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HomeMy WebLinkAbout2414 W 19th St Technical - BuildingTECHNICAL Permit QnKnowh Address H W ciTh S4- Project description Po r gy 0 P oi nq 665 A; 90 rfi bus-lt-ia ?cur Date the permit was finaled oporbx 19 M Number of technical pages 3 S :41 4 ft A° 4 4 4::r e rft. Y. t di." 47' e' 2 44 „7„ 4416 S S S 4 r Project Name: Port of Port Angeles Multi- Address: 2414 West 19th Street Tenant Industnal Building Installer Federal Firesafety Type of System. Date: November 24, 1998 We have checked this plan and find that it conforms to the requirements of our ordinance with the following exceptions. 1 Change mim -horn notification devices in rest rooms to strobe notification devices as indicated on plans. 2. Ensure all horn notification devices throughout the building are changed to horn/strobe notification devices. 3 The fire alarm system shall be extended to an approved central receiving station utilizing two separate phone lines. Additionally 1 The system shall be installed as prescribed in applicable NFPA 72. 2. Fire alarm winng to be done in accordance with PAMC and Washington Administrative Code. 3 A final field acceptance test will be conducted to ensure compliance with applicable codes and ordinances before final approval is given. 4 An installation inspection and acceptance testing fee will be invoiced after final testing is completed. The fee for this project is $120 00 Contractor Building Department Light Department Fire Copy FP 6 PORT ANGELES FIRE DEPARTMENT Fire Alarm System Plan Review Telephone 457 -3308 R -3 R -1 Com El Permit #98 -10 Reviewed By Date 8 Page 1 of 1 Polaris Engineering and Surveying, Inc. 206 South Lincoln Street, Suite 201 Port Angeles, Washington 98362 (360) 452 -5393 FAX. (360) 457 -9319 DATE. September 24 1998 TO City of Port Angeles ATTN Lou H FROM Tracy Gudgel We are transmitting the following item (Attached n1land- carried ❑Under Separate Cover n FAX. PROJECT Structural Review of Port of Port Angeles Multi Tenant Buildina COPIES PAGES DESCRIPTION 1 1 Plan Review Letter 1 1 Plan Review Comments COMMENTS cc: FILE JOB NO 98175 Polaris Engineering and Surveying, Inc. 206 S. Lincoln St. Suite 201 Port Angeles, WA 98362 (360) 452 -5393 FAX. (360) 457 -9319 September 24 1998 Mr Lou Haehnlen City of Port Angeles 321 E. Fifth Street Port Angeles, WA 98362 SUBJECT PORT OF PORT ANGELES MULTI TENANT BUILDING Dear Mr Haehnlen: I have performed a second structural plan review of the proposed multi tenant building to be built at the Port of Port Angeles Airport Industrial Park. These plans have been reviewed for conformance with the structural provisions of the 1997 Edition of the Uniform Building Code and are in substantial conformance except as noted in.my attached comments. Provided my attached comments are addressed to your satisfaction and unless there are outstanding issues for which I have not reviewed the plans, I recommend that a permit be issued for the structure. Please call me if you have any questions on this matter Sincerely Tracy D Gudgel, P E. cc: jn 98175 STRUCTURAL REVIEW OF PLANS FOR PORT OF PORT ANGELES MULTI TENANT INDUSTRIAL BUILDING SEPTEMBER 24, 1998 1 Provide engineering and details for canopy including connection to footings and building and verify that 800 pound canopy load used by Star is adequate for design of frame columns. 2. Provide calculations to show that canopy footings are adequately sized to handle uplift forces and justify dead loads used in design (no information has been provided on type of construction for canopy) 3 Please provide detail of attachment of Star base angle to concrete slab Larry Gianni of Parametrix recommends use of 3/8' diameter Hilti's at 36' o c. or equal. Polaris Engineering and Surveying, Inc. 206 South Lincoln Street, Suite 201 Port Angeles, Washington 98362 (360) 452 -5393 FAX. (360) 457 -9319 DATE. September 23 1998 TO City of Port Angeles ATTN Lou H FROM Tracy Gudgel We are transmitting the following item nAttached Hand carried nUnder Separate Cover ❑FAX. PROJECT Structural Review of Port of Port Anoeles Multi Tenant Buildina COPIES PAGES 1 1 COMMENTS cc: FILE DESCRIPTION Structural Review Comments JOB NO 98175 STRUCTURAL REVIEW OF PLANS FOR PORT OF PORT ANGELES MULTI TENANT INDUSTRIAL BUILDING SEPTEMBER 22, 1998 1 Please verify that loads used for design of endwall footings by Parametrix corresponds with column reactions supplied by Star 2. Provide engineering and details for canopy including connection to footings and building and verify that 800 pound canopy load used by Star is adequate for design of frame columns. 