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CERTIFICATE OF OCCUPANCY CITY OF 'RT TOWNSEND DEVELOPMENT�SERVICig—Ift ARTMENT 16 AW This certificate is issued m accordance .with the apro�isions of�the International Building Codes as adopted and amendEA by t City of or Townsend , At the time of issuance, the he r too be h indicated structure and ruse was deemed W a m ,compliance with .the various codes and ordinances of the City,,' of Port Townsend'regulatingorrstruction, ;use and occupancy of buildings. 10 Property Owner: Grandy Rich"�ard. �� Name of Business: Factory J Cracker ti i .,' Building Address: 819Washi'ngton Street f Occupancy G oup:. B/R3 ; r.. 4 Type of Construction: Date Issued: v Permit Number: January 19, 2011 BLD09-217 Building Official 'PORT T CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND wA Development Services Department 9 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 989704110 PERMIT NO. BLD09-217 ISSUED DATE 12/01/2009 EXPIRATION DATE 05/30/2010 ADDRESS 819 WASHINGTON ST CONSTRUCTION TYPE OCCUPANT LOAD OWNER GRANDY RICHARD J PROJECT DESCRIPTION Remodel Cracker Factory CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP DATE COMMENT FRAMING j. -CR Q�/L 220 2-C 10 A[2 SEO-L Qtla 2-/41P-010 SPECIAL INSPECTION SPECIAL INSPECTION SPECIAL INSPECTION Ig�l See ^SQ rGroF( AUSGE -EAN EO M- NC A INSULATION 211012010 GWB l FINAL PUBLIC WORKS FIRE-FINAL FINAL BUILDING f 6( TO REQUEST AN INSPECTION CALL(360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. r NTI'ENGINEERING & SURVEYING- 717 SOUTH PEABODY.STREET,PORT ANGELES,WA 98362 ` Engineers Land Surveyois■Geologists Construction Inspectron.■Materials Testing (360)452-8491 1:800-654;5545 FAX 452-8498 EWail:info@n64u.com www.nli4u.eom' Richard':J. Grandy;Project Superintendent 5809 NE Minder Road Poulsbo, WA. 983,70 December 3. , 2009 Subject: The Cracker Factory.Project.Located at 819 Washington Street,Port" Townsend, WA - Geotechnical Review of Soil Properties at Project Site Dear Mr. Grandy; Please be advised that,acting in accordance with the requirements of the plans for the subject project, I visited the project site with a field assistant on December 30 2009. The project`plans call,for a Geotechnical Engineer to verify the'assumed soil parameter and to determine the Aikely substrate at the helical anchorage installation points: A. Soil Type at Site . We examined the soil at the base,of the elevator shaft by means of visual•inspection, probes and a shallow test pit. The soils at the foundation level are predominately as . follows: Gravelly Fine to Medium Sand - Grading from Moderately Compact to Compact The sand contains about 10% gravel by volume. 'In the uppermost section,"brick shards and masonry rubble were,present. At the elevator shaft elevation and below, the soil is very likely to be mostly sand. Four-foot probes suggested that".there.is only a small -percentage of rocks below the bottom of the.elevator shaft elevation, about 3 feet below the existing-finished floor. -In a shallow test pit dug to 2 feet below the bottom-of the elevator shaft, we noted that the`` . sand's density.varies from moderately,.compact to compact. B. gearing`Capacity of.Elevator Shaft Soil-Confirmed' .The sand at the excavation for the elevator shaft footing can provide the 1500 pounds.per square foot vertical bearing pressure and the�55 pounds per-square-foot-per-foot-of depth'lateral bearing assumed in the.project design. 'We suggested that the loose sand in the footing excavation be consolidated by flooding'it . with water and then compacting the sand.after'it has had-about three of four days,to•drain G:\Gen\Steve L\Inteiime Geotechnical Reports of 2010\Cracker Factor),in'Port Townsend.doc and dry. Compaction with a vibratory plate compactor or jumping jack will complete the soil preparation., C. Helical Earth Anchorage Design Basis Recommended We examined-the excavations for the moment-resisting frame anchorage points where Chance helical earth anchors`will be installed. The soil type for pull out determination should be taken as: Moderately Compact Fine Sand - -Unit Weight Approximately 80 PCF . Geologic evidence and our experience in Port Townsend suggest that the sand extends to. . a considerable depth beneath the subject building. It should be assumed that tidal conditions will result in soil saturation'.to a depth of 5-feet below the finished floor level. A few rocks may be present in the sand. Probes of the excavations at the anchor installation points suggest that rubble fill is not present. The existence of compressible or weak lagoonal deposits in the subsurface was ruled out after an inspection of the existing building foundation plinths showed no signs of settlement in spite of its considerable age. If specific soil strength design parameters are needed to design the anchorage system, please contact the undersigned Engineer. C. Limitations of This Study The study of this site and its subsurface:was completed without the benefit of deep borings, deep test*pits and similar geotechnical measurements and observations. The inferences made in this report were conscientiously made using our experience and the observations and.methods noted. We warrant that the work was carried out with diligence so far as time and-budget allow and that the work was completed to the expected standard of professional work. NTI can offer no other warranty, either express or implied, on the work, the conclusions or the recommendations herein. Users who need a higher degree of reliance on this report and its conclusions•are invited to obtain more detailed•studies of the site. Sincerely; ,��,5• I,�T NORTHWESTERN TERRITORIES,INC. .o� 23767 Steve S. Luxton MSc.-PE wr`L Professional Engineer G:\Gen\Steve L\Interime Geotechnical Reports of 2010\Cracker Factory in Port Townsend.doc VF1SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Project Data TO Richard Grandy DATE 12/21/2009 PROJECT Cracker Factory Port Townsend,WA BY Zane Kanyer Memorandum RE: Field Revisions The contractor has requested clarifications to portions of the framing at the Cracker Factory for Richard Grandy. We have the following: • Clarify spacing of out of plane wall anchors per detail 4/S3.1. Anchors should be spaced at 48" on center. The 32"spacing was based on a joist spacing of 16"on center rather than the existing condition of 12"on center. • Clarify anchors on 8/S3.1. Anchors should be 5/8"diameter and epoxied per 8/S3.1. • Headers over openings on plan. L6x6x3/8 are typical headers unless noted otherwise on the plans. Please contact us if you have any questions. J. S,q F� 9 y 2 000 Copy to: 2124 Third Avenue.Suite 100.Seattle.WA 98121 www.sv4ensonsayfaget.com Office: 206.443.6212 Fax. 206.443.4870 W vf�] SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Structural Memorandum TO Richard Grandy DATE 3/12/2010 PROJECT Cracker Factory Port Townsend,XXIA BY Zane Kanyer Memorandum RE: Field Revisions The contractor has requested changes to portions of the framing at the Cracker Factory for Richard Grandy. We have the following: • Replace the W12x136 wide flanges at the moment frame with A572-50 W12x120 sections. We find this revision acceptable as the frame still meets strength and deflection criteria. Please contact us if you have any questions. 11 J. S 9 y L 9. 000 �'��IbaAd G Copy to: 2124 Third Avenue.Suite 100.Seattle.WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 SWE1450i4 SAY FAGtT I ASTRUCTLMLM94ERINGCO$MRATOR 2'N WHEN BUILDING BEHIND INHIBITS PLACING ROSETTU EPDXY GROW,ANCHOR 90d is 8*MIN,EMBED UC IWE.s I A 7/S3,; MC"X'E s I FLOOR.SHEATHING n (E)ELEVATOR OPENING—� PER PLAN NOTE 2 8/52.1 10/23/09 2L Z 0 1 F I I I V I I 1 41 R.) SISTER R 1.1*TO 4,1 (2)361 41S I � DESIGN: (E) (2) RGC 16d 0 11 0. i i POK'_T 02 3fl3 INTO URN WALL-AND ATTACH W/1/,.3,3,1 A—O.. RGC PENT E r'1i2)h'o MLI BOL7S DOS 14 0 16*K �'a# (tj? &(2) HAS-1 RODS INTO WALLti i [PDXI'D Wi iH HiLli HIT HY20(8'M,ttd) 3/S3.1 maol FRAME BLM ETAN.JOISTS @ q ILEYATION HA BENT i 1/4.f16 LLH 12/S4.i AREA Of(E)�t[VATOR (Dee'6- sid, 01 opg) M1111.5 DRAG STRUT Vil 1`00`65 OU/1*0 HILT] W12.136 I- P V.12436 HAS---.RODS 0 Q M I EPDXY Tif HILT)411 HY20 (8'd) 4 LS� HS� FLAT To EXTEND 6,(min.)E A. SIDE Of OPENING FOR SC'1D BEARING First Floor Plan I DO NOT SCALE DRAWINGS.REFER TO kNCHiTFCTURAL DRAWINGS FOR ALL DIMENSIONS. - FLOOR SHEATHING SHALL BE�. T&G APA RATED PANELS(EXPOSURE i,SPAN RATIN,46/24) GLUE&NAIL ALL FANEL EDGES h/16d 0 TO ALL INTERMEDIATE FRAMING V/;6C 0 12'oc 3. REFER GENERAL'T@jCTURAi NOTES FOR ADDI HONAL REOUIR KMENTS. TREE: Cracker Factory A 0 Washington Street Port.Townsend,WA ARCKrFC.: Ok)REFER TO PLAN NOTE 3 Larsen Architects AIA PO Box 10674 Bainbridge Islar4 WA 98110 FIG.&RZINF.HF.!O/54i PH 206.842.9984 --------------- O j Permit W-CSHEET„TIP: Plans Plan Notes Foundation Plan I. DO NOT SCALE DR-'WINCI PETER TO ARC1,1WJP.AL DR.vPN: i0F.,AL. DIMENSIONS. IW U.N.O. BOMY OF ALL iXTERiOF.FOOTINGS SHALL BE 18'MINIMUM BELOVCRAD; October 23,2009 3 ANCHOf6 AS CALLED OUT ARE SUPFIFED BY CHANCE.COORDITA;H-_LICA1 7 1115I.-IL;iIEV.W1 SUPPLIER FOR E1AC!SFICS AKE,DE-V.OF MEDMENT. 8631-2009-01-00 c REFER GENERAL STRUCTUR4 NOTES FOR ADDITIONAL RIOUIREMENTI_ InA(A4 1 - 7- /0 S2 . 