iKd • .... f'. Fire Prevention VN Planning s ion ht& tt" 24-o° (r4. I0 a Structural n Permit Coordinator REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 11- 21-2000 Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: I ."` .•;>,rort.�;�cnra�u.r�+... ,r,c1. «•,.�tivn:w.: n.'rv.ant: DUE DATE: 10-24 -2000 No further Review Required DATE: n ACTIVITY NUMBER: D2000 -133 DATE: 7 -3- 2000 PROJECT NAME: ABOVENET COMMUNICATIONS S1TE 3433 S 130 PL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # I After Permit Is Issued DEPARTMENTS: Building Division AV 1 -uri) Public Works Complete Approved NRRO111) OOC 5/.1 Approved 7 CORRECTION DETERMINATION: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fir vention 154 14 a- 1+10D Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR/CORRECTIONS: (ten days) Approved with Conditions Approved with Conditions REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 7- 6-2000 Not Applicable n Comments: No further Review Required DATE: DUE DATE 8-3 -2000 Not Approved (attach comments) F1 REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) n DATE: ACTIVITY NUMBER: D2000 -133 DATE: 6 -12 -2000 PROJECT NAME: ABOVENET COMMUNICATIONS SITE ADDRESS: 3433 S 120 PL Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: i ding Division 451 L s�1 t Works 1 (O -0) PF1'+ r PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 41 Incomplete n Not Applicable n Comments: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: 11'RRU1111.DOC WI Approved Conditions Fire Prevention n n Planning Division Permit Coordinator DUE DATE: 6-13-2000 No further Review Required DUE DATE 7 -11 -2000 Not Approved (attach comments) DATE: (0 n CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: DEPARTMENTS: f i RT Division [4 Public W rl<s AUG y Approved \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D2000 - 133 DATE: 5 - - 2000 PROJECT NAME: ABOVENET COMMUNICATIONS SITE ADDRESS: 3433 SOUTH 120T PLACE Original Plan Submittal XX Response to Incomplete Letter # 1 Response to. Correction Letter # Revision # After Permit Is Issued ve Fife Prev 4W& -i Structural - I4'00 Planning Division Permit Coordinator Mir DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5- 16-2000 Complete Incomplete n Not Applicable n Comments: TUES /THURS ROUTING: Please Route Structural Review Required a<1 No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved I Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: CORRECTION DETERMINATION: REVIEWER'S INITIALS: DUE DATE 6 -13 -2000 i - ! 'cro D g DUE DATE Approved with Conditions n Not Approved (attach comments) DATE: re 2 w 0 w =' J I— • LL, uj 0 g lL Q _ o w Z Z° uj U 0 . 0 co 0 I— w w - 0 • Z . : H =" 0 F "! z Revision • • ` No.. Date Received Staff Initials bate Issued ''Staff Initials 41 I 1 'CO I - 7' 2,1--D I • .�- 16 Summary of Revision: v(se'd nw S• (trrIoi rim ann L° iy16. See Shts. #5 51 -0 51 1 . Z. 51.(-1 5155 52.1 52.2 52.3 ,S2.u. 53.1. 14.1.514. �L . 55.l ) .$5. Z. .3 4 . Rec By:' 4.L4 CI) /- i ltaA,� u Revision No. Date Received Staff Initials Date Issued Staff .:.: Initials 4 2 1 ID - 10 - 00 I E9 Summary of Revision: sh AC. 2 : C h e_ 1 oc ,�*j uh o-i- I- hov r wit& Ex It C w v •‘ clo r vA1aJJ 1 — erA A2. • q: P 1 r , �, orYA Vi e 0* OYre&I.k, 1 O Om / IDUncIP Received By:)( Revision No. ' ' Date Received Staff Initials Date Issued' I Staff Initials Staff Initials - 4- s I 10-11 -00 I c.1B I ll -4,00 ob Summary of Revision: total< . - 1 ' D Induct i n c ) C . ( L eS A3.2 c . � In the c air i n` Carlopg Received By: Received By-' (2_._ I 0 Revision No. I Date Received Staff Initials Staff Initials Date Issued Staff Initials I I . ___ .. • 1 I I Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials I I I Summary of Revision: Received By: _ _ PROJECT NAME: A Site Address:3 5 120 PI I � S(o. RD REVISION LOG J :YA+t+z?.fiS7.f4�� !ul!S'A'l�.'J'!.R,T{ 1114^ �9! 4Y�s4NFMaFS;X+. »E's•�y�: tYr+Y..aYt,rtMa.'�>A M1.!F!"a iru�r, '; -. YF��n�Y.,° -i : y^.+F.'.; +AMY a *Y :}Zq.^rr PERM). 140:.. D2.000-133 Original Issue Date: L (pleashprint) (please print? (please print) please prin p prin t)• ; . c rner?aww, z z re 1 1 J 00 0 CO 1-- • LL W LL Q �a 1- • W Z � Wo ' 0 tu O N O ,- W W` H V' , z i 1— z z tu re 2 00 u. W ga y2 a CONTACT PERSON: 41/4 li W v b PHONE: in- /6 _ Z F , I- 0 LLI 0- O I- UJ =0 1L - O: wz 0 z REVISION SUBMITTAL DATE: 0 PLAN CHECK/PERMIT NUMBER: P 911 ✓ l�� PROJECT NAME: PROJECT ADDRESS: REVISION SUMMARY: kfretle ailec #/ SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Obi2,0( cm lz -o gT 60*VoNy ,tff ( Itatt CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 cogto . ' 1 -000 3/19/96 Date: � 3 ' 0 0 ❑ Response to Incomplete Letter ❑ Response to Correction Letter 4 Revision after Permit Issued Project Name: 4 30Va, NET CO1 /&l I C4T /DklS Project Address: 3'133 S 0 . 120 /7L Contact Person: J 0 k'l L 40.9 Phone Number: l" o- l` 2 / &a Summary of Revision: /< C'/ e( Pi/ t2 f K (-,o 1 ✓I, f t Wvf l0✓1 . IV in Sierra on 1' 'v CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: P2 0co - 33 (r+ 4 fzeti l.. CITY OF TUKWILA JUL - 3 2000 PERMIT CENTER st•o si.I i S1.L 51.4 S 1.5 c2.), S 2.1 S 2.$ Sheet Number(s) S Z' `t , 53.1 54 5 L� 55.1 55.2 55. S u. t S&•2, 56.3 "Cloud" or highlight all areas of revisions and date revisions. ''Sub to City of Tukwila Permit Center Di3 3/4/99 O Response to Incomplete Letter # O Response to Correction Letter # ® Revision #3 after Permit is Issued City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: October 19, 2000 Plan Check/Permit Number: D2000 -133 Project Name: Above Net Project Address: 3433 120th Place, Tukwila, Washington Contact Person: John W. Lang, A.I.A. PO RECEIVED CITY OF TUKWILA OCT 1 9 2000 PERMIT CENTER Phone Number: 206.281.8700 Summary of Revision: Revisions to sheet A3.2 including changes in the outside air intake canopy. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 10-19- CO 6300 Southcenter Boulevard, Suite #100 ! Tukwila, Washington 98188 ! (206) 431-3670 ! (206) 431- 3665 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: October 6, 2000 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision #4 after Permit is Issued Project Name: ABOVENET COMMUNICATIONS, INC. Project Address: 3433 South 120th Place, Tukwila WA Contact Person: John W. Lang, A.I.A. Sheet A2.4: Plan change at Break Room / Lounge. Sheet Number(s): A0.2 & A2.4 "Cloud" or highlight all areas ofrevision including date ofrevisio Received at the City of Tukwila Permit Center by: WO-br- City of Tukwila Department of Community Development Steve Lancaster, Director Entered in Sierra on I b ' (a -0/) Plan Check /Permit Number: D2000 -133 Summary of Revision: Sheet A0.2: Change in location of 1 -hour rated EXIT Corridor Wall. Phone Number: 206.277.5216 Steven M. Mullet, Mayor CITY OF TUKWILA OCT - 6 2000 i'CRMIT CENTER 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • (206) 431 -3665 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D2000 -133 (510) toreolow X AB07 !g147WT'e.wu'Atl!RE4??7P4Rkl ANTN May 15, 2000 Re: Abovenet Communications, Inc. - 3433 South 120th Place Steven M. Mullet, Mayor Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving 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 designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 2. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 3. All electrical work and equipment shall conform Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 ct c..) 0 CO W O' Q . F—W Z �`: 0 lij n ▪ o. co 0 CH I W W U. Fn' W Z H= City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 2 strictly to the standards of The National Electrical Code. (NFPA 70) 4. Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 5. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, 5(0 The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 - 575.4439 ,<,n, . Jea■t � y - ImmiwPosmtVatimmittaingrentea 1, z �i tom; n e w ■ C.) 0 LIJ w O 0 w w O rnl uw W H v LL. — 0 • Z' O I - z Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 Dental units 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 . L Hose bibb (interior) 5 3 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 yQ Al Sink, clinic, flushing 10 10 Sink, kitchen 4 2 Sink, other - 4 2 Sink wash, circle spray 4 4 Urinal, flush tank 3 3 it filo Urinal, wall or stall 5 5 Water closet, tank 5 3 10 Water closet, flush valve 10 6 /b Non -R psidential Sewer Use Certification (To be completed for all n.. sewer connections, reconnections or change of ,...d of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at (206) 684 -1740. (Please print or' yaee t ► w �, t ( f Owner's Name 11'`t �/ (Last, First, Middle Initial) Property Legal Address: Subdivision Name Lot # Subdiv. # Block # PrW#treet Address 717 • .10 ATI /�/� City, State, Zip V APETEM/iifl' Owner's Phone Number ( b ) Z/ 1- slot Owner's ilin9 A1dres g d_ _ r nt from a - e) f ' /,lit ir l *!iL A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units __ 20 1058 (Rev. 2/00) Total Fixture Units 7.1 RCE For King County use: Account # Monthly Rate Six Month Due White — King County part ; t' Al .' taY9 ""tOSq"f"taVOVI'Rn,raxrp m;.:.vc uwea nnxr ..crw« Property Tax ID # 1O1 Building Name (if applicable) Party to be Billed (if different from owner) Party's Mailing Addrw or Property Contact Phone # City or Sewer District Date of Connection Side Sewer Permit # Demolition of pre - existing building7$es'No Demolition Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /days Residential Customer Equivalents (RCE): 187 gallon per day equals 1.0 RCE Total Discharge (gal /day) _ :1 1 187 C. Total Residential Customer Equivalents: (add A & B) A B 1 Date Yellow — Local Sewer Agency Oaf- lab RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviatio will require re bmission of corrected data for determi - ti • of a - ised capacity charge. / Signature of Owner/ ' d Representative Print Name of Owner/ Representative ` kv ink Sewer Customer RCE Me* W1t.t- /10, tfr6 9100 / F625. 