3 Provide calculations to show that canopy footings are adequately sized to handle uplift forces and justify dead loads used in design (no information has been provided on type of construction for canopy) 4 Retaining walls shall be designed to resist sliding by at least 1 5 times the lateral force and overturning by at least 1 5 times the overturning moment, using allowable stress design loads per UBC Section 1611 6 5 Please provide detail of attachment of Star base angle to concrete slab 6. Please clarify height of cmu wall. Star plans show a 8' -0» wall while Parametrix plans show a 8'-8' wall Sent by Parametrix Sumner 206 863 0946, 09/23/98 2 50PM,jetFHx 1143,Page 3/8 te i 4_ STRUCTURAL IEUldII OF MANS FOR PORT OF PORT AMMO ML111CMANT IIIONTTRIAL 0111101141 SEPTINIMER22. 1u Plows verity *AI tools used far design et enema footings by Permed* cateepands with causer medians supplied by Stir. Prasids stamen; a and delis 10r weepy indudh>Q comedian to footings and budding and i tik thst 800 pound canopy bad used by Sim is edentate far denyt anima cob.tSIW 3. Prvrids cdouiatlona to stow itreit c en opir toeti gs ere adequately sued to herds wilt forum and lustily de11d loads used in design taro iMaaealion has been ptvtiiked an type et aongtudioee for clrrot Retsirin salts dub be designed to mist abate by at least 1.5 dams Ito lateral foam anti vrsr beninp by at Mist 1.5 *mina overturning moment wine atiawabls Miss design Marts per UDC Sacticut 1611.6. 5 Mlle mai*;NW d adodsrent at Stet ban angle to oxidate slab. 6. Please dariiy WOW am wet Slar pions stars a 8' wail Mee Pararrretroc pins avow a re wall TDfIL P Larry Gianni Port Angeles Buiidin9- respons From: Larry Gianni Date: Wed, Sep 23, 1998 2:00 PM Subject: Port Angeles Building response distn Polaris Engineering: Tracy Cudgel Port Angeles Building Dept; Lou Hashnien Triton Construction; Terry West Response to structural review comments fax of 23 Sept 1988 (attached): 1.Endwail footing loads-please see attached calculations. nt by Parametrix Sumner 206 863 0946, 09/23/98 2 49PM,JJtfax #143,Page 2/8 2. 3. Canopy loads to foundations-I have as yet no information on the canopy construction, which I understand is forthcoming from Star Buyilding Systems. Triton would like to have their foundation permit with a 'hold' on the canopy footings. 4 End wall foundations: please see attached revision sketches and calculations. We agree with your recommendation for dowelling into the floor slab for sliding resistance. 5. Wall base angle connection to floor slab' I do not have this detail from Star However for the minor wind loads involved, any type of connection anchor bolts. drill -ins, POF's etc would suffice Can we agree on 318" dia hilti's at 36" oc or equal? 6. Height of CMU wall is 8' -8' to provide wall openings per the architectural drawings. Triton Construction will coordinate this with Star Building Systems. We hope that these responses are satisfactory* thank you for your courteous handling of the plan review Pape 11 Sent by Parametrix Sumner RTIAL LOADING DOCK DETAIL SCAB 1/4' =1' GUARD RAIL (TYP) 3 7/2" 1 CL r 206 863 0946, 09/23/98 2 50PM,jg ;Fex #143,Page 4/8 4 4 TOP OF CONC EL 277' -2 3/4" CHAMFER ALL ARROUND BOTTOM OF CONC a =2 75 PLAIN CONC FOOTING ANCH 'R BOLTS TO SUIT POST BASES ISOLA HON JOIN T #5 TO MATCH CM vEB T .BARS gloom %Ir CANOPY COLUMN FO DETAIL It" t' 8» SCALE. 