1■ Ira SWENTNSON�AV�AmGwCy +Hx WI ID",KHIrm Wells R,CING 'w[N Plll01NL KHIW INFIBIIS r1KIxG .n y x.,•p POxr N"',wMCB[R MIS P1 Nlgi E aDY IICS[M1I G'a11 AI OR MIS ./B'W,EWD ,/Sl li' ./a'uD,E-0 �, 1� F AI T ([)[Qw,1[R aTxlxG llQ'R 5xrelxlHC N \ A O R.P Plwx x01[} R E/53.1 IRJ/D9 10 BE IKilt[0 Sisi[a 1�1+Ip `'°� /��,5'R (71 7�1T3�— wuw A. RGC 6a a 1i'« \ (6.m) PA;v[t ),IJ DI10 UPu arum 0.GC w4l Ati D,IIKx w/1..3.3.. \DI51 Kxt P wn1)Ye'r INPu •r.xo.we D)5 \/ S-EIII RODS INTD1p'wµl frm MATEDnu D,nrN n nn N+ro(e rnn.e) ihjl ([)1.:;o r3Yi m 1/511 ^ 4 3/531 lnl l u[.Px1 rwWL KD(x E(E)nms n Urv.na aP .wo a Iq nrvupR ffi Kx1 P Yr.m16 LIR V aRm Rl MIT 50R,G SIFUIn w/ H y�,1 un r [Pp,l w/1mn Hn N•za +P v, \ + \ Nss 1aeh.reel ID rs v' , SIN a CRNING ra Third Floor Plan SOD, First Floor Plan W x01 TC4i fNwwiNGS P[RP 1p wPD11[[NRµ pR,wIxGT r(A 4L DIOC1Ri(M keh.1/�-i-0' I. 00 N01 14f IRAWDIGS KIER 10.R(1;II[CIUP4 1AAACO LS I%4L DIOEMINS 1 G[r[R QN[P4 TiPlK1UR4 rvpl(5 Ia,ppll�Wµ RCWlnvtx lS llCa!SIE-111.JI4L K 1 1.AG,—ED P41[L;(!'Po5W 1,SG,N R.,IIxG ra/Pl) QUi w xnll 4L P+KL F0Q$w/tap s o'a 1 t0 e[I INTENJDl,i[FRwlw w/I6a a 1)'. J. RFEF QKRµ SI,W—L N0115 IN 41DIIICNµ WO,INNIS wKN BUIIDD/L KNIrvD IrNIB115 RKIxC.- p0y IRS CPO,I aN.11 wKlx)P MIS rT 5B[e1NIxL YnL ING[P IT, 11ul NOIC 1 wLL 4'O4 ( 1 C I'..10 r 1[) 1 4 A RCVS IbE 02 DI 111111EC — __.____.__¢ e/SJ a -- i-1_a Crader F aaN r Y T , (t)\' r/� 11^1 Port Tnmma.Ww w11KH P0.. OK 3.1J IN,0 uw M r .MIS Kx a w/(al�e 1wa -C ems Is10 w4L [PpxICO wIM HMI HII Ni}O(X wnW) S51t;N[LiCµ wWI(P .axrn. J # 11F 1n0) 1511 IRED9 CwPw[Itr P[P eKNpR Larsen Ardlite SAIA 3 BICC,Biwl J01615 a --/" r,P R M W.10674 )R[r[R 10 P.wN wO 3 • w[.IX 1[1 E1[11IN. v 11w1 BaL�DrlOOV IsbM.WA 98n0 - (fro IP R[INr!(R 1UR,1�, 1 PK 20,5.W.9 Permit Pwo •:A,.r RI RGw,xvt Plans °I Second Floor Plan Plan Nofes Foundation Plan y 1. W NOI SCµ[a+,wiNGS PCP[P.10,RMIRCIURµ at,wilWS!pH 4l UIxCN510NS. Po ry1 5[µf a,wINCS.P[r[R In,PCHI I[CIURµ CRww11.WT TOP Ht DILlN51CNS E�� Ud'.r'a'U.N.O. 1 ROOK SE,ININC SNHL K�i Ix'.,a,6'.DD P4r[IT(CmMu'tt S'.W P,11NG+eR+) J B011.a All AI[PIW'O'I-`N4t BE 18 WNINUO KL.O,D[ Mo0er y,1009 QK w Nell 41 1-[C"N/1Ga n 6'U w 10 µ!INl(RUFDIw I[1RILING w/I64 0 1?s l EIIC4 FKN[RS AS CwIIED P/I+K 5U'RI[D By[NµR COOPOIrv.,i[IxSlallwllCN w/ 3 a[1(a aHrR4 51RK1UR4 Imi[S faV,ppIlIM4 PL WIRu(XIT D/PRILP ra[.Kr SMCT,x0 aPM(/[uKMIT l0 "3,- DS4,,D0 a IUER Qx(Pel SITWI-1 NOBS FO ANI11CN4 R[.1—INT1 rO r1^/ >m VLw Y� 6 i� RjAM 3 is ` P(.fee-I-AAti, Jn(L -� Project Date SWENSON SAY FAGET.:. PrcrNo A STRUCTURAL'.ENGINEERING CORPORATION 932 Broadway+Tacoma WA 98402 D61gn 'Office: 253.284.91170 Fax: 253.284.9471 Sheet r •R l� '���N��S D� kTJ Rb-PS ,t SaO�L 5 ,61�R 1/4 +12 �5 5�10W►� b �P�xY � W/ �471 AT +(Y Zo 3/1(U {3�U `tlX4tl W� C2� cps /A,Z s69, ws 4; i'T. V,5Pt(,,AI , cy-1 ., -� Project Date MASWENSON SAY FAGET :A.STRUCTURAL ENGINEERING CORPORATION Prol.No. Seattle: 2124 Third Avenue•Suite 100•Seattle•WA 98121 Design Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 93't Broadway•Suite 100•Tacoma•WA 98042 Sheet Tel: 253.284.9470 Fax: 253.284.9971 8/S4.1 7/S4.1 (typ.) U-,'toxtoo typ. L,-IO tov wa r (typ.) J�s (typ.) x N N N _ 10/S4.1 11/S4.1 (typ.) typ. v 12 s� �-- - NTI ENGINEERING•& SURVEYING 717 SOUTH PEABODY,STREET;PORT ANGELES,WA 98362 Engineers M,Ldnd Surveyors■Geologists Construction Inspection■Mat6nals Testing (360)452-8491 1=800-654-5545. FAX 452-8498 . E-Mail:info&64u.com NTV ' -www.nti4u.eom .. . Richard J. Grandy, Project Supe'riritenden't 5809 NE Minder Road Poulsbo,'WA. 98370 January 19; 201'0 Subject: The Cracker Factory Project'Located at'819 Washington Street, Port Townsend, WA—Report of Special Inspection Dear Mr. Grandy: Please be;advised that,,acting in accordance with the requirements of the plans for the subject project, I attended the project site on January 7`h, 2010, to inspect and witness the installation of the foundation anchorage system. Structural details on the Cracker Factory plans by Larsen Architects and the firm Swenson, Say, Faget, Structural Engineers, called for the installation of helical,soil anchors to tie-down a moment-resisting seismic frame. Chance helical anchors were installed inthree separate,locations to;provide a working strength of 10 kips (10,000 pounds) of uplift resistance per location. Methods of Soil Anchor Installation The soils at the foundation level at the Cracker Factory are predominately fine to medium sand with a,small percentage of gravel. Three Chance patented soil anchors, each with a 1.5 inch shaft and 6"/8" helical anchor plates were installed in the locations shown and numbered on the attached layout sketch. The uplift`capacity of the anchors was'estimated using,the Chance criteria based on the installation torque measured using the pressure developed in the Eskridge 28 drill motor during the final turns of the;anchor installation. The drill motor and drive shaft were . mounted.on a tractor that could pass through the existing doors to access the installation points. Five-'foot extensions were added to the helical anchor lead to achieve depths and . installation torques corresponding to an ultimate uplift capacity of.over twice the uplift .resistance called for in the plans. A tabular log that is attached shows the result.of the installation work. Capacity of Tie Downs Certified . Good depths of installation and high installation'.torque indicate that the soil anchors are installed properly and in accordance with the subject plans. Each anchor has a capacity . of at least 10 kips with an approximate installation factor of safety of two. Please call on the undersigned engineer if you have question about the subject installation .work. Sincerely, NORTHWESTERN TERRITORIES, INC. WA4*Jf O 2 23767 Steve S. Luxton MSc. PE Professional Engineer AL G:\Gen\Steve L\Geotech for Richard Grandy-Cracker Factory Inspection Report.doc McDowell NW Pile King, Inc. HELICAL PILE INSTALLATION RECORD FED Customer: Grandy Marble&Tile Soils Engineer: NTI ,— Job Name: Cracker Factory Helical Capacity: 10 kps (working load) Install date: 1l7J2010 Drill Motor Model: Eskridge 28 4,500 ft./lb. ~ i Anchor# Shaft Helix Lead & Extension Overall Net PSI Torque (ft-lbs) Degree of Inclination Remarks Diameter Config. Lengths Length Approx. From Horizontal 1 1.51, s"1 8" 5', 5', 5' 14.5' 2,000 3000 Vertical 2 1-5" 5"18" 5', 5', 5' 13' 1,300 1950 Vertical 3 1.5" 0"18" 5% 5' 5' 16.5' 1,500 2250 Vertical z N' r_ rn -n In trj i. TZ, r r PIN (PIPE) PILE FOUNDATION' RETAINING VMI_LS y MANTA RAY EARTH ANCHORS" HELICALS r 18905 84T"AVENUE SOUTH, KENT, WA 98032 (425)251-8535 FAX (425;)251-5940 --a Portland (503)283-8920 Web: ww,e-pileking.corn = F `7 0 1-I'L'- I Cl I 1 21 FPI-"-"-111 e I I Pile Ein 425'25 159 4 Cl T-j- P Cl Cl Cl Cl MAO SVVEr,60N;AY F,;GE_f CI!l:Y -AJT kh',l W_ R,YR (E)ILLYMN CILIIIA,0— POP P-AH N-Olf W'K lorfulo F-- 'Z TO—, I v 1 K(k (Q W/(2)AOrr� _771, 16,i , "1.5 J.;TO Bw RC_C WALL K@ A1101 V .."T P wlil)"co IH.Ri kfxls UJS (E)2,14'4 W-'.� Pilo WAU (tp.,,) IPDXIO 61 lk HJ01 Hi i liT.0(Z'mted) mm_O-fpApf Vci.jilsil-0 ffivAlj,.-,N iQ AJF,V(7)(I.UiATOC tVNI[1/4,606 LLh LRC'ipjl w/ I \-i, '' I MM, Q R�M,Y IIIU; H. W17,IlG -Ho L,v EKNY f,/HILL]H;T HI;D 10 [A Or fup First Floor Plan t1,51�4:ALE Q�F�k I.')AL.,-;1'0.!tN4t NAKIN,`ri�ALL blWiINW!, L"0 SMALLI.EC '14*TV.0A RAU?)*:M I.FFA'; 4-5/i4) �LU_ N,11.ALL PMA LEF," 161 6 S.W ALL!:iiaw ulpl[f,*,'."!:,`W,I41(A ii.- PPOICI—Itt. Cracker Factory 0 WWN")t-On Street 01, Pvt Tc,n.,end,WA Larsen ArchtecLs AIA pu I..(IM74 6,mbtidqe Islerd,%IJA 58110 :ir. &WHIF PEP Wc;-i PH 20634YAF.4 7 Permit OP Pions pl(w Nofls Foundation Plan fU'V 11:1 An,--IITErTUFYIL Ff,",:LL • V-Oy LJONMOM k�_fl 6'.l(i ALL i AIC."C4:LQIINCS uNLL El iL.1,11MY-SA',,cL':,*I, Octob�.r 23,2C.-011 _'4;*�J�' -"CAILL-)Cl')t;i Vj.�-L;(O 0'eIPN'L U. - _7 R611-2000"I DO S2 . 1 McDowell NW Pale King, Inc. HELICAL PILE INSTALLATION RECORD Customer: Grandy Marble &Tile Soils Engineer: NTI Job Name: Cracker Factory Helical Capacity: 10 kps Install date: 1/7/2010 Drill Motor Model: Eskridge 28 4,500 ft./lb. Shaft Helix Lead & Extension Overall Torque(ft-lbs) Degree of Inclination Anchor# Diameter Config. Lengths Length Net PSI Approx. From Horizontal Remarks 1 1.5" 6"/8" 5', 5', 5' 14.5' 2,000 3000 Vertical '2 1.5" 6"/8" 5', 5', 5' 13' 1,300 1950 Vertical 3 1.5" 6"/8" 5', 5', 5' 16.5' 1,500 2250 Vertical PIN(PIPE)PILE FOUNDATION ' RETAINING WALLS"MANTA RAY EARTH ANCHORS-HELICALS 18905 84T"AVENUE SOUTH, KENT,WA 98032 (425)251-8535 FAX (425)251-5940 Portland (503)283-8920 Web: www.pileking.com i V r Ile ' The w0der namod on this cnrri is C01tif'd for the tofowirig: st udtural.SteeI:.SMAW,Plate,:AliPositions,.Uf?,.f-h& lower 118"`8 over;w/pecking ' Structural,Steel:ECAW;Plate,All Positions;:Up,VITA, 1/8"t ovei;:wlbacking Sheet Steel:GMAW;All Positions,Up, M7 X, 1/16"-118' wlo backing WABO welder certified process qualifications are outlined in WAQO Standard 27-15&in accordance with ANSUAWS 01.1,D1.3,D1.4 alep uogendxa aJOIOq io uo rl©ae8 8L6ZOM . U+I V £9026 VM AVM 1d�190:1-4 UVV X08 Od DNDD2JO 0 ANOI paec) aaplem PGIJIJJGO 6rO'ogers- o 9196-V99.888 mrmf LOS86 VM'e1dU'A1O'Ol£L%efl O'dsleio9JO 6ulpllrlt]to uoilewssv uol6ulgseM 05-08-'09 16:48 FROM- T-428 P001/001 F-076 �- all & ASSOCIATES , INC . OEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENOINEERING CONSTRUCTION TESTING AND INSPECTIONS