052 -000 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONTGENERAL L, R EGIST # �EXP DATE CI CC01 SAB EY033KM `12/31'/2000' EFFECTIVE D 0 . . � .44'+ _nY a - -• r.fl....... .. t ft.,.. w.. . ... • ... .ai. - ., ✓r, .» -SABEY CONSTRUCTION INC 101 ELLIOTT AVE W STE 330 SEATTLE WA 98119 R25-0524M (8/97) Detach And Display Certificate REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. ## EXP. DATE CCO1 SABEYCI033KM 12/31/2000 EFFECTIVE;DATE 05/14/1997 SABEY CONSTRUCTION INC 101 ELLIOTT AVE W STE 330 SEATTLE WA 98119 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold G) 0 C - o m co P ACIFIC 1IIGH\NA`C F --------, \ / 7 \ ,7/ , .. ri PT I \ I .---* - —____________ - -------___ i \ J!.--I111114+1,,,IIIHIHlit \ \ _ ,!!1--1- 111111111111111111T17111111111111111 — 111 south Li BUILDING 5 188,222 S.F. OCCUPANCY F PARKING 1/1000=188 I-FR SPRINKLERED 57-471-- KV-EN S-0- C 0 4 :3 CV ILO to EQWFMENT h YARD , A DOC OPEN F1R!TT _____ __________ z P p2Doo- 133 I irtJ PARKING 1/1000=108 LIGHT EALM L. BUILDING 2 c R 107,489 S.F. V-N SPRINKLERED OCCUPANCY S / CHILLER YARD CL ! 1 I 19E, 111111111111 11111111111 RAINIER COLOR McLEOD USA VACANT RI ; I mil ITriTH I :.14q4 c ‘ E11 1'1 : r I r 7 1 r 2 HR LUALL L BUILDING 1 98,564 S.F. OCCUPANCY F PARKING 1/1000=99 1 V-N SPRINKLERED t +141 2 HR WALL BLDG. p 111111 Ilfrqt1P,H111111111 1171"711111 '1 111444!•11111 II L 8 ) i ) ) ; 1 2 HR WALL BUILDING 3 200,868 S.F. OCCUPANCY F PARKING 1/1000=200 V-N SPRINKLERED • - 7 D2000 I 3i 4- CI) C I 1 I s I / pe'm 5/0k) \ I Cl c f 1G -C ) A 30% REVIEW 5/4/00 5 SEIRA ACTION 5/8/00 N 7 I REVISIONS X ISSUE DATE t:rt'cli M1 7 I v7gZ: co,),03 oi CONSULTANTS .s -- nrielgatiga t'a'e • T TT 111111111.111=1.11 <4 )Z<\ DRAWING SITE PLAN IDLE IGE OVERALL PROGRESS DATE I CORRECTION RE: 4130vENET.ERT5 LTR# PLOT PROJECT NUM.: 120330 I DRAWN RE IND ACAD CHECKED AT APPROVED BY: * -'SA DRAWING NUMBER: VI S BEY ARCHITECTURE ED 4eDi cz , 30 , it:„„ i g le msam IPERMIT CFNTER Sca le: l' A 60' (.....(-) I METAL PANELS , S DafrNg W FORT ROGF MEMBRANE BLOCKING f �\ \ � I FgfriN19... METAL ccP11� rrP uP 2xm Iu Bi Ir�r3r 1 ` PLYWOOD a® COLUMN fl WE, SEE 5,TRuCT LL 0 \ IY \ L^ 'W W . Ql curt exs �JGD aCr.a I if e / erOS n / � ` B- �]StFEr Yv3 rGtt 00 e.4N®PY /z4�el>4 I,I LL SCI4 oFINI, ---- ME - AL ROOF - WOOD STUDS, SEE STRUCT. 1 1 _ l E.IF.S. - PLYWD. INSUL. r_YWCOD / MTL FLASHING / ;- ® // / 4,4 S =- - I.BE C T 1 9-, / i �— 5i8" GWB. — ALL THREAD ROD, SEE STRUCT. y NAILER, SEE STRUCT. I -- I '� STL. TUBE, SEE STRUCT. J BENT PLATE, SEE STRUCT. LOUVER REFER TO STRUCT DILL. FRAME / SET SCREEN \ ____,,.../ St IN PERIMETER FRAME / B -52 ON SWEET 552 n 4.IP 11\17A<® C4N,10 EE � ) L01.1YER; -?',4D E IF.S. 3/4" PLYWD. 4 CA, G-ALV, SHY, MTL METAL PANELS TO MATCH ROOFING MATERI FASCiIA FLASHING -- c ASHING PT. EFT-1 FLASHING d" ----------- ROOFING `■ RIGID INSUL. 3 -I/2" 20 GA. STUDS - - - - - - -- - _- a I' -4" O.C. Ath WALL TYFECC W (LEST ELEVATION Roo; . e�s J 1. 4IR 1\17•4‹E 1 EI.,E''®°, of ROO; G4N Y ®P ` I \ i ...,_0.. ; V4 . P -0" '.. PAINT P- ' 4 STEEL TUBE BEYOND, PAINT EPT -I MTL. FLASHING, FAINT P- BIRD SCREEN --- FRAMES TO CT, ct T. '''c `STRURUCT, - �' '. STRUCT. FRAMING I j �4 _ t-ORIZ METAL PANELS .3-1/2'' 20 GA. STUDS 1' - 4" OC SEE FOR 0505. DTLS. MTL. GRATE .�;� I�iI E f l 74>< WALL' i- - � o i, I / /i T 1 'd U „9 -, I R.1n.6, ANCHOR IN WALL MTL ,GRATE GRADE BM BEYOND 3 -I yUMP CsF ID LINE a arc TO( e \ Dzccc l33 TOP CF FASCIA EL 122' -6" SOT, OF STEEL EL 6' -6" TOP OF SLAB TOP OF EXISTING SLAB EL 100'-0" Sale: ! /4 °.P -m• S TOP CL: PLYWOOD a RIEtGS EL 126 -2" 4" a 5,43.1 TOP CF PLTECOD e EL 127 -2" "TOP OF PLYWOOD e GRID 4 EL 126' -6" TOP CF PLYWOOD BOY. OF STEEL LOUVER ---_ E_ 104 -6" 11 SECONDARY SP.2INKLERI RJe7 CONTAINPIENT TANK WITH EPDXY COATING NEW CONCRETE GRADE BEAM, WALLS SLAB -SEE STRUCTURAL i —1_L 432 J vl TOP CF FASCIA EL 121 6,VEER ) \ Y TOP GF .% AR1E5 � EL !26' a 6' TO !26' -!�° BOTTOM CF LOU EL 11E, \ CEILING- 1- F_Ke4T s 1w' RAISED FLOOR A TOP OF SLAB 100' -0° MER DIESEL ENGINE R -30 BATT INSULATION WITH KRAFT FACING, VISOJEEN VAPOR BARRIER 2 LAYERS OF I," TYPE X GWB RAGED FLOOR 45 DIESEL EXHAUST �— W!3° INSl1LATION FLEX CONNECTION TOP CF EASGIr EL IT 6 , VERIFY TOP , WALL EL 1:16 -6 TO COLO 6 133 S min anussions - MTFLER SUPPORT STRUCTURE, SEE MEGH, DUGS GENERATOR FLOOR DRAIN SPACE BETWEEN BAIT INSULATION AND ROOF SHEATHING MUST BE LEG THAN b" ENGLE -PLY ROOFII. MEMBRANE OVER 4° (R -30) RIGID INSULATION OVER EX15TINl IR" PLYWOOD SHEATHING 0/AR STRIJCNI E SIRJONRAL SLAB ui4LL ezci. on] c eoLo S c a l e : 0 I' - MFN I LLIL DI RPJ E'NCLCSURE 0 RPU NC /_06UPE NEW FLASHING OVER BUILT -UP P.T. DIMENSIONAL LITIBER EXISTING 5 I," PRECAST CONO TE — WALL \ SCUND CELLS MOTORIZED DAMPER — FILTERS / „ W L TYPE 3C DR 106 \ STANDING SEAM METAL ROOF OVER STRiG TE, DELI' OVER -Le TEE! FRAMING - : 71777-1-17771 GEEING aEIC -i," EL !I " RAISED . LP�."MC^._ EL 191' - TOP, ,s, IRS 10 RE BON MO ow -t S BEY ARCHITECTURE CONSULTANTS G ' ©U .E /52/ 3'23. REVISIONS MIT GE. Ek 6t dgClt CA P DRAWING TITLE: PROGRESS DATE -. LE: ABC /6,75,E -S, AB V= 032 "w: 'LOT: - 2P,OJECT NUMBER DRAWN EY: 7 2. CHECKED BY: APPROVED BY: SHEARWALL SCHEDULE R EF 1 ICBO REPORT N0.4144 MARK OUTSIDE FACE 1 0.100iA. n DN FASTENERS I ', . ICI EA OR SIDE JAMBS DF, ) (TYP T DO ( : 600XC16 16ga STUDS 1 r' g"MIN SPACING CONNECTION THRU BASE R TO CONCR SLAB HILT,'. 0.177 "0 DS FASTS D ER SPACING EMBED 1ij CAPACITY CITY (PIf' . )' AT . SPACING EDGES PANEL (BLOCK FULLY) '. SPA AT EDIATE I N SUPPORTS OA 15/32" CDX PLYWOOD 2 o/c 1 12 oc SIMPSON S /HD8 w/ y ° e HILT, HY150 EPDXY BOLT -EMBED B ".. 16'o /c 87oc 555 OB 15/32" CD % PLYWOOD 3 "o /c 12 "oc I SIMPSON S /HD8 w/ f.."0 HILT, HY150 EPDXY BOLT(EMBED 8 ') 1 16'a /c B "oc 435 (660 ®JAMBS) ROOF RE-NAILING SCHEDULE MARK CONTINUOUS PLYWOOD EDGES 1 OTHER EDGES ACC 2 ROWS 10d ® 4 "oc NONE ,07 1 ROW 10d ® 6 "ac NONE ROOF RE-NAILING PLAN NOTES'. USE , 10d COMMON (0.148 0x2 MIN. LEDGER). 2.) RENAL DRAG /SHEAR. WALL LOCATIONS AS NOTED ON NAILING PLAN w, - ROWS Tod ® 4 "oc (S e") 02o00 i33 NOTES 1.) BLOCK ALL .PLYWOOD EDGES w /16GA. TRACK (TYPCAL) 2., SEE SECT. H -4.1 FOR END WALL DETAIL -9 GENERAL NOTE re & „ - Ab Ofere; : Intergetd Ecst), Tukwila, EeD:. Contact - Bob BeneC :c'o (206) 431 -3670 "SIGN CODE AND STANDARDS VISUALLY GRADED TIMBERS (5 °X5° & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2" OF THICKNESS) POSTS & TIMBERS (WIDTH 2" OR LESS OF THICKNESS) _ m Building Code e. .a, �acility - 25.0 psf. - 25.0 Isf. _15, snow exposure factor - 0.7. • d in the design. :p =1.5. Na= N4 =1.0 will be picked up at ed into the 6J (Hu ,; 15. .+_._ not included in uplift design Dods ore to he considered: y 1. other auctions as noted on FOUNDATION CORCANCE ,171 SOD REPORT NO. E-25,9-32, DATED JUNE I, 2000 BY EARTH 'NC :8 IN DEM ETER, 50 TON C AUGER CAST PILES SHALL HAVE BE NT IN FIRM SOILS, SEE PLAN FOR UPLIFT PILE LOCATIONS WITH ENGINEER RECOMMENDATIONS - USE F PSI, 9 SACKS OF ONCRETE. EMBEDMENT PER SOILS ENGINEERS RECOMMENDATIONS, SEE CAPACITIES DO NOT INCLUDE EFFECT OF DOWNDRAG DUE TO FILL. .LL INSPECT. THE i.NSTALLP "ION OF THE PILING AND WILL!.MAKE FINAL ON EMBEDMENT AFTER REVIEWING FILL. SUBMIT PILING RECORDS TO ,ES- AND BUILDING DEPA.RTMEN - . PREPARE SITE PER SOILS ENGINEER'S /2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE SLABS SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER.. R SOILS REPORT. ULTIMATE STRENGTH DESIGN METHOD USED. AC! CONCRETE AND SELECTION OF MATERIALS SHALL BE IN CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE UCE A. DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS ZERS ARE USED) WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS uE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. MAXIMUMWATER /CEMENT = 0 -49. 3/4" CHAM ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL HORIZONTAL TE EXPOSED TO WEATHER WITH 3% TO 6% AJR BY VOLUME.. LIMIT WATER CEMENT 1 G.45 AND USE TYPE V CEMENT WHERE SOILS "WATER SOLUBLE :SULFATE EXCEEDS 0 2C CENT BY WT. ADD NO WATER TO .CONCRETE AT SITE:' IF INCREASED WORKABILITY S REQUIRED. CONTRACTOR S TO. JSUBMIT A MIX DESIGN THAT WILL ALLOW THE'ADDITION FIXED OF FIXE AMOUNT '.WATER REDUCING AGENT'S OR A FIXED AMOUNT OF SUPER- PLAST1CIZER AT R TE E °WANT. OR COLD WEATHER DG NOT USE'',HER R CONCRETING THE TESTI NG F ASH 1N CONCRETE FOR S LAB MUST PROJECT APPROVE TH ACI 3Q6R T OL_OW C LI METHOD OF COMPLIANCE A. CERTIFY THEIR APPROVAL WITH EACH CONCRETE" CYLINDER THEY LAB CAST. TESTING LAB TO NOTIFY THE ARCHITECT IMMEDIATELY BY' FAX AND PHONE OF AN'f NONCOMPLIANCE. REINFORCING 'STEEL CON.,RE ?E RFiNFORC ItJG STEEL SHALL BE OEFOR MED'PER ASTM A615; GRADE 60 ' y = 60,000 05 0 '1AP' CONTINUOUS P C ORNET CiAG BARS 44 BAR DIAMETERS„ 1'-10°,. M In. MJM UNLESS NOTED OTHERWISE. CORNER BARS (1' -10" BEND) TO BEPROVIOED FOR IT,P4 -A••_ REINFORCEMENT DETAIL STEE iN A.000RDANCEWITH "AC[ MANUAOF E FP ?RC '.CE OF DETP DI REINFORCED CONC RETE STRUCTURES ". '. WELOED''�. WIRE 'ww) TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH S7ANGARD AC[ HOOKS. COVER TC MAIN REiNFORCEMENT TO BE: BOTTOM 0 FOOTINGS 3 INCHES' FORMED SURFACES. .WEATHER & EARTH FACE 1 -1/2. INCHES INTERIOR FACE 3/4 INCHES REINFORCING STEEL WELDING JS� .li Ar06GRADE60 (f = 60,00 psi) FOR ANY REINFORCING THAT [S TO BE W_OD. FOLLOW PROCEDURES OF ANSI AWS D14 -92, "STRUCTURAL WELDINGCODE - DRCING STEEL ". USE EBOXX LOW HYDROGEN ELECTRODES CONFORMING TOIANSI /AWS OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES: MAINTAIN A MIN MUM PIREHEAT AND INTERPASS. TEMPERATURE r 5G'DEGREES FO . 