3/4 SEE kOL O Fort STA2 SLDCa CAN©PI DeTAI 9/23 5F (3 L& 6 ROUGHEN Sent by Parametrix Sumner 0 r VARIES SEE PLAN EL VARIES SEE PLAN 1 -6 L 206 863 0946, 09/23/98 2 50PM,JetrAc #143,Page 5/8 FACE OF GIRTS Ell a 1 NO SCALE SEE NORTH WALL FOUNDATION SECTION L 4A 4 4 -G of w °G #5 0 12 #5 CONT it reeifrf P/P& /A/AAA 74AJ FOUNDATION PLAN AND DETAILS Reos� -0 L TG L ..i 1 3' te r SHEET N0. F -1 Sent by Parametrix Sumner IrrUN it. SIUL 'OO TYNG. SEE ;PUCE DETAIL VER (TYP) RAIL TERMINAL TERMINATE WALLS 31M TO POST BASE )ET's) #5 3) 206 863 09466,, 09/23/98 2 51PM, tfL #143,Page 6/8 f /Ni SLAB (BEYOND) TYPICAL FOOTING CO RIGID FRAME SECTION 3 SCALE. 3/4" 1' F-1 1 -0 3/4 FACE OF ;IR TS 6 d 'ice �i //s J 7 e C i s 2 OfA SCHEDULE 40 PIPE, PROVIDE CONTINUOUS TOP RAIL AND POSTS N —0 EA COL (2) 3/4 DIAx12 B 4 (6 #5 EW- ISOLATION JOINT PROVIDE 8" SQ x 1 -1 /2" KEY CON TRUC TION JOINT #3 CO 24" OC --#7 CONT TOTAL (4) LAP 30" CONSTRUCTION JOINTS TYPICAL ENDWALL SECTION SECTION SCALE 3/4" 1 F-1 getriS /13M` SPLICE AS REQUIRED 1 Sent by Parametrix Sumner Parametrix, Mr. PROJECT A-1 ci 74 _rt.' A/4A/ r 4 c 67 JOB NO BY (--CI DATE__________ CHECKED DATE SHEET 54,a OF gev/6 Arod emdr five rmecv 46-4" Oid)C, ev‘-- La 4 7 LW) ilicf/FP 4% fift-eXv 4 If/ le* Xi fr AeriAits .41c m.ea. AT 4.4 sr 5,4-y 5S c-iiEr-.4e 3 1,...0C4DPAlS nt—saA.,C0 ef)t) 141. ACA..e C2 DC. ...71.# .S/r T b et_ tiVii4)0 DE' dm° 0, itz Cdc. wimp /2 al/ 206 863 0946, 09/23/98 2 51PM,MFax #143,Page 7/8 ZW., dri./0(9,4 27(4/2-) -.7. 7 10 71 "S 167,r(M) /,,s t. i2 S c 2..f7f l'a Yfr ZVA.4.0.0 0,4 y, A7-0,44 iz 4 r1,70 e- 0 (24 f 1 ("4.Efive Per -1 6 4 feAiri) Pow e-L, /N fa Pert AZ 1 d TWA a' A 464 175 0 V: •o 0/3 br lat•) 415-44 1c4 a 29' 0G w/p-0-04 54.6-64 f7"' e.c• 90 4 f 37j A/6 P c-r,stez. AIP C-434.,5 frheive 4,7 aid 6 on -47/Z 2,3 °V,a-r Ta AvyA/42470Ai 411 c L, f-Ao412, 1,./t'-' p 2 (ar) cez. 2 31b/20 c /2 7 re? bl.PAI Sent by Parametrix Sumner 206 863 0946, 09/23/98 2 51PM,I,Mix #143,Page 8/8 Parametrix, Inc. PROJECT BY DATF -(3) MA4- a J�' dV vc. 1 2 0 ^f 4a MOVA10 Oa '64 o 4 f S7; «5 g5. /4(/h' .74 iNi5)/2 ot if it, 1 /P21 121, 32 CHECKED heAla 17 044 14749 frokebioi:7 0.A4 /5)e 4A1.5i JOB NO DATE SHEET OF a 0 I 0 (a Orfrlz Z1(76)* 4( -40 /4 ti 3 z a A Tcol Y f e 37S 1 .7 1 P.St /F7 5 4. /0/ nie, cif) t2.2cX 0,24 Na, grir. 4 C; 24-4 Pek.rert-S n--04.$ y 1, 7 ,C$ a-5 fri TA*1 ad Qt. o/Zo 412 7 /4(3 2S) .0.4('3 23)/L 4 op4 0/14- L. 0-31 0 S(') 1 /7 5 2,6 to 5 c_ pow et To S 4-i egoato- Sent by Parametrix Sumner PARAMETRIX INC PORT OF PORT ANGELES AIRPORT INDUSTRIAL PARK MULTI TENANT BUILDING FOUNDATION STRUCTURAL CALCULATIONS ii/jity ,5Wfic-a04-46Adr4(.. SUBMITTED mumeilat 7, 206 863 0946, 09/11/98 12 30PM, tFax #822,Page 4/9 5 .52,53 ,9e1044441 p2Afl6 f oo rmicvs Pog 64✓ 37 44 Svc. 1,4 •40,5 5S geAr60 A.04 CA DFy PrrS 25.0 PSF pal r Sent by Parametrix Sumner SLAB CONTROL JOINTS 025 OC EACH WAY I #5 DOWELS FOR AS OCCURS TENSION r STRUT M BE:OW r -0 3 4 1 4" MI Li. N l ISOLATION JOIN T CMU SEE L FACE OF G1R TS ;:LOOR SLAB 206 863 0946, 09/11/98 12 30PM, tFex #822,Page 3/9 i TYPICAL FOOTING CO RIGID FRAME 110.20 difrb DETAIL SCALE 3/4 1' F -1 5 -v J k- N AC OP F"0 SP Sent by Parametrix Sumner Parametrix, Inc. PROJECT A.jg 7, r 6/VAL/I' B‘P_Cp BY DATE 41 7/Wi 4;" CHECKED 206 863 0946, 09/11/98 12 30PM,AWfaL_#822,Page 5/9 DATE t /b144 fi'f2-e-V-ce- A iy,S LC/ a ao 4- 7 5 -A 31,7 673 .P k V t (i.c 7) f7 Z k 3,S A- to Z. 2. 40 74 3 IL led 7) 4(2 ;,7 2.) 74 I 7(244) r. 4 evo 7!c 4444 634 4.1 51 4 r f 2 (40=6, 'aisn X40,4 Cleit d s /2 0, 5. eiv A AicHt24 peg, Ts VeC 71 ,3 (4) it'`, 4 0 A.507 1/ a, g0 23)( aro). 5. :E• 47 eVe r. of;e0 R 41( ala 4 /c, lc- >5L1 3t.../0/29.4. eo.32 (4v 2 04) 2:/ 3/ 0,4 ,a,,,filig(40.60 24 12. J 4;46 0, I s')er: Z not?) Vet. t 4 br, ,0"/ .s.rAvr A 'Ow r. 5C. EVo, goo 0.) 4 /3 NZ *AP 4 iv 4J' 7: LJ 4-AAr6 pogim/c, e e4.04,0) othe 04 .0 (-OA'S oivt-i I.Cpi1r NI6,24eK,;. JOB NO SHEET OF 0,c 014 4.4,0 Sent by Parametrix Sumner 206 863 0946, 09/11/98 12 31PM,Wax #822,Page 6/9 Parametrix, Inc. PROJECT JOB NO BY DATF CHECKED DATE SHEET OF 41 1 T. eta V 41) 4‘ 2,°C5li (0 7.• NO a 0)4 1 4: 6;4 (111) /454'0 og4VfOO 6 to:" fri se 4,4c, 4.4.14A Ai* ni-Wr, /44 T 5/c6 c L. ri cHer, afic tges r44)4 VC. a 5). 