May 1st 2009 Mr. Richard Grandy Phone: 360-297-8330 Grandy Marble&')rile 5809 NE Micider Rd. Suite# 1 Poulsbo,WA 98370 RE: CONSTRUCTION TESTING AND INSPECTION SERVICES Old Cracker Factory Restoration Port Townsend, WA Dear Mr. Grandy: As per our discussion, we have researched our database and developed a Historic Mortar Restoration Plan for the Port Townsend Cracker Factory Building. .joint Preparation: The.old morrttai should be removed to a depth of 2 to 2.5 times the width of the joint (.5"to 1.5") to provide adequate bonding surface and to prevent mortar pop-outs. This can be accomplished by having trained masons carefully remove the material to the required depth with power tools,a pneumatic chisel,hand chisel and light hammers,or a rhotorized caulking cutter. If any loose or disintegrated mortar is encountered below the recommended removal depth, in=either 6e.head or bed joints,it should be removed,as well. Any bricks which show signs of deterioration need to be placd rith period correct material. o joint Cleaning: The areas to be filled shall be blown clean with pressurized water to remove any loose materials&dust prior to placing mortar into joint, All joint areas shall still be visibly wet prior to filling but shall contain no standing water. Mortar shall closely represent the original material including aggregate grain size and color. This may be. accomplished by providing existing mortar sample to a consultant and following the prescribed mix design. Follow typical historic joint filling recommendations in thin sections to achieve best results&tool to match existing- building. Should you have any further questions,please feel free to contact me directly. I look forward to working with you. Respectfully submitted, Jeffrey M.Bowers , KRAZAN&ASSOCIATES,INC. With Twelve Offices Serving the Western United States Poulsbo Office: 1230 Finn Hill Rd NW Ste.A 9 Poulsbo,WA 98370 t(360)598-2126•Fax:(360)598.2127 ,- NORTHWESTERN TERRITORIES, INC. + ; 717 SOUTH PEABODY STREET,PORT ANGELES,WA 98362 ® k Engineers■Land Surveyors■Geologists Construction Inspection■Materials Testing (360)452-8491 1-800-654-5545 FAX 452-8498 E-Mail:info(ftti4u.com Richard J. Grandy, Project Superintendent 5809 NE Minder Road Poulsbo, WA. 98370 January 14, 2011 Subject: The Cracker Factory Project Located at 819 Washington Street, Port Townsend, WA— Final Report of Special Inspections Dear Mr. Grandy: Please be advised that, acting in accordance with the requirements of the building codes and the plans for the subject project, NTI Engineering has completed the inspection work at the Cracker Factory Project. Epoxy Bolt Anchorage Inspected and Approved The final inspection item, bolt anchorage with epoxy grout work was completed by Shawn West, an NTI engineering technician, on January 10, 2011. The inspected work included 16 epoxy anchors embedded into the existing brick walls of the subject building intended to connect the seismic frame to the structure. An inspection report is attached. Welding of Moment-Resisting Seismic Frame Inspected and Approved I attended the project site on December 24 , 2010, to inspect welding work at a moment- resisting seismic frame located within the structure on the north side at the ground level. The frame replaces the shear capacity of the re-designed entry portals at the street level and transfers shear forces to the ground through a helical anchorage system that was the subject of an earlier inspection report. Full-penetration welds that replace the entire cross-sectional area of the wide- flange steel section forming the frame were completed. The full-penetration welds included the required backing strips. All welds were carefully done and showed good workmanship. No cracking, splits, bubbles or gaps were visible in the welding work which was prepared for inspection at the ends of the transverse welds. Field notes from that inspection are attached. G:\Gen\Steve L\Cracker Factory Inspection Certificate.doc NTI ENGINEERING & SURVEYING 717 SOUTH PEABODY STREET,PORT ANGELES,WA 98362 Engineers-Land Surveyors-Geologists Construction Inspection-Materials Testing HT/ (360)452-8491 FAX(360)452-8498 January 10, 2011 Cracker Factory- Port Townsend, WA Richard Grandy-Owner Inspector-Shawn West Job#GRNY-1001 Plan set sheet s4.1- Detail#7 Inspection Requested-Epoxy Bolt Inspection I was called to the location of the Cracker Factory owned by Richard Grandy in downtown Port Townsend to observe and inspect installation of bolts over the garage doors to be placed into the brick wall with Hilti epoxy. The following are specifications noted at the time of inspection: Epoxy Label: Hilti-HIT-HY 150 MAX Epoxy Serial Number: Lot 283548 Expiration Date: 04/2011, 05/2011, 06/2011 Epoxy was new and in sealed containers. Epoxy was stored on site, in doors after purchase. Temperature of storage room: -60 degrees F. The holes were drilled into the brick wall before my arrival. Holes were drilled to 13/16 Hole depth was checked for each of the 16 holes, and was found to be a minimum of 8"deep. Each hole was observed to be blown out with compressed air, then brushed out with a 1" brush. This was repeated until no material was observed leaving the hole. Epoxy was removed from packaging and placed into epoxy gun. A small amount was burned from the beginning of each tube used. Tube was inserted into hole to the rear, and epoxy was squeezed into the void, pulling slowly out. All thread at 3/" dia. was inserted into epoxy filled hole in a clockwise motion until seated at the rear of the hole, with a small amount protruding from the seated thread. Procedure was followed in each of the 16 holes with no deviation. End of Report. Shawn R. Wes Engineering Technician 1 _ SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Project Data TO Richard Grandy DATE 1/7/2010 PROJECT Cracker Factory Port"Townsend,WA BY Zane Kanyer Memorandum RE: Field Revisions The concrete on site was designed for 2,500psi strength and therefore does not need special inspection as required in chapter 17 of the 2006 International Building Code. 3,000psi concrete is called out to meet the requirements of Table 1904.2.2 for weather exposure of concrete. Please contact us if you have any questions. Q N J y ONA L 6NG`��`4 /o Copy to: f 2124 Third Avenue.Suite 100.Seattle.WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 01/13/2011 14:57 360452849E NTI PAGE 02/05 NORTHWESTERN TERRITORIES, INC. +u" 717 SOUTH PEABODY STREET,PORT ANGELES,WA 90:%2 Engineers H land Surveyors a Geologists Construction inspection ai Materials Testing (300)452-0491 1-600-654.5545 FAX 4524ma E.Mail:IMo(&nttgL oorp Richard J. Grandy, Project Superintendent 5809 NE Minder Road Poulsbo, WA. 98370 January 14, 2011 Subject: The Cracker Factory Project Located at 819 Washington Street, Port Townsend, WA—Final Report of Special Inspections Dear Mr. Grandy: Please be advised that, acting in accordance with the requirements of the building codes and the plans for the subject project, NTI Engineering has completed the inspection work at the Cracker Factory Project. Epoxy Bolt Anchorage Inspected and Approved The final inspection item, bolt anchorage with epoxy grout work was completed by Shawn West, an NTI engineering technician, on January 10, 2011. The inspected work included 16 epoxy anchors embedded into the existing brick walls of the subject building intended to connect the seismic frame to the structure. An inspection report is attached. Welding of Moment-Resisting Seismic Frame Inspected and Approved I attended the project site on December 24 , 2010, to inspect welding work at a moment- resisting seismic frame located within the structure on the north side at the ground level. The frame replaces the shear capacity of the re-designed entry portals at the street level and transfers shear forces to the ground through a helical anchorage system that was the subject of an earlier inspection report. Full-penetration welds that replace the entire cross-sectional area of the wide- flange steel section forming the frame were completed. The full-penetration welds included the required backing strips. All welds were carefully done and showed good workmanship. No cracking, splits, bubbles or gaps were visible in the welding work which was prepared for inspection at the ends of the transverse welds. Field notes from that inspection are attached. 0:\Gen\5teve L\Crockcr Factory Inspectirm CcrtiticateAr)e 01/13/2011 14:57 3604528498 NTI PAGE 03/05 We believe the required inspection work at the Cracker Factory is complete at this time. It has been a pleasure to work with you and your construction crew during the project. Please call on the undersigned engineer if you have questions on this matter. Sincerely, NORTHWESTERN TERRITORIES, INC. S. LUG Steve S. Luxton, MSc. PE '$ Professional Engineer + �L G:1Gen\5tcvc L\Cracker factory tnspeetion Certificstc.doc -74 5v Z & ASSOCIATES , INC . 