7 THROUGH ENDS. BARS. DO NOT WELD NO. 74 AND AMBIENT TEMPERA ARS. DO NOT W J W'TH N 3- INCHES OF BENDS. LET H. COOL NATURALLY TO AMBIENT TURE AFTER WELDING; DO NOT QUENCH. 1,5E CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. ,. STRUCTURAL STEEL AND MISCELLANEOUS STEEL I ALL WORK IN ACCORDANCE WITH 'AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL. STEEL ASTM A -36 (Fy= 36,000 PSI) UBE COLUMNS ASTM A -500, GRADE 0 (Fy =46 000 PSI)' 'W£LDHEAD STUDS ASTM A -108 (Fy= 55,000 PSI) MACHINE BOLTS ASTM A -307 HIGH STRENGTH BOLTS ASTM A -325N ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MEZZANINES ARE ASTM A -325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT ONLY. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS. IN ACCORDANCE WITH - SPECIFICATION FOR ',STRUCTURAL JOINTS USING ASTM A -325 OR A-490 BOLTS" (11 /13/85). 'PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING ' CON TRUCTION" WELDS NOT SPECIFIED SHALL BE 1/4", CONTINUOUS FILLET MINIMUM., 1 ALL WELDS BY CERTIFIED WELDERS. ,USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED META_ ARC WELDING' OR EQUAL ELECTRODES.. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE SPEC'1FICATIONS FOR ITEMS TO BE GALVANIZED.' MASONRY REINFORCED HOLLOW'UNIT MASONRY WITH SPECIAL INSPECTION REQUIRED, F'm 1500 PSI. USE GRADE T N" HOLLOW LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO UBC STD. 21-4. USE TYPE SMORTAR BY VOLUME: ONE PART PORTLAND CEMENT, 1/4 TO 1/2 PARTS HYDRATED LIME ANDDAMP LOOSE AGGREGATE NOT LESS THAN 2 -1/4 NOR MORE THAN 3 TIMES THE'. SUM OF THE VOLUME. OF CEMENT AND LIME USED. FILL ALL CELLS CONTAINING'. REINFORCING AND WHERE NOTED,WITH GROUT -MIN. STRENGTH, 2000 PSI.. USE COARSE GROUT ONLY WHEN CLEAR CELL EXCEEDS 3"X3 ". CLEANOUTS REO'D. FOR GROUT POURS OVER 5'0 LAP TYP. MASONRY WALL REINFORCING 48 BAR DIAMETERS. ALL CONNECTIONS AND BOLTS SHOWN EMBEDDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS DURING THE CONSTRUCTION OF THE WALL OR PIER. PROVIDE CORNER' BARS TO MATCH ALL HORIZONTAL REINFORCING: ALL MASONRY TO BE RUNNING BOND LAY -UP. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH "WESTERN LUMBER GRADING RULES '91 ", WWPA OR "STANDARD N0.' 17 GRADING RULES FOR WEST COAST LUMBER", 1991, WCLB. ALL LUMBER S4S AND STORY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES GRADE BASE VALUE Fh VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" 8 WIDER) STUDS - TYPICAL DOUG FIR STANDARD 550 PSI STUDS - WHERE NOTED DOUG FIR N2 875 PSI JOISTS & RAFTERS - TYPICAL DOUG FIR M2 875 PSI JOISTS & RAFTERS - WHERE NOTED DOUG FIR N1 1000 PSI PLATES & LEDGERS DOUG FIR 875 PSI BEAMS & HEADERS - TYPICAL DOUG FIR #2 2 875 PS7 DOUG FIR M1 1350 PSI I.F. DOUG FIR #1 1200 PSI N•T•S• O.F. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE. STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF -N -1058 FOR ALL NAILING EXCEPT WHERE' SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN PLYWOOD DIAPHRAGMS- PROVIDE MIN. NAILING PER UBC TABLE 23-11-B-1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON,. OTHER MANUFACTURERS WITH !CEO APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN :ANY STRUCTURAL FRAMING WITHOUT ENGINEERS 'APPROVAL, EXCEPT THAT 1-INCH DIAMETER HOLES MAY BE DRILLED IN 2X'.STUDS AND PLATES ,--NO : MORE THAN ONE HOLE EVERY 6-INCHES. 1 I- .. 71, 4 s.o t,. eTOrs a, GLU-LAMINATED WOOD MEMBERS GLU- LAMINATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI /AITC A190.1 - AMERICAN NATIONAL STANDARD FOR WOOD PRODUCTS- STRUCTURAL GLUEC LAMINATED TIMBER" AND IN ACCORDANCE WITH NER -486. USE COMBINATION E:rE24F -V4 (DF/DF) Fb =2400, Fvx = 190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS24F -V8 (DF /DF) Fb=2400. Fvx = 190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL GLU -LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. PROVIDE AITC OR APA -EWS STAMP ON EACH MEMBER AND SUBMIT AITC OR APA -EWS CERTIFICATE. ADHESIVE TO BE "WET USE ". INDUSTRIAL APPEARANCE GRADE. PARALLAM'PSL, TIMBERSTRAND LSL WOOD MEMBERS MANUFACTURED BY TRUS -JOIST MACMILLAN IN ACCORDANCE WITH NER -481. MATERIALS TO COMPLY WITH NES REPORT NO: NER -481. PARALLAM PSL TO BE MANUFACTURED FREE OF FINGER JOINTS, SCARFS, OR MECHANICAL CONNECTIONS..','. ADHESIVES TO BE WATERPROOF TYPE CONFORMING TO ',ASTM D -2559. PARALLAM .PSL: TO BE MANUFACTURED 1N AN APPROVED PLANT. Fb =2,900, Fvx= 290'PSI. TIMBERSTRAND LSL (1.5E) Fb =2,250 PSI, Fv =285 PSI.' EACH' MEMBER TO BE IDENTIFIED BY A STAMP. INDICATING THE PRODUCT TYPE & GRADE, NER, REPORT: NUMBER, 'MANUFACTURERS NAME, PLANT NUMBER; AND INDEPENDENT INSPECTION. AGENCY'S LOGO. ALL MEMBERS TO,FIT SNUG AND TIGHT IN THEIR CONNECTIONS ANn DEVELOP FULL BEARING AS INDICATED. INDUSTRIAL APPEARANCE GRADE. PLYWOOD CONFORM WITH UBC STANDARD 23 -2 (P.S. 1 -95).. AND NER -108 (APA). ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. ROOF SHEATHING: 3/4 COX', : TOG, 48/24. NAIL WITH 10d (.148° DIAMETER) COMMON NAILS WITH 2 INCH MINIMUM PENETRATION. WALL SHEATHING: 1/2 ", CD% 24/0. ..NAIL WITH 10d (.148° DIAMETER) COMMON NAILS WITH 2 INCH MINIMUM PENETRATION. OPEN WEB TRUSSES OPEN WEB TRUSSES SHALL BE TRUS -JOIST AND SHALL CONFORM TO THE MINIMUM STANDARDS OF ,CBOT REPORT N0: NER -148. FABRICATOR SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY AN ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS BEING BUILT PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TRUSS LAYOUT PLANS. CALCULATIONS SHALL INCLUDE TRUSS END BEARING AND UPLIFT... INCLUDE MECHANICAL AND OTHER SPECIAL LOADS AS NOTED ON PLANS IN DESIGN. PROVIDE ADDITIONAL TRUSSES AS REQUIRED: PLYWOOD NAILING INTO TRUSS CHORD SHALL CONFORM TO TRUSS JOIST REQUIREMENTS FOR EACH SPECIFIC TRUSS. PROVIDE DOUGLAS FIR TOP CHORD. TRUSS BRIDGING AND BLOCKING SHALL BE AS REQUIRED PER FABRICATOR'S SPECIFICATIONS. THE TRUSS ENGINEER OR HIS AGENT IS TO VISIT THE SITE TO VERIFY THAT TRUSSES HAVE BEEN FABRICATED AND INSTALLED IN ACCORDANCE WITH THE TRUSS ENGINEER'S DESIGN. VERIFY ALSO THAT SPRINKLERS, ELECTRICAL, PLUMBING AND MEC'IIANICAL UNITS HAVE BEEN PLACED ACCORDING TO DESIGN PARAMETERS. THE TRUSS ENGINEER SHALL SUBMIT ALETTER CERTIFYING THE ABOVE INSPECTION OCCURRED AND THAT THE ABOVE REQUIREMENTS WERE MET. WINDOW - WALLS WINDOW WALL SHOP DRAWINGS WITH CALCULATIONS, ALL STAMPED AND SIGNED SY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER, SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW ALL ADDITIONAL FRAMING, BRACING, CONNECTIONS, ETC., REQUIRED FOR WINDOW WALL SUPPORT. A LETTER SHALL BE SENT TO THE CITY FROM ENGINEERS NORTHWEST STATING THAT THE SHOP DRAWINGS AND CALCULATIONS FOR THE WINDOW WALLS HAVE BEEN REVIEWED AND ARE COMPATIBLE WITH THE BASIC STRUCTURE.. SUSPENDED CEILINGS CEILING SYSTEMS AND THEIR CONNECTIONS TO THE .BUILDING STRUCTURE SHALL'BE :DESIGNED AND CONSTRUCTED TO RESIST THE LATERAL: FORCES SPECIFIEDIINICHAPTER' 16 OF THE UNIFORM BUILDING CODE. .1 INSPECTIONS ,INSPECTIONS ARE TO BE PER 'THE CODE. INDICATED, A AND ARE TO SE'BY AN INDEPENDENT, TESTINOILAB APPROVED PRIOR TO' "STARTING CONSTRUCTION BY THE BUILDING DEPT! AND THE ARCHITECT. INSPECT ALL SHOP WELDING UNLESS ,THE SHOP IS CERTIFIED. BY ICBO AND APPROVED BY THE CITY OF SAN JOSE. : FOUNDATION:1 SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS, BACKFILL,1, AND PILEDRIVING AND 'PROVIDE COMPACTION TESTS AS NOTED ABOVE.,. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP PND STRENGTH. SPECIAL INSPECTION' IS REOUIRED, DURING THE TAKING OF TEST SPECIMENS,AND PLACINGOF'ALL REINFORCED CONCRETE. REI NFORCING: VERIFY ALL REINFORCING.IS PLACED IN ACCORDANCE WITH THESE. !.. DRAWINGS CHECK : FOR REQUIRED COVER, SIZE, SPACING AND GRADE. SPECIAL INSPECTIONS IS REQUIRED DURING THE PLACING OF REINFORCING .STEEL. CONCRETE. ANCHORS ALL FIELD INSTALLATION OF CONCRETE' ANCHORS 8 ANCHOR BOLTS &'.ANCHOR BOLTS ARE TOSE IN ACCORDANCE WITH CODE APPROVAL AND REQUIRE SPECIAL INSPECTION. (CONCRETE ANCHORS INCLUDE DRILLED IN ANCHORS & EPDXY ANCHORS [FISH.% ON THESE DRAWINGS). WELDING: SPECIAL INSPECTIONIIS REQUIRED DURING ALL STRUCTURAL WELDING. INSPECT ALL FIELD 'WELDING - .VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL 'PAY FOR REWELDING AND REINSPECTION. OF ALL WELDS NOT ..MEETING SPECS.' INSPECTOR SHALL. NOTIFY STRUCTURAL. ENGINEER OF WELDS NOT MEETING SPECS. ASONRY:. VERIFY' THAT UNITS HAVE MINIMUM CELL SIZE PER DRAWINGS.'. VERIFY REINFORCING PLACEMENT'. IS PER DRAWINGS. MASONRY CONSTRUCTION SHALL HAVE SPECIAL INSPECTION PER U.B.C. . DAILY VERIFY'MASONRY TOLERANCES PER''.MASONRY NOTE THIS SHEET. SPECIAL INSPECTION ISIREQUIRED DURING PREPARATION OF MASONRY WALL PRISMS, SAMPLINGIAND PLACING OF 'ALL. MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION 'OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF'CLEANOUTS AND DURING ALL GROUTING , OPERATIONS. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: TRUSSES, GLU -LAM BEAM, STRUCTURAL STEEL, MISCELLANEOUS STEEL, LIGHT GAGE STEEL AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN. WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE 'OWNER AT E.N.W.'S OPTION. , ' I SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALLIDIMENSIONS'. IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL: MEMBERSIDURINGICONSTRUCTION! 1 CONTRACTOR. SHALL'. ,NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. :. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOAD :AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY. MECHANICAL,' ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS'. OF 50'. POUNDS. ANY ROOF' MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS 'AND SHALL: SHOW' LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED' TO ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. SEE DETAILS ON DRAWING S -51 FOR SUPPORTING, LOADS' FROM ROOF JOISTS. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF. THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL FOR PLAN CHECK REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. ABBREVIATIONS B. OR BOT. = BOTTOM C.I.P. = CAST IN PLACE CLR. =CLEAR CONT. _ CONTINUOUS EL. OR ELEV. ELEVATION E.N.W. OR ENW = ENGINEERS NORTHWEST E.F. = EACH FACE E.W. = EACH WAY F.O.C. =.FACE OF CONCRETE F.O.W. = FACE OF WALL FTG. . FOOTING H. OR NORIZ. = HORIZONTAL I.C.B.O. = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS = INSIDE FACE = NOT TO SCALE = OUTSIDE FACE O.T.O. REINF. R.O. SW SIM. SYMM, T. T.O.F. TYP. U.N.O. V. OR VERT V.I.F. V.O.F. W. A.B.O. = OUT TO OUT = REINFORCING = ROUGH OPENING = SHEARWALL = SIMILAR = SYMMETRICAL = TOP _ TOP OF FOOTING = TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INSIDE FACE VERTICAL OUTSIDE FACE = WASHINGTON ASSOC. OF BUILDING OFFICIALS PLOT. SAEEY ARCHITECTURE CONSULTANTS .-3d BLDG. O BLDG. DEPT. S/12/00 COMMENTS RDASIONS ISSUE DATE All d 9s aM 'fuel Thad N dal and unputil( w moot me duplicate Off L q �p� d ulS(�I�Ct DRAWING TITLE GENERAL NOTES 01, OF TUKW.L �{ of DRAWN, BY: S.Y. CHECKED' BY: DAN LAKE APPROVED. 8f ma ute rdco C app. 1 1 11 By�� 1i�1.d SR Dale 7/7- /Oa Permit Nc • l •0'�' ECERI � D I � JUL 7 Lro L REID 41100LE1011 DRAWING NUNS PROGRESS OATS: 5 -10 -00 FILE: 460VHN617614EET6 /NET -GNI -00049 PROJECT NUMBER: 00049 DL000 - 1 c, CONT.2 6" • I 1 i ( _ —J L I - lam $ q o P 9 1 - q. I I I J - - �.-- -._ + _ _ ra! o - . • ! I T.S. 0x10x; a o r -- 7-7 7-7 r._-1 r,-'� ° r, -.! r_ 7-7 r - I "1 I " 1 J I 1_'1 I° r .'1 1"1 1 "I L f -1 ir! ! 1 i - l - .1 1 I - T- 717 . I 18" PILASTER r; - � r -;l r1 I :I ! I I " I 1 -1 i L'J j L'__1 I__ I ., ! ! .. I p � I f .. rs.,. 2 —' ll .. ,I L..... LJ L`_I LJ ?-_J L LJ �J ! —1 L'J LIJ ( 1 i I .. ! . :; ,..; ! �1 6 cGRADEWA I CHAI WA V MAX. TOP OF SLAB 0 ABO OF EX I F ELE D1 t "{ 1 A il I I (j 1 I i r ! 1 k r -,! LL L`J L "_i 1„ ! 1r, (i, - 11 L`J i_ �. I LJ J I [pi � t� ,B , . SlId b 1 Irild , 31Id q T I I I / . S LAB c ON GN / LIVE LOAD =2500 f 11 1 TEMPORARY SHORING CO.. LOCATION //5 / _; v L L Ki 42 T.S. PER ELEV. r1 r 7-7 r1 r1 � 1 r r1 I "i I ! 1` 1 I "1 "1 I '''1 ! 1 I 1 1 1, -,1 Ir1,1 1, -1 !vi 1 -,1 1 ! ,1 LLJ L'• L.... LT �- LLi L 11 c' J -4.1 r, -1 / u I' / I I ..ot,e .o .o „ole _ r I k 0 - ..,. ., 1 + &— iJ. i t, 18 ° 0 PILASTER w � ��-- ���- -4 r1 r, 1 r 1 r, -1 r,-, r, - / `: r -i r. r r - 1 7-7 I "! I ' ' i "I I '1 I "I 1 "! I 1 I 1"I i i � 1 1 "1 CENT 1 — i / I N R � 'rl OF I :pi— � I I D -4.1 , riz, , z , A t _ I R; pL s , I I LONGITUDINAL #6 0 10"o/c SOT., / 1 `#) ( I SEE T 1 4 H I i __ i I, - ,1 1 - ,I I - ,1 r, -,I o o , , L` J L m L IL"....; TEMPORARY SHORING'' COLS. LOCATION a g -1 r - , - 1 r1 a F r r,,1 1_'1 1''1 !_ ! ', " !, -,I 1,--,I I, -,1 x z In+ 1 , ( LLI L 1..... L " L'_i L'=! !I o T r1 r1 -- r1 r1 1` " I i ,1 -, L'J � - -7 E i " I ' _ S i I:,1 0. LJ ib' -6" TYP. 1 .1 L L. .7r ..-1 I ;' 1 ! L'J 14' - 6 ^ TYP. I i I !r,1 IL- - ''''J 1 L` I L J L J r r -7 f r, -- r -1 I t , I i' ! - C , ! 1.-,1 I, Ir,! 1,-,1 LJ L L'1 L` 1 [ t i IT 1 - r=1 - i[i T— r ,i I L` J . 17-71 r,; I •., ! I " 1 ! -,1 I,},1 L'-1 L'IJ - i . N 7-7 /' c .J. !` till! / I 1 r Tr, I E -4.1 I: i I `� L L TEMPORARY SHORING COLS. LOCATION r -1 r1 r-1 r ; - , ' i r1 1�'i ! "! I ") 1 "i ! `•: J �� N ;I C.J. ! "I! L J N - .l r1 I "i t I 1., •'I 1 J J L r�! -.f r11 r-1 I _ :1 I " 1 I 1 r1 r I "I I "! I, -,1 I, L'J L'_1 1 N . p —,60 • • ® DIAGONAL REINF. ; ADD 2 #5 x 15' -0" /, y EQ. 2ND �AYER ®COL /�. STRAP E0. � ID - 4.1 1 ! I ! ; !! I) 1 i ( F � ! EQ. 1, - ,1 1,,1 i,t1 1 - ,1 1, - ,1 L'J L " L'J L- LJ T.S. 10x10xg 1 , L -J r r 1 i `ppi G.J. ! 1 f 1 „! L J r,_-; I-,1 1 1, -,I I 1:: L1 L'J LJ U - • 1 �1 :.1 1 I I " " r- I r --I :: I I .. I NEW „o- o Iw' - ii 2GB ^ 1• 31 i 11— 18 0 TER PILAS r-1 1.-1 ( r 7-7 i i I 1 ! i I I I .. _ ... r1 , r-i i , i " I LT L nnn L.1. 4 #5 x 15' -0" END BAYS FIRST IJ.YER ® COL STRAPS (TY .) — - --1 I T 0' -0 ° I L L "� LJ L`J! LJ TEMPORARY SHORING COLS. LOCATION r1 r1 r,1 7-7 1 r1 1 "1 I " I I "1 I 1 "I l ( J -) "1 Y I, -,i L` � FT-7 I - ' I L-,i -( I, 1 i LL! 'J L' L r- r,1 r1 I "i . 1 i" ! "1 � I ( L'J ��- SHEARW.ALL r� r I '- !,A,I 11 LIJ r r1 ! 1 X1"1 I I, -, L`'J r1 r,- 1 - 1 1 ' 1 ,1 I,- -J L` T -- _I N 1 © 14 "0 "o c CONT. 4TH / rag.) ) GRIDS r f p # 0 # # P # ' 1 \L cr'J ADD 7 #6 x 16' -D "\ (4TH LAYER ®, CAPS (TYP. r --k- I I i I !� ,1 V A 1: I . E l i 11 it i ! - ! I -I I - ,I ! - ,I .`: ! ` -�1� 1,-, : I - I -1 1 1, -I LJ !` I ` J L J v _J J LJ. 'J Lill LJ lin "x24" DEEP SUMP PIT 0 BOT. 15. 10x10xa 18" 0 PILASTER /7.7, r1 1 r =1 r^ E 1 / == \ r1 r1 ; I rr1 r -1 1•'1 1 "1 I"1 ( I 'i 1"1 , i 1 "1 ' ! i 1 "1 I, -,I !, -,I 1�,1 1, -,I I -.I ( : }°-` I „I 1,1 - I 1,1 !r,i L” L.:, L'J L_E L 11 J L - L 1 L'J TEMPORARY SHORING C -4.1 COLS. LOCATION FT-7 (7-7 '7-71 r.-_ L r -7 r -7! - r -7 r -7 1 r -1 r_1 1 1 - 1 t, I - i 1 .' 1 I " ,; 1 - ! i - i !„1 1'_'1 i I, -,I r,l I, - ; I I I, i ,i JI I i r ,! ! I 11 L`J L'_1 L`J L"J L_J L_1 L`J L:J ! 1 o I I :; LJ-J I _ - 1 - ` L' �a.2 I I ; I I - I I ` 1 12" SLAB TO & BOT. IN 2ND & J 3RD LAYER DESIGN LIVE 1 / 1 � 1 LOAD = 250psf - ° J ! 11, I, Irs: �. O 1 1 'I #, 1 Z 1 r 1 1 - r — � wti 4 t'. \ L 1 1 • , 1 1 f -J I -,- L - F ( J # 5 " 9. D f / //) i 1 4T. 1 , REPLACE EX1 WOOD ;I w /H55 8x871 f ' f I t r _ / r i r1 r1 1 -1 r, r -7 ' ! , -1 ( r7 r - , i 1 1 " 1 1 " 1 I " I 1 " 1 I 1_ • "1 "I p 1 `ADD 5 #5 TOP COM. 1� 1 3RD LAYER ® COL / STRAPS (TYP.) : 1 L L - / rr � -7 1 , ' 1 A • 1 r -� r ± 1 1 - H, - .7 - ) 1 - f - ' 1 � S ti 11 L J L I i ; 4 I \ 011 • • \ � 1 4 1 , 1 o J CONT. 2 -6" / !•; 1"I I i •< r, l I r , i I I 1 I 1 r„ L C J 1 1,-,1 -'� i 1 ,1 1 1,-,1 ��,I i! L`J L ) _J LJ LJ L`J 11 LJ L'J LJ L'- L`J I R i r -1 r -1 7-7 r -1 rr ! 7-7 -1 r1 7-7 7-1 7-7 r1 I 1 I "I 1 "1 1 "I 1 "1 ' "I i"I I"1 I - 'i 1 "I I "1 1 "1 i I, - , 1 I I Ir,! 1` ` II r -,! (/ 1 I, -,1 1, -,I i - ,I Ir,i !r,I L`_1 L`J _i L` L'J L` LJ L`'_F L "_J L'J LJ 1 1 ! i i ! ! r1 r_, r_1 r,1 c5 r;. / Q' \ r - r1 r r_, r_, 1 ' 1 1 I ` 1"1 I "I I "I I"I • / \ i"1 1"1 I "I I - I I J I .i 1 1, -,1 ! 11-L1 J -4.1 r 1 r I "I 9 1,-,! 1,1 L` L! L 1--,71 A 1 I I « smaz GB. ) I L r 4 1 'I; I - 1 - . �•1 t _1 L +J 1 L % 1 4 1 1 1 EQ. EQ. -T I I 1 I + —L- 1 I I� i I (~ r,D 3 —D p 1n! 1 -1 !,-,'I 1,1 I,,! 1,,I 5) Ini I, - I, - ,I I, - ,I I, LJ L`J L'J L' I L`_I 0_1 L " _1 L'J LLI L'J L : 1 , ' i r1 r r r r1 -1 ri 1 17-71 r I 1 7, 1 7-7 r1 �! I .' ! i. !..1 !..I I . I I I i7'I I I "I (` i I , 1 !C I ! I `, I I, —, I I r l I, —, i !, -, ! J l I- t I, - I I ! I, - I I ,` , I I 1_`:'__I L'J L'J LJ L'_1 L "_I J L'J L-1 1._ LJ L'J - !� +4' -6 "I �L - - 1 +4 ' 6 "I r , , - —.__ - �-- °- r rr- °�,-- -- r`*' -- ir,1 L L`J 7-7 rTI I:.1 l y. I I I- r 1.1 L �' � l0 ' 0 "1 . Tji 17.7 --71 A A? 1 1 � 1 r± 1 ---- I — I 1 ©_� 1 1 ti 1 ADD 2 1 1 2ND LAYER I (L I�J1-- #5 x 14'_0" # 0 COL + _ 9' -6" I I 1 li 1 STRAP 4 1 '/ \-. I I 1 1 1 j f `i L - - - - L r J ' c j era% 14' - 0" A - 4 . 2I O.S.F. ---7. 11' - 111" r . ® -- © PILES SHOwN THUS 0 PROVIDE 20K PERMANENT UPLIFT CAPACITY (15 PLACES) LLT c�- rL PILE & CR- BM. o PERIMETER 'WALLS 8" 7 ' -4" 18' -0" 14' -0' 52' -0 10' 0"1 PER ARCH. 18 "7174" DEEP SUMP 18" PIT ® BOT. r.2 ! 57'111" 1 D26661 KEY PLAN ( // 51.1 \ �3 51.2 51.3 51.4 a PARTIAL FOUNDATION PLAN NOTES. 1. VERIFY ALL DIMENSIONS PER ARCHITECT PRIOP TO DEMOLITION 2. VERIFY TRENCH LOCATIONS PER ARCH. 3. TOP OF EXISTING PILE SUPPORTED STRUCTURAL SLAB IS REF. ELEV. 4. TOP OF NEW GRADE BEAMS NOTED THUS ('- " 5. TOP OF NEW' 'WEARING COURSE SLAB GRID ® -Q IS 6. SEE S1.1 FOR WOOD SHEAR WALL SCHEDULE. PLYWOOD SHEARWALL CALLED OUT THUS: O ON PLAN. 7.) CENTER GRADE BEAMS ON WALLS & COLUMNS (U.N.O.) 8.) SEE SHEETS S6.1 -66.3 FOR PANEL ELEVATIONS 1 +4•=6"1 CITY F TUICWNA AP JUL 2 6 2262 i " = 1' -0" o' -o" I EVHEMEn JUL 2 4 2000 Lo REID MIDDLETON, INC. CONSULTANTS I II FX,A/ G ^30 -ad BLDG. DEPT. COMMENTS 6 -12 -0m REVISIONS ISSUE DATE All drawings and written motenal oppea Ue orgnal and unpublished work of the and Ue same may not Ise duplicated,_ DRAWING TITLE: to DRAWING NUMBER: PROGRESS DATE: 5 -10 -00 PLOT: PROJECT NUMBER: 100049 DRAWN 0 S.Y. CHECKED WE DAN LAKE APPROVED BY: FOUNDATION PLAN RE PERMIT CENttn FILE: ABOVENET/6HEET5 /NET - 513 -FEN-00049 NC PIL PR UP r L`J \ 7-7 r7 i ! "! 1° "1 �- LJ LL1 7 r:7 r7 I y, 1 L 1 L_i r7 F-71 I r- PLUMBING TRENCH / PER SECT. B -4.1 I SEE SHEET 5',1,5 1, -,1 1 1 LJ Li L`i ' - 7 -1 r ;-i 17-7 / \ 7-7 I I "I I "1 1 " / \ I "I 1,,1 1L,1 1, r r 1 r --1 r, 7 7 747 r --I 1 "; I' I` 1 '1 ! I "! I" I` 1, -,I I „I -,I I - I L'J 12 L`J L`ii L,i r \ r r -7 7 -7 751 r7 r +\ r r L-)22) • J L' J 1, -,I i, i !, IH 1,-,1 1,-,1 1,n! L`L L_`J ._J L .1 1.=J L "_i L'iiJ L`J 17-7 r 17-7 1 -7 r7 17-7 a "! ”! ! "I 1 "I I "I I"1 1` 1, -, I !,-.. I, -,1 1, -, I i r I I,1,1 L'� II 7-7 r - I 77 7-7 r7 r7 I C I ' I I „ I 1 ' t I ., I LJ L' J r 7 r7 77 r7 r;-7 1 "! I"( ["1 I " L`- L`LJ L LJ L"_! r, r7 1 "1 1i ! 1 L'_1 Li EXISTING sr THICK CONCRETE SLAB Yc = 3,ODOpsi f = 60,000psf ON "TON CA.P. WOOD PILES. r7 r -7 7-7 / ''3) \ r7 =7 I, —, 1;,1 1 , - ,I ( � I,—,i i,—,! L`J 1.::':_i 1..2.' i L'- , D_ I I ii r --1 7-7 I " i -,i !-I L; L'i ' 1 ,i - - l n l 1. - ,1 c2 .