0 0E-0 z .fts a,. PLA F7(0 CV< all NSW 74)" (C0.44, rip 4.a A 4 4- .0440.44 I k 44 6(/41, vidsek- 0 47, 54 47 4. /49.4114- qs Sent by Parametrix Sumner 206 863 0946, 09/11/98 12 31PM,J_ #822,Page 7/9 But I a I n SYsteies FRAME SCA PT' ON USER Nw1E oe tey n DATE d/ 19/98 PACE JNtr I E 9ronat Leeketora CA 9 9E237 sr to .418 NA es 141931 FILE; 141133n.rvi SUPPORT REACTI1 '`(,1Z LOAO COnSINATION FAME 10 a01 LOCATION crave I nes 2 C) N OTE I These rQac T ans are "'OA lo0os deteem ned -on the ass CSOIe ease for ASO a s sn Se +s.% c Imps are t w, Stab ama nCttpi mean F catI a Fae'tcrs f sa reau•red oY the seisn$C aravisiens d` the 0001cease cede rase AS2 7es in IT s TI t res0Ons n T* s% Tne Foi.itdot cn aes Sner 7a 1.0017 TQ Ona mctcrs sae Oats :9540 nat ens a00raar a:e '3r tP$e :3i;Cete SC.na4t on *es an z aft react' any 1'. a it Os *no 4 0 REACTION NaTaTtaNE vL LIFO CLBBIPIRTION ?cIPIRI REACTION TAB: These are max mum react MS i0r enC170r OOt de3 9n alio Any not ee s00rppr OTe F Jounces on des sn I 01 1204 I LSFT COLUMN f RIOT COLUMN L SASE PLATE i .0.3X13.0X0.5 1 t0.0xt3.0X0.; I ANC. SULTS I .41 -I 1/4 I 1 41 -I :/4 LCAO CCMS ii. V I ii i NA 1 vA 1 LR 1 I 1 3421 42 1 .1 0.31 -34.21 33 71 0.01( -9.41 -3 ZI 3.31 3.01 -a ii 0.01< 1 I 34.21 49.11 0.01 -34 2: 53.71 3 01 1 11 1 -9.41 -9.2? 0.01 3.01 -4 51 0.01 1 1 I 1 I 1 1 :4 1 -2 31 -3 71 3.31 9.41 7.91 3 0 34 Zt 49..1 3.01 34.2! :i3 71 3.0 34 21 49.11 0.01 34.2) 33.71 0.0 -2.91 -3.71 0.01 9.41 -7.41 0.0 t 01111 A[NND TU q SO:IPTirit! C1. COIL +3NCId CL -I+L 14 WL3 YR 16 Sent by Parametrix Sumner lir i ld ng SY S a tens Brandt tkeford %.a SS237 RS:.CSICNS FOR EACH L^..FO CROUP i reset CAS are n n as sna w.S -it REACTI3 VoTTrtd6s VL LOAD GROUP RE T I 4 TABLE COLUMN BASE PLATE C. BOLTS LOAD GROUP OL L SNCw U- m ALL La1.. 4L3 CCRF7A LS RS LET COLUMN 1 RIGHT =LUNIN 1 10 0X13.00(0.5 i C 01113.3x0 S 1 (41 1/4 1 141 1/4 )4_ YL 1 LL FR 1 YR 1 tR 3 Si S.SI 0.0 -3.5i 8.6! 0.0 5.21 7.51 0.3 6.2! 7'5i 3 0 24.61 35.11 O Oi -24 Si 39"7! 0 12.01 17 01 3.01 -12.31 18.31 0.0 -3 al .a1 C 71 -3.41 1.41 0.0 -.2.91 :4 8i. 0.31 8.41 -.1..1 0 3 7.41 -0.71 0.01 2.21 -6 tt 0 0 -3.91 -tI !I 0 01, 5.31 -11.3! 0.31 -o A. -,1.2! 0.31 :2.31 .4 31 3 31 2.21 -3.? 3.C1 7 Si -C.51 2.01 -0.51 -0.31 0.01 0.31 8.51 0.0 12.71 26.21 0.31 -12.71 7 51 0.0 12.61 7 SI 0 01 -12 Si 25.71 0.0 e_ INC OSIl le OFSMUCE Efa Qao: Oesa Load CrL;. Roo: Calla :era l -oao EN= Roof Snow L7ao L_ Roc: vt -4=3 _0 L4 ;era 1 Sc sw i c Lona .:L1 L,1:sr.i Pr wary w .o ona _caS :ud nal ?r wary W nd __ad WL3 __:teal Pr wary td no Land 61 .:2r i Pr wnfY :i na .Door =RF R CanooY R•9It Snow Or F- LS '.1toa tanCed Le:: Roo: Snow Load QS Unbalanced R SMt Roo: Snow Lrod 206 863 0946, 09/11/98 12 32PM,j LL_#822,Page 8/9 'RPM =ERUPTION uSER t.* E:oo tev n GATE. eii8 /98 Ppm srto 408 ti IC 14t83a FILE l41e3o.ri1 FRAM 10 sCI L' AT1O ar¢we nes ZL to f YR S Sent by Parametrix Sumner amernx, inc. z cirt ei -Aiev ¢3:7 206 863 0946, tiOJEC T BY DATE 7- CHECKED C/4 A/d 7/&I e.e .�.�3 1 -Z 3 �r Q 4 4 5#1 h "d 4(47. 4 4C 171 /4.44 24 G gA 11A: 1 (pa v) 10 fru. A:: 4 .°5 /0.5-2,0.zn DATE 09111/98 12 32PM,10IFax #822,Page 919 Jos NO SHEET r OF :EL r 61 35=7 7. a 7( v) (4.b; g 5.a /4.44. Uf c, �3-3"L E !o e 1torr• /r..r., TCN 4 7f a d e i/ "ft r (Joy, i, c,. r V4-) 4 g ir2. Sent by Parametrix Sumner 206 863 0946, 09/11/98 12 29PM,JCtFaa #822,Page 1 Prom. Larry Gianni To: Port Angeles Bldg Dept subject: Multi Tenant Building 22 Sept 1998 Attn Mr Lou Haehnien Per our discussion attached are revised footing detail and revised calc ulations for the column loads as revised by Star Building Systems Thank you for your help Past ��-Ir Fax Note 7871 oo colDepc Phone a Fa 3tas .4 t 7- 454.2. A Imo' c r co i Ph*" a25? 