4MKr, 6EOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 11,2010 KA Project No.: 106-09218 Grandy Marble&Tile ATTN: Richard Grandy 5809 NE Minder#1 Poulsbo,WA 98370 RE: Cracker Factory Port Townsend,WA Dear Mr.Grandy : In accordance with your request and authorization,the following test data are presented on the following reports, which are enclosed: December 22 Welding Report No.4095 January 7 Welding Report No.4099 Referenced concrete reports and compressive strength data will be mailed following 28-day tests, if applicable. If you have any questions,or if we can be of further assistance,please do not hesitate to contact our office. Respectfully submitted, 1Z�; � Penn Seely,Laboratory Manager Peninsula Division PS:jz Enclosures cc: With Offices Serving The Western United States 1230 Finn Hill Rd NW Ste. A 9 Poulsbo,Washington 98370•(360)598-2126 9 Fax:(360)598-2127 WELjING INSPECTION KXaZan & Associates , Inc . REPORT NO.: 4095 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: - CONTRACTOR: (11e.48h.ga PROJECT#: 21 PERMIT NO:- '4 - PROJECT: INSPECTOR: LOCATION: JURISDICTION:/► KRAZAN PROJECT MANAGER: WEATHER: TEMP: STRUCTURAL STEEL FIEI!0/SHOP WELDING ijz V.T. ❑ MATERIAL ID ❑ U.T. ❑ M.T. ❑ P.T. - item(s)in ed: Location CK Welder qualification/certificabon verified for: IV 'C Position: LAT ITCH ' HORIZ TAL OVERHEAD El Filler Metal: Process: SMAW FCAW G SAW ❑ Other: Weld Type: FILL C.P. P.P. PLUG ❑ Other. A Weld Size � 1 " 1/4" 5/16" 3/8" El Other Codes: AW IS TITLE-21 TITLE 24 B ASME lee— El NOTES ❑ DISCREPANCIES IW% COMPLETE To the best of my.knowledge,the above Vol WAS NOT performed in accordance with the approved plans,specificatio, d regulatory requirements. Superintendent/Represe e: Technician: � S QC F eFz--�Fel" F at!!= 03 ,'A- a Avenue,0ovis,Ca 93612 • (559)348-2200 6 N.She n,Ste.A,Corona,C4 92880 a9l1Sp (9 49-1188 .,Bakersfield CA 93308 • (661)633 2200 1S01 15th treet NW#106,Aubum;WA 98002 )939 250Q Palm Ave.Ste.2E,Modesto,CA 95351 • (209)572-2200 20714 State Route 305 N.E.,Ste.3C,Poulsbo,WA (360)598-2126 545 Parrott St.,San Jose,CA 95112 • (408)271-2200 13434 N.E. 177th Place,Woodinville,WA 98072 (425)485-5 19 1'123 Commerce Circle,Sacramento,CA 95815 • (976)564-2200 11913 N.E. 103rd Avenue,Vancouver,WA 98662 • (360)254-200 WELDING INSPECTION IKraZM & Associates , Inc . REPORT NO GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING 4 0 9 9 CONSTRUCTION TESTING AND INSPECTION " DATE: _ _ � PROJECT# CONTRACTOR: r� PROJECT. PERMIT NO: LOCAT1pN: INSPECTOR: %9kRISDICTION: KRAZAN PROJECT MANAGER: _ 1� WEATHER: TEMP: ® STRUCTURAL STEEL X REt&Y SHOP WELDING W V.T. ❑ MATERIAL ID ❑ U.T. ❑ M.T. ❑ P.T. items)inspected.- Location 1� welder qualification/certification verified for: a Position: LAT VERITCAL HORIZONTAL OVERHEAD ❑ Rller Metal: Praoess: SMAW FCAW 45� wel SAW ❑ Other: dType: LLET C.P. P.P. Wel 5/16" PLUG El Other: d Size 16" 1/4" 3/8" ❑ Other. ISC TITLE 21 TITLE 24 AJBG ASME NOTES �ems. ❑ DISCREPANCIES ❑ % COMPLETE j;W knowledge,the abov A / NOT performed in accordance with the approved plans,specifications,and regulatory requirements sentative: nician: Dakota Avster A Ca 93612 0 (559)348-2200 226 N.Sherman,Ste.A, orona,CA 92880rs d,CA 93308 • (661)633-2200 1501 15th Street NW, 06,Aubum,WA 98002 , (903)939-1188 v P Ste.2E,Modesto,CA 95351 • (209)572-2200 20774 State Route 305 N.E,Ste.3C,Poulsbo,WA 98370 0 (360)598-2126,3 t,San Jose,CA 95112 • (408)271-2200 13434 N.E. 177th Place,Woodinville,WA 98072 @ (425)485-5519 CGmmerce Circle,Sacramento,CA 95815 • (916)564-2200 11913 N.E 103rd Avenue.V2nrMf1Wr WA 00cc� (425)4B5 5519 ,1 *1*=,,A.KrazaZ & ASSOCIATES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION November 1, 2010 KA Project No.: 106-09218 Grandy Marble&Tile ATTN:Richard Grandy - 5809 NE Minder#1 Poulsbo,WA 98370 RE: Cracker Factory Port Townsend,WA Dear Mr. Grandy : In accordance with your request and authorization,the following test data are presented on the following reports, which are enclosed: November 1,2010 Welding Report No. 3911 Referenced concrete reports and compressive strength data will be mailed following 28-day tests, if applicable. If you have any questions,or if we can be of further assistance,please do not hesitate to contact our office. Respectfully submitted, Penn Seely,Laboratory Manager Peninsula Division PS:jz Enclosures cc: With Offices Serving The Western United States 1230 Finn Hill Rd NW Ste. A•Poulsbo,Washington 98370•(360)598-2126•Fax: (360)598-2127 , Wf 'NG Kazan & Associates , Inc . REPURTNO.: 3911 GEOTECHNICAL ENGINEERING•ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: /O-168" At' CONTRACTOR: PROJECT# 1016 -' �� PERMIT NO: N/A PROJECT: C.P. aAdr-e AC7G.Py INSPECTOR: _75A1W 4 S$/Awed LOCATION: ffM &OC,&A1,4X1!/,V9"A-S7, JURISDICTION: ,f�'74Cr- a.1,, B/Va — KRAZAN PROJECT MANAGER: -1100"d WEATHER: lv Ooca TEMP: !,t-o - ❑ FIELD 7F SHOP WELDING ❑ M.T. ❑ P.T. X V.T. item(s)inspected:/J!�/l9�/YT{.f�A/ls�CoL4/ys�KS�.3 ToTAI �[//Th'T�Y6r To/%A,11WG �.9�°i°/aTFs' CsJ �TAc (3) To7At 'ate•/�mi Z.S'1� - i*Position: FLAT VERITCAL HORIZONTAL OVERHEAD Filler Metal:AO A6,141 VIVS-G 51 Process: SMAW FCAW MAW SAW ❑ Other: W Weld Type: FILLET C.P. P.P. PLUG ❑ Other. ® Weld Size 3116" 1/4" 5/16" 3/8" ❑ Other: J1 Codes: A—W S1 AISC TITLE 21 TITLE 24 UBC ASME n!T,WS AX,�''/.l7/me4 T� BYX,,ela rww-r 7wy-A"&Aoml!w.-O A.os a '*7- T®/' 0/�°�psNf , ?/N/S Z6ZE 7l'Ale O-zl ley.o!Irmo r4yAe ' TiYa'U/oidL�.Q cfzA*&P "M P/ATat' p cLyr�.v X G/064-"y4°B"Q Ai1a ltrl4 Ae Ye 1.?k Te /Z V-/20 /vd°N"Tiov CAI 5i//rrN/so-1 1"6,t1•Ivr>s.e-Jiz��1�ttlf (u�,QEr �T��g���,ov�r�Cre�i2 /�Iv�.�-.�rr.v �� l•Y�zvs 7b �Aap�seer To the best of my knowledge,the abov WAS WAS NOT performed in accordance with the approved plans,specifications,and regulatory requirements. Superintendent/Representative: Technici Serving the Western United States This field report indicates our inspector's observation and testing results based on the site condition and contractor's activities.This information is subject to review prior to final submittal. By signing this report,our inspector does not accept responsibility for validity of results.Some information on this report has been provided by others on site. Revision I Effective Date:I1/15/07 The information provided in this report is prepared for the exclusive use of the client.T hs report may not be reproduced in any format without the written permission of the client and Krazan&Associates. rA SWENSON SAY FAGET ;Z,'01 Structural Calculations For: Cracker Factory Client: Richard Grandy Code: 2006 IBC/ASCE 31-03 Snow Load: 25 psf Floor Live Load: 40 psf Seismic: Design Category D, SS=0.688, S1=0.238 September 3, 2009 r p - H !: t 23 ���hVilhnI [�Jnd�0 n10 AL _ I IAON ' 2124 Third Avenue.Suite 100.Seattle.WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.48704870 �D 11 nU ti uu —--------- '75 L U LA—, Do k- ----------------- 17 d T WPMProject Date rr® SWENSON SAY FAGtT pv"2,t— A STRUCTURAL ENGINEERING CORPORATION Prot.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Tel: 206-443-6212 Fax: 206-443-4870 Design Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-9470 Fax., 253-284-9471 ASCE 31-03 Pseudo Lateral Seismic Analysis Project: EBG URM Sample problem / S W E N S O N SAY FAG E T Y Performance Objectivel Life Safety Site Class I D Section 3.5.2.3.1, D assumed without soils report Ss 0.688 10 in 50 ground motions, Latitude&Longitude lookup using USGS Website S, 0.238 10%in 50 years values used per Section C3.5.2.3.1 h„ 35 ft Ct 0.02 Section 3.5.2.4,all other framing systems 0 1 0.751 Section 3.5.2.4,all other framing systems T 0.29 (sec) Eq. 3-8 Tu =C,hna Eq. 3-8 k 1.000 1.0 for T<0.5 sec,2.0 for T>2.5 sec, interpolate between Fa 1.25 Table 3-6, interpolated Fv 1.92 Table 3-5, interpolated 2 Sps 0.86 Eq. 3-6,w/o 2/3 factor, Section C3.5.2.3.1 SDS =2 SAIN Eq.3-6 Sp, 0.46 Eq.3-5,w/o 2/3 factor, Section C3.5.2.3.1 C 1.0 Table 3-4,3-story URM building SDI =2 S,1, Eq.3-5 Sa 0.860 Eq.3-4 S. = SDI <Svs Eq.3-4 Sa,design 0.860 Bldg.Weight 334.1 k V=CSeW 287.2 k Eq. 3-1, Pseudo lateral force Vertical Distribution Story Diaphragm Shear Force Level hx(ft) Wx(k) hxk ft Wxhxk Cvx Fx(k) V(k) Fpx(k) Roof 35 88.5 35.0 1 3097.51 0.4441 127.5 1 127.51 127.5 3 21 129.3 21.0 1 2715.31 0.3891 111.8 1 239.31 A142 10 116.3 10.0 1163.0 0.167 47.9 287.2 334.1 6975.8 287.2 n w�hr k F, F = Eq.3-3a F _ 1 i x Eq. 4-4 k /n C e =1 i=a ASCE 31-03 Pseudo Lateral Seismic Analysis nz Project: EBG URM Sample problem" ' � SWENSON SAY FAGET AM Performance Ob=ective Life Safety _ Site Class I D Section 3.5.2.3.1, D assumed without soils report Ss 0.688 10 in 50 ground motions, Latitude&Longitude lookup using USGS Website S, 0.238 10%in 50 years values used per Section C3.5.2.3.1 h„ 35 ft Ct 0.02 Section 3.5.2.4, all other framing systems p 1 0.751 Section 3.5.2.4,all other framing systems T 0.29 (sec) Eq. 3-8 Tp =C,k'6 Eq. 3-8 k 1.0001 1.0 for T<0.5 sec,2.0 for T>2.5 sec, interpolate between Fa 1.251 Table 3-6, interpolated Fv 1.921 Table 3-5, interpolated Sos 0.86 Eq. 3-6,w/o 2/3 factor, Section C3.5.2.3.1 Ste, = 2 3 S,t,�. Eq. 3-6 . SDI 0.46 Eq. 3-5,w/o 2/3 factor, Section C3.5.2.3.1 C 1.0 Table 3-4, 3-story URM building SL,, =3 SA,, Eq. 3-5 Sa 0.860 Eq.3-4 S� =SD1 <S„` Eq. 3-4 T Sa,design 0.860 Bldg.Weight 228.8 k V=CS.W 196.7 k Eq. 3-1, Pseudo lateral force Vertical Distribution Story Diaphragm Shear Force Level hx(ft) Wx(k) h)k ft Wxhxk Cvx Fx(k) V(k) Fpx(k) Roof 35 58.0 35.0 2030.0 0.430 84.5 84.51 84.5 3 21 89.8 21.0 1885.8 0.399 78.5 163.0 99.0 2 10 81.0 10.0 810.0 0.171 33.7 196.7 69.6 E 228.8 4725.8 196.7 whk �F F = Eq. 3-3a F = 1 ;=r w Eq. 4-4 r rr � p r w,h; ( I w ;=r Conterminous 48 States 2002 Data Uniform Hazard Spectrum (UHS) for 10 % PE in 50 years Latitude = 48.120191 Longitude = -122.771044 B/C Boundary Data are based on a 0.05 deg grid spacing Period Sa Sd (sec) (g) (inches) 0.000 0.310 0.000 0.100 0.598 0.058 0.200 0.688� 0.269 0.300 0.601 0.528 0.500 0.464 1.133 �0 0.238 2.328 —f000 0.1 8 4.238 I fn r- 14 Zq 4- ka— (,T- + 2- Project Date r�® SWENSON SAY FAGtT A STRUCTURAL ENGINEERING CORPORATION Proj.