�' 1, - ,i r -7 1,-,1 L2 r7 7 - 7 17-7 7-71 r7 I"! 1"i '” 1 1`'I 1"1 1 "I ,-, I i, - -,1 I, -,I 1;,1 1 ,I . L'J _ J L'J L J L EXIST. P.C. SHEARWALLS 1 r7 1 7 - 7 1 7 - 7 1 " 1 I "1 i "I 1 -,1 1 -1 1 I,-,I L'J LiJ L i L`Li r7 r7 r7 r,_7 7-7 I "I 1 "I 1 1 "1 1 "I I. -,1 !, -,1 1, -,1 I, -, I 1, -, I L'J L "_7 L'i r7- cn 1"i 1'*1 I'"i L°J a a L m L"..1 _, - • , i „ L J 1 L , I J r, -7 A -4.1 1 -u ! ' 1 LJ FIBER TRENCH ' WY. PER ARCH. r L' 1 i 1 1 1 1 1 1 � ,, -��7 1 ,i 1�,1 ,-,I 1 - 1,1 I, - I, -,? I,i 12. i_."_.; L i L_1 Lb L"_ 5 S r.,I r7 r7 r, r7 r7 € - r7 I ! "'r !' "I 1"1 1`'I '1 / \r ' 1 'I I 1- i, -I - I -,! ( -ii I -!- — °..•5 �.I ! L'_t L`J L__`_ LJ L'__1 Lb -- LJ LJ F 74.7 NXP. L. 57'11} r -1 r -7 1 "1 1,,I 1r,I I L. r - 17-7 !- = _ I - r _ i- I I -, I I I 1, -, i ! ,- LJ L`J LJ L'_i L' 777 r7 r7 r7 c7 / ° O \ I, ,1 I,, ` ;1 1,-,1 1,- I 1,-,1 L'J LJ L`J Lb r7 r,-d I !` I "I L'J E.=L1 LJ 7- -7 7- 7-7 L'J ,_J L. E-7 r 17-7 1,,1 ! - i 1,1 L'J Li L'J 1 "I I °'I ! "I / \ I ,! I I, - I d) 1 LJ r7 r-, r, t I" I I °' I 1 `_' I !'9` ! 1 -! 1, -,I I -1 ! ; L. L'J L Li'i 1 7 - 7 r -; I 7 - 7 7 - 7 r - 7 r, -7 "1 1°'1 11 1 "i I. -,1 I� ,1 ! - I I, -,1 I, - ,I 1,-,1 L_.I LLS L'J L'ii L. LJ L'1 i PLUMBING TRENCH PER SECT_ B -4.1 B -4.7 fr ri 7, ;.1 1 r7 r - 7 1 ``1 - 7 - .1 r , `J r7 r -7 1 " 1 ! ! -,1 -,I LJ LL1 -J ci,1 7-7 r, -7 r-7 r. - -7 / :,, \ r7 1 -7 I - _ -! I' I I " I• '-'I __I . \ i-I r7 r7 ! "I " I , - 57 114. SEE ELEV. SHEEP 56.3 1 i 7 - 7 r 7 r 7 7 / \ 7 r r 71 r7 r7 r7 '\ r -7 r i "I I ' I I "I 1 "1 / \ I - "I 1 ° 'i 1` I I "( I "I 1 " I /\ I"I 1 ` " I - 1 I , 1, -, I I ,- I L H 4 i I ,-, I 1 -, I I, - I 1, -, I 1 r,1 j� 1 , - , I I- I LJ 1. L"_ 1 1_2,-L1 L`L1 Li 11 L'i L"...1 Lb LJ LJ 1 I 7 r-7 r7 r7 7 - 7 r7 r -7 r , - r7 1 I "I 1 "I I` % I 1"i 11'1 1 1 ! "I I, -,! I, -,I - I I, -,I 1 - I I, -,I 1,,1 I,- I !, -,I :z: J L__7 L•1=1 Li L'_l i 1 RID I LIN 1 1)2006 /33 KEY PLAN T 5' �s1.6 S1.1 51.3 S!..' PARTIAL FOUNDATION PLAN NOTES: i = 1' -0 1. VERIFY ALL DIMENSIONS PER ARCHITECT PRIOR TO DEMOLITION 2. VERIFY TRENCH LOCATIONS PER ARCH. 3. TOP OF EXISTING PILE SUPPORTED STRUCTURAL ryry is REF. ELEV4 0' -0 TOP OF NEW GRADE BEAMS NOD 5.S TOP OF NEW WEARING COURSE s uss H G I D ® — ® IS SEE S1.1 FOR WOOD SHEAR WALL SCHEDULE. 1? +4' =6.1 0 CITY TUKYiI A APP ROVED JUL 2 6 20G0 SABEY CONSULTANTS REVISIONS ISSUE DATE DRAWING TIRE: ARCHITECTURE � Nai/ ra - 30 - NI drow and wdHen material appeaen herein c Waned m e edin y mel em unpubliahM won er the sebe cw� a e the m moy not be duplicated, used r pordi without [he written canceni of the Sabey orpa,ation. Al1dg(�I "?7 MAIM PROGRESS DATE: 5 -10 -00 FILE ABOVENET/SHEET5/NET- 9I3 -FDN -00049 PLOT: PROJECT NUMBER 00049 DRAWN BW: S.V. CHECKED BY DAN LAKE APPRO. BY: DRAWING NUMBER: 61.2 FOUNDATION crt REo° 7 ,tN pm, ,NTER 579 - PLUMBING TRENCH PER SECT. B-4.1 57111" FIBER TRENCH / VFY. PER ARCH. 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LL LJ 77 . r7-7 7-71 ' /C \ , 7-7 1 ' -7 • r;--7 r7- ' 1 7 1 , r /f \ f7;7 1 1 7-„ . ,71 1 1 7,..,-7 1 1 • 1 7 0 -1 1 1 17 . „-- ) 7 1 1 17 : 7p, LJ •1 .\ 1- I •I i '1 _ , 1 '' 1 1 i 1 " i L Li Li Vd c'2,-1.-( L21 ', . Hisd , 19! Lipi 's.)_', c2 . ( LP:I. Li [9_.1 L , [21 19_1 , 1 . . I c-7 r 1 7-7 1 7-C -1 17-71 1 7-T 1 r7-7 1 7-7 1 1 7-7 r7-7 c-r71 r7- 1771 - , 1 ' - c --, - 1 C - I i ,' i V I 1 -' I 1" I ■ " I i " i i 1' - I I " I i 1 1 7-7 1 7-7 R-r; 1 '1 1 -' ■ I-'i 1"i i ,-; i 1 -I 1,,I i ,-, i i ,-, i 1,1 i ,,-, i i ,-, i 1 r , 1 i ( 1-., I 1 ,r-, 1 1,-,i i,i LJ LJ . ' L -r 'i' 1 L2. Li LJ LJ L. LL LJ LJ LJ LJ LJ LJ LL 1 114.1 SEE ELEV.. r7.7, r7 C r i L'6.1 7- 1 7-7 1 c-7 c•-: r7 1 "1 1 1,-, I 1 LJ L'J 1±'Ll L [ 7 - 7 1 17-71 17,-1 -, LJ , LJ KEY PL 5' TT T 51,1 51.2 51.4 .--- 0 I PARTIAL FOUNDATION PLAN NOTES , 1. ,VERIFY ALL DIMENSIONS PER ARCHITECT PRIOR TO DEMOLMON 2. VERIFY TRENCH LOCATIONS PER ARCH. 3. TOP OF EXISTING PILE SUPPORTED STRUCTURAL SLAB IS REF. ELEV. 4. TOP OF NEW GRADE BEAMS NOTED TFIUS ( - " 5 Top or risw wEARiNG couRss sLAs oRip (23, 6. SEE S1.1 FOR WOOD SHEAR WALL SCHEDULE. k-4 1 o'-o" I CITY OF TUKWILA AFPRO•tEr. JUL 2 6 2130. R EVIEWED REID MIDDLETON, INC.. SABEY CONSULTANTS DRAVANG GILD RDASICNS ISSUE DATE tgrnOi :=7,,Z,171°P.M Corporation. EMINI111.10.1111 M1111111•11=1111111111111 PROGRESS DATE: 5-1,00 6-Y4i 'CO FOUNDATION PLAN cw-roT SI RFS,. CENTER FILE: ABOVENET/SHEETS/ NET -513-FDN-00049 PLOT: PROJECT NUMBER: 0004-3 DRAWN CHECKED BY DAN LAKE APPROVED 8Y: DRAYANG NUMBER: PLUMBING TRENCH PER SECT. 4 1 72 i 7-7 r--.--i 1 - 1 i r - ) i F; 1 ,-, i 1,1 ...i ,_.-- ...t ■ .‘., 12' , L1 LVJ 77 F 0 1 . ,. 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LL1 I - 1_1 LJ L1 i 12:_1 ■ C .0 C-!.-■ 7-7 FCT1 17-71 1 ' 1 ! 1 1 "1 1 " I 1 F \ 1 1 r7-7 7-7 7-7 7-7 / 7-7 1 7-7 1 1 7- - 7 1 Fr7 , \‘‘ ,......, ,--, ,-,, ,, ,--, 1 ,--, ,,,-, i -, ,--, ,..,„ 'LL • H_::"J ,_-_, I „I 1,-0 1,1 i n 1 -0 , • 1,-0 1,1 1,-,1 1 , - , 1 1 ; - 0 1, 1,-0 J L-Li ,_...., j__1` L' 'A L.1 t..: L"_1 11--)_.1 , ..7)` I 0 1 LJ 1...: 1 L`j L LI 12fi LI L°.j L_LI , 1 1T-71 F .7_71 1 7 - 7 1 17-71 17-71 1 Ti 7 17-T1 7-7 r 1 r 7.- r74 7 - 7 L ■ I '-' I ! ‘) I i 1 " t I" l 11'1 i 1 1 (-; I i -•I , ,,..,,, 1" i L- i i -, 1 i ,-,., i 1 , - 1 1 1 :., 1 I , I 7 i , i 1 , 1 1,1 1, 1 1 , 1 i r , i 1 , L. i r- - . - _'i LJ LJ LJ LJ L , L LJ LJ LJ 1. LJ LJ LJ 1 's i LJ 1 . SEE ELEV. , ' SHEET 56.2 i r 4 I ,. I 17-71 / 17-71 r- r, 7 17-51 / L ' , a "'I I '-' I - 1 -' 1 1 '-' 1 I 1 / \ 1 "1 1 '1 1 -' 1 I -' I 1 I 1 '-' - : I ( l i' . .' - l'H 3 ,:.")\ ) 11C 1 1-61 1 1 17 1 , . 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A- 7 - 1..1( 7 1 - i 7-7 / " \- 7-7 - I 1 \ I I 1-' 1 ! 1 1 1 1 -'‘, I" 1 1 7-7 7-7 7-7 7-7 -- 1 1 1 'i 1 7-7 -- -,4- 'L 0 ' L2.__I i ,-, (2: . 10_1 [,..„, ,, d ,-, LJ i -, .1 L'_.1 I ,-,1 .e 7-,7 : 1 7-7 7-7 7-7 17-7 7-7 7-7 1' i r.-71 7-7 1 ' r1 ' 77 c 1 " 1 1 " I 1" I I"( 1" I 1" 1 1,-L,1 1, I 1,1 1,1 1,1 Lif_l ir‘i 1 , 1 , 1 1 ,1 1 LL1 - LLl 1_'_.J ' I lI r d I L C d LJ L',...1 L LJ L'...`'Ll: LJ EXISTING 9," THICK CONCRETE , SLAB V° = 3,000psi I fy = 60,000psf ON 30TON , CAP. WOOD PILES. 7-7 LJ PERIMETER WALLS TYPICAL i c I -71 I I FrT1 I Ls-LI LJ L 17-71 1 l LJ ` 1"1 ll LJ 19 1 -" 1 I 11 1 1 1- 1 1 L EXIST. 2 CONT. GRADE BM. 13-4. L J 1 LJ PILE .. +3'-0" EQ. PARTIAL FOUNDATION PLAN I-- V-0" EOM 1. VERIFY ALL DIMENSIONS PER ARCHRECT PRIOR TO DEMOLMON VERIFY TRENCH LOCATIONS PER ARCH. 3. TOP OF EXISTING PILE SUPPORTED STRUCTURAL SLAB IS REF. ELEV.' Cr -0" 1 4. TOP OF N. GRADE BEAMS NOTED THUS 5. TOP OF N. WEARING COURSE SLAB GRID ( ® - 10 IS 6. SEE S1.1 FOR WOOD SHEAR WALL SCHEDULE. 1 L KEY PLAN PILE 61.2 S1.3 r - • 1- L LJ LONGITUDINAL T-1 700 TO Barrom sLAB 10" CONCRETE SLAB) DESIGN LIVE LOAD, 25psf PILE & GR. BM. TYP. PERIMETER PILE EQ. TRA ,,,,L sE rT1 r --F LONGITUDINAL 1; g 1 #5 0 9"oc BOTTOM. PLACE DIRECTLY ABOVE LONGITUDINAL REINF. _L r i r 1 -1-1 -1-10- -1 ".. L _ _I I- T i 1 1 1 TYRO, ADDITIONAL TOP REINF. CENTER 1 ON PILE CAP. ICAL I 12 PLACES. ADD 14-#5,14' ' \ -- 1, r • 1 o 8"oc TOP ' A . SCREEN WALL TRANSVERSE DIRECNY BELOW #5 CI 16"oc TOP LONGITUDINAL ' I - I 1 - - 1_11 ' ---1 ''--- 1 1 , . I I I . - 4 P-1 CONT. GB. 1 (TYP.) r *.9 - CONT. GRADE BM. +,L L e A 0" ED C" A1 P 1 1 0ET "-A JUL 26 20.11 , • JUL 2 2E7; REID MIDDLET SABEY ARCHITECTURE 41 FA),,ail 1 BLDG. DEPT. COMMENTS 6-12-00 R.SIONS ISSUE DATE drawings iond written material appearing herei constitute the original one unpublished work of the Sikes "corp... TAZ r217, "ZZ DRANING TITLE: DRAWING NUMBER: e'Leg riff 111=11=11111=11111111 PROGRESS DATE: 5-10-00 61.4 FOUNDATION PLAN cr ,Tnii ` or '4,/, o,stA FILE ABOVENET/SHEETS/NET-513-FIDN-00049 PLOT. 1 PROJECT NUMBER: 00049 DRAWN Br. S.V. CHECKED FM DAN LAKE APPROVED BY: aT -- TEMPORARY SHORING COLS. LOCATION r -� 7/_1 L`J 57/11} • CONT. G.B. 5 "g S U TD. P PIPE FRAM /4 0 10 - oc S.W. BOT. (TYP,) — 10' -0" 7/1 7 c-71 1 "i 1"i I.- 1 I. - -,1 1,-,1 LJ L`:i L 'J LJ 5x5xi - 10 CONC SLAB R7 9 - #5 TOP TYP. 4TH LAYERS _ 9 - #5 TOP (4TH LAYER) 57'11 " • 14' -8" LL I 16•_10• L'J 16' 1 VOILE: /cA' m #SO ✓Ry OE'i s D RE.FORuA 1�)SCC 5/1‘.6r5- 3.I FaR T'/� C 4.2 1 +4-6"1 r - #4 ®11 "oc TYP. CO. BOT. (FIR LAYER) - i—_ -HO J P1 f L__ I #6 — 1 1 / e - #4 CO BOT. TO (R) J ® 10 "oc NT. (2ND PAYER) LAYER THROUGHOUT 2' -6° CONT. G.B. J L T.S. 5x5 ED L C - - \ I i r,7, I"I L'JI I I -(J L'TJ LJ LL I, -,1 16' -10 r SLAB -ON -GRADE #4 ' r EA WAY o� 7 /L OF SLAB. CHAIR UP 3' -0 - o /c EA WAY MAX. TOP OF SLAB ABOVE TOP OF EXIST. ROOF ELELV. 10' -0'1 1 +4' -6 °1 i " I " I 1 L'J - 0" r - 1 I "I 1 „1 1 +4' -61 LOADING DOCK FOUNDATION PLAN x;2000' 133 i r7j � CONT. G.B. 7/1 r' 1 1 I L "7 L`_1 7/1 r - -1 1 "1 1 I 1 „1 1 L`J L`L 11 GU' DF TDµvIW� ApM2uVCD JLII. 26 ,10 JUL 2 4 2000 REID MIDDLET ON,INC. SAABEY 4O F ,4940 E.,O a ' %� ` EXPIRES 8I28I00 CONSULTANTS AR f H ''CTURE v/✓ G-30- LDCx. DEPT. COMMENTS 6 -12 -0m REVISIONS ISSUE DATE DRAWING TITLE: LOADING DOCK FOUNDATION PLAN ..ti � nFETUHWILP PROGRESS DATE: 5 -10 -00 FlLE: ABOVENET /SHEET5/5ECT6-00049 PLOT: PROJECT NUMBER: 00049 DRAWN BY: S.V. CHECKED BY: DAN LAKE APPROVED BY: DRAWING NUMBER: LOUVRE PENT. HOUSE FRAMING PLAN NOFS i.) T SEE ARCH. FOR ELEVATIONS. KEY PLAN T %/� 62.1 /// S2.2 62.3 62.4 Sg I52 5.2 C -5.2 B -5.2 PER ARCH. X6 4X6 4X6 X6 4X4 _ X6 6 I" CDX PLYWOOD' / 10d 06 "o /c EDGES X6. _..'. 12 o/ FTELI 4X4 D.F. #2, 2x6 102' -0"o /c 4X6 4X4 IM -5.1 ' SIMFSON FTAS I (5 PLACES; 4X6 FUR 6 L 4X4 — 4X4 4X4 4X4 4X4 rSIMPSON LSTA36 (16 PL.. 4X4 4X4 4X4 a o ; 60, 6 57,1 _ EXIST. 64233 W21x44 DO J -5.2 DO W21x44 EXIST. 