43 112.1 Fax e Port Angeles, Washington 98362 1150 Fax (360) 417 -4509 internet address citym @olympus.net September 10, 1998 Larry Gianni Parametrics Engineering Dear Larry We are forwarding some questions regarding the plan review for the Port of Port Angeles Multi Tenant building We hope to expedite the plan review and anticipate you quick response if we can be of assistance, please contact me at (360) 417 -4816 Sincerel 321 East Fifth Street, PO Box 1150 Lou Haehnlen C B.O Building Official, City of Port Angeles CITY OF PORT ANGELES Phone (360) 417 -4500 TTY Phone (360) 417 -4645 Sent by Parametrix Sumner 9 Sept 1998 Port Angeles Building Department Attn Lou Regards Fax e3 o ¢f 7 -9 *2- =288 863 0946, 2S Pros. Larry Gianni Subject Multi- tenant Building snow load Thank you for advising that required roof snow load is 25 psf Per your request, I have reviewed the foundation calculations The total column loads for foundation design were taken directly from the Star Building Systems calculation package, which show Pg =35 7, corresponding to a roof load Pf =25 pat Our drawing note should read 25 psf roof snow load There is no impact on the foundation design. This letter is sent via fax per your direction F RES:e g4 'Fax 41 f Post-if Fax Nate 7671 'Date 9 PaSes 11v om L ,Cw/i4w.A// coJDea. A r r t e t Ica. P40-4/ttz X Phone Phone 2 3 3 57 2.r 09/09/98 9 01AM,J #tFsx #713,Page 1/1 4 SEP -09 -1998 16 29 Polaris Engineering and Surveying, Inc. 206 S. Lincoln St. Suite 201 Port Angeles, WA 98362 (360) 452 -4393 FAX. (360) 457-9319 September 9, 1998 Mr Lou Haehnlen City of Port Angeles 321 E. Fifth Street Port Angeles, WA 98362 SUBJECT' PORT OF PORT ANGELES MULTI TENANT BUILDING Dear Mr Haehnlen: I have begun a structural plan review of the proposed multi tenant building to be built at the Port of Port Angeles Industrial Park. Due to apparent discrepancies between the Star Building System plans and calculations and the plans and calculations by Parametrix I recommend that revised and coordinated plans be provided prior to any further structural plan review The attached comments are only a partial review and additional plan review comments may be required once revised plans and calculations are provided. Please call me if you have any questions on this matter Sincerely 1,, s• V Tracy D. Gudgel, P.E. cc: jn 98175 P 02 SEP -09 -1998 16 28 P 01 Polaris Engineering and Surveying, inc. 206 South Lincoln Street, Suite 201 Port Angeles, Washington 98362 (360) 452 -5393 FAX (360) 457 -9319 DATE. September 9 1998 TO City of Port Angeles ATTN: Lou H. FROM: Tracy Gudgel We are transmitting the following item: []Attached EHand- carried [AX. 417 -4542 PROJECT Port of Port Angeles Building COPIES: PAGES: DESCRIPTION 1 1 Plancheck Letter 1 1 Plancheck Notes COMMENTS: JOB NO 98175 ❑Under Separate Cover SEP -09 -1998 16 29 STRUCTURAL REVIEW OF PLANS FOR PORT OF PORT ANGELES MULTI TENANT INDUSTRIAL BUILDING SEPTEMBER 9, 1998 1 Please coordinate plans and calculations by Star Building Systems with plans and calculations by Parametric so they are consistent with each other Note that calculations by Star are dated August 18 while foundation calculations are dated August 10 and appear to have used different loads. Please note that due to discrepancies in the calculations and plans a full structural review will not be performed until revised plans and calculations have been provided for this building. 2. Provide engineering and details for canopy including connection to footings and building and verify that 800 pound canopy load used by Star is adequate for actual canopy 3. Please provided anchor bolt design for connection of columns to foundation per UBC Chapter 19. 4. Please clarify how horizontal forces are transferred from the anchor bolts to the tension bar Provide calculations as needed. P 03 TOTAL P 03 1 A' PARAMETRIX INC PORT OF PORT ANGELES AIRPORT INDUSTRIAL PARK MULTI TENANT BUILDING FOUNDATION STRUCTURAL CALCULATIONS SUBMITTED Parametrix, Inc. PROJECT ,4�7 u ''2/ BY L DATE r r? CHECKED DATF :,1• 60 rt G1-i 4.6:74 r7• 2) S--,44 4.04.11A-1 f 3 43 acv 36 a a )'h 1• 3m u Jac ,e OO 7/NCB ,F/t o iN/ C4 U rc 5 to Sc7 t 2 U J (6) 5 E--i4/ L /1- 0/.=P718 i ^14 ','2'Z JOB NO 2J 3442-e Z SHEET OF 344 '7" 0 r v i/ /N 1 c ar s �r 10 40 i ,QT). 4 1,7'e z....