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-443-6212 Fax: 206-443-4870 Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284.9470 Fax: 253-284-9471 South Elevation Second Level Pier H D Pd Pw Vr Va Controlling 1 6 4 6.3 4.3 5.1 16.3 Rocking 2 6 4 9 4.3 6.7 16.3 Rocking 3 6 4.5 9 4.9 7.7 18.4 Rocking 6 6 4.5 9 4.9 7.7 18.4 Rocking 7 6 3.5 9 3.8 5.7 14.3 Rocking 8 6 4 6.3 4.3 5.1 16.3 Rocking 38.0 South Elevation First Level Pier H D Pd Pw Vr Va Controlling 1 9 3 14 4.9 4.9 12.2 Rocking 2 9 3.5 26 5.7 10.1 14.3 Rocking 6 9 3 18 4.9 6.1 12.2 Rocking 7 9 3 11 4.9 4.0 12.2 Rocking 8 9 4 9 6.5 4.9 16.3 Rocking 30.1 v 7-1 Ck V"A Irvi 7m- (4 ---:p et— L) L) 0- Tt F—) 1,-14 Md Project Date MAS W E N S O N SAY FAG ETrot. A STRUCTURAL ENGINEERING CORPORATION Proj.No. Sea ft)e: 21214 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-14,13-6212 Fax: 206-443-4870 Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-9470 Fax: 253-284-9471 ' T- p UIL Project Date ��® SWENSON SAY FAGtT F,&"�J A STRUCTURAL ENGINEERING CORPORATION Proj.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-4143-6212 Fax: 206-4,13-4870 e) Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet TPI, 21,1-2R4.947r) Fax: 253-28LI-9471 L Ii b bo Project bate MAdSWENSON SAY FAGtT A STRUCTURAL ENGINEERING CORPORATION Prol.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-443-6212 Fax: 206-4143-4870 Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-91170 Fax: 253-284-91471 M PV) )< k F� vo _7> Project Date —,��--, ---I f�—0 1 SWENSON SAY FAGET r�® A STRUCTURAL ENGINEERING CORPORATION Prol,No. Sea ttle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-1443-6212 Fax: 206-493-4870 Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-9470 Fax: 253-284-9471 E Current Date:8/19/2009 9:51 AM Units system:English File name:\ Load condition:DL=Dead Load Concentrated-Nodes VI-1:Y136 r-93.4(Kip) jl 01 ip] Kip] �w Current Date:8/19/2009 9:53 AM Units system:English File name:\ -- --- ------ ----- -- -- 1 Bending moment I M33=I%.06 LKV'ftJ ecAa52T6Ipc'RI �� I N�-19G]LKp'Rl I I j i I i I i r r� t . � �2 ta Current Date:8/19/2009 9:52'AIVI Units system:English File name: Axial force I-QA4 LW A-70.071Kip) M-m.+# A-29M fnp) --6&72 pGpj I. AMRA-7047 Frp) z X .............. --—-------- 1� pp kip- -I Project t Date MASWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-443-6212 Fax: 206-443-4870 1!+ Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-91170 Fax: 253-284.9471 IT WIMP Project Date SWENSON SAY FAGET .� Proj.No. A STRUCTURAL ENGINEERING CORPORATION 7-1 2124 Third Avenue•Suite 100•Seattle•WA 98121 Design Office: 206.443.6212 Fax: 206.443.4870 Shawl oV, Y S Z5- Project Date r r® SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj.No. �}N-- Seattle: 2124 Third Avenue•Suite 100•Seattle-WA 98121 De Design Tel: 206.443.6212 Fax: 206.443-4870 f b Tacoma: 934 Broadway•Suite 100-Tacoma WA 98042 Sheet Tah 253.284.9470 Fax: 253-284-9471 �-'� NTI ENGINEERING & SEYIN,G 717 SOUTH PEA13ODY,STREET,PORT ANGELES,WA 98362 Engineers■,Land Surveyors■Geologists Construction Inspection■Materials Testing NTI (360)452-8491 .1-800-654-5545_ FAX 452-8498 EUail:infoQnti4u.com www.nti4ucom Richard J. Grandy, Project Superintendent 5809 NE Minder.Road Poulsbo, WA. 98370 January 19, 201'0 Subject: The Cracker Factory Project Located at 819 Washington Street, Port Townsend, WA—Report of Special Inspection Dear Mr. Grandy: Please be advised that, acting in accordance with the requirements of the plans for the subject project, I attended the project site on January 7`h, 2010, to inspect and witness the installation of the foundation anchorage system. Structural details on the Cracker Factory plans by Larsen Architects and the firm Swenson, Say, Faget, Structural Engineers, called for the installation of helical soil anchors to tie-down a moment-resisting seismic frame. Chance helical anchors were installed in three separate locations to provide a working strength of 10 kips (10,000 pounds) of uplift resistance per location: Methods of Soil Anchor Installation The soils at the foundation level at the Cracker Factory are predominately fine to medium sand with a small percentage of gravel.' Three Chance patented soil anchors, each with a 1.5 inch shaft and 6"/ 8" helical anchor plates were installed in the locations shown and numbered on the attached layout sketch. The uplift capacity of the anchors was estimated using the Chance criteria based on the installation torque measured using the pressure developed in the Eskridge 28 drill motor during the final turns of the anchor installation. The drill motor and drive shaft were mounted on a tractor that could pass through the existing doors to access the installation points. Five-'foot extensions were added to the helical anchor lead to achieve depths and installation torques corresponding to an ultimate uplift capacity of over twice the uplift resistance called for in the plans. A tabular log that is attached shows the result of the installation work. w � Capacity of Tie Downs Certified Good depths of installation and high installation torque indicate that the soil anchors are installed properly and in accordance with the subject plans. Each anchor has a capacity of at least 10 kips with an approximate installation factor of safety of two. Please call on the undersigned engineer if you have question about the subject installation work. Sincerely, NORTHWESTERN TERRITORIES, INC. �0 23767 Steve S. Luxton MSc. PE � R Professional Engineer fQtdAL G:\Gen\Steve L\Geotech for Richard Grandy-Cracker Factory Inspection Report.doc McDowell NW Pile King, Inc. HELICAL PILE INSTALLATION RECORD Customer: Grandy.Marble&Tile Soils Engineer: NTI Job Name: Cracker Factory Helical Capacity: 10 kps (working load) Install date: 1/7/2010 Drill Motor Model: Eskridge 28 4,500 ft.11b. 7 I Anchor# Shaft Helix Lead & Extension Overall Net PSI Torque(ft-lbs) Degree of Inclination r Diameter Config. Lengths Length Approx. From Horizontal Remarks �z 1 1,51, 6"19, 5% 5', 5' 14.5' 2,000 3000 Vertical 2 1-51, 6"!8" 5', 5', 5' 13' 1,300 1 1950 Vertical = 3 1.5" 6"181, 5% 5', 5' 16.5' 1,500 2250 Vertical z r.: rr rr rr :L r "n S r, CJ r PIN (PIPE) PILE FOUNDATION RETAINING WALLS MANTA RAY EARTH ANCHORS' HELICALS r 18905 84"AVENUE SOUTH, KENT, WA 98032 (425)251-8535 FAX (425)25 1-5940 Portland (503)283-8920 Web: wwv:.pileking.com =_ T-:-' 0 FVI U:',/0 U:J' tiie -/b.'ti 1'l.*4 U MAO ffif SWE1,60N SAY FAGE-f ,r,T-R— miN Eut biik&,r*,.)ifINIM'PLA'Olk— PVISETTE�EPDXY OR(A kflM)T -R.U.0f. [L'b"'D 8/s51 FluorF�HEATHJII(. (E)LLEVA:DR Cf;UlMG—- Pik PLAN ILLITL I WL 1"2 1,11 B/,3 i Pi 4;S4 1 C[W&M4 dk]3 PCKYU M L,1,S INTO URW RGC WALL NO AIIA01 V.//,AO-c, BE141 P iHR,j Bars&( 204 4 16*,*,: li I, 7:r— � i'�IIIAS-�KO�INIG WALL aVOLO Vil IM HIN Hi:l HKO(6-WW) L wmlJ FRml OfV.I. 6 T16N mmp Ap, 011 (Lit uu,A -A Cf CLEVATTS 4.1 (otar t min.to CRAC 3 1 sm ps C(?i,-p ILA,--f [PrN(fil HI(Ill M H120 4H 12-dO/I I'Ll.1 10 �J).Yl MEW EA ,D MARINE First Floor Plan weltI X,PDT SCALE PEFER 10 AF.CHIIC.NIWM 04001"S*k6R ALL b1MPNLVJ-. FL[(C ir[Afrlft(;SHALL BE Y.4'W 0A RATED (EAKNIPE 1.VAN WIN,'.43/24) -:;Lu.- N,11.ALL FAJA L-,L3 W/IGJ 6`:C&10 ALI fffpyf:il,'W;]I'd 0 P.lrcA,K!l Sfkj'WRAIL NOIE-;U'AGJll!WM Cracker Factory AI 1 D WaSN"p),i Sru,tt I TC-",—I 1 fort Townsend,WA Larsen Ardlited AIA PO 1,0.(lm?i L-InblIdg,t llln nd,WA 9 9110 frG IV Mv..- '[P•U,4, PH 2- Permit O-D 01 Plans Plan Nrjfec Foundation Plan S�J4. 06 1401 VX: FEFIF 16 A IITE(Tullw.[F 114,-V-0,U fCo, HK`SnALL BE it'vNImlim KLO,',(FAME. 4 October 21,20011 t A:XHY.%A'L'CALLO Ull PK'DjYFLffb Pf C(Y-',OINAIL I1;"fJ)!lflJ V,l • .Z:-'P UF- !URA IFQLSTROC L1:154sCY S2 . 1 Tire welder timm d on this card iS certified iol the rbliomfly: St'ructurel.Steel:SMAW Plate,.All Positions,,Up,F4.& lower,1!8"'8�`over;w/liacking Structural Steel FCAW Plate Ail Posiliogi,:gp E71T-X, i 1/$- &over w/backing Sheet Steel:GMAW;All Positions,Up,f70S.-X,. 1/16"=1i8' wlo,liacking , WABO welder certified process qualifications afe oullined in WABO Standard 27-13 6 in accordanco with ANSVAWS OI.l,D1.3,D1.4 f f '0 "b a/ep uogendxe oiojeq ao uo 1,=96 9L6ZOM . t "° £9086 VM I.VM]VZ1303-J Uvv x0e Od 3N3D&D G ANO1 pep aaPlem P81111jao 6i0-011efsr>NA o 9196-699'888 10996 VM'vjdujAIO'O1£L xo9'O d mra sleioylp 6upling!o uogeioossV uol6uwyseM � a Hr�_ PORT TO$ City of Port Townsend Development Services Department BUILDING ADDREP APPLICATION 1AName of Property Owner: Maili - dress: Telephone: Property is located in: !/ Addition: f.T C� . - Block(s): Lots : Faces;'Access is from: LI)1114 S ✓1 t �&Tb F'1 S-t2 e-C Parcel Number 9gct 7 0 11 C) Directions to the Property (draw vicinit map on back) If this is a new ADU. has a building permit been applied for? _Yes No Date: Notes: �N e1�le N ATi b I.L O ViC— HOUSE NUNIBER ASSIGNED: Date of Approval: _08��,2�U9 r�,-,E_ For Department Use Only: Application Fee Received (S3.00, TC 2200): Date: Copy to: Finance Fire Dept Post Office Sheriff Police GIS - Public Works -' DSD database Assessor's Office For address changes: ` Qwest Address Management Center -- PADSD'.Fonns`Buildins Fonns`.Application-Address Number.doc;2i5,09 � I 1 � 1 �e Je � QQ 00. 6 C' °Zo o` 7o�f 6 3 cJ� �P° r o Of T97 205 Z `Lid � AX 1 O rb 2. . � 2 o 00 C1� 9 2� °c° e° > 6, o � r Inspections Page 1 of 1 Wednesday October 12, 2011 15:42 Sequence No Intyp Code Text Listy Code"feat Inspection Dt Name 11 Inspection Time Inspection Reason [O Inspection"Text C N Description 60 FRAMING PA Ol/21/2010 Rick Taylor11 0 REQUESTED Top two floors only. HN H Building- Framing Inspection 61 FRAMING APP 02/04/2010 Rick Taylor 0 REQUESTED N❑ N❑ N❑ Building- Framing Inspection 62 PLUMBING 11 APP 01/06/2010 j Rick Taylor11 :D011 REQUESTED E N❑ N❑ N❑ Plumbing- DWV- RI 82 INSULATION 11 APP 02/10/2010 j Rick Taylor11 0 REQUESTED a HHA Insulation 84 GWB PA 02/17/2010 ji Rick Taylor11 0 REQUESTEDIM ��� Gypsum wall board nailing Inspection 85 GWB APP 71 02/23/2010 Rick Taylor 0 REQUESTED N❑ HH� Gypsum wall board nailing Inspection 98 FIRE-FINAL APP O1/18/2011 Tom Aumock 0 REQUESTEDIMI aaH Fire Final Inspection 11 ]00 FINAL BLDG./C OF O APP O1/19/2011 Fred Slota11 :::011 REQUESTED a N❑a N❑ /Certificate of Occupancy http://permitserver:7778/forms/PermitAttachments/html_out/Inspections.html 10/12/2011 City of Port Townsend Development Services Department Et -Notice PERMIT NUMBER ��� ZI 7 OWNER JOB LOCATION M, sy4z Inspection of this structure has found the following-viciatiaas: - L ---You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date` '3 Inspector I L'CG DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department orrection Notice 9, "' PERMIT NUMBER OWNER JOB LOCATION nspecti n of is structure a foiundt(�o11 ing vi a : l/ G cS 1-7 EZ /O g4 f- ',L2 D You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date ' eo Inspector �T DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Citv of Port To nsend Development Services Department ��JcC ` Notice PERMIT NUMBER OWNER JOB LOCATION Inspection of this structure has found the following vielatie+�s: You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted othe ' e. When corrections have been made, call for inspection. r----- 1 Date Inspector i DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department ,nCorrection Notice PERMIT NUMBER OWNER �.� JOB LOCATION`� �,( l�G,f�l (t ram,IQ�� 5 1 /k-Z fZ Inspection of this structure has found the following violations: r You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date' //D Inspector ' DSD Main Offi a (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department PERMIT NUMBER QQ Oq_ �7 OWNER (� �� JOB LOCATION (—J f� LJAS4CQ /Cj j &) s7— Inspection of this structure has found the following violatiesso— D,c� d �- U v fir,=Q You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, all for inspection. Date Inspector i, DSD in Offic (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department o4 f IO,o'J Notice PERMIT NUMBER OWNER JOB LOCATION 6 Inspection of this structure has found the following mialz-Wo": i A flilkz V ft�A You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. C'_�1_ Date Inspector D� DSD Main O ice (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # DATE RECEIVED SCOPE OF WORK: ' Moc(e-L-- Lzar— ,e-p-- DATE ACTION INITIALS l[ Z ENTERED INTO CHET CHECKED FOR COMPLETENESS sV Message�Fsor from L date� numb �� �j L(>7_, / ��/ me se�� /,L%�1G/6trj timer c — G1cZS c�eT- (, call back';� � ^�•( `/ taken date � —"�'•`� Zoning: Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parkin OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? � � L__ _ __ .� o�VORTro�y BUILDING PERMIT City of Port Townsend Development Services Department WAS 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-217 Permit Type Commercial Tenant Improvement Project Name REMODEL CRACKER FACTORY Site Address 819 WASHINGTON ST Parcel# 9897041 10 Project Description Remodel Cracker Factory Names Associated witli this Project License Type Name Contact Phone# Type License# Exp Date Applicant Grandy Richard J Owner Grandy Richard J Contractor Owner Builder Q- STATE exempt 12/31/2009 Fee Information Project Details Project Valuation $35,952.00 Office tenant improvement @20% 2,568 SQFT PLAN REVIEW DEPOSIT 150 150.00 Units: Heat Type: PLAN REVIEW REFUND 150 -150.00 Bedrooms: Construction Type: State Building Code Council Fee 4.50 Bathrooms: Occupancy Type: B/R-3 Technology Fee for Building Permit 10.05 Building Permit Fee 502.35 Record Retention Fee for Building 10.00 Permit Plan Review Fee 326.53 Total Fees $ 853.43 ***SEE ATTACHED CONDITIONS *** Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the own the propert or horize�nt of the owner. Print Name Date Issued: 12/01/2009 Issued By: SWASSMER Signature Date Date Expires: 05/30/2010 p�QORTT BUILDING PERMIT City of Port Townsend �p Development Services Department WA 250 Madison Street,Suite 3, Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-217 Permit Type Commercial Tenant Improvement Project Name REMODEL CRACKER FACTORY Site Address 819 WASHINGTON ST Parcel# 9897041 10 Project Description Remodel Cracker Factory Conditions I. Special Inspections required. Refer to Sheet S 1.1 of engineered plans,quality insurance. Forward special inspection reports to the Building Department. 2. Subject to the requirements as set forth in the Plan Review Memorandum issued by the Consulting Fire Code Inspector. Deferred submittal for automatic sprinkler system,plans and specifications are to be submitted and approved prior to framing inspection approval. 3. Exterior construction must comply with the approved HPC Design Review approval including the use of wood trim as shown to conceal the metal header over the roll up garage doors and the use of the attached rosette to tie internal floor framing through to the building exterior. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this pennit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 12/01/2009 Issued By: SWASSMER Signature Date Date Expires: 05/30/2010 Richard Grandy 5809 NE Minder Rd Poulsbo, WA 98370-8857 360-297-8330 Phone 360-297-8661 Fax September 14, 2010 City of Port Townsend Fred Slota 250 Madison St Ste 3 Port Townsend, WA 98368-5738 Dear Fred, I am writing to request a 6 month extension on the Building Permit for my property at 819 Washington St. I ran out of my appropriated allowance, and with the economy the way it is I chose to put the project on hold for the summer, but it is about 95%done and work is in progress again. Please don't hesitate to contact me if you would like to see it. I will be sure to contact you when the time gets close if I think I will need another extension. Thank you for your time. Sincerel ' Richard Grandy lr� i� ► i RG/jpe S E P 1 E 2G10 J �Vln , CITY OF PORT TOWNSEND tC k�t`� C:'Jv�t DSD �b�./ii rn© ) -,M G At ms l4r jk,,W,� '. 4vi Al. im it; IX zi Kt N *Vq* Olt -7W :-JY r!r M. As L34 4�2 1 SWENSON SAY FAGET A STRUCTURAL ENGINEERING COPPORATION Structural Calculations For: Cracker Factory Client: Richard Grandy Code: 2006 IBC/ASCE 31-03 Snow Load: 25 psf Floor Live Load: 40 psf Seismic: Design Category D, SS=0.688, S1=0.238 September 3, 2009 >l Y O WAS! f If Y Or PORT TOE"JNSEND GAG 2124 Third Avenue.Suite 100.Seattle.WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 C���� COPY 4;.- L) ------ ------- -- a 1'g nip, 'V ILD! W.-Wdd raProject Date SWENSON SAY FAGET plo,I--w' A STRUCTURAL ENGINEERING CORPORATION Prot.No. Seattle: 2124 Third Avenue-Suite 100-Seattle.WA 98121 -75--,_-� Tel: 206-443-6212 Fax., 206-443.4870 Design Tacoma: 939 Broadway-Suite 100-Tacoma-WA 98092 She e I t Tel: 253-284-9470 Fax., 253-284-9471 ASCE 31-03 Pseudo Lateral Seismic Analysis _ Project: EBG URM Sample problem ,_ "A SWENSON SAY FAGET Performance Objectivel Life Safety Site Classl D Section 3.5.2.3.1,D assumed without soils report Ss 0.688 10 in 50 ground motions, Latitude&Longitude lookup using USGS Website S, 0.238 10%in 50 years values used per Section C3.5.2.3.1 h. 35 ft Ct 0.02 Section 3.5.2.4,all other framing systems 0 1 0.751 Section 3.5.2.4.all other framing systems T 0.29 sec Eq.3-8 T,, =C,hna Eq.3-8 k 1.0001 1.0 for T<0.5 sec,2.0 for T>2.5 sec, interpolate between Fa 1.251 Table 3-6,interpolated Fv 1.92 able 3-5,interpolated Sps 0.86 Eq.3-6,w/o 2/3 factor,Section C3.5.2.3.1 3 Eq.3-6 Sp, 0.46 Eq.3-5,w/o 2/3 factor,Section C3.5.2.3.1 C 1.0 Table 3-4,3-story URM building Sill =2 SA,I Eq. 3-5 Sa 0.860 Eq.3-4 S„ = T� <Sr„ Eq- 3-4 Sa,design 0.860 Bldg.Weight 334.1 k V=CS.W 287.2 k Eq.3-1, Pseudo lateral force Vertical Distribution Story Diaphragm Shear Force Level hx(ft) Wx(k) twl Wxhxk Cvx Fx(k) V(k) Fpx(k) Roof 35 88.5 1 35.0 1 3097.51 0.4441 127.5 1 127.5 127.5 3 21 129.3 1 21.0 1 2715.31 0.3891 111.8 239.3 142.1 2 10 116.3 1 10.0 1 1163.01 0.1671 47.9 +- 287.21 100.0 E 334.1 6975.8 287.2 whk �F FT = n t x Eq.3-3a F = i ,nr tit Eq. 4-4 �m C q s �w Z ASCE 31-03 Pseudo Lateral Seismic Analysis Project: EBG URM Sample problem MAM , SWENSON SAY FAGET .. . Performance Objecfivel Life Safety Site Class I D Section 3.5.2.3.1, D assumed without soils report Ss 0.688 10 in 50 ground motions,Latitude&Longitude lookup using USGS Website S, 0.238 10%in 50 years values used per Section C3.5.2.3.1 h, 35 ft Ct 0.02 Section 3.5.2.4,all other framing systems 0 1 0.751 Section 3.5.2.4,all other framing systems T 0.29 sec Eq.3-8 TQ =C,h„Q Eq. 3-8 k 1.0001 1.0 for T<0.5 sec,2.0 for T>2.5 sec,interpolate between Fa 1.25 Table 3-6,interpolated Fv 1.921 able 3-5,interpolated SDs 0.86 Eq.3-6,w/o 2/3 factor,Section C3.5.2.3.1 Su, =3 S�,� Eq. 3-6 . Spy 0.46 Eq.3-5,w/o 2/3 factor,Section C3.5.2.3.1 C 1.0 able 3-4, 3-story URM building S - 2 S E 3-5 Sa 0.860 -[Eq.3-4 u� 3 afi q St = T, <_Sus Eq. 3-4 Sa,design 0.860 Bldg.Weight 228.8 k V=CS.W 196.7 k Eq.3-1, Pseudo lateral force Vertical Distribution Story Diaphragm Shear Force Level hx(ft) Wx(k) h)� ft Wxh)+ Cvx Fx(k) V(k) Fpx(k) Roof 35 58.0 35.0 2030.0 0.4301 84.5 1 84.51 84.5 3 21 89.8 21.0 1885.8 0.3991 78.5 1 163.01 99.0 2 10 81.0 10.0. 810.0 -6.1711 33.7 196.71 69.6 E 228.8 4725.8 196.7 n k F F,i= wihi Eq.3-3a �, E 4-4 4� k (ti C n r w;h (�.T Conterminous 48 States 2002 Data Uniform Hazard Spectrum (UHS) for 10 % PE in 50 years Latitude = 48.120191 Longitude = -122.771044 B/C Boundary Data are based on a 0.05 deg grid spacing Period Sa Sd (sec) (g) (inches) 0.000 0.310 0.000 0.100 0.598 0.058 0.200 0.688 0.269 0.300 0.601 0.528 0.500 0.464 1.133 1.000 0.238 2.328 `2.00 00.108 4.238 I o LA, Y, 4- 6) 2 Project Date �r, SWENSON SAY FAGtT A STRUCTURAL ENGINEERING CORPORATION Prol.No'_ '7� Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 (_,�rj_/ Tel: 206-443-6212 rax., 206.4`13-4870 Des-ign Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 sheet Tel: 253-284-9470 Fax. 253-284-9471 South Elevation Second Level Pier H D Pd Pw Vr Va Controlling 1 6 4 6.3 4.3 5.1 16.3 Rocking 2 6 4 9 4.3 6.7 16.3 Rocking 3 6 4.5 9 4.9 7.7 18.4 Rocking 6 6 4.5 9 4.9 7.7 18.4 Rocking 7 6 3.5 9 3.8 5.7 14.3 Rocking 8 6 4 6.3 4.3 5.1 16.3 Rocking 38.0 South Elevation First Level Pier H D Pd Pw Vr Va Controlling 1 9 3 14 4.9 4.9 12.2 Rocking 2 9 3.5 26 5.7 10.1 14.3 Rocking 6 9 3 18 4.9 6.1 12.2 Rocking 7 9 3 11 4.9 4.0 12.2 Rocking 8 9 4 9 6.5 4.9 16.3 Rocking 30.1 t�C,)iA tZ Vo" �A VtA LA-,'V -,T - C Ae- f XcIf z e,211 C P VV\. 0 0 c> 7 LA 7 12-` Project Date MAS W E N S O N SAY FAG ET 'j1'1:7, --Z A STRUCTURAL ENGINEERING CORPORATION Froj.No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Tel: 206-4q3-6212 Fax: 206-443-4870 Design Tacoma: 934 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-9470 Fax: 253-284-9471 I f`kt-.�v..ir• 7: >1 ,� "?ty t llxiL � 1t � lC� �2 Project Date rM SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj.No. Seattle: 2124 Third Avenue-Suite 100•Seattle•WA 98121 -?- Desig Tel: 206-443.6212 Fax: 206.443.4870 y, Tacoma: 934 Broadway•Suite 100-Tacoma-WA 980'12 Sheet Tal• 2S'4•?A4.cA7n Fax: 253.284.9471 A 7-7 ej t) o n, JIA C-0 12 P 19 ,71- p 4- Iv- c C Project Date ON �,!SWENSON SAY FAGtT -�l- A STRUCTURAL ENGINEERING CORPORATION Proj-No. Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206-443-6212 Fax. 206-443-4870 Tacoma. 934 Broadway-Suite 100-Tacoma-WA 98042 Tel: 253-284-9470 Far 253.28-f-9-f7l q' .7, f-\-r C,,1 4% kki Q CorU- f7r>\17- D L. V-Z L ? Date Project rr� SWENSON SAY FAGtT P_.5 rol.No. A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 Design Tel: 206,443-6212 Fax: 206-443-4870 10 Tacoma: 9311 Broadway-Suite 100-Tacoma-WA 98042 Sheet Tel: 253-284-9470 Fax. 253-28f-9471 Cunfent Date:am912009 9:51 AM Units system:English - _-- File name: — Load condition:DL=Dead Load _------- Concentrated-Nodes C)VL ,Y MIN hA NO x � 3 i Imr Kip] ST: � 4 2� i. F— ZOO- >y. I I_ -hM�E796C4EF1 �7L�9U'96[�fF19 lu�dl'-s'sa�� lumm 6u!puag -- — — 4s96u3:uiews si!un WV£5=6 60OZ/6U8:eM lu"no Current Date=8/19/2009 9:52 AM Units system:English File name Axial force I I I I ...h-A.m Owl --- --- (Oal - - . i f 1 f A-70271K41 j- I� I Ft,00k WD� ���ti�•�°� d FVM L y- k� i� >r'`V-0 C2- L [ Date Project rrAdPSWENSON SAY FAGET roi.A STRUCTURAL ENGINEERING CORPORATIONNo. Seattle: 2124 Third Avenue•Suite 100-Seattle•WA 98121 Design Tel: 206.443-6212 Fax: 206.443-4870 )4 Sehet Tacoma 934 Broadway-Suite 100.Tacoma-WA 98092 Tel: 253.284.9470 Fax. 253.284.9471 •t Date Project c ^�?t'?£�t�r Gt`•<r' MSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Design 2124 Third Avenue-Suite 100-Seattle-WA 98121 15- Shoot Office. 206.443.6212 Fax: 206.443.4870 d �S�' �,00 r ��►�� CL) Z t T mow, �r 5�•►-�i oV, 2 c o`�2 o� Wes, Date Project,. MSWENSON SAY FAGET Pr A STRUCTURAL ENGINEERING CORPORATION Design Seattle: 2124 Third Avenue-Suite 100-Seattle-WA 98121 b Tel: 206.493.6212 Fax: 206-443.4870 Sheet Tacoma: 934 Broadway-Suite Do.Tacoma-WA 98042 Te1- 251-284.9470 Fax: 253.289.9471 05-08-'09 16:48 FROM- 46 T-4M F001116161 t--e1ti I-RAI ,*��� ASSOCIATES , INC . OEOTECHNICAL ENG1NEERINO a ENVIRONMENTAL ENOINEERING CONSTRUCTION TESTING AND INSPECTIONS May 1 st 2009 Mr.Richard Grandy Phone: 360-297-8330 Grandy Marble&Tile 5809 NE Mirider Rd. Suite# 1 Poulsbo,WA 98370 RE: CONSTRuc=N TESTING AND INSPECTION SERVICES Old Cracker Factory Restoration Port Townsend,WA Dear Mr. Grandy: As per our discussion, we,have researched our database and developed a Historic Mortar Restoration Plan for the Port Townsend Cracker Factory Building. Joint Preparation: The old mortar should be removed to a depth of 2 to 2.5 times the width of the joint (.5"to 1.5") to provide adequate bonding surface and to prevent mortar pop-outs. This can be accomplished by having trained masons carefully remove the material to the required depth with power tools,a pneumatic chisel,hand chisel and light hammers,or a motorized caulking cutter.If any loose or disintegrated mortar is encountered below the recommended removal depth, in either the head or bed joints,it should be removed,as well. Any bricks which show signs of deterioration need to be replaced with period correct material. Joint Cleaning: The areas to be filled shall be blown clean with pressurized water to remove any loose materials&dust prior to placing mortar into joint. All joint areas shall still be visibly wet prior to filling but shall contain no standing water. Mortar shall closely represent the original material including aggregate grain size and color. This may be accomplished by providing existing mortar sample to a consultant and following the prescribed mix design. Follow typical historic joint filling recommendations in thin sections to achieve best results&tool to match existing building. Should you have any further questions,please feel free to contact me directly.I look forward to working with you. ICITY �NOV 2 2009 OF PORT TOWNSEND Respectfully submitted, DSD leffrey M.Bowers KRAZAN&ASSOCIATES,INC. With Twelve Offlees Serving the Western United States Poulsbo Office:1230 Finn Hill Rd NW Ste.A 9 Poulsbo.WA 99370•(360)598-2126 9 Fax:(360)598-2127 hm rs://secureaccess.wa.gDv/lni/epis/rptPermitaspx POST ON JOBSITEPRIORTO BEGINNING WORK -s : Print Permit a ELECTRICAL CONTRACTOR ELECTRICAL WORK PERMIT#1750694E CONTRACTOR NAME LICENSE NUMBER INSTALLATION DESCRIPTION: MCKINLEY ELECTRIC INC MCKINE1982DR Wire remodel PURCHASER'S MAILING ADDRESS SERVICES TO INSPECT: PO BOX 1417 DESCRIPTION QUANTITY AMOUNT KINGSTON WA98346 INGLE OR MULTIFAMILY RESIDENTIAL NEW TELEPHONE NUMBER 3602977838 CONSTRUCTION-SINGLE OR 2 FAMILY ENTER SQUARE FOOTAGE P100 0119.80 PREMISES OWNER'S NAME Inspection Fee:$119.80 Grandy Marble ADDRESS OF INSPECTION 0 Water Street SITE PHONE NUMBER 3602977838 PORT TOWNSEND POWER COMPANY Clallam County PUD This permit expires in one(1)year from date of last activity. Applied:6/30/2009 Expiration:6/302010 Date Approved By Date Approved By WALLS Insulation Only SERVICE Cover FEEDER CEILING Insulation Only THERMOSTAT Cover DITCH Inspection Date Area, Budding or Equipment Inspected Action Taken Electrical hnpector RNOV 2 2009 CITY OF PORT TOWNSEND uau Property Owner: This is your permanent record of inspection FAILURE TO POST PRIOR TO BEGINNING WORK WELL RESULT IN CIVIL PENALTIES Attention Applicant! The Department will not conduct this inspection if there are unrestrained animals on the premises. Failure to comply with this requirement may result in additional inspection service fees and delay in service. of 3 6/30/2009 10:46 AM r 38 186 7/8 48 1/8 36 135 I 61 I II I 7 191 I I I I II I II I 5 I 6 II II 7 I$ II I SINK II D.W I1 II I I I II I 1 co 15 M I I m I 1 10 2 I I -- I p ^' o ;U O 00 o Z KITCHEN rn = z -n D rn z -� 4 1 Y j MAPLE 2 1/4 RAILS p O SQ. IN & OUT v MAPLE CABINET BOXES MAPLE DRAWER BOXES ---- -- ACCURIDE DRAWER GUIDES BLUM HINGES 00 CLEAR ACRYLIC FINISH m to N v ,Zmj 3/4 v_22 1/4 _ I - 12 - III -20 3/4 - I 36 I 27 7/8 58 27 7/8 c' 7 / 7 7 / ADJ. ADJ. ADJ. rn cM co 1 18 p p 19 — pp pp _ 00 1 � co T� ® 000 p pp p co F ADJ. ADJ. —— (o — — Cl) 5 6 7 24 III121/4- 13 3/4 -III 35 5/8 I I 24 I I 0 5 8-I I 86 7/8 135 48 1/8 24 � 11/2 A 11 1 1/8 3/4 33 3/8 31 1/8 32 5/8 12 29 5/8 J 31 1/4 c� 2 / 7 / ADJ. ADJ. cli 14 � � M POSSIBLY ----- - ---- ADD MORE CABINETS 15 1 co HERE I � co lo 00 M F / m M 1 2 28 J/2 1 —18 3/8 — 34 5/8 30 —19 7/8 — 24 49 5/8 (1 60 3/8 110 1 1/2 o co co rn co o c co� 10 1 12 13 24 I I- 14 1/4 -III 2� 2� 54 Cr-2714-- C- 14 1/496 - 1 112 3/4 3/4 3/4 Thomas L. Aumock Consulting Fire Code Inspector 2303 Hendricks Street,Port Townsend,WA 98368 (360)385-3938 Email:taumock@cablespeed.com Cell:(360)643-0272 PLAN REVIEW MEMORANDUM To: Scottie Foster,City of Port Townsend Development Services Department Fr: Thomas Aumock,Consulting Fire Code Inspector,East Jefferson Fire& Rescu Dt: 07 November 2009 Re: BLD09-217,.Cracker Factory Remodel, 819 Washington Street Cc: None This consulting Fire Code Inspector is in receipt of the above-referenced permit application for a three- story building with a gallery on the first floor and residential occupancy on the upper floors. The above-reference proposal was reviewed by this plans examiner with the International Fire Code [LF.C.], 2006 Edition and Washington State Amendments. It is understood that automatic sprinkler system detail plans and specifications are deferred submittals. Findings&Determinations: 1. The proposal was reviewed as a three-story mixed occupancy structure with a total of 2,568 square feet [856 s.f. each floor] with upper floors residential occupancy, and Group B first floor occupancy. All floors have a Type V-B construction classification,with Type I exterior walls. 2 Addressing for the proposal shall be consistent with City of Port Townsend Municipal Code standard for size, and be in a position as to be plainly visible and legible from Washington Street and on the subject building. Said numbers shall contrast with their background [I.F.C. Section 5051. 3. Key box access to or within the subject structure for emergency services delivery is an owner option. Application forms for the key box can be obtained through the administrative office of East Jefferson Fire &Rescue, 20 Seton Road,Port Townsend,with phone 360-385-2626. 4. Road access from Washington Street and is found to be consistent with Section 503 and Appendix D fire apparatus access road design standards. The alley serving the subject building would not be used by fire department vehicles. The alley may be "street-signed" as a named "Alley" consistent with City of Port Townsend Public Works Dept. standards. This would likely require an address change. 5. Access to building openings is designed consistent with the I.F.C. Section 504 which requires an approved access walkway[alley, in this case] leading from fire apparatus access road[Washington Street] to exterior openings. 6. An automatic fire suppression system (sprinklers) is required throughout the structure under I.F.C. Section 903.2.7. a. The fire service main water connection for this building may be connected into (or near) the existing 4-inch automatic sprinkler system riser located in the adjacent Eisenbeis building, and routed through the crawl-space to this building. All exposed piping may require heat-wrap tape and insulation in order to maintain minimum temperature ratings required by Code. b. NFPA 13R Section 6.7.2.2 [2002 Ed.]allows for a four-head demand calculation as long as all the requirements are met. If these requirements are met, it is allowable to use NFPA 13R piping for the Group B, 1 st floor area, using NFPA 13 sprinkler-head coverage requirements. CADocuments and Settings\Tom\My Documents\My Documents\My Documents\Business\City ContractTlan Review&Correspondence\BLD 2008\BLD09-297- Grandy Cracker Factory.doc i inlo9 c. The automatic fire sprinkler system shall be designed, installea, and certified by a licensed technician(W.A.C.212-80)using the design provisions of NFPA 13 and 13R. d. Specific reference to the fire department connection [F.D.C.] location,and specifications,shall be submitted and approved by the City of Port Townsend prior to installation. e. The backflow prevention device shall be approved for installation by the City of Port Townsend prior to installation. f. A sprinkler flow bell is required,or electronic equivalent. g. All ground work on the fire service underground system is to be conducted by a licensed contractor with a current Level U certification, with credentials submitted with deferred plan submittal. h. A separate "Fire Protection Permit" is required for this deferred submittal, from the City of Port Townsend. 7. Multiple-station smoke detection is required for the upper floor residential occupancy under IFC Section 907.2.10.1.2: a. On the ceiling or wall outside of each separate sleeping area in the immediate vicinity thereof. b. The manufacturer's area-coverage specifications shall dictate the number and location of devices to be provided. 8. Fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10, which normally requires a 3-A:10-B:C minimum rated fire extinguisher at the main exit. 9. Fire flow and fire hydrant review for this proposal is derived from the requirements of the City of Port Townsend Engineering Design Standards, Section 903.2 and Appendix B and C of the L F. C., and applying the maximum spacing rules for mixed use, multi-family, and commercial areas as defined by this project. It is this plans examiner's finding that existing fire hydrants on Washington Street meet the required fire flow, and meet the proximity requirements of Code, especially when combined with the installation of the required automatic fire sprinkler system. 10. The proposed future elevator is subject to Washington Administrative Code 296-96-02480 and the ASME A17.1 requirements for sprinklers, smoke detectors, and heat detectors, including electrical provisions, in hoistways and machine rooms, as administered by the Washington State Department of Labor & Industries. It is recommended to the Building Official to require that these sprinkler and electrical"stub-out"provisions are included during this permit phase. 11. During construction, the proposal is subject to general precautions against fire provisions of Chapter 14 of the I.F.C. and related sections, including debris disposal and construction supplies, et al, shall not interfere with emergency access to any of the buildings in this area. Any other applicable or relevant sections of said Code not covered herein shall nonetheless apply to this proposal. 1.5 hours time was logged in the review and reporting,and filing for this proposal. It is the recommendation of this consulting fire code inspector that the proposal be approved subject to the aforesaid requirements of the International Fire Code and NFPA Standards. CADocuments and Settings\Tom\My Documents\My Documents\My Documents\Business\City ContractTlan Review&Correspondence\BLD 2009\BLD09-297- Grandy Cracker Factory.doc 11/7/09 Development Services cppoarro�y 250 Madison Street, Suite 3- Port Townsend WA 98368 Phone: 360-379-5095 Fax:-:360=344-4619 ra�e,, www.Cityofpt.us Commercial Building Permit Application Project Addr ss&Zoning Dis ict: Legal D ax ft Office Use Only g ja - Addition:���� // Permit 7 Block: # g(-.7O�u. —li(' Parcel#e2Q? Lot(s): Associated Permits: Project Description: Q� f ➢ Applications accepted by mail must include a check for initial plan review fee of$150 ➢ See the"Commercial Building Permit Application Checklist'for details on plan submittal requirements. Property n Lender Information: Name: Lender information must be provided for projects Address- s over$5,000 in valuation per RCW 19.27.095. City/St/Zip: Name: Phone Project Valuation: $'— ���______ Email: Construction Type: S Contact/Representati . r. Name: � �/� / Occupancy Rating: Address: Building Information (square feet): City/St/Zip: 151 floor Restrooms:� Phone: 2"d floor Deck(s): Email: Td floor Storage: Basement: Is it finished? Yes No Contractor: Other: Name: New ❑ Addition ❑ Remodel/Repair Addre Change of Use ❑ City/S i . Phone: Total Lot Coverage(Building Footprint): Email: I / Square feet:� % /�=5 State L cens #: Exp City Bu iness LitAn9eF#?RT TOWNSEND Impervious Surface: Square feet: 11�� I hereby certify that the information provided is correct,that I am either the owner or authorized to act on behalf of the owner and that all activitie„sassociated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: Signature: Date: �� �� p pOHT T CD - u o C Receipt Number 09 0881 wn ' U) Receipt Date 11/02/2009£ "- ,Cashier o ICHARDJ _ z . .� u1 o r p cc U Amount Fee Permit# Parcel Fee Desc o Patd Balance BLD09-217 989704110 PLAN REl $150.00 $0.00 $150.00 1 Prey 0 � ps Payments 4 , Checks r ro Method Numbe 3 0 .s .,. E&Z,.�.. lea„ ... . CASH N/A i Total: CL •IL) cc O E O cc CU!r a N 0 LL Mpo ccry LLJ m 3 U7,) > CN F U o i c LLJ LL IZ coo Ir v genpmtrreceipts Page 1 of 1 O�,?0 T TOE 'L u so Receipt Number: 09 0928 �' 3 tea" - - ] e�pt?Date12/0172009 Cashier SWASSMER �' Payer/Payee Name j;GRANDY RICH'BRD J � , , � On anal Fee Amount Fee � x 05 1 Big 21 Permit# Parcel Fee Description AmountMot- 3 Paid ; Balance BLD09-217 989704110 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD09-217 989704110 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-217 989704110 Technology Fee for Building Permit $10.05 $10.05 $0.00 BLD09-217 989704110 Building Permit Fee $502.35 $502.35 $0.00 BLD09-217 989704110 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-217 989704110 Plan Review Fee $326.53 $326.53 $0.00 Total: $703.43 `- ems= Prevrous Payment�H►story x� 3 Y Receipt# $ Receipt' ,ate Fee Desc ption Amount Paid � 3 'Permit# _n..., x. ,.... 09-0881 11/02/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-217 Payment Checks a Payment Method' Number ,Amount CHECK 6448 $703.43 Total: $703.43 genpmtrreceipts Page 1 of 1