64x342 J -5.2 F -5. —5.2 H -5.2 F -5. RTU -6 20001b RTU -5 200016 J -5.2 is t .0 4X6 4X6 wan 4X6 RTU -3 240016 1.) ROOF ELEVATIONS SHOWN THUS — 7 ARE TO Toe! OF FRAMING ABOVE TOP OF EXISTING SLAB (REF. ELEV. O 0 ) 2.) ROOF JOIST MFGR. TO REVIEW MECHANICAL UNIT PLACEMENT WITH CONTRACTOR /ARCHITECT ADD SUPPLIMENTAL JOISTS AS REVD. 3) )ADDED W.F. BEAMS SPAN CONTINUOUS TO NEW T.S. COLUMNS. 4.)) SEE S1.0 FOR ROOF RENAIUNG SCHEDULE. RU -4 240016 PARTIAL ROOF FRAMING PLAN LJL 571 " w DO EXIST. A27 0 2x26 EXIST. 4427 4X6 PER ARCH. P -5.1 133 G -5. Girl TUKSTILA pPPRG VED JUL 2 0 aUTO 11LC a C'.1't _ I I I, JUL 2 RE D MIDDLETON, INC. SABEY CONSULTANTS 1 BLDG. DEPT. REVISIONS' ISSUE DATE NI drowin9s and written moterinl cope. the original and onDoblishea wode of U� o a m< m mey <t b< awvr <t <a, w�UOUt t written corkent of the `. DRAWING IDLE: APPROVED BY: ARCHITECTURE COMMENT'.. CHECKED BY DAN LAKE Sob 6/12/00 Corp ROOF PLAN fry OF ^NKW \IA P NTE� PROGRESS DATE 5 -10 -00 FILE: ABOVENET /54EET5 /NET -513 -FLAN -00049 PLOT: PROJECT NUMBER: 00045 DRAWN Ef: S.V. 7'1 1 H" • .1 I G -5.1 67 11 " 7" • 0 TTTTT 862.1;62.2; 111 I II JO 2 '':9 J REID MIDDLETON NC. 52.3 52.4 0 SABEY -/ - "NAV 6 -30 -W I BLDG DEPT. COMMENTS 6 -12 -00 ARCHITECTURE DRAWING TITLE: ROOF 0 I,wl� PROGRESS DATE: 5 -10 -00 FILE: ABOVENET /SHEET6/NET - 813 - PLAN -00049 PLOT: PROJECT NUMBER: 00045 DRAWN BY: S.V. CHECKED BY: DAN LAKE APPRO. BY: DRAWING NUMBER: 62.2 o o mo a FA 7 T 4 J . KAY ��0. • • 0 OM 001b 5001.1 W18x35 �' n /y /// 1 50 011 8 ._ 6 . / // S • - 5' 5001b / / W12 26 N - I 8, - 6" 7 � .�•. W1.26 III ❑ EXIST. 64x30 / 0 � i,i EXIST. 61z281 1 '. EXIST. 6.4x28i P -5.1 p er \ DO G DO DO II t ❑ EXIST. 6ix31i / x EXIST. 61,00 I ' I & EXIST. 64x30 j I Do / DG DO I ' ❑ T YP ,.. -- 11 DO / DO DO -5 TYP .1 pl I ° ate D0 A DO ❑ / ■ f L -5.2 I ❑ ___ DO DO DO •,,,----I [ i 5.1 TYP � 0 o.. E F -5.7 1 � _ W78x35 WI .26 ' W12. 6 46 x30 II k / //1 EXIST. 6gx311 EF EF 5001 50016 V //A ri { � EXIST. 6,4x30 V ///1 RTU 7 100016 `P / //I EF 50016 1////1 E / // ¢ ~ • KA- `( J L IL r - E-5.11 E -51 I G - 5.1 9q PARTIAL ROOF FRAMING PLAN b[)' KEY PLC i.,_ 7 -0" 1.) ROOF ELEVATIONS SHOWN THUS - 7 ARE TO TOP OF FRAMING ABOVE TOP OF EXISTING SLAB (REF- EL E � ) 2.) ROOF JOIST ENTA JO REVIEW MECHANICAL ow PLACEMENT WITH CONTRACTOR /ARCHfTECT ADD SUPPJMENTPL JOISTS AS REO D. D2OO'E33 4.7 SEE 51.0 FOR ROOF RENAILING SCHEDULE. 343 ADDED W.F. BEAMS SPAN CONTINUOUS TO NEW T.S. COLUMNS. - - 7'1 1 H" • .1 I G -5.1 67 11 " 7" • 0 TTTTT 862.1;62.2; 111 I II JO 2 '':9 J REID MIDDLETON NC. 52.3 52.4 0 SABEY -/ - "NAV 6 -30 -W I BLDG DEPT. COMMENTS 6 -12 -00 ARCHITECTURE DRAWING TITLE: ROOF 0 I,wl� PROGRESS DATE: 5 -10 -00 FILE: ABOVENET /SHEET6/NET - 813 - PLAN -00049 PLOT: PROJECT NUMBER: 00045 DRAWN BY: S.V. CHECKED BY: DAN LAKE APPRO. BY: DRAWING NUMBER: 62.2 57'111" • 57' -81 • L • .{01 -6L • • ,£ bZ _. _.. 117' -9 " EXTENT OF DEMOLITION ('OJO 0130) RTU -8 145016 m ° am m ° 190 \\ `s SI � I� F EF I F I _ EF 500Ib -,1m n •.. b 5001b W18x35 50016 8'_6�� BEAM JOINT EXIST. 61x28 Exisr. Dix30 8 -6" E • DO co EXIST. 6 ;x30 EXIST. 6 }x37 4.24 / / CU -+ / 33001b 0 *24 1 • 4x14 DF 4x14 DF #2 1 clil ' r 1 L-5.2 51.4 r _1 6200016 r 4:424 N DO DO r ' ( S �x24 4x ❑ 1! GI Q -52 j I 4x14 DF; • ,ZO L —,60Z 7 "). �5gx24 W ' v ° '�. r6 DO // // 6200016 Elk ❑ V F - -- * ,£ —,bZ 5ix24 F� 0. 4x14 D 4x14 DFli l ' - 5ix24 In DO DO O ' / 330016 I L 5 .2 1 1 1 1 1 1 / S 1 r � • mN r� 1 W 18x35 W12x26 ." _ 4 `� o EF SOOR .Isr '1130 E EXIST. 64x30 �j) ® o '1sT '190 EXIST. 61x31} o EF EF 5001b 500It b. DBL. 1ST. II / / /mil V//1 r/ / Viii • £ —,OZ PARTIAL ROOF FRAMING PLAN o a 1.) ROOF ELEVATIONS SHOWN THUS '— I ARE TO TOP OF FRAMING ABOVE TOP OF EXISTING SLAB (REF E LEV . 0 0 ) 2.) ROOF : JOIST ENT TO REVIEW MECHANICAL UNR PLACEMENT WITH COMRACTOR /ARCH AD D SUPPLIMENTAL JOISTS AS REO'D. '. ' �. 34. SEE 5 J ADDED 7.0 F W.F. OBEAMR ROS OF R SPAN ENAILING SC CONTINUOHEDULE US TO NEW T.S. ' COLUMNS. - - EF SOOlb PI 579' -7" O X2000 KEY PLAN , REO 00E TON•, Ac 10 l 62.1 52.2 / /// S2.3 62.4 0 SABEY `rA EXPIRES A/28/00_J CONSULTANTS - Mb/ c 3a - ,L , I BLDG. DEPT. COMMENTS 6 -12 -00 IllrEZTV DRAWING TOLE: ARCHJTECTURE PROGRESS DATE 5 -10 -00 ROOF PLAN ER vFPN1T GEM H.: A60VENE179FEET5 /NET -513- PLAN -00043 PLOT: PROJECT NUMBER: 00049 DRAWN BY S.V. CHECKED 80 DAN LAKE APPROVED BY: DRAWING NUMBER U BEAM JOINT EF 50011, EXIST. 64x30 CU -1 330016 SIMPSON CMST14GAx52' -O CTRD. ON UNITS w /2x FLAT/ BLKG. & 2 ROWS 10d / �. —S�x24 � 4 "o /c (5 PLACES) PA W12x26 EXIST. 6a x28i W18x35 W21 44 58 ' -1 " • r5., P-1 [5 TYP .1 .. / E -5.1 G -5.1 ICI 4x14 DF#2 RTU -1 11,00011, W18x35 EXIST. 6}x311 DO EXIST. 4.3 ROOF HATCH PER ARCH. 12' -9" 7 -3" �' EF 50016 EF -10 50016 W12x26 EXIS, 6.4x34} DO EXIST. 6:x36 DO DO W12x26 EXIST. 6x36 W 16x36 EXIST. 6x34} EF SOOIb � m a 0 // J 2000' 1 33 - 0 PARTIAL ROOF FRAMING PLAN g 1 ' KEY PLAN T TT i / /// 52. 52.3 / // /rg o SAABEY CONSULTANTS ARCHITECTURE ���✓ 6O 4 10 REVISIONS ISSUE DATE DRAWING TIRE: ROOF PLAN ^ �, 1 C E74iER 1.) ROOF ELEVATIONS SHOWN THUS ( 7 ARE TO TOP OF FRAMING ABOVE TOP OF G , Of 111KG+ILA PROGRESS DATE: 5-10-00 EXISTING SLAB (REF. ELEV. F'— ) ppl�G�j'cD FlLE: ABOVENET /SFEEET6 /NET -513- PLAN- 049 2.) ROOF JOIST MFGR. TO REVIEW MECHANICAL UNIT PLACEMENT WITH CONTRACTOR /ARCHITECP- PLOT: ADD SUPPLIMENTAL JOISTS AS RECD.T "t 3.) ADDED W.F. BEAMS SPAN CONTINUOUS TO NEW T.S. COLUMNS. Vi_ 1 6 ' "` PROJECT NUMBER: 00040 SEE 51.0 FOR ROOF RENAILING SCHEDULE. DRAWN BY: 5.V. _..'I CHECKED BY: DAN LAKE APPROPED BY: EMIMMIMMMi III�lI11III DRAWING NUMBER: I RED MIDDLGTON, INC. S2,4 <PER PLAN> 6' -0" 24" DEEP MIN. SOLID GROUTED HORIZ. BOND BM. 0 ROOF LINE w/ MIN. 2 - #5 CONT. H." • 0" BOND BM CONN. PER> SEION C -4 C.M.U. B" NO BOND BEAM w # 4 HORIZ. WGj/yROLUE D CELLS FOR SLAB DOWELS SEE SHT. S [ROOF EL EV.� VARIES] TYPICAL C.M.U. WALL BOND BEAM LAYOUT N.T.S. 2 #4 MIN. CHORD REINF. (O ROOF LINE (TYP.) CONT. THRU EXP. JOI NTS TYP. VERT. W-\i REINF. SEE WALL SECT. 0 LEFT 111111111 t R REI ' .Err. dill um ' ® TYPICAL WALL OPENING REINF. EA. SIDE OF OPNG. 2 - #5 ®rE VERT. 2 #4 HORIZ. IN BOND. BM. 0 4' -0 "o /c TYP. 45x BAR DIAM. LAP DOWELS MATCH WALL REINF. TYP. FOR VERT. BARS OVER OPNGS. 2 #5 HORIZ. IN 16" MIN. BOND BM. AUGER CAST./ PILE PER PLAN' TYPICAL ROLL -UP DOORS ELEVATION UP TO 4' -4`', WIDE N.TS. ADD 2 #5 (1 E.F.) SIDE OF EXP. JT. PVC WATERSTOP SEE ARCH. FOR FILLER WALL EXPANSION JOINT NOTE: DO EDI PLACE ANY EXPANSION JOINTS WITHIN THE "SOLID GROUTED JAMBS" NEXT TO OPENINGS IN WALLS, NOR IN OPENINGS. NOTF AT EXPANSION JOINTS, EXTEND ROOF CHORD REINFORCING CONT. THRU THE EXPANSION JOINTS, STOP ALL OTHER HORIZONTAL REINFORCING E.S. OF JOINT. DO NOT EXTEND EXPANSION JOINT BELOW TOP OF SLAB ON GRADE. HORIZ. REINF. IN B. BEAM (PLACE INSIDE E.F. REINF.) 2 #5 (1 E.F.) EXCEPT AS NOTED ON C.M.U. ELEVS. MOM "Cair HORIZ. REINF. IN B. BEAM CORNER BARS TO MATCH HORIZ. REINF. END OF WALL WALL CORNER TYPICAL. C.M.U. PLAN D ETAI I S (ALSO SEE SECT. A -8) = 1 . - o” 2 #5 VERT. HORIZ. REINF. �9 IN B. BEAM SABEY ARCHITECTURE PIKES 8/28/00 _ CONSULTANTS REVISIONS ISSUE DATE' NI dramnr and the : DRAWING TTILE: ELEVATIONS P EGEN,�WI1A vEPM CB1 PROGRESS DATE: 5 -10 -00 FILE: ABOVEXET /5HEET5/NET - 531 -ELEY PUTT: PROJECT NUMBER: 00049 DRAWN Br:' BR '.. CHECKED BY: DAN LAKE' APPROVED BY: 630 -JO SHORE AS REO'D. REAL STAB REACHES DESIGN STRENGTH.—. MIN. 3" COVER SECTION A -4.1 4x = p #8x1' -2" HILTI EPDXY OWLS 6' -0 "o /c & 2' -6" 0 PANEL ENDS (6 PER PANEL)(EMBED 8 ") -- � o L- 7' -6" (1/FY.) ®/ 3 OE NEW COL. BEYOND t WALL & FTG. 6 CONCRETE SLAB. OVER 18GA C -90 GALVANIZED "8" FORM LOK DECK 2'-6" r #4 F SLAB DWL. ® 1 / 6" SLAB / #5 0 12 "o /c EA WAY 30T. —�� L. SLAB w / #4 ® III =I Ila I1= O U 10 " /c EA WAY BOT. x � NEW G.B. SECTION G -4.1 VOID SPACE WATER PROOF PER ARCH. 2x KEY- 1. 0 V v SECTION E -4.1 DEMOLIS EXIST P .. � PNL PE PLAN / ELECV . l �WRAP COL w/ CONCRETE / w /HILTI HY150 EPDXY (EMBED 4 ") /c '-111-L1-11 III = III -III= 2x KEY r # H. DWL. x 4' -0" CTRD. / ON GRID 0 1' -6 "o /c EXIST. STRUCT. SLAB NEW SLAB ON GRADE PER PLAN- SLOPE PER PLAN I��IIIII SECTION Io' —o "1 B -4.1 = , _ O x SECTION F -4.1 NOM. REMAINDER PER SECT. H -4.1 2 - #4 CONT. 1 +2' -61 8" C.I.P. SILL W # ® 10 WALL V. DWLS 0 15 ° . w/ HILTI HY150 EPDXY EMBED 5" 16GA COM TRACK / 0.177 ° 0 HILTI DS F E ® 6 (EMBED 1 7 ID' —o j 1 0 —o - I SECTION C -4.1 _ _0x SECTION K -4.1 BAL. PER SECT. E -4.1 8° WALL WRAPS AROUND FULL HGT. T.S. COL A" NON - SHRINK � GROUT � FUEL TANK DETAIL SECTION D - - -4.1 -0" MAXIMUM SPACING & LOCATION PER FDN. PLAN SLAB PER PLAN o $o °Oe HOLD 1,i" 111=111 III�II = TF CLR. MAX. 111 =11 III III�II�II= 1( , SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. 2. SOIL SUBGRADE PER SOILS REPORT. SHRINKAGE JOINT (S.J.) MAXIMUM CING N LOCATION PER SPA FD. PLPN SLAB PER PLAN 11 EXIST. 9 STRUCT+" . SLAB I EXIST. - 0 "WC G.a. D 1 CLR. HOL MA 11" x a" SOFT -CUT JOINT 1 "0 x 3' -0" PLAIN BAR N 24 "o /c CUT ONE END w/o FLARE & GREASE ENTIRE BAR 1. SEE ARCH. DTLS. FOR SPECIAL 1 FINISH. 2. SOIL SUBGRADE PER SOILS REPORT. I�III 1 +4'-611 }} 0 x 3' -0" PLAIN BAR 0 24 /c CUT ONE END / FLARE & GREASE ENTIRE BAR CONSTRUCTION JOINT (C.00- PEID MIDDLETON, INC. I SABEY ARCHITECTURE FNS/✓ 6 -3c -ao I BLDG. DEPT. COMMENTS 6 -12 -00 PLOT: DRAWING TITLE: PROGRESS DATE: 5 -10 -00 HLE: ABOVENET /64-1EET6 /5ECT5-00049 PROJECT NUMBER: 00049 DRAWN BY 5.V. CHECKED BY: DAN LAKE APPROVED BY FOUNDATION SECTIONS PEPx�IT Ctry ER DRAWNG NUMBER: 64.1 WALL SCHEDULE LOCATION HGT. V. REINF. ® Q THICKNESS SOUTH YARD 8' -0" 0 0 48 "o /c 8 CMU NORTH YARD 12' -0" #6 @ 32 "o /c 10" CMU - `O CONT. E PILE & G.B. INSIDE FACE OF WALL - - -2 #4 CONT. IN HORIZ. GROUTED / BOND BEAM @ 4' -0 ". 