¢i) .5 4 7 K W. or,(.';t 2P(/2 27S 7G S)_ Z? 4 E 4 1 l d' 1 0.7 7 9 (49 31 !o T7r io,v 7/1,✓7 5v 4 7 c 93 5 (A 2 9(z.o) 7 -0 Aif io,,i G At1° X5-/04 C-e. O -14-4--z: co) ?Z r J 0/ zit 13 -10 1111'11 0.005 X 21 21 2.8(1 in 2 (Si Ilnu 15.6.5) A srr1)ml l .1)111' provision (Seelion 7 10 5) rrgnires a tensile rapacity equal 10 one I' mrlh the area of vetlira) I w s in la, 1, Fill limes f„ lu I hi ease the wrens required ale ((1.25) (3) (1 011) 0 75 in 111.25) (2) (1 00) 11 50 in I lie controlling vnlne is (be requirenumt for minimum Iota' area 11 0051 2.88 in 2 fry 1 (0 l)unds (4 3 16 in Alen provided (2) (0.79) 158 in per fare See 'Fables 15 -I% and 111 eusion splice length, (:loss f' 5 000 psi for #8 I6 in feusion embedment :1 000 psi for #8 35 In Ilequiled lengths cwt he reduced in the rulio (1 75/1 58 Length required 0.75/1 58 (16 1- 35) 22 in I 17 in Ilse d ('11 3 -3 Dowels INDIVIDUAL SQUARE FOOTINGS DESIGN SOIL PRESSURE 1600 psf (SAFE BEARING PRESSURE 1000 psi) Thick- M;^ Mat Bar, Each Way Weight Volume Column Size 8 ness Col. Bats par of Design Size Bar Spacing Fooling Conuele Copacily (in.) (in.) Quantity Size (in.) llbs.) (cu. yd (kips) 4 -6 12 10 4 5 16.0 33 0.7 28 5 -0" 12 10 5 5 13.5 47 0.9 34 5 -6 12 10 5 5 15.0 52 1 I 42 6 -0' 12 10 5 5 16.5 57 1.3 50 6 -6 12 10 6 5 14.4 75 1.5 7 -0' 12 10 6 5 15.6 8 1 1.8 7 -6 12 10 7 5 14.0 102 2.0 8 -0" 12 10 7 5 15.0 109 2.3 8 -6 12 10 8 5 13.7 133 2.6 9 -0" 13 10 9 5 12.7 159 3.2 9 -6 13 10 7 6 18.0 189 3.6 0 -0" 14 10 8 6 16.2 228 4 3 0 -6 14 10 9 6 15.0 270 1.7 1 -0" 15 10 9 6 15.7 283 5.6 1 -6" 16 10 10 6 14.6 330 6.5 2 -0' 1 6 10 I I 6 13.8 380 7 I 2 -6 17 10 11 6 14.4 396 8.1 3 -0' 18 10 12 6 13.6 450 9 3 3 -6 18 10 10 7 17.3 531 10.1 4 -0' 19 10 10 7 18.0 551 11 4 4 -6' 1 9 1 0 I I 7 16.8 629 12.3 5 -0" 20 10 11 7 17 4 652 13.8 6 -0" 21 10 13 7 15.5 823 16.5 J13 7 -0" 22 10 15 7 14.1 1011 19 6 351 8 -0' 23 10 16 7 14.0 1144 23.0 387 9 -0" 14 10 14 8 17.0 1383 26.7 425 20 -0" 25 10 15 8 16.7 1561 30.8 165 DESIGN SOIL PRESSURE 3100 psf (SAFE BEARING PRESSURE 2000 psf) 4 -6" 12 10 4 5 6.0 '7 5 Z._ S' 12 10 5 5 5.0 6' -0" 6 -6 13 7 -0" 14 7 -6 15 8 -0" 16 8 -6 17 9 -0" 18 9 -6 18 10 -0" 19 10 -6 20 11 -0" 21 11 -6 12 12 -0" 23 12 -6" 24 13 -0" 25 13 -6" 26 14 -0" 27 14 -6" 27 15 -0" 28 16 -0" 29 17' -0" 31 18 -0' 32 19 -0" 33 20 -0" 35 10 7 10 7 10 6 10 7 10 8 8 I0 10 10 10 10 10 10 10 10 I0 10 11 12 12 13 14 14 7 8, 6 9 0 1 9 2 0 2 3 4 6 4 6 7 f' 3,000 pti f„ 60,000 psi 33 0.7 60 0-- SU- 7 52 I 1 90 dlr 107 2.0 87 1.6 125 3.0 94 2.1 Ill 6.8 126 2.6 165 5.0 157 3.1 186 3.7 192 3.7 209 4.5 204 4.5 233 8.0 257 5.0 260 6.2 310 5.8 286 8.0 333 6.8 314 5.7 386 7.0 342 4.6 419 8.9 372 3.8 517 10.2 402 8.0 576 11.5 434 3.6 613 13.0 166 7.3 694 14.'- 500 6.2 791 16. 534 5.2 897 17. 373 4.5 1006 19 I V 09 4.3 1158 22.9 1 89 3.2 1409 27.6 68 6.) 1665 32.0 855 4.8 2012 36.7 916 4.6 2254 43.2 1035 Parametrix, Inc PROJECT BY DATF CHECKED V�2-r I ,031_ F- )6( 46, 7 7 2 ac.2' JOB NO DATE SHEET "2 OF (1 34. 44 4 c4-24-co_ L. zP ?'d-!!) ate. 6r 4 I 5 1c;4 .57(z)(t5 .411 gDL f, 24 ei4 ,o?.?(/P)140. Lig? 2 Cs; 7 coAi-r Ile. ght h, Ht.) 3 4 5 6 7 9 10 10 II 12 13 14 15 16 17 18 19 20 A 14 -12 t 7 CANTILEVER RETAINING WALLS- Highway Surcharge/ 13.1 8 (1t.1 111.) 3 0' 3 4 1 1' 8' 5 2 5. 9 6 3 6 9 6 9' 7' 3 7' 9' 8' 1 8 9' 9' 4' 9' 9' 10' 4 10' 10 II 3 II 9 11 0'10 i 5 I' 7' 19 2 0 2' 2 2' 1' 4 2' 6 2'8 2 10' 3' 0 3' 2' 3 1 3'.6 3' 8' 3' 10 4' I A 33 40' 0 Y I -1 r 1 I i OPTIONAL LUG BASE 0' 10' 0' 10' 0' 10 0' 10 0' 10' 0' 10 CONCRETE DIMENSIONS Base P. A C nt T 111.1 111.) (P LOW WALLS 11 I 611 I 106 I 1 925 I 0.690 2.790 3 41A 5 I 10' 876 134 I 5.080 I 1 922 1 2.643 7' 3' 983 168 7.657 2.860 2.676 2' 7 1111 178 10.586 2' I I 1191 219 11.497 3' 3 1314 231 18.870 3' 7' 1440 143 24.059 HIGH WALLS 1 l' 4 1146 261 2 3' 8' 1606 261 2 3' II 1767 260 3 4' 4 1908 288 3 4'•6 2093 256 4 4' 10' 2230 286 4' 5' 1 2420 251 5 5' 5 2556 282 5 5' 9' 2718 181 6 5' 11 2910 245 6 6 2 3042 215 1 Ileel 4..1) T S N T ALTERNATE LONG AND SHORT 0" BARS SPACING S D A (D 12') Ov .tu Moment M. (II..k.p.l 4.052 5.525 7.308 9.130 S.F M, 2.613 2.624 2.582 2.551 T S SF ONE LENGTH "0' BARS SPACING So FIG. 14 -I BAR DETAILS AND NOTATION LOW WALLS Co ete (Cu ft. Pe M, li It.) 5.56 -7/ 8.25 4.6Y� _II 11.00 12.42 13.75 15.08 I I Height h, (n.) 3 I /3(r 18 I 5 4 /3 18 I 7 3 I /3 (n 18 11 9 i (h, I o 631!9 1 r --J 7 /3 (ii` 8 2' 1 8 1 1 6 6 1 1 2' -4 9 /4 r 7% 2' -6 10 /4 (i1 6 2' -8 STRUCTURAL REINFORCEMENT Si Spa ng 0-BARS OPTIONAL2. -I I L__J Al BARS 3,000 psi 60,000 psi Si Si Spn 1 .nth X 6 Y ig Y Spu .g LOW WALLS Dowels only No Splices 24.983 10.017 2.494 11.81 10 /I (it 8 2' I I 3' (0 I 3 /J (r 9 5'.6 31.364 12.720 2.466 16.86 11 140 61/4 3' 2 4' 1 1 3 /3 7 6 I 38.743 15.861 2.443 19.04 12 #5 6 81/4 3' -4 4' -8 1 -8 146i 9 6 -7 48.204 19.474 2.475 21.44 1 3 15 (it 7 J' -6 4 I I 1 -8 /4 C 9 7' I 56.816 23.591 2.408 23.77 14 16 r 9 3' 9 5'.6 2 0 /4 (0 8 7' 7 68 883 28.243 2.439 26.42 1 5 #6 71 3' I I 5' 9 2' -0 /5 (i 9 8' 4 79.761 33.161 2.381 29.00 16 16 0 6112 4' 1 6' I 2'.0 /5 m 9 8' 10 94.793 39.286 2.413 31 91 17 /7 (0 71/4 4' 5 6 9 2' 9 1 8 9' 4 109.851 45.741 2.402 34.84 18 /7 02 7 1' 7 7' 1 2' 9 #150) 9 10' -0 124.569 52.862 2.356 37.78 19 /8 8 4' 10 8' -0 3' -8 /6 (ii 9 10' -6 41 985 60.681 2.340 40.95 20 18 7 5' 1 8' 4 3' 9 17 (i 9 11 -6 MIN. 8� ci M 5 0 6 A C S BASE I I I I l5s4' (nIB lop 1' 7 13 4'.8 18 1 2' 9 /3 5' -0 6i' 15 3'-0 14 5' -0 18 3' 2 /4 5' 0 16 HIGH WALLS -Class B Tension Lap Splices P r T 13 2' -6 1r 18 f3a2'.1) Pi- 18 #3 3' -7 (d 18 #4 5'.0 (0' 1612 f/ 5' -0 131/2 15 5' 2 big 1 15 5' -6 (0 141/2 /6 6 -0 C0 171/4 #6 6 5 (n! 15 16 6'7 (;<13 17 7'.8 (n 151/4 #7 7' 11 66 I3 /s #8 9' -0 16 18 9' 2 14 P BARS M f_ I•BARS Site Spn log 14(' 10 86 0.020 NP 10 14 Iii 10 /40 10 /1 10 +tt 10 14('e 150 13 #5(i. 13 /5(n 13 (5(9.13 /5(013 /5 P) 13 #5 6( 13 #5 I., 12 #5 12 150 12 /50 12 M S s 5 0 Case Highway 3 Surcharge Totol Steel (11 1.1 II I 11.2 153 18 S 22.8 28.6 27.5 32.3 10.3 15.8 53.8 65.1 73 2 88.2 10+.7 120 B 146.7 O O 14 -13 ALTERNATE LONG y l 1 AND SHORT (yi) 0" BARS TABULATED SPACINGS Ste Steel of Bn (i 1.1.1 0.283 0319 0.123 0 501 0.591 0.693 0 800 0.916 1.041 1 175 1 318 0.067 0.106 0.157 0.223 0.305 0.108 Parametrix, Inc PROJECT JOB NO BY DATE CHECKED .DATF SHEET 4 OF P-oa 7/A-iC5 -/Z z: h 4 2 Vie a# (43-0) (4 a l /.7' ''d 5 4.7) /11 Z_ 7 f' 24 2 14 47/8.44) I• .el 7 7 4 A= 4. 1 OS r 2,0 zs.) zr 2:S RI 2 L lie i ,--,0 .:i i ,1eCA1 12-"M >14 A/1/4- -i3.0 'Pm d G• p 9f& rAfrt-b f-res. re :4/4-t4 /2.a4 r 44,2 4.4-t)g OL l.L. /le iv oPt 62 Parametrix, Inc. PROJECT t3Y DATF N a ex- ros •7 5 title; f ,1`,,741 Lsh.) ,g1 I e 404/A44.--; 4 *I (lo Tr- CHECKED t/i tidle.ro4 4 4(05- Cyc vespu. :A. iisr,./4z).: J rAel rt. 2• rig-i 5. —of /2. 7( 41,75) gat. t .J o 1 04 *.4 71.g .1 /A/ A 70. 'Z ille'r2 .7-1r IL, 4 r1; I g JOB NO DATE SHEET Co OF WWI 3 e 4.73-12 Parametrix, Inc. PROJECT y L rr-, DATE fri 0/044A—• 1 wfiv.o0 pv,5 13 4 CHECKED C (0 fa; eao A PC. a j.kop di c_i'r 1 4".11 4 7 JOB NO DATF SHEET 47 OF 1 a euf c, s W/A)D .0-13 ca t 1(04( 0 Co. er7(0 13)(1#°) 7 /7 125-/: <6°t/b4N1 fz cr ri 2) jAl DO )1 a (70) 4,4. ,01 -2. F,(0,) 2 "7/ 4e242,-7 746L-6 H-3 41 5" /W w 1 133 4 :42 /4) Vfi 7 J2 vfLtrLits Parametrix, Inc PROJECT BY DATF C.4 Ad 7:0 ct446-4:04 frv4 44.... Vear "i/,41;044/ ..ireim /11/2 a/ z F, 31) 7 2 a,/ e 7 7 Adbv,Cov. 2 1111 ,7 21 A CHECKED DATF 4 e (i'1.;) 4 a4sic (,Fr J ew v Ado 7 y 4 6r7 Pr24W7 7 ai 1 7 As 2. /41 (1) .C* •f /t• .,a 4/ (1).. a; 33 1_4 H 315' ?7) c A.47 0:K JOB NO SHEET OF -rcp) (52.-.40# ,ger i r76 r. 4v/ IL.0,/4(2,.)=.: H i..3 T •i• .91 4..7.4.2/1 .1.- ././y. 2- -GP /4 e, TABLE H 3 Moment Capacity of Walls Beams 1:7 Balanced Design f 26 700 Ds, d Depth to steel 1 Inches) K cc U 2000 K OS K 3alancec K cs incnes 12 Incnes 4iiowaDie stresses for masonry na steel are in- crease° 113 for wind or seismic o ces. Example 1.33 f 1.33 (20.0 26 700 os' 2.75 .331 06 .36 07 3.00 .40 i 07 .43 .07 3.25 .471 07 .501 .08 3.50 .541 08 .58 I .08 3.75 62 .08 r .67 .09 83 11 1 .24 4.00 71 .09 r 94 12 1 41 4.25 .80 09 .86 10 1 06 13 1 59 4.50 .89 10 .96 11 19 13 1 79 .45 08 6 .53 09 79 .62' 10 .93 721 10 1 081 Wait Section n= 44 n 40 n 33 n 22 n 20 n 16.7 I n 15 fm 300 fm 325 fm 400 fm 600 fm 667 fm 800 'fm 900 P .0019 P .0020 p .0025 P .0037 P 0042 P 0050 P .0057 K 44.2 1K 47 4 K 58.9 K 88.3 K 98.8 K 18.6 K 34.2 M As M 1 As M As M As M As M As M As 't. i SC. 't. SC. t' SC. SO sq SC. SC. Kips in kips in. kips in kiDS in kips in kips in KIDS in •1 "Seam Section 4.75 1 00 11 1 07 11 .33 14 99 .21 2.23 .24 2 68 .28 3 03 .32 3 71 .39 3.98' .42 3 76 5.00 1 10 11 1 19 12 1 47 15 2.21 .22 2 47 .25 2 96 .30 3.36 .34 4 11 .42 4.421 .45 4 17 5.25 1.22 12 1.31 13 62 16 2.43 .23 2 72 .26 3.27 .31 3 70 .36 4.53 .44 4.87! .47 4 60 5.50 1.34, 12 1 43 13 781 16 2.67 .25 2.99 .27 3 59! .33 4.061 .37 4.97, .46 5.341 .49 5.05 n 12 n 11 n 10 fm 110 fm 1200 fm 1200 P 0069 P 0074 P .0070 K 164.2 K 176.6 K 166.8 M As M As i M As SC sc I Sq Kips r, K1D5 in is is in 2 'S 4 .90. 16 01! 19 .24 .23 .34 .25 .26i .23 3 89 1 15 1 07 18 .21 .20 481 .25 1.59 2 .50' .25 14 1 041 16 .25 19 42 22 73 .27 1 87 .29 76 .27 16 1.21 7 45 .21 64 .24 2.01 .29 2 16 .31 2 04 .29 17 1.39 19 1 67 .22 89 .25 2.31 .31 2 481 .33 2.35 .31 18 .58 .20 1 90 .24 2 15 .27 2 63 .33 2 83 .36 2 67 .33 19 78 .21 2 14 .25 2 42 .29 2.97 .35 3 191 .38 3 01 .36 .20 2.00 .22 2 401 .27 2.72 .31 3.33 .37•. 3.58 I .40 3.38 .38 .40 .42 .44 .46 5.75 1 46 13 1.57 14 i 95 17 2.92 .26 3.27, .29 3 92 i .34 44i .39 5 43 .48 5 841 .51 5.52 .48 6.00 1.59 13 1 71 14 2.12 18 3 18 .27 3.561 .30 4 7' .36 4 831 .41 5 91 .50 6.361 .54 6.01 .50 6.50 1 87 14 2.00 16 2.491 19 3 73 .29 4 17 .32 5.01 .39 5 67! .44 6.94 .54 7 461 .58 05 .54 7 00 2.16 16 2.32 17 2.88' .21 4.33 .31 4 841 .35 5 81 .42 6.581 .48 8.051 .58 8.65' .62 8.17 .59 7 50 2.48 17 2.67 8 3.31 .22 4 97 .33 5.561 .37 6.67 .45 7 .551 .51 9.241 62 9.93 67 9.381 .63 8.00 2.83 18 3.03 19 3 77! .24 5.651 .36 6.32 .40 7.59 .48 8.591 .54 10.51'! 66 11.30 71 10 681 .67 8.50 3 19 19 3.42 .20 4.25 .25 6.38 .38 7 14 .42 3.57 .51 9 701 .58 1 87! 1 2 76 76 12 051 71 9.00 3.58 .20 3.84 .22 4 .27 15 .40 3.00 .45 9 60 .54 10 37! .61 13.30 75 14.31 .80 2.51 75 9.50 2 98 .21 4.28 .23 .28 97 .42 3.91 .47 70 .57 2 65 4 82' '9 15 94 .85 15 061 79 10 00 4 2 .22 4 74 .24 5.89 "0 3.83 .45 9 88 .50 86 60 3 42 68 16.42 83 66 .89 16 68 .84 10.50 0 23 9 .7 7 G 89 =2 2.0' 63 80 1 8 .87 19.4 94 13.39 .88 >11.00 6.34 .2511 6.7 .26 3 I 5' 5 14.35 .66 6.24 75 9 57 .91 21.3 98 20 8i .92 11 50 5.84 .26 6.2 .28 79 .34 68 .51 3.06 .57 5 68 69 7 5 78 2 72, .95 23.36 03 22.06 .96 12.00 6.36 .2' 6.33 .29 3.48 .36 2 .54 14.22 60 07 '2 9.33 .82 23 6511 00 25 43 1 07 24 0211 00 12.50 6 90 .28 41 .30 9.20 .37 3 80 .56 15.43 62 18.53 75 20.97 .85 25 661 04 2 59 12 26.07 05 13.00 46 .29 8.0 .31 9.95 .39 14.92 .58 16 69 65 20 04 78 22 68 .88 2 75 08 29 85 16 28.191 09 14.00 8.65 .31 9.29 .33 11.54 .42 7 .31 .62 9.36 70 23.24 .84 26.30 .95 32.191 16 34 61 .25 32.70 1 17 15.00 9 93 .33 10.67 .36 3. .45 19 87 67 22 75 26.68 .90 30.20 02 36.951 .25 39 74 .34 3 .25 16.00 .301 .36 12.14 .38 15.07 .48 22.61 71 25.29 80 30.35 96 34.36 1 09 42 04! .33 45.2 .43 42 '11 .34 18.00 4.31 .40 15.36 43 19 07 .54 28.61 .80 32 00 90 38 42 08 43 4811.22 53.2'1 49 5 61 54.0511.51 20.00 66 .45 18.96 .48 23.55 .59 35.32 .89 39.51 00 4 43 1 20 53 681 .36 65 691 66 70 64 78 66 7 311 67 22.00 21.3' .49 22.94 .53 28.491 65 42.74 .98 4 81 10 57.391 1.32 64.951 1.49 79.49! 83 85.481 96 80 7411 84 24.00 25.43 .54 2 .30' .57 33.91 71 50.861 07 56.89 1.20 68.30 44 7.3011 63 94 6011.99 10' 2 14 96.0912.01 26.00 29.85 .58 32.04 .62 39 80 7 59.691 16 66.7' .30 80 15 .56 90 211 77 11 0 2. .6 119 4 2.32 1 2 6 2. 7 28.00 34 6 62 37 161 .67 46.15 .83 69.23 .25 7 44 1 40 92.9611.68 105.2 .90 128.8 2.32 138.5 2.50 130 3 2.34 30.00 -9 7 67 42.66 '2 52.98 .39 7 9 47 .34 88.89 .50 106 80 120 5 2.04 14 49 159 _.68 150 2.51 32.00 45.21 11 48.54 77 60.28 .95 90.42 43 101 60 121 4 92 137 2 7 168.2 2.66 180.9 2 85 '70 8 2 68 34.00 5 04 761 54.80 .81 68.05 01 102. .52 114.2 70 13 _.04 155 2.31 189 9 2.82 204._ 3 03 192.8 2.84 36.00 I .30 6' 43 .86 76.29 07 114 4 61 128.x. 80 153 2 6 1 5 2.45 2 2 3 2.99 228.9 2 1216.2 3 01 38.00 76 .35 68.45 91 85.01 3 12' 5 70 142.6 90 1"" 2 2.28 193.4 2.58 23' 3 15 255 0 _.39 240 9 2 18 40.00 0 641 .89 75.85 .96 94 19 19 141.2 78 58.0 2 00 189 2 40 214 272 262 c 2.22 282 6 0.57 266 9 3.34 42.00 7 881 94 83.62! 00 103 8 .25 155.3 87 174._ 2 0 209.2 2 .521236. 2.85 289 3 49131 .5 4. 75 294.3 3.51 44.00 35.481 .98 91 7' 05 114 0 .31 171 0 1 96 19'. 2.20 229 6 2.64 259E 2.99 318.0 3.65 341 9 93 323 L 3.68 46.00 93.431 03 100.3 1 0 124 6 .37 186.9 2 05 209 0 2.30 250 9 2.76 284 C 3.12 347.5 3.82 372 7 4 10 353 0 3.85 48.00 01 7 07 109.2 15 135 6 1 43 203.5 2 14 227 6 12 40 273.2 12.88, 309.2 3.26 378 4 1 3 99 406.9 4.28 384 4 4 01