8' -0" & 12' -0" ELEV. LEi IIII 'I1.1 III11 TI -- V. DWLS L TO MATCH WALL REINF. SEE PLAN FOR REINF.- CONT. G.B. PER PLAN OOD PILE PER PLAN SECTION A -4.2 = 1 . -6 " #4 H.R. #4 ®,2 "o /c B. EA WAY SECTION E -4.2 g" KERF E 5 "0 STD. PIPE - I � 0l 4 - #51 V NOSING BAR CLR ; D SEE ARCH. DWGS. 4 #8 TOP — #4 E @ 12 ° o /c 4 #8 BOT. ---\ E0. EQ. 2 -6" SECTION J -4.2 3 1 1 H. A i' -0 "oc 8" CMU -T.S. 5x5xa" WORK POINT 2 - #7 CONT. �d BASE (EMBED 8" MIN.) c i s SLOPE PER ARCH. WOOD PILE PER PLAN SECTION B -4.2 PER PLAN ' ANGLE BEYOND # TYP. of x C.I.P. ALL W BEYOND ANGLE BEYOND # DOWELS @ JAMBS, NP. 2- #7 CONT. PER WALL ELEV. SHT. S7 12 "o /c EA WAY HOLD #4� @ 24 "o /c =xV � 4 - #5 CONT. T. A B G.B. PER PLAN PILE PER PLAN VERIFY w/ DOCK LEVELER MFR. SECTION F -4.2 SECTION K -4.2 NOTE. VERIFY ALL DIMENSIONS / DOCK LEVELER MFR. HOLD 11 - CLR 2 a 1y" KEY HOLD 14.° CLR. EQ. 4 -#7 CONT. T. &B. #4 ©@ I2"oc TYP- 1 41- Pte) CLR. E• 2 ._ 6 ° SECTION EQ. EQ SECTION G -4.2 8" MASONRY WALL PER ELEV. V. DWL TO MATCH WALL REINF. " KEY I- III -11 p•_g• I I I� I I =III- #4 0 10"oc EA WAY 8" C.I.P. WALL C -4.2 i — C.I.P. BRACE TO ADJ. PILE (TYP.) AS 3 - # 7 ONT. TOP & C BOT. 4 © @ 11"oc TYP. -18'0 PILE 4 - #7 CONT. T. &B w/ #4 fl @ 12 "oc PILING PER PLAN SECTION D -4.2 5x5xje" T.S. SECTION I I =11I� I= III = III =11 i7Lu) 133 L #4x4' -6" . IN 2 ° 0 GROUTED CTRD HOLE \\_@ 2' -0"oc CDF --EXIST. P.C. PNL. Viii] I H -4.2 - #5 CONT. }° BASE It 4-t"0 *I% Ito EXIST. P.C. PNL. EXIST. 2'- 0 "x2' -0 G.B. EXIST. WOOD PILE 1- 4' -D "1 J l 1 L _____. J II. GE 'D MIDDL ON, INC I I G\I, OE \1ICLLIS (DL 2 G Lu., SBEY ARCHITECTURE ' N /A/ p 3 0 L.G. DEPT. Cam`' do 6 -12 -00 DRAWING TITLE: PROGRESS DATE: 5 -10 -00 PLOT: PROJECT NUMBER: 00049 DRAWN BY S.V. CHECKED BY: DAN LAKE APPROVED BY: FOUNDATION SECTIONS LA R.: ABOVENET /SHEET5/5ECT6-00049 DRAWING NUMBER: W.F. BEAM SIZE U- BRACKET SPACING W12x26 8' -0 "o /c W16x36 8' -0 "o /c W18x35 8' -0 "o /c W21x44 6' -0 "o /c j"0 X 2 LAG BOLT EA CORNER [EXIST.] ADD SIMPSON PHD -5 w/ 4 -SDS t " SCREWS / 0 A36 ALL. THREAD x3 HRU BOLTS TYPICAL AT ALL 4x PURLINS 8 -0 "oc RIP 6 ° . B.G. AS REQD. SECTION L -5.1 SECTION A -5.1 O SECTION D -5.1 _ i — (TOENAIL) EXIST. 4x14 PURUN 0 8' -0" SIMPSON VB.' BRACE'. EA PURUN NOTE: LOCATIONS WHERE HEIGHT DIFFERENTA ? ? ?? EXCEEDS 4" USE TUBE STEEL PER SECT. A -5.2 s 6" IN L BOI I OM OF 2 K VERTIAL SLOTTED LT HOLE SPACE BRACKETS' PER SCHEDULE SECTION H -5.1 0 " MECH. UNIT PER PLAN SECTION E -5.1 a " = i,_0" ADDED TJI PER PLAN EXIST. 4x SIMP HTT16 ® 4' -0 "dc / p "0 HI ) (USE 16d BOLT II (EMBED ALLS 0 TRUSSES) SHORT INSPECTION OF INSTALLATION REQERD. P462ER 7 ICBO REPORT N0. EXIST. PC PNL. Q.F. 4x NAILER w/ 0 CARRIAGE OLTS ®2' -0 "oc STAGGER E.S. OF WEB W27x84 1 6" WEB STIFFENER GLB ,LOCATION 1" BRG. R EXIST. 2x4's 0 24 "oc 0 TRUSS ANCHORS ONLY ADD 2x BLKG. TO FIRST IJTERIOR LB & NAIL 10d ® 6 "oc I TOP & BOT. END E�RTHi +BMM WIDTH - - 0 A325N THRU- BOLTS 0 4 "go. SECTION M -5.1 EXIST. PURUN EXIST. GLB PER PLAN NAIL PLYWOOD TO MEMBERS ALL AROUND OPENING w/ 2- ROWS 10d COMMON 0 6 "oc EACH ROW ADDED BEAM PER PLAN' 4x6 DF #2'. w/ SIMPSON U46 HANGERS EA. ENO INSIDE FLUSH 4x8 w/ INSIDE FACE OF CURB 4 [/ /S R TO IDE L D< FIN \ \EXIST. GLB ° ' L6x4z x1 6 �-' ~_ SHORE ° EXIST. PILE LOCATION w } "x4 ° x2' -7 EA. SIDE / 3 -1 "0 THRU- BOLTS IN CENTER OF 1i" V. SLTS V `YIELD R. IN.. WIDTH SECTION J -5.1 = 1 0 " SECTION ADD SIMPSON VB BRACE TYP 8' -0"oc PURLINS E 1 -4 EA SIDE w/ 2- 0 THRU BOL TS FIE D WELD =7N ag5 V MPSON HGLT HGR. 1 SECTION F -5.1 EXIST. 2x4 @ 24 "oe TJI PER PLAN 2' -0" 1' -0" SECTION B -5.1 i = 1 —0" MECH. UNIT PER PLAN EMT. PLYWOOD HGRS. W27x84 ST. 6i- GLB OF #2 2x6 24 "oc w/ SIMPSON PF26A SIMPSON LSTA30 SIMPSON PHD -5 EA } PURUN TYP. IHRU -BOLT IN BOT. OF " 1}" V. SLOTTED HOLE SPACE PER SCHEDULE MAX. SPACING BETWEEN TIE BRACKETS PER SCHEDULE T.S. COL PER PLAN r METAL CURB 6Y MFGR PLACE ut w/ FACE OF 6� GLB 3 ° hL EXIST. 2x4 0 24 "oc w/ 1 NEW SIMPSON F24N. HGRS. DTL. BETW. GLB'S SIMPSON HTT16 4' -0 "oc w/ OLT HILTI KWIK'. II (EMBED 4) EXIST. PC PNL 22GAx6 CONT. STRAP / 2 ROWS 10d 0 4 "oc EA EDGE. " BRG. R x6 "x0' -e" WIDE SPACE PER SCHEDULE N -5. I ' / EXIST. 2x4's 0 24 "oc / TJI BLKG 0 5 TRAP LOCATIONS / PER SECT. E -5.1 NEW TJI'S 1 PER PLAN'- 'DF 1/2 -2xLA ANCHORS w/ 22 -10d 10 CL CH ® ENDS �2x PRESERVATIVE PRESSURE TREATED NAILER "oc & w6" / D 0 S CARRIAGE BOLTS ® 4' -0 L4x3 ;x; (LLV.) w/ 0.. HILT! KWIK BOLT II 0 1' -9 oc & 6" ENDS (EMBED 4 ") SECTION G -5.1 14 PLAN VIEW C15 33.9x4 CONN. PER K -5.2 NOT SHOWN FOR CLARITY 2 ROWS tOd ® 4 "0 /0 C15x33 9x2' -0" BOLT II (EMBEDI KW IK C9x13.4 CONT. E 1 w/ *"0 HILT! KWIK BOLT 11 0 2 -0 oc (EMBED 4") EXIST. 5 P.C. PNL WELD E 1 "x4 "11' -6" CTRD. ON JOINT WELD E 1 ° ,4"x1' - CTRO. ON JOINT CONT. C9x13.4 SHOP WELD oPnoN SECTION SECTION C -5.1 = 1' -0° .111W7 (NO FLANGE M ST B SHORTETENED TO 2A WIDE TH CLR. C15x33.9x4' -0" 1" BRG. R w/ 2 -0 A325N THRU -BOLTS 6 STIFF. R3 IDES BELOW CI5 SECTION CNN 1" WEB STIFFENER STIFFENER � 3x31} ®. 8' -0 0% w `tl A325N THRU " BOL T J4 "x9 "x0' -4 KNIFE R op. I - }"0 HILT( KWIK''. BOLT IF 6 "ga. (EMBED 4") 16ga CONT. TRACK w 2 N0.8 EA STUD 1' -__V4 - 'I I DF2 4x4. B.G. w /'. 1 W SIM a PSON EA END n 12ga. I 1p''COM: TRACK w/ ( /8 SCREWS 'EA. SIDE EA. STUD 6 1 CONT STUD TOP TRACK 1"o /c IN BOTTOM OF 1" V. SLOTTED HOLES SHEATHING' PER SHEARWALL SCHEDULE 60bXC 16go f STUDS W 16 "o /c P -5.1 T.S. 8x8 PER PLANS K-5.1 WF PER PLAN BEAM PER PLAN lE:0 MIDDLETON, INC. SAABEY ARCHITECTURE EXPIRES WS CONSULTANTS FA/au G3U-00 BLDG. DEPT. 6/12/00, COMMENTS l REVISIONS [26•_6 ISSUE DATE WY. NI drawings 7 ",t1 ' N�6C� I 'cr c immimmum DRAWING TITLE SECTIONS PROGRESS DATE: 5 -10 -00 DRAWING NUNBER: vv � <usaeo� tea ua to sae�y °P° woo. A °m° TEED °EI.1tEF HLE: ABOVENE176HEET6 /NET - 551- 5ECT6- PLOT: PROJECT NUMBER: 00049 DRAWN BY: S.V. CHECKED BY:1 DAN LAKE, APPROVED BY: '.. EXIST. CANTILEVER fin. DTL. O REMOVE EXIST. END BOLT / D 2" ADD R 1 "x3 "x0' -8" .if — EXIST. DROP—tN BM. w/ Z SHIM EA SIDE EA. END & ADD 2 — NEW }"0 THRU —BOLTS SECTION D -5.2 SECTION H -5.2 WELD R TO EXIST. W.F. WELD R 1 "x3" EA SIDE FIELD MEASURE FOR SNUG FIT T.S. & WELD R PER SECTION L -5.2 EMOVE 8— EXIST / 0 HRU BOLTS — � "0 A490 THRU BoL1 SECTION M -5.2 0 CDNT. 2x RIM JOIST er /10d ®4 "o /c T.S. PER ELEV. LOUVRE BY OTHERS RENA, EXIST. PLYWOOD w/ 2 ROWS 10d 0 4 "o /c I 1 t , —SHORE EXIST. SIidPSON V ® EXIST. 2z's W16.6 tVd ® 4 "o /c CANT STRIP PER ARCH. SIMPSON A34 0 2' -0 "o /c DF #2 -2x6 0 2' -0"o /c w/ SIMPSON LB26 HGRS (ALIGN w /EXIST 2x's BEYOND) 8' —D "o /c ADD 4x6 w/ \ SIMPSON HU545 TF HGRS DOUBLE 2x TOP R DF #2 -2x6 © 2' -0" Sx "0 A36 ALL THREAD ROD D.F. 4x NAILER R w / P3 ALL THREAD ROD & NUT `C.S.C.) 6 4' -0 "o /c & 6" ENDS. 2 -12 � t DEFL GAP TO LOUVRE it" CONT. BENT R LOUVRE BY OTHERS. SECTION E -5.2 SECTION J -5.2 i " = 1' -0" BRG. R "o4"x0' -7" WIDE w/ 2 — ; "0 A32 N THRU BOLTS MC 6x18x HILTI KBII 2" SECTION B -5.2 ALIGN TOP R NAILER w/THIS FLANGE EDGE DF 4x10 NAILER w /"0 CARRIAGE BOLTS 2' -0 "o /c (STAGGER I EA SIDE OF WEB.) WF PER PLAN PLAN VIEW it SECTION F -5.2 SECTION K -5.2 �On to I L8X4 TYP DF #2 4X4 ®EA COL. (EA SIDE) R 1 x4%0' -ii} EA SIDE w/2 - THRU BOLTS. 1 X3 BRG R EA T.S. COL PER PLAN (13' -0 "o /c MAX.) OP R TO BM. & COL. T.S. BM. TO L8X4 L8X4 TO T.S. COL. SECTION C -5.2 A PER E ;" WELD R TO EXIST. W.F. 3" SECTION G -5.2 DF #2 4X4 IB E COL. (EA SIDE) A SIMPSON ETAS ® EA. 4x4 SIMPSON F44 MGRS. TS. T *° WELD EXIST. 4x NAILER 4 REMOVE EXISTS 6— 1 THRU —BOLTS ADD x2 WASHERS EA SIDE & RE —DRILL R FOR 6— 2 "0 A490 THRU BOLTS DDOO X33 T.S. Bx60) EA SIDE OF at 1ST. W.F. AX MAX. WELD AT. TOP &B(o)T. EA SIDE 4 8 PLACES) WELD "x3 "x0' -5" EA SIDE TOP & BOT. 0 3' -6 "oc 2 -3 WELD R TO T.S. WELD R TO W.F. Jet 26 1 °_ I 1' RE DDL TO,, . INC, - MIDDLE TON, hi SABEY CONSULTANTS PLO, APPROVED BY: ARCHITECTURE EXPR 828 DRAWN BY: S.V. 0 fA00 -du BLDG. DEPT. 6/12/00 COMMENTS REMSIONS r7exttlat DRAWING TITLE SECTIONS PROGRESS DATE: 5 -10 -00 PROJECT NUMBER: 00049 CHECKED BY: DAN LAKE 65,2 a ° xw" A ctrl 00300 c� RLE: ABOVENET0NEETS /NET- 552- 6ECT6- DRAWING NUMBER: 6 [PER PLAN] MIN. 24 DEEP SOLID GROUTED __- HORI2. BOND BM. 6x3ix M (L V.) w/ (EM HEA ") BOLTS I ' -0'o /c (EMBED 5 ") NOTE: MIN. 2 2 "0 GROUT AROUND BOLTS 0 FACE SHELL 2 SECTION A -5.3 PER PLAN �- FLASHING PER ARCH. 2 ROWS 10d 04 "o /c �2z BLKG. w/2 ROWS 16d / � 6 "o /c TO NAILER TJL PER PLAN WE PER PLAN w/TIMBER CARRIAGE LSL NAILER BOLTS @ 2' 0 o/c STAGGER EA. SIDE OF WEB. i- ggIMPSON LTTi 31 ® 4-0 "o /c w/ 8 "0 HILTI HY750 EPDXY (EMBED 5' PRESERVATIVE PRESSURE TREATED 3x LSL w/§ CARRIAGE BOLTS 0 2' -0 "o /c TJL PER PLAN 8" MASONRY WALL EINF. PER SHEDULE SECTION C -5.3 DTL. BETW. JOISTS SECTION D -5.3 4" = 1._0- PER PLAN> (PER PLAN]___ 2 #4 CONY. 2 #5 CONT. IN 24" DEEP SOLID GROUTED HORI/ BOND. BEAM PRESERVATIVE P ESSURE TREATED HY LEDGER w "0 HILTI HY -1 o/c (EM BE D 511) ANCHORS 2' - 8 "o /c (EMBED 5'� 8" MASONRY PER ELEV. SECTION B-5.3 = PER PLAN] PRESERVATIVE PR URE TREATED 4x TOP t MIN. wit ° 0 J -BOLT 4' -0 ° o /c & 6 0 ENDS SI SON LTT731 ® ANCHORS L (EMBED 5") OXY 2 ROWS 10d 0 4 (STAGGERED) STRAP 20GAx6 ° x72' -0 0 4' -0 BELOW PLYWOOD ON 4x BLKG. NAIL THRU PLYWOOD w/2 ROWS 10d 0 4 4 4' 4 1 U 0" SECTION E -5.3 VEY. 3 .4t -0 /c ODD 52' -8" (VFW. PER ARCH.) 9 04' -0 "o /c ROOF FRAMING PLAN NOTES 1.) ELEVATIONS SHOWN THUS: [ "] ARE TO TOP.. OF FRAMING ABOVE TOP OF SLAB (REF. ELEV. I O' -(1"I ). (VEY. PER ARCH.). 2L). ELEVATIONS SHOWN THUS < - "> ARE TOTOP OF PARAPET ABOVE TOP OF SLAB (REF. ELEV. (0' -0 1 ). 3.) N) 0;148 "0 z 0'. -24" LONG MIN) NAIL ENTIRE PERIME"ERw/ 2 ROWS 108 ®4 "o /c (STAGGER i"MIN.) T)2009T �� SABEY ARCHITECTURE F,1/yJd 6- 30 -00 ' REVISIONS DRAWING ME: PLOT:, APPROVED ',BY: PROGRESS DATE: 5 -10 -00 PROJECT NUMBER:. 00045 DRAWN BY: BR I. CHECKED AY: DAN LAKE SECTIONS P EGE \N�1\A Ci1v � p A8Y GENOA FILE: ABOVENET/SHEETS /NET - 853- SECTS- DRAWING NUMBER: BAY ia" cox T. & G. PLYWOOD / 1Od ®6 "0 SUPPORTED EDGES & 12 "0 / < RELD A -5.3 FRAME E 6z3x CON DOWN -5.3 LEVER LEDGER 01.14 to Er . ; j mir 5.3 6 [PER PLAN] MIN. 24 DEEP SOLID GROUTED __- HORI2. BOND BM. 6x3ix M (L V.) w/ (EM HEA ") BOLTS I ' -0'o /c (EMBED 5 ") NOTE: MIN. 2 2 "0 GROUT AROUND BOLTS 0 FACE SHELL 2 SECTION A -5.3 PER PLAN �- FLASHING PER ARCH. 2 ROWS 10d 04 "o /c �2z BLKG. w/2 ROWS 16d / � 6 "o /c TO NAILER TJL PER PLAN WE PER PLAN w/TIMBER CARRIAGE LSL NAILER BOLTS @ 2' 0 o/c STAGGER EA. SIDE OF WEB. i- ggIMPSON LTTi 31 ® 4-0 "o /c w/ 8 "0 HILTI HY750 EPDXY (EMBED 5' PRESERVATIVE PRESSURE TREATED 3x LSL w/§ CARRIAGE BOLTS 0 2' -0 "o /c TJL PER PLAN 8" MASONRY WALL EINF. PER SHEDULE SECTION C -5.3 DTL. BETW. JOISTS SECTION D -5.3 4" = 1._0- PER PLAN> (PER PLAN]___ 2 #4 CONY. 2 #5 CONT. IN 24" DEEP SOLID GROUTED HORI/ BOND. BEAM PRESERVATIVE P ESSURE TREATED HY LEDGER w "0 HILTI HY -1 o/c (EM BE D 511) ANCHORS 2' - 8 "o /c (EMBED 5'� 8" MASONRY PER ELEV. SECTION B-5.3 = PER PLAN] PRESERVATIVE PR URE TREATED 4x TOP t MIN. wit ° 0 J -BOLT 4' -0 ° o /c & 6 0 ENDS SI SON LTT731 ® ANCHORS L (EMBED 5") OXY 2 ROWS 10d 0 4 (STAGGERED) STRAP 20GAx6 ° x72' -0 0 4' -0 BELOW PLYWOOD ON 4x BLKG. NAIL THRU PLYWOOD w/2 ROWS 10d 0 4 4 4' 4 1 U 0" SECTION E -5.3 VEY. 3 .4t -0 /c ODD 52' -8" (VFW. PER ARCH.) 9 04' -0 "o /c ROOF FRAMING PLAN NOTES 1.) ELEVATIONS SHOWN THUS: [ "] ARE TO TOP.. OF FRAMING ABOVE TOP OF SLAB (REF. ELEV. I O' -(1"I ). (VEY. PER ARCH.). 2L). ELEVATIONS SHOWN THUS < - "> ARE TOTOP OF PARAPET ABOVE TOP OF SLAB (REF. ELEV. (0' -0 1 ). 3.) N) 0;148 "0 z 0'. -24" LONG MIN) NAIL ENTIRE PERIME"ERw/ 2 ROWS 108 ®4 "o /c (STAGGER i"MIN.) T)2009T �� SABEY ARCHITECTURE F,1/yJd 6- 30 -00 ' REVISIONS DRAWING ME: PLOT:, APPROVED ',BY: PROGRESS DATE: 5 -10 -00 PROJECT NUMBER:. 00045 DRAWN BY: BR I. CHECKED AY: DAN LAKE SECTIONS P EGE \N�1\A Ci1v � p A8Y GENOA FILE: ABOVENET/SHEETS /NET - 853- SECTS- DRAWING NUMBER: s i a I'x \ J - I x / x / I 17 x � / X \ / \ / X / \ .\ L rr 7 I A / I \ / I x 1 3, I / \ 1 I/ \ L.__ k \ I \ I v x ' 7.5. 8xex' -y STRONG f BACK (10 PLACES) x 1 I i \ / Z A I 9 y \ \ \ X I 6 _ 7.5. 8xex' -y STRONG f BACK (10 PLACES) 1 I , , \ / y ,,,,,„ , I I STRONG -BACK TYP. -.... TYP. Ei c anatA xe ) m m CA STRONG -BACK - _ELEVA➢ON_(TYP -). EQ. 0 'SAWCUT OPNGS. PER ARCH ® PRE- DESIGNED 20' -0" WIDE x 14' -0 HIGH KNOCK -OUT OPENINGS. m EQ. 29 PARTIAL WEST ELEVATION (INSIDE FACE) PARTIAL WEST ELEVATION (INSIDE FACE) N 1) 2DocY l33 2W -0 m 3' -r Li SAW CUT OPNG MAX DO NOT OVERCUT — 7 5 1 SEE TYP. DTL 56.3 0 0 SEE TYPICAL STRONG BACK ELEV. SHEET 56.3 m PARTIAL NORTH ELEVATION (INSIDE FACE) z\ 6 .,Q SAABEY 58' -0' • m m 0 20' -2i' m x I fix, - REID mlorDLE' E,PIDSS. CJ2Ei0- 0__ - - -"q CONSULTANTS REVISIONS ISSUE DATE NI drawings aM written material appearing herein consU'lute the original and unpublished work of the Sebes Corporation and the same moy not be duplicated, used or dixbsed without the written concept of the Sabey Co DRAWING TITLE: PLOT: GIIy o `1` L PROJECT NUMBER: 00049 DRAWN BY: S.V. CHECKED BY: DAN LAKE APPROVED BY: 66.1 rynaTt owimmimiim PANEL ELEVATIONS A ECE \VU6Pr\p. G \r •• T PROGRESS DATE: 5 -I0 -00 FILE: ABOVENET /SHEETS /NET - 561 -ELEV DRAWING NUMBER: , , ! , z Ji. 1 \ X M T - ' C-6.3 ( .,,,.. - - - - H S S 101o$ B-6.3 ,-, 1 1 1 . • 1 X ID \ 4 , , ! , z Ji. 1... X M M x i 1 1 1 . • 1 X :T i \ / I V \.4 k --- -- - • - - - - - - - ± . y. j , 1 j 1 Q 1 1.--o , j j 1.— 1O 1 cr L4" ="gLg7-PG 29 PARTIAL EAST ELEVATION (INSIDE FACE) D PARTIAL EAST ELEVATION (INSIDE FACE) 51,F-0 N V N = PARTIAL EAST ELEVATION (INSIDE FACE) D),DDD (33 27-0 1w-31" SEE TYPICAL STRONG BACK ELEV SHEET S6.1 si K-5.1 V,. PER ARCH. s" FACE OFF C. C.I.P. f 7TrI SOUTH ELEVATION -N- IF F5 AELD V,. ALL OPNGS. SHOWN ARE CORRECTLY LOCATED ON EXIST. P.C. PANEL (INSIDE FACE) 29'-0 58'-0 P CI CI '1\ ye L. SABEY DRAMNG 1111E: PLOT: M.PROVED BY: ARCHITECTURE DRAWING NUMBER: nrre muom, BE S.V. Sb.2 • G. EFT. CO ' T 6 -12-00 ANSA,. • ISSUE DATE A, drawings and :171 tre7wi"' .sclosed rporation. rAgitsga 1111=1=11111111MII ST PROJECT NUMBER: 00049 PANEL ELEVATIONS PROGRESS DATE: 6-10-00 / - FILE: ABOVENET/SHEETS/NET-541-ELE■; CHECKED 6Y: DAN LAKE [z ° ° 74 'S3dS 'b3 Z IDETAIL EO. SYMM. EQ. L NOTE PR T.S. FABF CONTR. T THE T.S. WILL MIS FRAMING & CONNS X 1111 i PA a N SIM. ABOVE DOOR 111111jr / 111.11pr ti I; - M3N __— IV 1.1. 1 b Il DETAIL 1 r c [23' -8"J H.S.S. COL PER ELEV. EA SIDE OF OPNG. -C.IP, ER V jij PILASTER T.S. COL. 13' -0" 13' -0" 13' -0" CAP R EA H.S.S. `SEAL WELD ALL AROUND) 20' -0" MAX. R.O. 0 DEMOLISH THESE PANELS NOTES: STRONGBACK ELEVATION 13' -0" NOTES: - 1.) 1 -0" USE 0ALTHREAD MBEDDED 4 }e "0 LES w /HILTI FILLED HIT H�^ 1 L— 50 ADHESIVE. E PLACE ALL— THR MIN. 90' INTO TO FACE HO OF WALL. 2.) DO .NO SUBSTITUTE OTHER ADHESIVES FOR THE HILTI HIT HY -150 WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W. 3.) HOLD H.S.S. MAX. FROM WALL. 4. ANCHOR HOL THRU ANGLE TO BE fr x 1 HORIZ. SLOT CORD ON THE 4" DIM. 5. ANCHORS TO BE PLACED 0 90' TO WALL. 6. PROVIDE SPECIAL INSPECTION FOR ADHESIVE ANCHORS PER I.C.B.O. REPORT ER5193. 7. NO VERTICAL PANEL JOINTS ARE TO OCCUR WITHIN 24" OF NEW DOOR (ROUGH) OPENING. ELEVATION NOTED: [ ARE RELATIVE TO EXISTING FIN. FLOOR. 9. MATERIALS: HSS - Fy = 46,000 p.s.i. NCRETE 13' -0" T.S. 6x6x} TYP. 10 PLCS. BEYOND SOUTH ELEVATION (INSIDE FACE) 1.) FIELD VFW.. ALL OPNGS, SHOWN ARE CORRECTLY LOCATED ON EXIST. P.C. P ANEL. IOR TO 'CATION VERIFY & CONNS. ROOF MEMBERS • H.S.S. WIDTH + ALL- THREAD EMBED MIN. INTO 0 HOLE FILLED w /HR HY -150 ADHESIVE. INSTALL' & PROVIDE SPECIAL INSPECTION PER I.C.B.O. ER5193 13' -0" 13' -0" DETAIL NRD N 0aSIM. DETAIL c [26 VFY PERIMETER ELEV. 2 ° 4 O 6}" VFY 2 "0 CORE DRILL HORIZ. I —CL PL1GN w/ PILE BELOW 6' -4" I I 1' -6" VEY. PER ARCH. -L5X5X X9-0" w /4- ° 0 HILTI K ' BOLT II (E BED 4' (PER tCeO REPT. ER 4627) 3' -Y max m 2° a 6 TYPICAL MECHANICAL VENT OPENING SUPPORT DETAIL 4- #6 VERT. (2 E.F.) 0 o HORIZ. .000 (33 24' - 21° J �1•_D• ELASTOMERIC RANDOM FIBER BEARING PAD 2 R 3 /8 "x1'- 0"x1' -0" w /2- 1/2 "0 HILTI KWIK BOLTS Ognga.(vert.) (EMBEDED 4 ") //4 x 2' -0" HILTI HY -150 EPDXY ANCHORS .0 1' -0" ( EMBEDED 4 ") 18 SAW -CUT EXIST. P.C. PNL. 2 0 9" t T.S. COL. PER. PLAN 0 4-"x 6 ° x0' -11" w/ 1 -)� HILTI HY -150 EPDXY ANCHOR 1/3" TOP R T.S. 8x4xy T.S. 10x104 H ®12" #4L-0 12" TS 10x10x5/8" 7: '- 8 "x2'I 0 CIP 0 T.S. COL. 5/8,0 -4" W.H.S. E.F. 0 7' -0" SECTION D-6.3 ,9EiD MI D ETON, INC SABEY ARCHITECTURE 'cv= r 7.PIRES 28 - - - --1 CONSULTANTS ilrA F /,✓. 6 -30 C3. EN REVISIONS ISSUE DATE' PL d Inge aM wM '.lM1e ariginol and unp DRAWING TIRE: I ppeanr aM or ue dupl �aied, 6- 12 -00 Wle y CarpamGan ca e eaose .pa.Pt�nn a PANEL ELEVATIONS ocr PROGRESS DATE: 5 -10- 0076,- ,30 - FILE: ABOVENE175HEET5/NET - 541 -ELEV PLOT: PROJECT NUMBER: 00049 ) 26I �C J CHE BY: DAN LAKE 'I APPROVED BY: Z T.S. 6x4x4 (TYP.) X 1111 i PA A Mirr PA N (9 PLACES) \ 111111jr / 111.11pr ti I; - f } [23' -8"J H.S.S. COL PER ELEV. EA SIDE OF OPNG. -C.IP, ER V jij PILASTER T.S. COL. 13' -0" 13' -0" 13' -0" CAP R EA H.S.S. `SEAL WELD ALL AROUND) 20' -0" MAX. R.O. 0 DEMOLISH THESE PANELS NOTES: STRONGBACK ELEVATION 13' -0" NOTES: - 1.) 1 -0" USE 0ALTHREAD MBEDDED 4 }e "0 LES w /HILTI FILLED HIT H�^ 1 L— 50 ADHESIVE. E PLACE ALL— THR MIN. 90' INTO TO FACE HO OF WALL. 2.) DO .NO SUBSTITUTE OTHER ADHESIVES FOR THE HILTI HIT HY -150 WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W. 3.) HOLD H.S.S. MAX. FROM WALL. 4. ANCHOR HOL THRU ANGLE TO BE fr x 1 HORIZ. SLOT CORD ON THE 4" DIM. 5. ANCHORS TO BE PLACED 0 90' TO WALL. 6. PROVIDE SPECIAL INSPECTION FOR ADHESIVE ANCHORS PER I.C.B.O. REPORT ER5193. 7. NO VERTICAL PANEL JOINTS ARE TO OCCUR WITHIN 24" OF NEW DOOR (ROUGH) OPENING. ELEVATION NOTED: [ ARE RELATIVE TO EXISTING FIN. FLOOR. 9. MATERIALS: HSS - Fy = 46,000 p.s.i. NCRETE 13' -0" T.S. 6x6x} TYP. 10 PLCS. BEYOND SOUTH ELEVATION (INSIDE FACE) 1.) FIELD VFW.. ALL OPNGS, SHOWN ARE CORRECTLY LOCATED ON EXIST. P.C. P ANEL. IOR TO 'CATION VERIFY & CONNS. ROOF MEMBERS • H.S.S. WIDTH + ALL- THREAD EMBED MIN. INTO 0 HOLE FILLED w /HR HY -150 ADHESIVE. INSTALL' & PROVIDE SPECIAL INSPECTION PER I.C.B.O. ER5193 13' -0" 13' -0" DETAIL NRD N 0aSIM. DETAIL c [26 VFY PERIMETER ELEV. 2 ° 4 O 6}" VFY 2 "0 CORE DRILL HORIZ. I —CL PL1GN w/ PILE BELOW 6' -4" I I 1' -6" VEY. PER ARCH. -L5X5X X9-0" w /4- ° 0 HILTI K ' BOLT II (E BED 4' (PER tCeO REPT. ER 4627) 3' -Y max m 2° a 6 TYPICAL MECHANICAL VENT OPENING SUPPORT DETAIL 4- #6 VERT. (2 E.F.) 0 o HORIZ. .000 (33 24' - 21° J �1•_D• ELASTOMERIC RANDOM FIBER BEARING PAD 2 R 3 /8 "x1'- 0"x1' -0" w /2- 1/2 "0 HILTI KWIK BOLTS Ognga.(vert.) (EMBEDED 4 ") //4 x 2' -0" HILTI HY -150 EPDXY ANCHORS .0 1' -0" ( EMBEDED 4 ") 18 SAW -CUT EXIST. P.C. PNL. 2 0 9" t T.S. COL. PER. PLAN 0 4-"x 6 ° x0' -11" w/ 1 -)� HILTI HY -150 EPDXY ANCHOR 1/3" TOP R T.S. 8x4xy T.S. 10x104 H ®12" #4L-0 12" TS 10x10x5/8" 7: '- 8 "x2'I 0 CIP 0 T.S. COL. 5/8,0 -4" W.H.S. E.F. 0 7' -0" SECTION D-6.3 ,9EiD MI D ETON, INC SABEY ARCHITECTURE 'cv= r 7.PIRES 28 - - - --1 CONSULTANTS ilrA F /,✓. 6 -30 C3. EN REVISIONS ISSUE DATE' PL d Inge aM wM '.lM1e ariginol and unp DRAWING TIRE: I ppeanr aM or ue dupl �aied, 6- 12 -00 Wle y CarpamGan ca e eaose .pa.Pt�nn a PANEL ELEVATIONS ocr PROGRESS DATE: 5 -10- 0076,- ,30 - FILE: ABOVENE175HEET5/NET - 541 -ELEV PLOT: PROJECT NUMBER: 00049 ) 26I �C J CHE BY: DAN LAKE 'I APPROVED BY: