Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
926 W 8th St - Building
PREPARED 3/03/09 9 52 50 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 3/03/09 ADDRESS 926 W 8TH ST SUBDIV TENANT NBR CLALLAM COUNTY HIST SOC CONTRACTOR PHONE OWNER CLALLAM COUNTY HISTORICAL SOC PHONE (360) 452 2662 PARCEL 06 30 00 0 2 5920 0000 APPL NUMBER 09 00000039 PLUMBING REPAIR PERMIT PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP /SQ COMPLETED RESULT RESULTS /COMMENTS PL99 01 3/03/_,09 J L PLUMBING FINAL TIME 01 00 1 February 27 2009 9 52 57 AM 1pangrle DAN 775 7615 PLUMBING FINAL STUB OUT FLOOR DRAIN AND WATER LINE LOCATED ON THE WEST END OF THE BUILDING (2 CLASSROOMS BY C ST IF DAN ISN T THERE PLEASE GO TO THE CURATOR S OFFICE LOCATED ON THE WEST SIDE OF THE SOUTH BUILDING THE CURATOR IS KATHY AND SHE CAN OPEN THE BUILDING FOR YOU DAN REQUESTED A TUESDAY AFTERNOON INSPECTION COMMENTS AND NOTES f CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY ECONOMIC DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES WA 98362 Application Number 09 00000039 Date 1/14/09 Application pin number 622006 Property Address 926 W 8TH ST ASSESSOR PARCEL NUMBER 06 30 00 0 2 5920 0000 Tenant nbr name CLALLAM COUNTY HIST SOC Application type description PLUMBING REPAIR Subdivision Name Property Use Property Zoning PUBLIC BUILDINGS PARKS Application valuation 500 Application desc STUB OUT FLOOR DRAIN AND WATER LINE Owner Contractor CLALLAM COUNTY HISTORICAL SOC P 0 BOX 1327 PORT ANGELES WA 983620244 (360) 452 2662 1 00 1 00 1 00 7 0000 EA 7 0000 EA 15 0000 EA Qty Unit Charge Per Permit PLUMBING PERMIT Additional desc FLOOR DRAIN H2O LINE Permit pin number 140186 Permit Fee 79 00 Plan Check Fee 00 Issue Date 1/14/09 Valuation 500 Expiration Date 7/13/09 T:FormsBuilding DivisionBuilding Permit OWNER BASE FEE PL- PLUMBING TRAP PL -WATER LINE PL -SEWER LINE Fee summary Charged Paid Credited Due Permit Fee Total 79 00 79 00 00 00 Plan Check Total 00 00 00 00 Grand Total 79 00 79 00 00 00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned fora period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that 1 have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give a ority to violate or cancel the provisions of any state or local law regulating co struction or h erf of construc io 1 etrlr1 ti Extension 50 00 7 00 7 00 15 00 Dated Print Name Signature76 ator or oriz/ Agent Signature of Owner (if owner is builder) BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24 -HOUR NOTICE FOR INSPECTIONS Building Inspections 417 4815 Electrical Inspections 417 4735 Public Works Utilities 417 4831 Backflow Prevention Inspections 417 4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT IN CONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type FOUNDATION Footings Stemwall Foundation Drainage Downspouts Piers Post Holes (Pole Bldgs PLUMBING Under Floor Slab Rough -In Water Line (Meter to Bldg) Gas Line Back Flow Water AIR SEAL. Walls Ceiling FRAMING Joists Girders Under Floor Shear Wall Hold Downs Walls Roof Ceiling Drywall (Interior Braced Panel Only) T -Bar INSULATION. Slab Wall Floor Ceiling MECHANICAL. Heat Pump Furnace FAU Ducts Rough -In Gas Line Wood Stove Pellet Chimney Commercial Hood Ducts MANUFACTURED HOMES Footing Slab Blocking Hold Downs Skirting T Forms /Building Division /Building Permit PLANNING DEPT Separate Permit #s Parking Lighting I Landscaping Inspection Type Date Accepted By Electrical 417 -4735 Construction R W PW Engineering 417 -4831 Fire 417 -4653 Planning 417 -4750 Building 417 -4815 SEPA. ESA. SHORELINE. Comments FINAL DateO3 Accepted bye w FINAL Date Accepted by FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/ USE Date Accepted By 3 S Applicant or Agent /vrr✓ Property Owner Ci.czu a Property Owner's Address Contractor /Engineer Contractor /Engineer's Address License PROJECT ADDRESS 9' 26' LA_, e Parcel Number Project Tvpe Brief De all that apply New Construction Addition �a,'F2emodel Repair Re -roof Demolition Heat System Other Floor Areas Basement 1st Floor 2nd Floor 3 Floor Garage Carport Covered Porch Deck Shed Other e scription. Total footprint of structures sq. ft. Lot size Max. height of proposed structures Will a lawn sprinkler system be installed? Will a fire sprinkler system be installed? BUILDING PERMIT APPLICATION Print in ink CITY OF PORT ANGELES Attn. Building Permit Technician 321 E. Fifth St. Port Angeles, WA 98362 (360) 417 -4815 fax (360) 417 -4711 Residential u 6 lll ir Heat pump wood- burning stove gas fireplace pellet stove other Existing (sq. ft.) Proposed (sq. ft) I have read and completed this application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine; what permits are required, and 4 tain permits prior to wor g on projects. T Date Print Nark c`/ /l' S` Sigriat��e ;I c--(C-s" Phone 3(pb- 4 fs2 Phone 36,0 44.7 2,66 c.4 4 9 s 36 g Phone 7ts l P P✓ 2 C 0•9' S €47 L ?f 41 q ExDi E p1aii Commercial Multi family Industrial 9 a 7 e i-- a ft. Occupancy group Occupant load Construction type Lot For City Use Only Date Received t I,9 —')9 Permit [5R -39 Date Approved Zoning /r- A per sq. ft. TOTAL VALUATION 4 /mo sq. ft. Lot coverage of bedrooms of full baths of half baths ed f7C I ....00' ....0' '- , r-. o , '- . ..,., , . , ~M: ~f-o' ~i3: , , , , , , , , , , , , , , , , , , ><, ..:l' p:, ~, ~ ~ : ~ ri1 en : Q ~ ~ , gJ ~ ~ : CfJ f-o..,' ~~: HO' f-of-o' UU' ~~, 0.0.' CIlCll' ZZ' H H , , , , , , , , , , , , , , , >< :E-tE-t 'CIl5 , 0 00 : ~ u CIl I co :g ..~ : ~ ~ ~ M I j ;:-~:~~ 0..:( : 0'\ U '-f-o' ..,.p:, O' . ~ p: 00..: ZO .00 ~~tcn..t;..~1Il ,:( 0 I en E-t Ilt 0.><: gj~~P:r;j gjf::' Qzf;;~U..:l o.u: ~~o~~g: uoo..o: N .... \D ." ~~ ZZ 00 "'''' 0.0. U o CIl U ..:l g (5, r;j ~g~ ~O::;: ",';'gj ~~~ ~~8 S~Ltl 8'T~ ~gg ~~g ~~'T ..:l\D00 Uoo f-o CIl H :I: , , . , . , , , I I , I , , , , , , I , I I I I , , , ., , ,.., , '" : :; W I .. rd "" 0. :OM , .. :~~ , H 'f-o'" : N N :z':; :~~ IO~ Nr-IN :~~ ';;O,?: (I) I U co ,. N f-o'~O OO~"" p: z:g;o 0::;:" 0 ..:l ~'ZN OHOO 0 .o:z~: H.\D Nf-ooo:;::~ ~~ tl88: p:~~ ",' g~' :I:gj !ti:,-,;ii>."" ....~N'..:l..:l:I: CIl ,~' :>. ~ N.o: ..:l f-o ~f-o' p:~~ C!l,"1": .."z6.o: 8uS' ;:lr- ZIllf>.r-..,.HOU::> CIlCll:C!l," ~z;:l ,..,><f>.~~g I~gj:~&~~~~~.~~g~~f-o f-o ' p:::;: f>.1Il ~~..:l f>. ~ ~ H: "'IIl.o:o.~ ~o.f-o: p..cnS: C!l Z CIl , ..:l H==H~: ~~ ..,.0: ~ : SQO: ~~~ I com OOM I 00 g~H:7;;~ OAt t ...... r-I ri1::E: I................. ~~8: NN III : I g:~ '- I H f;: : ei f-o , III N \D \D N , N ." ..,. o \D M >. ,.., '" ., ..... ,.., .n ., ,.., '" g> III 0. ,.., ::;: 0. ?k- ~ ,.., o '" '" ..:l III ;:; f-o ~ U o CIl ..:l (5 H p: o f-o CIl H :I: ~ ..:l ..:l j U p: o o '" '" 6 ~ :I: o CIl ~ <t: ~ :I: f-o f-o ~ C!l ::> o >< ~ <t: o f>. ~ III CIl ~ ~ H ~ o M ~ <::) \. ~ '-. --:10 CIl ~ f-o o Z ~3., ---- ~ ~ ~ \5) ~ ') ~ ":) \~ 0 cj" " 4 ~ ~ - ~ 1 c....- O ~ ~ '" 1, ~ p ~ ?P ~ ~ ~ CIl ~ ~ ::;: ::;: o U <Xl <Xl 0 , lt1 .... , N r.lr.l elE-< ..;..; 0.0 N \0 \0 N , N Cl> lt1 .... .,. I-< 001 0<: 0 .. '" \0 "'A :>< M 0.... ..:I 0: r.l r.l:E H ,~ :Eo. ~ ww H E-< 0 ZZ E-<lt1 Ul r.lUl gJ 00 N r.l :':Ol :I::I: E-< ~~ Ul 0.0. Z;::: 0 Z E-<t:l o .. H.,. 0 Z .. E-< ~ 00: tJ<Xl HO Ul r.lo E-<E-< E-< 0.0 Ul tJtJ Z UlN E-< OlOl Ol Z Z 0.0. ~Z~ H _\0 Ol UlUl MN ~ ZZ tJ HOO O:....N H H 0 UHU ..; .,. 0 Ul IE-<' CIl;:'" , U o.Ul WI-<lt1 el ..:I HE-< 0:"'''''' Z U ..; ..:I 0:..:1 ;:lr--O::H 0 U , Ol gU::O ell-< ";Z Ul HOO UlUl ~~~gj13 0:00 OlOl OO:E 100: CIlr..OO::E E-< E-<Or.l Ul Ul , 0: !-< H HO H :I: :I:~~ ~o.~ .... :>< :><lt10 .... E-< E-< , U o.Ul 1;;13 S~lll ZUl 0 t!lHr.l .,. 0 OOM :z: 0: :I:U U,.... H '" E-< 00 g Ul <Xl~ jOO W '0 SOO -..:I :3:..:1 00 OlOl <Xl <Xlr.l ..:I ..:IMO ~E-<E-< 0 oel \0"; ..; , , UlOl , ~~ "'~ ..:I \0 <Xl :5~;;: lt1 "'U UOO .... .... O:E , 'E-< r.l0 '" NO: 0: 0: UO:U 0 . CIl 0: .w 0. 0. ZO CIl CIl 0 E-< Olr.. Ul - U ~ .... ~O UlE-<~ ..:I !-< 0 0 ~~E-<f:jtl..:l H Ul 0.:>< ~ , H r.lE-< offi5~~g; 0. 0: O:H :>< ..:I o.U ~E-<UOo...; 0. E-< ~ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, W A 98362 Application Number Application pin number Property Address ASSESSOR PARCEL NUMBER: Tenant nbr, name Application type description Subdivision Name Property Use Property Zoning . . . Application valuation 08-00000135 Date 2/12/08 258430 926 W 8TH ST 06-30-00-0-2-5920-0000- CLALLAM COUNTY HIST. SOC. COMM REMODEL PUBLIC BUILDINGS & PARKS 18542 Application desc REPLACE FLOORS WITH CONCRETE, EXPAND DOOR Owner Contractor CLALLAM COUNTY HISTORICAL SOC POBOX 1327 PORT ANGELES (360) 452-2662 Structure Information Construction Type . . Occupancy Type OWNER WA 983620244 000 000 REPLACE FLOOR & EXPAND DOOR TYPE V NON-RATED BUSINESS:OFF/PRO/MED/REST Permit . . . . . Additional desc . Permit pin number Permit Fee Issue Date Expiration Date BUILDING PERMIT - COMMERCIAL PHASE 3 - FLOOR & DOOR 120170 333.75 Plan Check Fee 2/12/08 Valuation 8/10/08 216.94 18542 Qty Unit Charge Per Extension 95.75 238.00 BASE FEE 17.00 14.0000 THOU BL-2001-25K (14 PER K) Special Notes and Comments The Fire Department has reviewed the project application and has no comments Other Fees STATE SURCHARGE 4.50 ~ 5 o{~ o~ o (fi Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 333.75 333.75 .00 .00 Plan Check Total 216.94 216.94 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 555.19 555.19 .00 .00 Separate Permits are required for electrical work, SEPA..Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the periormance of construction. Signature of Owner (if owner is builder) T:Forms/Building DivisionlBuilding Permit (10/01/07).wpd BUILDING PERMIT INSPECTION RECORD o oq I CALL 4 J 7-4815 FOR BUILDING INSPECTIONS. CALL 417-4735 FOR ELECTRICAL INSPECTIONS. CALL 4 J 7-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLA WFUL TO COVER, INSULA TE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. \N \f1 INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO FOUNDATION: ~eba.r ~-15-6g jU- FOOTINGS SHEAR WALLS / WALLS FOUNDATION DRAINAGE / DOWN SPOUTS PIERS POST HOLES (POLE BLDGS.) PLUMBING UNDER FLOOR / SLAB ROUGH-IN WATER LINE (METER TO BLDG) GAS LINE FINAL DATE ACCEPTED BY: BACK FLOW / WATER AIR SEAL WALLS CEILING FRAMING JOISTS / GIRDERS SHEAR W ALL/HOLD DOWNS WALLS / ROOF / CEILING DR YW ALL (INTERIOR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL / FLOOR / CEILING MECHANICAL HEAT PUMP / FURNACE / DUCTS GAS LINE WOOD STOVE / PELLET / CHIMNEY FINAL DATE ACCEPTED BY: COMMERCIAL HOOD / DUCTS MANUFACTURED HOMES FOOTING / SLAB BLOCKING & HOLD DOWNS SKIRTING .-- PLANNING DEPT. SEPARATE PERMIT U's SEPA: PARKING/LIGHTING ESA: LANDSCAPING SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL - LIGHT DEPT. 417-4735 ELECTRICAL LIGHT DEPT CONSTRUCTION R.W. / PW/ CONSTRUCTION - R.W. ENGINEERING 4 I 7-4807 PW / ENGINEERING FIRE 417-4653 FIRE DEPT. C11:; Y'b' PLANNING DEPT. 417-4750 Of A""...... 1In";;>r / olf-09-,-<J ~ "'-L-/ BUILDING 417-4815 BUILDING /" ... -U'VO :rLL- -0 N ~ c C)O ~ ~ ~. T:Forms/Building Division/Building Permit (1010 1/07}.wpd ~ e 3 f ~\ -- 08-135 PORT ANGELES FIRE DEPARTMENT PLAN REVIEW Project Name: Lincoln School- Clallam County Historical Address: 926 West Sth Street Plan # OS-OS I Com ~ Residential D I Date: 2.l.200S We have checked this plan and find that it conforms to the requirements of our codes and ordinances. "lE NOTE: Prior to the issuance of a Certificate of Occupancy, compliance with the above conditions must be met. Reviewed by: ~~~ Building Department Copy Date: a. I . ~ 008 ~ D D Contractor! Owner Copy Fire Department Copy CITY OF PORT ANGELES Attn: Building Permit Technician 321 E. Fifth St., Port Angeles, WA 98362 (360) 417-4815 fax (360) 417-4711 /' Applicant or Agent L..l -e rr.. Property Owner L-i-...a. U-q m Property Owner's Address Contractor/Engineer Contractor/Engineer's Add ess License # , BUILDING PERMIT APPLICA TION Print in ink ., For City Use Only: {Date Received 0 \ - 3 \ -08 ,'~rmit# o~r~~ . ate Approved ~ oK I Ph Parcel Number PROJECT ADDRESS Zoning Proiect Type & Brief Description: Check all that apply o New Construction o Addition )(Remodel o Repair oRe-roof o Demolition o Sign Total footprint of structures sq. ft. Lot size sq. ft. = Lot coverage % Max. height of proposed structures 2Jo Occupancy group # of bedrooms Will a lawn sprinkler system be installed? Occupant load # of full baths Will a fire sprinkler system be installed? ~ Construction type # of half baths o Heat System o Other Floor Areas Basement 1 st Floor 2nd Floor 3rd Floor Garage Carport Covered Porch Deck Shed Other o Residential )( Commercial o Multi-family o Industrial o wall-mounted 0 projecting 0 freestanding 0 awning Total si n area s . ft. Maximum allowed si n area s . ft. o Heat pump 0 wood-burning stove 0 gas fireplace 0 pellet stove 0 other o other Existinq (Sq. ft.) Proposed (sq. ft.) "J) ~I tf @$ 3- 3' per sq. ft. = $ ~ ~-/~ d ~() V o IS) i) TOTAL VALUATION $ 'ti 63 ~ cf "L I have read and completed this application and know it to be true and correct. I am authorized to apply for this per. understand that it is my responsibility to determin what permits are required, and t proje~ts. ./ / ~ / Date 0 Print Name ~(!fr<< ~ c( rl c(c ..s Signat T:Forms uild ng Division/Bldg Permit Appl.-2006 ode.doc " " " 7, " " ^- r-\D o ...... m N ...... .... .... ~~ <.:JE-< <(<( 0.0 >< ..:l <>: ~ H ..:l ..:l E-< ~<JJ "'~ 8~ E-<'-' Z .. 0<>: HO E-<E-< UU ~~ 0.0. <JJ<JJ ~~ m N M O/l <JJ ~ -..:l \D~ 0<.:J ~:i N ......E-< ....<>: ....0 0. o ~'" <>:0 <( 0.>< ~E-< <>:H o.U ;:: o gJ <JJ ~~ ZZ 00 :X::X: 0.0. U o <JJ U o <JJ ..:l <( ..:l U , ~ HOO <>:00 00lE: E-<o~ <JJ , <>: HO :X:NlE: mlE: ><0/l0 E-< , U S~N 000 U , N ~g8 <( , 0 ..:loo ..:lMO <( , , ..:l\D\D UOO E-< <JJ <JJH :x::x: E-<>< <JJE-< Z :X:U E-< m~ ~..:l ..:l M<( M..:l mu <>: ,~ 1Il '13 OOE-<<( ..:lZ ~:i~f:i[L ozzz<>:o. o~o~<(o. <(E-<UOo.<( <>: 'lIl <>: ZO f-o <JJ -U <JJ E-< Z ~ ::2z~ HOO ;u b~ 0.<JJ HE-< 8[J5 <JJ<JJ ~~ '0<>: !-o ~o.~~' .i ~cn::J1 Z Ul I H C1H~1 :z: <>:, ~oo: 1 ~~~ \D 1llE-<E-< 0 <JJ~ ...... OMH 0'\ o~~ N OlE: ...... ~o .... Ull:::U ..... '" III !-o ~ '" 10 o M .... ~ lE: H E-< !3 13 <JJ <( >< o <JJ ~ E-< o Z o :i <>: o o ..:l '" ~ ~ O/l E-< "" ~ <>: <Xl U 0 Z\D ON UN\D ,,"0 <.:J , 0 ZO/lN H r-...... Or-m ..:l N 5~~ 1Il0.... <JJ E-< Z ~ lE: lE: o U o <JJ ...... 0. >< E-< .... o '" U 1Il !- pORT ""'" ,~C~.r((t> O~~ '- -=.... ~ ......C~ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 ". Application Number Application pin number Property Address ASSESSOR PARCEL NUMBER: Tenant nbr, name Application type description Subdi ;'ision Name :. . . . Property Use Property Zoning . . . Application valuation 06-00001202 Date 11/06/06 965638 ..Il;n-w 9TJI 6:T JlO CoY' 'f'Q.c..;\- ~~~ 06-30-00-0-2-5920-0000- CLALLAM CNTY HIST. SOC. COMM REMODEL is 1Zb W. &-ti-1 5+ ..~ *' PUBLIC BUILDINGS & PARKS 18542 ~I' ' Owner Contractor ~ . I . CLALLAM COUNTY HISTORICAL SOC POBOX 1327 PORT ANGELES WA 983620244 OWNER .: ,. . Permit BUILDING PERMIT - COMMERCIAL Additional desc Permit pin number 90217 Permit Fee 333.75 Plan Check Fee 216.94 Issue Date 11/06/06 Valuation 18542 Expiration Date 5/05/07 Qty Unit Charge Per Extension BASE FEE 95.75 17.00 14.0000 THOU BL-2001-25K (14 PER K) 238.00 Other Fees STATE SURCHARGE 4.50 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 333.75 333.75 .00 .00 Plan Check Total 216.94 216.94 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 555.19 555.19 .00 .00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction orwork is suspended or abandoned for a period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to. give authority to vio.~te. ~cel the provisions of any state oHocallaw regulating construction or the peeo,,"ance of nstructiQn.. ~~/ . ~ //7~/2l~ / / P / Si natu~.contractor or Au horized Agent f Date Signature of Owner (if owner is builder) Date T:\Policies\1102_] 5 building permit inspection record05.wpd r] /4/2005] ~I ()-8/oo ~ - -; J BUILDING PERMIT INSPECTION RECORD 15o/.~ O~ ,-,,>-0. ~J ~ - CALL 417-4815 FOR BUILDING INSPECTIONS. CALL 417-4735 FOR ELECTRICAL INSPECTIONS. CALL 417-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLA WFUL TO COVER, INSULA TE OR CONCEAL AN}' WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO FOUNDATION: ~ Jtj~ ((J"' .dip dh-. FOOTINGS I SHEAR WALLS I WALLS I FOUNDATION DRAINAGE I DOWN SPOUTS PIERS POST HOLES (POLE BLDGS.) PLUMBING UNDER FLOOR I SLAB ROUGH-IN WATER LINE (METER TO BLOG) SHOWER PAN FINAL DATE ACCEPTED BY: MEDICAL GAS LINE AIR SEAL WALLS CEILING I rRAMING JOISTS I GlR.DERS SHEAR WALUHOLD DOWNS WALLS I ROOF I CEILING DR YW ALL (fNTERIOR BRACED PANEL ONLY) T-BAR INSULATION SLAB W ALL I FLOOR I CEILING I MECHANICAL HEAT PUMP I FURNACE I DUCTS GAS LINE WOOD STOVE I PELLET I CHIMNEY FINAL DATE ACCEPTED BY: COMMERCIAL HOOD I DUCTS MANUFACTURED HOMES \,;( FOOTING I SLAB 0~.\ BLOCKING & HOLD DOWNS SKIRTING ,~V;~ Ct' 0 PLANNING DEPT. SEPARATE PERMIT #'s SEPA: \f P ARKING/LlGHTING ESA: LANDSCAPING S ORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OC 7l!PANCY/USE RESIDENTIAL DATE YES NY COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL - LIGHT DEPT. 417-4735 / ELECTRICAL LIGHT DEPT CONSTRUCTION R.W.I PWI / CONSTRUCTION - R.W. ENGINEERING 417-4807 PW I ENGINEERING FIRE 417-4653 I, FIRE DE-PT. . PLANNING DEPT. 417-4750 I I PLANNING DEPT. BUILDING 417-4815 'If Ill, Oq) , 1/ BUILDING T:IPoliciesIII02_15 building permit inspection record05.wpd (1~ 00 V ~ ~ C> o ~ ~ -0 \~ \f' O<il ~~ ~ t ~ t: . ~ ~ " 1---- BUILDING PERMIT - APPLICATION FOR OFFIClA7US~O.~Y: Date Rec.: [I '? O{fl Permit #: d - I Z'o~ Fill out COMPLETELY and in fr~K. Your application and site plan MUST BE COMPLETE to be accepted for review. If you have any questions, call PERMITS (360) 417-4815 FAX(360)417-4711 I"l - If: t;' Owner: ~ ~ Icy,ca ~ ePh;n~-: M(!J-.:.:.-;r-jj;';2=-~~6i..- Address q? ~ f.,L'- ~Ii . ~~: /~ ?f./9 #17 ../t-o.s Zip q 63 '3'" '3 Architect/Engineer: //;, he~ f: ~I & Phone: 36CJ-tt52 -t6II~ Contractor . 4.., 1"7 Pi/' State License #: Exp: Phone: Address: City: , Zip: uJ 9: tit ~rf A~9PjpS ZONING: ( t' Block: Subdivision: Phone: 3&0 - #~:z - t:l..25" 3 Cf33 LEGAL DESCRIPTION: Lot: PROJECT ADDRESS: CLALLAM COUNTY PARCEL NUMBER: TYPE OF WORK: SIZEN ALUATIOtii _ o Residential 0 New COlistr. 0 Re-roof 0 Stove :r 51'-1 SF. @$ :3 ?f'SF. = $ lIP) Sf'"2- o Multi-family 0 Addition 0 Move 0 Garage rt DOY SF. @ $ /SF. = $ :2 i') C) 0 X Conunercial ~ Remodel 0 Demolition 0 Deck SF. @ $ /SF. = $ I o Repair 0 Sign 0 Other TOTAL VAL}JATION $~~ ~~ / BRIEF DESCRIPTION OF THE PROJECT: 't?etkc e e /( f <"'5-1 I~/ ..cLt'lc:? . ~ LJ ; r /9nrfr("~ ~La6 j eJ<fand eKt~fln..l c!t!Jnv-. LJ;"~~/I..-? -'5t':ACJ~/ r~I7"(/c1-fiDU COMMERCIAL/RESIDENTIAL: Occupancy Group: Occupant Load: & Proposed Sq. Ft. Construction Type: = TOTAL Sq. Ft. No. of Stories: Lot Size: Total lot coverage . Existing Sq. Ft. % APPROVALS: PLAN: BLDG: DPWU: FIRE: OTHER:_ PLANNING USE ONLY: ESA/Wetland(s): 0 Yes 0 No SEP A Checklist required? 0 Yes 0 No Other: VALUATION OF CONSTRUCTION: In all cases, a valuation amount must be entered by the applicant. This figure will be reviewed and may be revised by the Building Division to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance. PLAN CHECK FEE: IF a plan check fee is due it must be submitted at the time the building permit application and construction plans are submitted. All other permit fees are due at the time of permit issuance. EXPIRATION OF PLAN REVIEW: If no permit is issued within 180 days of the date of application, the application will expire. The Building Official can extend the time for action by the applicant up to 180 days upon written request by the applicant (see Section RI05.3.2 of the International Building/Residential Code, 2003). No application can be extended more than once. I hereby certify that I have read and examined this application and w the same to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility t etermine what permits are required ,not the City's, and that I must obtain such permits pri . ~I'/kl-;{~ /1,13/66 / / aUI~aIUaJ laaJ1S laa~ oo~ N V /6/f8 aVN- ge OA -=- umllJ(] fVllIOZPOH VN - W"llJ(] llJJ.'1.J3A . 'il!:) al/Jio N1l'qlSllOdsa.J sarod-md pllV am ~~o' S1I ./of saa:~l;)q IOU /lVlIS 3U.MW.Jp/d,JW Sl 'uO!ld!'>r;'p '08a/ 0 IV ,"od fo,vl:) aYI,(q P'''" :fo am JaylO ,(UV J ro pam :Jq 01 papU3111' IOU ,,' dd s! 3U!M.IJ.JI'/dvw flU' . . VUlSJf{l .-w. -.... ;]0: .l6 L CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number ..... 03-00000361 Date 4/28/03 Property Address ...... 926 W 8TH ST ASSESSOR PARCEL NUMBER: 0630000259200000 Application description . . . COMM REMODEL Property Zoning ....... Application valuation .... 50000 Owner Contractor CLALLAM COUNTY HISTORICAL SOC OWNER P O BOX 1327 PORT ANGELES WA 983620244 ...... Structure Information PFL%SE II SEISMIC RETROFIT Construction Type ..... TYPE V NON-RATED Occupancy Type ...... ASSEMBLY <300 W/O STAGE Other struct info ..... NUMBER OF UNITS 1.00 Permit ...... BUILDING PERMIT - CO~4BRCIAL Additional desc , . Permit Fee .... 667.25 Plan Check Fee . . .00 Issue Date .... 4/28/03 Valuation .... 50000 Expiration Date . . 10/25/03 Qty unit Charge Per Extension BASE FEE 414.75 25.00 10.1000 TBOU BL-25,001-50K (10.10 PER K) 252.50 Other Fees ......... STATE SURCHARGE 4.50 Fee summary Charged Paid Credited Due Permit Fee Total 667.25 667.25 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 671.75 671.75 .00 .00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes! null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned[ for a period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last[ inspection. I hereby certi~ that I have read and examined this application and know the same to be true and correct. All provisions of! laws and ordinances 9overnin9 this type of work will be complied with whether specified herein or not, The 9rantin9 of a permit does not! presume to 9ive suthority to violate or cancel the provisions of any state or IOCEI law regulatin9 constructioAn or the performance of~ construction. 3310 EDGEWOOD DR. PORT ANGELF~, WA. 90363 Pkone: (360) 45Z6~19 Fax: (360) 452.2675 cberi~olyp~com Mareh 24, 2003 ATTN: Tm] Singl~y RE: OLD LINCOLN SCHOOL REROOF Furnish and install F.R. 50 Slip Sheet and J.P. Stevens E.P. Roofing Membrane. To be installed to J.P. Stevens's speeifieations and owners approved shop drawings. Roofing to be: Meehanieally installed over existing deek and new %" plywoo(L Furnish and install 24 gauge Kynar 500 per finished eap flashing and wall flashing. TOTAL: $9,818.00+W.S.S.T Alternate #1 ~ Furnish and install two 20" Diameter 24 gauge Kynar 500 pre finished low profile vents. TOTAL~ADD: $320.00+W.S.S.T Exelnsion: #1. ~ Owner to remove existing built up roof'mg and flashing. Exeinsion: 02. ~ Owner to furnish and install nailer to fasten cap flashing. Schmitt's Roofing, Inc. t,957' L~i~ t ~." ~.c. ! E'~£15 7'~,~E. ('o~4 F 3310 EDGEWOOD DR. PORT ANGELES, WA. 9S363 Pkone: (360) 457.6419 Fax: (360) 452.2675 March 24, 2003 ATTN: Ted Singley RE: OLD LINCOLN SCHOOL SHEET METAL CAP & PARAPET WALL FLASHING Remove old metal flashing and dispose to proper site. Furnish and install new 24 gauge Kyunr 500 pre f'mished cap and parapet wall flashing as per approved shop drawings and as per conversation with Ted Singley. TOTAL: 12,320.00+W.S.S.T Exclusion #1. Owner to furnish and install wood nailers to seeurc new metal flashing~ Exclusion g2. Owner to replace any missing or loose bricks. Jan-15-03 02:10P EDWARD JONSON & ASSOCIATE 206 780 5587 P.01 EDWARD JONSON AND ASSOCIATES, P.S. Consulting Structural Engineers 5990 Northeast Battle Point Drive Bainbridge Island, WA 98110 (206) 780-0524 Fax (206) 780-5587 Date: January 15, 2003 I Project: Lincoln School Renovation To: Charlie Smith Firm: Clallam County Historical From: Ed Jonson Society Fax No.: No. ofpa~es {including cover) Charlie, Adding additional 16" TJl/Pro 250 joists to the existing 2x12 joists at 12" o/c can strengthen the upper floor. These new TJ'I joists are sized for the code minimum deflection requirements. If you want a better performing floor I wo. uld use a 16" TJI/Pro 350 joists. The new joists would bear on new 2x4 stud wails at the existing brick walls. Please note, it is important that the new studs are cut to the correct length, cut straight, all cut to the same length, and all lumber to be kiln dried to avoid shrinkage and shortening of studs. New joists to be attached to existing 2x 12 joists with 8-16d nails at 'A points. Add 24" long f'fller panel lo TJI joists for nailing. Do not nail through TJI flange material to existing 2x 12 joists. At ends of new TJI joists full depth' blocking is required. The new stud wall could bear on existing slab. There is potential for settlement il'the soil between the slab and footing was not properly compacted. Attach new P.T. plate of wall with 5/8" diameter threaded rods epoxy grouted at 6'-0" o/c, embed 3 ~". Headers at existing window openings would be 3 ~" x 9 ~A" PSL for up to 8'-0" opening. Double trimmer studs are required at each end of window header. Any questions please call. Sincerely, Edward Jonson and Aasocistes, P.S. Edward Jonson P.E. For: Approval/Comments Coordination File Corr.'orions __Information Per your request Hard copy __ will will not be sent .~,o,,~ CITY OF PORT ANGELES ~[1~'~~ DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDiNG DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 OWNER/APPLICANT PROPERTY LOCATION 926 8TH ST W CLALLAM CO. HISTORICAL SOC. Lot: ALL BLOCK 259 5-16 Port Angeles, WA 99360 Block: 259 [] Long Legal 360/457-5552 Subdivision: TPA T: S: Parcel No: 0630000259200 CONTRACTOR ARCHITECT OWNER N/A VARIOUS Port Angeles, WA 99360 , 98360-0000 206/000-0000 360/000-0000 PROJECT INFO Project Value: $20,000.00 SFD Units: 0 Commercial: 0 Project Type: RETROFIT SFD SQ FT: 0 Industrial: 0 -'~ Occupancy Type: COMMERCIAL Garage: 0 Occupancy Group: MFD Units: 0 Construction Type: MFD SQ FT: 0 Zoning Use: PBP PROJECT NOTES PHASE II FEES ASSESSMENT Building Permit: $321.25 Misc Fee AA.00 Plan Check: $0.00 Misc Fee .00 State Surcharge: $4.50 Misc Fee ,.00 House Moving: $0.00 ~'/~ ~[ I,'"q ~. L__ Manufactured Home: $0.00 Sign: $0.00 5.75 Plumbing: $0.00 5.75 Mechanical: $0.00 ~ o,-,~-, ........ 0.00 Radon: $0.00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes n Mil and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regul~ing construction or the performance of Signature of Contractor or Authorized Agent D--~ ~ignature o~ 6wn~if owneys buil(~ Date T:\PLANNrNGkFORMS\1102.15 [4/2002] CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS ........... INSPECTION REPORT ........... REQUEST: ~ ~ Date ~ · Time Received by ~' ~ (phone, person) Location of Work to be inspected Name of person requesting inspection Address of person requesting inspection Phone No. Permit No. /'~-~(~) Type of Inspection (circle~a_.p, D.~ropriate one): Sewer Foundation~F~aming) Chimney Plumbing Final Sewer Excav. Other INSPECTION NOTES: _(~ Inspected: Date ~ ~2~-¢~ -~ Time By Remarks: RESTORATION REQUIRED ...... YES NO SURFACE RESTORATION: SURFACE TYPE: [] Unimproved []Gravel r-lAsphalt [~PCC [~Other . [] Repaired by City Work Order # [] Repaired by Permittee [] COMPLETE []No Damage Found [] INCOMPLETE (Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE) CITY OF PORT ANGELES PUBLIC WORKS - BUILD/NG DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 BUILDING PERMIT ISSUED: 6/08/2001 I PERMIT NO: 12708 OWNER/APPLICANT PROPERI'~ LOCATION 926 8TH ST W CLALLAM CO. HISTORICAL SOC. Lot: ALL BLOCK 259 5-16 Port Angeles. WA 99360 Block: 259 [] Long Legal 360/457-5552 Subdivision: TPA T: S: Parcel No: 0630000259200 CONTRACTOR ARCHITECT OWNER N/A VARIOUS Port Angeles. WA 99360 , 98360-0000 2O6/0OO-0O0O 360/O0O-OO0O PROJECT INFO Projec{ Value: $8,000.00 SFD Units: 0 Commercial: 0 Project Type: RETROFIT SFD SQ FT: 0 Industrial: 0 Occupancy Type: Garage: 0 Occupancy Group: MFD Units: 0 Construction Type: MFD SQ FT: 0 Zoning Use: PBP PROJECT NOTES SEISMIC RETROFIT PAID B.P.FOR $8000 VALUATION & TOTAL PLAN CHECK FEE FOR PHASE 2-ONLY PLANS C-2 FEES ASSESSMENT Building Permit: $153.25 Misc Fee 1: $0.00 Plan Check: $0.00 Misc Fee 2: $0.00 State Surcharge: $0.00 Misc Fee 3: $0.00 House Moving: $0.00 Manufactured Home: $0,0O Sign: $0.00 TOTAL FEE: $153.25 Plumbing: $0.00 AMOUNT PAID: $153.25 Mechanical: $0.00 BALANCE DUE: $0.00 Radon: $0.00 Separate Parmlt~ are required for electrical work, SEPA, Shoreline, ESA, utilities, private and publicimprovements. This permit become null and void if work or construction authorized is not commenced within 180 day~, if construction or work Is suspended or abanclone for e period of 180 days after the work as commenced, or if required Inapectlona have not been requested within 180 da~ from the laat inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances goveming this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of Signature of Contractor or Authorized Agent ~ Signature of Owner (l'~'=l/wner is bl~lder) ,,,L Date 6'7~ ' o~:) fi/q7 , z s- CAP, BOLT HEADER DETAIL CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS ........... INSPECTION REPORT ........... REQUEST: Date"-~'~ "~' ~ Time Received by ~'-~ (phone. person) Location of Work to be inspected ~ '/'~-~ ~/ ~ ~ ~ ~ Name of person requesting inspection Address of person requesting inspection Phone No. Type of Inspection (circle appropriate one): Permit No. Sewer Foundation~~Cl~imney Plumbing Final Sewer Excav. Other INSPECTION NOTES: , Inspected: Date .J~ '' Time ,~ .~..~; Remarks: RESTORATION REQUIRED ...... YES. NO ;URFACE RESTORATION: SURFACE TYPE: [] Unimproved L~Gravel []Asphalt []PCC ~Other [] Repaired by City Work Order # I--] Repaired by Permittee [] COMPLETE ~]No Damage Found [] INCOMPLETE (Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE) CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS ........... INSPECTION REPORT ........... REQU ~E~, T: Date ~ ' / Time Received by ' (phone, person) Location of Work to be inspected , , Name of person requesting inspection Address of person requesting inspection Phone No. Type of Inspection (circl~ ,aj;~ropriate one): Permit No. Sewer Foundation ~Framing ' Chimney Plumbing Final Sewer Excav. Other / 7.~1c,~ INSPECTION NOT, ES: Inspected: Date Time By Remarks: RESTORATION REQUIRED ...... YES. NO SURFACE RESTORATION: SURFACE TYPE: [] Unimproved [~Gravel [--]Asphalt []PCC [~]Other [] Repaired by City Work Order # [] Repaired by Permittee [] COMPLETE [] No Damage Found [] INCOMPLETE (Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE) CITY OF PORT ANGELES PUBLIC WORKS - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELF~, WA 98362 BUILDING PERMIT ISSUED: / / PERMIT NO: 12078 OWNER/APPLICANT PROPERTY LOCATION 926 8TH ST W CLALLAM CO. HISTORICAL SOC. Lot: ALL BLOCK 259 5-16 Port Angeles, WA 99360 Block: 259 [] Long Legal 360/457-5552 Subdivision: TPA T: S: Parcel No: 0630000259200 CONTRACTOR ARCHITECT owner N/A VARIOUS Port Angeles, WA 99360 , 98360-0000 206/000-0000 360/000-0000 PROJECT INFO Project Value: $75,000.00 SFD Units: 0 Commercial: 0 Project Type: RETROFIT SFD SQ FT: 0 Industrial: 0 Occupancy Type: SCHOOL Garage: 0 Occupancy Group: MFD Units: 0 Construction Type: MFD SQ FT: 0 Zoning Use: PBP PROJECT NOTES SEISMIC RETROFIT PAID B.P.FOR $4000 VALUATI°N &TOTALPLAN ~HECK FE~ FOR pHAE, E t,,~)~ ~ ~ FEES ASSESSMENT Building Permit: $818.75 Misc Fee 1: $0.00 Plan Check: $327.50 Misc Fee 2: $0.00 State Surcharge: $4.50 Misc Fee 3: $0.00 House Moving: $0.00 Manufactured Home: $0.00 Sign: $0.00 TOTAL FEE: $1,150.75 Plumbing: $0.00 AMOUNT PAID: $424.75 Mechanical: $0.00 BALANCE DUE: $726.00 Radon: $0.00 RW SANITARY WATER DWY STORM DRA OTHER Separate Permits are required for eiect~cal work, utilities, p~,ate and public improvements. This permit becomes null and void if worl consbuc~on au~orized is not commenced within 180 days, if constmc~on or work Js suspended or abandoned for a period of 180 days a the work as commenced, or if required inspec'dons have not been requested within 180 days from the last inspection. I hereby ceCdty that I h read and examined this appiic~on and know the same to be ti'ue and correct. All provisions of ~ and ordinances governing this type of w will be complied with whether specified herein or not. The granting of a permit does not presume to give authod~ to violate or cancel provisions of any state or Ip'-'qei law regu. Jali~g construction or the pedormance of construction. '~1 n r ~rize{r'a ~ t Date Si~lnature Of Owner (if owner is builder) Date {~. peRT ~ FOR OFFICIAL US{~ ~NLY BUILDING PERMIT- PREAPPLICATION J ~Ap Compile? The Building Pe~it - P~application must be fil~d out completely. Ple~e type or print In lng lfy~ have ~y questions, please call 417~815 Applicant and/or Agent: ~t~o~ ~ ~M,~ ~o~ t~ Phone: Owner: ~n~ ~~ ~)~t~ ~l~ Phone: ~ Address: ~ ~ ~ ~. City: ~ ~~ Zip: Contractor ~~ m~n~ License g: Exp: Phone: Address: Ci~: Zip: ~GAL DESC~ON: Lot:~' [~' 1]- ~l~k: ~ Su~i~on: 'TYPE OF WORK: SIZIUVALUATION: t~ Residemial [] New Constr. ,~Reroof [] Woodatove SF. ~ $ /SF. D Multi-family [] Addition [] Move [] Garage SF. ~ $ /SF. D Commercial [] Remodel [] Demolition o Deck SF. (~1 $ /SF. ,~-'Rcpair [] Sign c~ TOTAL VALUATION ]~RIEF DESCRIPTION OF THE PROJECT: ~-_ ~ ~'t-a ~. <_ ]~--~-~-lac.~ ~' i -v- COMMERCIAI./RESIDEN'rIAL: Occupancy Group: Occupant Load: __ Construction Type: lXlo. of Stories: __ Lot Size: % Lot Coverage: % Existing Lot Coverage: /sq. it. + Proposed Lot Coverage: /sq. it. = TOTAL LOT COVERAGE: /sq.R I~LAN1%'~I G USE ONLY: APPROVALS: PLAN ,]',{otes: BLDG DPW ES.A/Wetland(s): [] Yes 0 No SEPA Checklist required? [] Yes ~ No Other: OTHER PREAPPLICATIONSUBMITI'AIg Yourapplieationandslteplanmnstbefilledoutenmphgetytobeacceptedforreview. The Building Division can provide you with more detailed information on the application and plan submittal requirements. BUILDING PERMIT APPLICATION SUBMII'I'AL: Your completed application, site plan (for additions) and building construction plans arc to be submitted to the Building Division. VALUATION' OF COBISTRUL~iION: In all cases, a valuation amount must be entered by the applicant. This figure will be reviewed and may be revised by the Building Div. to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance. PLAN CHECK Fgg: Your plan check fee is due at the time the building permit application mad construction plans are submitted..411 other permit fees ar, duc at the time of permit issuance. EXPIRATION OF PLAN REVIEW: If no permit is issued within 180 days of thc date of application, this application will expire by limitations. ]lie Building Official can extend the time lbr action by the applicant up to 180 days, on written request by the applicant (see Section 304(d) of the Uniform Building Code, current edition). No application can be extended more than once. I hereby cert~ that I have read and examined this application and know the same to be true and correct, and I am authorized to apply for this permit. I understand it is not the City's legal responsibility to determine what permits are required; it remains the applicant's responsibility to Jetermine what permits are required and to obtain such. A TR Engineering Inc. Consulling Engineer 9929 SW 206th CT Vashon WA. 98070 (206) 463-5735 Structural Calculations Date: 6/26/2000 Job Name ' Lincoln School Renovation / Clallam Coun _ty Historical Socie _ty- For: Edward Jonson and Associates Gravity Framing / Load Rating Masonry Shear Tests Masonry Lateral Design Criteria Dead Load Assemblies Masonry Lateral Interior Shear Wall Lateral IA TR Engineering Inc. is a consulting engineering office providing structural engineering and project management services for both public and private clients. ~tTR Engineering Inc. has over 20 years of experience in the design and detailing of low, medium, and high-rise buildings, industrial buildings, residences and bridges. ATREngineeringlnc. isaregisteredCorporationintheStateofWasbJngton. A, T, ,R Engineering ln c. 9929 SW 206th CT 1 Vasho~l WA. 9g070 (206) 463-5735 4/10/2000 For: Mr. Charles Smith Subj.ec.t: ....Historic Building/, Floor.Loading Dear Charles, Please verify the locations of the proposed floor use for this building. Note that the maximum LL for the ex/sting floor joist is 65 psf, so any floor use generating a LL greater than 65 psf will require strengthening of the joists. Strengthening can be accomplished by supporting the joists with a beam placed at mid span with its supports carried down to the foundation, or by "sistering" onto the existing joist. "Sistering" may not work well due to the close spacing of the exiting joists. Sincerely, Arthur T. Rack P.E. .... ..... Axthur T. Rack P.E. Pr/nc/pal ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 sw 2O~h ~. Vashon, WA 98070 ~t LA~t.~rrl ./ phone: (206) 463-5735 ~~ ~ ~ Date ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. Vashon, WA98070 ,~7'~,E-7C ~0~'~ phone: (206)463-5735 ' ~., ~ 22, ¢,, ATR Engineering Inc. PROJECT Sheet No. - Consulting Engineer Vashon, WA 98070 phone: (206) 463-5735 ~7 _~~ ~ ............ ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 sw 2O~h Vashon, WA 98070 phone: (206) 463-5735 ~ ~/{~7 ~ ~ Date ~2~ ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer Vashon, WA 98070 ~{- t~,~T'oP...[ phone: (206) 463-5735 ~ ~ ~ ~ ~ ~ Date A107.3 3. The compressive strength of plain concrete walls shall be de- corded and these results shall be submitted to the buildin retrained based on cores taken from each class of concrete wall. d~roval a pas tt of____ ~ s. truct is. The location and number of tests shall be the same as prescribed J A1'06333 N~. minimum number' of tests per for strength tests in Sections A106.3.3.2 and AI06.3.3.3. class shall be as follows: The use of archaic and other materials not specified in this code shall be based on substantiating research data or engineering ---- 1. At each of both the first and top stories, not less than two judgment with the approval of the building officiah tests per wall or line of wall elements providing a common line of resistance to lateral forces. A106.3 Existing Unreinforced Masonry. 2. At each of all other stories, not less than one test per wall or A106.3.1 General. Unreinforced masonry walls utilized to line of wall elements providing a common line of resistance to lat- carry vertical loads or seismic forces parallel and perpendicular to eral forces. the wall plane shall be tested as specified in this section. All ma-, 3. In any case, not less than one test per 1,500 square feet sonry that does not meet the mtmmum standards estabhshed b~ (139.4 m2) of wall surface and not less than a total of eight tests.. tt~is chapter shall be removed and replaced with new materials or I M06.33.4 Minimum quality of mortar. alternatively shall have its structural functions replaced with new materials and shall be anchored to supporting elements. 1. Mortar shear test values, vto, in psi (kPa) shall be obtained for each in-place shear test in accordance with the following/ AI06.3.2 Lay.up of walls. ~equatio~n: A106.3.2.1 Multiwythe solid brick. The facing and backing shall be bonded so that not less than 10 percent of the exposed face "-'"- ~ ~ vt°--(Vtest/At') - Pon (A6-1) area is composed of solid headers extending not less than 4 inches 2. Individual unreinforced masonry walls with vm conslstentlv (102 mm) into the backing. The clear distance between adjacent less than 30 psi (207 kPa) shall be entirely pointed or removed. full-length headers shall not exceed 24 inches (610 mm) vertical- 3. The mortar shear strength, vt, is the value in psi (kPa) that is ly or horizontally. Where the backing consists of two or more exceeded by 80 percent of the mortar shear test values, vto. wythes, the headers shall extend not less than 4 inches (102 mm) into the most distant wythe or the backing wythes shall be bonded 4. Unreinforced masonry with mortar shear strength, vt, less together with separate headers whose area and spacing conform than 30 psi (207 kPa) shall be removed, pointed and retested or have its structural function replaced and shall be anchored to sup- to the foregoing. Wythes of walls not bonded as described above shall be considered as veneer. Veneer wythes shall not be in- porting elements in accordance with Sections A106.3.1 and Al13.8. When existing mortar in any wythe is pointed to increase eluded in the effective thickness used in calculating the height to its shear strength and retested, the condition of the mortar in the thickness and the shear capacity of the wall. adjacent bed joints of the inner wythe or wythes and the opposite EXCEPTION: In olher than Seismic Zone 4, veneer wythes an- outer wythe shall be examined for extent of deterioration. The chored as specified by the Building Code and made composlte with shear strength of any wall class shall be no greater than that of the backup masonry can be used for calculation of the effective thickness, weakest wythe of that class. A106.3.2.2 Grouted or ungrouted hollow concrete or clay block, strnctural hollow clay file and adobe. Grouted or un- Ai06.3.3.5 Collar joints. The collar joints shall be inspected at grouted hollow concrete or clay block, structural hollow clay tile the test locations during each in-place shear test, and estimates of and adobe shall be laid in a running bond pattern, the percentage of the surfaces of adjacent wythes that are covered with mortar shall be reported along with the results of the in-place A106.3.2.3 Rubble and stone masonry. Rubble and stone shear tests. masonry may be laid up randomly. Other lay-up patterns are allowed if their performance can be justified as being at least A106.33.6 Unreinforced masonry classes. Existing unrein- forced masonry shall be categorized into one or more classes equal to those specified above, based on shear strength, quality of construction, state of repair, A106.3.2.4 Other lay-up patterns. Lay-up patterns other than deterioration and weathering. A class shall be characterized by those specified in Sections A106.3.2.1, A106.3.2.2 and the allowable masonry shear stress determined in accordance A106.3.2.3 above are allowed if their performance can be justi- with Section A108.2. Classes shall be defined for whole walls, fled. not for small areas of masonry within a wall. A106.3.3 Mortar. AI06.3.3.7 Pointing. Deteriorated mortar joints in unrein- forced masonry walls shall be pointed according to UBC Stand- AI06.3.3.1 Tests. The quality of mortar in all masonry walls ard 21-8, Nothing shall prevent pointing of any deteriorated shall be determined by performing in-place shear tests in accord- masonry wall joints before the tests are made, except as required ance with U~BC Standard 21-6. Alternative methods of testing in Section Al07.1. may be approved by the building official for masonry walls other than brick. SECTION A107 -- QUALITY CONTROL A106.3.3.2 Location of tests. The shear tests shall locations representative of the mortar conditions throughout the Al07.1 Pointing. Preparation and mortar pointing shall be per- entire building, taking into account variations in workmanship at formed with special inspection. different building height levels, variations in weathering of the EXCEPTION: At the discretion ofth~,building official, incidental exterior surfaces, and variations in the condition of the interior pointing may I~ performed without special inspection. surfaces due to deterioration caused by leaks and condensation of A107.2 Masonry Shear Tests. In-place shear tests shall corn- water and/or by the deleterious effects of other substances con- ply with UBC Standard 21-6. rained within the building. The exact test locations shall be deter- mined at .the building site by the engineer or architect in A1073 ExistingWallAnchors. Existing wall anchors utilized e of the structural design work. An accurate re- as all or part of the required tension anchors shall be tested in pull- re- out according to UBC Standard 21-7. The minimum number of 19 GE? ' RAL TESTING LAB ORA T aRIES, INC 18970 ThirdAvenue NE P.O. Box 1586 Poulsbo, }Vashington 98370 (360) 779-9196 Toll Free (888) 898-83 78 Fax (360) 779-4320 May 4, 2000 Clallam County Historical Society 926 W 8th Street Port Angeles, WA 98362 Attn: June Robertson Re: Masonry Testing on Museum General Testing Project No. B9224 Dear Ms. Robertson: General Testing was asked to perform In-Place Masonry Shear tests in different locations (see ATR Engineering Layouts) on the future Museum in Port Angeles. This required carefully removing the head joint without disturbing adjoining bed joints in testing areas. Steel loading blocks were then fabricated to fit the size of the end of the brick to be tested, and calibration of the hydraulic ram to be used was then done (see calibration sheets). This was all performed on May 2, 2000. On May 3, 2000, actual testing took place and all test results are included. We understand that a minimum of 30 PSI was required, and all tests exceeded the minimum. If we can be of any more help on this project or if you have any questions please do not hesitate to give us a call. Sincerely, Technical Director Cc: ~Art Rack ATR Engineers/Charlie Smith Lindburg Smith Architects BA/be Quali~y Assurance for Northwest Construction 7RAL TESTING LABORA T ~RIE$, 18970 TMrdAvenue NE P.O. Box 1586 Poulxbo, Washington 98370 (360) 779-9196 Toll Free (888) 898-8378 Fax (360) 779-4320 IN-PLACE MASONRY SItEAR TEST UBC STAND 21-6 Client: Clallam County Historical Society Date: May 3, 2000 Projcct: Clallam County Museum Project No.: B 9224 Inspectors: Stephen Blaney, Jim Comnick Gauge Reading Marshall Pounds Mortar Area Test No. Location*~ Heise Hydraulic Force (sq. in.) P S I 1 #1 2700 -- 2480 64 39 2 #2-Below slate board -- 10,000 9574 64 150' · 3 #2-Above slate board -- 5400 5144 64 80 4 #3 -- 7800 7455 80 93 5 #4 -- 6200 5915 64 92 6 #5 -- 6500 6012 80 75 7 #6 -- 9300 8900 80 111 8 #7 2600 -- 2384 64 37 9 #8 3000 -- 2769 64 43 10 #9-Above slate board -- 5300 5048 80 63 11 #9-Below' slate board -- 6400 6107 80 76 12 #10 -- 5100 4855 80 61 *No Failure * ~ See locations as per ATR Engineering drawing Field Supervisor ~ Quali~,4~surance for Northwest Construction CALIBRATION OF HEISE GAUGE ON THE HYDRAULIC PISTON INSTRUMENT PANEL FOR SPX 5 TON NO. C51C MODEL B RAM Heise Pounds Heise Pounds Gauge Force Gauge Force 100 86 2800 2576 200 178 2900 2672 300 270 3000 2769 400 362 3100 2865 500 453 3200 2961 600 545 3300 3057 700 637 3400 3154 800 729 3500 3250 900 821 3600 3347 1000 912 3700 3443 1100 1004 3800 3539 1200 1096 3900 3635 1300 1188 4000 3731 1400 1279 4100 3827 1500 1371 4200 3923 1600 1423 4300 4020 1700 1520 4400 4116 1800 1616 4500 4212 1900 1711 4600 4308 2000 1808 4700 4404 2100 1904 4800 4501 2200 2000 4900 4596 2300 2097 5000 4693 2400 2193 2500 2288 2600 2384 2700 2480 CALIBRATION OF THE MARSH HYDRAULIC GAUGE ON THE~ HYDRAULIC PISTON INSTRUMENT PANEL FOR SPX 5 TON NO. C51C MODEL B RAM Marsh Hydraulic Pounds Marsh Hydraulic Pounds Gauge Reading Force Gauge Reading Force 200 137 5600 5337 400 330 5800 5530 600 523 6000 5722 800 715 6200 5915 lO00 908 6400 6107 1200 1100 6600 6300 1400 1292 6800 6493 1600 1485 7000 6685 1800 1678 7200 6878 2000 1870 7400 7070 2200 2063 7600 7263 2400 2256 7800 7455 2600 2448 8000 7648 2800 2641 8200 7841 3000 2833 8400 8033 3200 3026 8600 8226 3400 3219 8800 8418 3600 3411 9000 8611 3800 3603 9200~ 8803 4000 3796 9400 8996 4200 3989 9600 9189 4400 4182 9800 9381 4600 4374 10,000 9574 4800 4566 5000 ~ 4759 5200 4951 5400 5144 ATR ENGINEERING, ~NC, 9929 SW 206th CT WA 98070 ti,.. VASHON, CTR ENGINEERING, INC. 9929SW206thCT / ~,ASHON,,.,,~, ,~.. WA 98070 1997 UNIFORM CODE FOR BUILDING CONSERVATION A101 A104 Appendix Chapter 1 SEISMIC STRENGTHENING PROVISIONS FOR UNREINFORCED MASONRY BEARING WALL BUILDINGS SECTION A101 -- PURPOSE OPEN' FRONT is an exterior building wall line, without verti- cal elements of the lateral-force-resisting system in one or more The purpose of this chapter is to promote public safety and wel- stories. fare by reducing the risk of death or injury that may result from the effects of earthquakes on existing unreinforced masonry bearing POINTING is the partial reconstruction of the bed joints of an unreinforced masonry wall as defined in UBC Standard 21-8. wall buildings. The provisions of this chapter are intended as minimum stand- UNREINFORCED MASONRY includes adobe, burned ards for structural seismic resistance, and established primarily to clay, concrete or sand-lime brick, hollow clay or concrete block, reduce the risk of life loss or injury. Compliance with these provi- plain concrete, hollow clay tile, rubble and cat stone and un- burned clay masonry. These materials shall comply with the re- sions will not necessarily prevent loss of life or injury, or prevent earthquake damage to rehabilitated buildings, quirements of Section Al06 or Section Al14 as applicable. UNREINFORCED MASONRY BEARING WALL is a URM wall that provides the vertical support for the reaction of SECTION A102 -- SCOPE floor or roof-framing members. Al02.1 General. The provisions of this chapter shall apply to UNREINFORCED MASONRY (URM) WALL is a mason- all existing buildings having at least one unreinforced masonry ry wall in which the area of reinforcing steel is less than 25 percent bearing wall. The elements regulated by this chapter shall be de- of the minimum steel ratios required by the Building Code for re- termined in accordance with Table A-DA. Except as provided inforced masonry. herein, other structural provisions of the Building Code shall ap- YIELD STORY DRIFT is the lateral displacement of one lev- ply. This chapter does not require alteration of existing electrical, el relative to the level above or below at which yield stress is first plumbing, mechanical or firesafety systems, developed in a frame member. A102.2 Essential and Hazardous Facilities. The provisions of this chapter are not intended to apply to the strengthening of SECTION Al04 -- SYMBOLS AND NOTATIONS buildings or structures in Occupancy Categories 1 and 2 of Table 16-K of the Building Code when located in Seismic Zones 2B, 3 For the purpose of this chapter, the applicable symbols and nota- and 4. Such buildings or structures shall be strengthened to meet tions in the Building Code shall apply. the requirements of the Building Code for new buildings of the A = cross-sectional area of unreinforced masonry pier or same occupancy category or to such other criteria as have been wall, square inches (104 m2). established by the jurisdiction. At, = total area ofthebedjoints above and below the test speci- men for each in-place shear test, square inches (10-6.m2). SECTION A103 -- DEFINITIONS Ct, = numerical coefficient as specified in Table A-DC for For the purpose of this chapter, the applicable definitions in the special procedure diaphragm shear transfer. Building Code shall also apply. D = in-plane width dimension of pier, inches (10-3 m), or ARCHAIC MASONRY MATERIALS include adobe, un- depth of diaphragm, feet (m). burned clay and rubble and cut stone masonry. These materials DCR= demand-capacity ratio specified in Section Al11.4.2. shall comply with the requirements of Section All4. Fwx= force applied to a wall at level x, pounds (N). COLLAR JOINT is the vertical space between adjacent ~,H = least clear height of opening on either side of a pier, wythes and may contain mortar, inches (10-3 m). CROSSWALL is a new or existing wall that meets the require- h/t = height-to-thickness ratio of URM wall. Height, h, is mentsofSectionAlll.3. A crosswall is not a shear wall- measured between wall anchorage levels and/or CROSSWALL SHEAR CAPACITY is the allowable shear slab-on-grade. value times the length of the crosswall, vcLo. L = span of diaphragm between shear walls, or span between DIAPHRAGM EDGE is the intersection of the horizontal dia- shear wall and open front, feet (m). phragm and a shear wall. Lo = length of crosswall, feet (m). DIAPHRAGM SHEAR CAPACITY is the allowable shear Li = effective span for an open-front building specified in value times the depth of the diaphragm, vuD. Section Alll.8, feet (m). ESSENTIAL FACILITY is any building or structure classi- Pt) = ~superimposed dead load at the location under consider- fled in Occupancy Category I of Table 16-K of the Building ~ htion, pounds (kN). For determination of the rocking Code. ~ shear capacity, dead load at the top of the pier under con- sideraUon shall be used HAZARDOUS FACILITY is any building or structure classi2/' ' ' ' f ed in Occupancy Category 2 of Table 16-K of the Bui¥i~g PO+~. = stress resulting from the dead plus actual live load in Code. ,~ place at the time of testing, pounds per Square inch (.psi) NORMAL WALL is a wall perpendicular to the j~i(ection of . (kPa). seismic forces J · q Pw = weight of wall, pounds (Iq). A104 1997 UNIFORM CODE FOR BUILDING CONSERVATION A106.2 Va = vaA, the allowable shear in any URM pier, pounds (N). A105.3 Requirements for Plans. The following constructior information shall be included in the plans required by this chap Va = allowable shear stress for unreinfomed masonry, psi ter: (~ra). 1. Dimensioned floor and roof plans showing existing walb ~;: = allowable shear value for a crosswall sheathed with any and the size and spacing of floor and roof-framing members ant of the materials given in Table A-1-D or A-l-E, pounds sheathing materials. The plans shall indicate all existing and ney, per foot (N/m). crosswalls and shear wails and their materials of construction Vca = total shear capacity of crosswalls in the direction of anal- The location of these walls and their openings shall be fully di ysis immediately above the diaphragm level being inves- mensioned and drawn to scale on the plans. tigated, yeLp, pounds (N). 2. Dimensioned wall elevations showing openings, piers, wal Vcb = total shear capacity of crosswalls in the direction of anal- classes as defined in Section A106.3.3.6, thickness, heights, wal ysis immediately below the diaphragm level being in- shear test locations, and cracks or damaged portions requiring re vesfigated, veL,,, pounds (N). pairs, the general condition of the mortar joints, and if and whet, pointing is required. Where the exterior face is veneer, the type o V.v = shear force assigned to a pier on the basis of its relative veneer, its thickness and its bonding and/or ties to the structma shear rigidity, pounds (N). wall masonry shall also be noted. Vr = pier rocking shear capacity of any URM wall or wall pier, 3. The type of interior wall and ceiling materials and framin~ pounds (N). 4. The extent and type of existing wall anchorage to floors an vt = mortar shear strength as specified in Section A106.3.3.4. roof when used in the design. psi (kPa). 5. The extent and type of parapet corrections that were pre Vlest = load at incipient cracking for each in-place shear test per viously performed, if any. UBC Standard 21-6, pounds (kN). 6. Repair details, if any, of cracked or damaged unreinforce vto = mortar shear test values as specified in Section masonry walls required to resist forces specified in this chapte A106.3.3.4, psi (kPa). 7. All other plans, sections and details necessary to delineat vu = allowable shear value for a diaphragm sheathed with any required retrofit construction. of the materials given in Table A-1-D or A-1-E, pounds 8. The design procedure used shall be stated on both the plat per foot (N/m). and the permit application. Vwx = total shear force resisted by a shear wall at the level under 9. Details of the anchor prequalification program required b consideration, pounds (N). UBC Standard 21-7, if utilized, including location and results ( ' all tests. W= total seismic dead load as defined in Chapter 16 of the Building Code, pounds (N). A105.4 Structural Observation. Structural observation shall l provided in Seismic Zones 3 and 4 for all structures regulated l' Wd = total dead load tributary to a diaphragm, pounds (N). this chapter. The owner shall employ the engineer or archite, Ww = total dead load of an unminforced masonry wall above responsible for the structural design, or another engineer or arch the level under consideration or above an open-front tect designated by the engineer or architect responsible for ti building, pounds (N). structural designs, to perform structural observation as defined Section 220 of the UBC. Observed deficiencies shall be repom Wwx = dead load of a URM wall assigned to Level X halfway in writing to the owner's representative, special inspector, co~ above and below the level under consideration, pounds tractor and the building official. The structural observer shall su' (N). mit to the building official a written statement that the site vlsi Z = seismic zone factor given in Table 16-I of the Building have been made and identify any reported deficiencies that, to ti Code. best of the structural observer's knowledge, have not be resolved. Y~vuD= sum of diaphragm shear capacities of both ends of the diaphragm, pounds (N). SECTION A106 -- MATERIALS REQUIREMENTS EYvuD= for diaphragms coupled with crosswalls, vuD includes the sum of shear capacities of both ends of diaphragms Al06.1 General. Materials permitted by this chapter, includi coupled at and above the level under consideration, their appropriate allowable design values and those existing cc pounds (N). figurations of materials specified herein, may be utilized to m~ the requirements of this chapter. EWa=total dead load to all the diaphragms at and above the level under consideration, pounds (N). A106.2 Existing Materials. Existing materials utilized as p: of the required vertical-load-carrying or lateral-force-resisti system shall be in sound condition or shall be repaired or remov SECTION Al05 -- GENERAL REQUIREMENTS and replaced with new materials. Archaic masonry materi; shall comply with Section A114. All other unreinforced maso~ .4.105.1 General. Buildings shall have a seismic-resisting sys- materials shall comply with the following requirements: tern conforming with Chapter 16 of the Building Code, except as 1. The lay-up of the masonry units complies with Sect modified .by this chapter. A106.3.2 and the quality of bond between the units has been v A105.2 Alterations and Repairs. Alterations and repairs re- fled to the satisfaction of the building official; quired to meet the provisions of this chapter shall comply with 2. Concrete masonry units are verified to be load-bearing u: applicable structural requirements of the Building Code unless complying with UBC Standard 21-4 or such other standard a specifically provided for in this chapter, acceptable to the building official; and 18 1997 UNIFORM CODE FOR BUILDING CONSERVATION A106.2 7,1' 3. The compressive strength of plain concrete walls shall be de- corded and these results shall be submitted to the building termined based on cores taken from each class of concrete wall. department for approval as part of the structural analysis. The location and number of tests shall be the same as prescribed for strength tests in Sections A106.3.3.2 and A106.3.3.3. A106.3.3.3 Number of tests. The minimum number of tests per class shall be as follows: The use of archaic and other materials not specified in this code shall be based on substantiating research data or engineering 1. At each of both the first and top stories, not less than two judgment with the approval of the building official, tests per wall or line of wall elements providing a common line of resistance to lateral forces. A106.3 Existing Unreinforced Masonry. 2. At each of all other stories, not less than one test per wall or A1063.1 General. Unreinforced masonry walls utilized to lineofwallelementsprovidingacommonlineofresistancetolat. carry vertical loads or seismic forces parallel and perpendicular to eral forces. the wall plane shall be tested as snec fed n th s sec on All ma-~ 3. In any case, not less than one test per 1,500 square feet s,onry that does~not meet the mini'mum standards e~tab;lshea h}, (139.4 m2) of wall surface and not less than a total of eight tests. this chapter shall be removed and replaced with new materials or alternatively shall have its structural functions replaced with new AI06.3.3.4 Minimum quality of mortar. materials and shall be anchored to supporting elements. I. Mortar shear test values, Vto, in psi 0cPa) shall be obtairled for each in-place shear test in accordance with the following AI06.3.2 Lay-up of walls, equation: A106.3,2.1 Multiwythe solid brick. The facing and backing shall be bonded so that not less than 10 percent of the exposed face V~o = (Vtcs~/Ao) - Po+l~ (A6-1) area is composed of solid headers extending not less than 4 inches 2. Individual unreinforced masonry walls with vta consistently (102 mm) into the backing. The clear distance between adjacent less than 30 psi (207 kPa) shall be entirely pointed or removed. full-length headers shall not exceed 24 inches (610 mm) vertical- 3. The mortar shear strength, vt, is the value in psi (kPa) that is ly or horizontally. Where the backing consists of two or more exceeded by 80 percent of the mortar shear test values, Vto. wythes, the headers shall extend not less than 4 inches (102 mm) 4. lJnreinforced masonry w~th mortar shear s rength, vt, less into the most distant wythe or the backing wythes shall be bonded together with separate headers whose area and spacing conform than 30 psi (207 kPa) shall be removed, pointed and retested or to the foregoing. Wythes of walls not bonded as described above have its structural function replaced and shall be anchored to sup- shall be considered as veneer. Veneer wythes shall not be in- porting elements in accordance with Sections A106.3.1 and Al 13.8. When existing mortar in any wytbe is pointed to increase cluded in the effective thickness used in calculating the height to thickness and the shear capacity of the wall. its shear strength and retested, the condition of the mortar in the adjacent bed joints of the inner wythe or wythes and the opposite EXCEPTION: In other than Seismic Zone 4. veneer wythes an- outer wythe shall be examined for extent of deterioration. The chored as specified by the Building Code and made composite with backup masonry can be used for calculation of the effeclive thickness, shear strength of any wall class shall be no greater than that of the weakest wytbe of that class. A106.3.2.2 Grouted or ungrouted hollow concrete or clay block, structural hollow clay tile and adobe. Grouted or un- A106.33.5 Collar joints. The collar joints shall be inspected at grouted hollow concrete or clay block, structural hollow clay tile the test locations during each in-place shear test, and estimates of and adobe shall be laid in a running bond pattern, the percentage of the surfaces of adjacent wytbes that are covered with mortar shall be reported along with the results of the in-place A106.3.23 Rubble and stone masonry. Rubble and stone shear tests. masonry may be laid up randomly. Other lay-up patterns are allowed if their performance can be justified as being at least A106.3.3.6 Unrelnforced masonry classes. Existing unrein- equal to those specified above, forced masonry shall be categorized into one or more classes based on shear strength, quality of construction, state of repair, A106.3.2.4 Other lay-up patterns. Lay-up patterns other than deterioration and weathering. A class shall be characterized by those specified in Sections A106.3.2.1, A106.3.2.2 and the allowable masonry shear stress determined in accordance AI06.3.2.3 above are allowed if their performance can be justi- with Section A108.2. Classes shall be defined for whole walls, fled. not for small areas of masonry within a wall. A106.3.3 Mortar. A106.3.3.7 Pointing. Deteriorated mortar joints in unrein- forced masonry walls shall be pointed according to [IBC Stand- A106.33.1 Tests. The quality of mortar in all masonry walls ard 21-8,, Nothing shall prevent pointing of any deteriorated shall be determined by performing in-place shear tests in accord- masonry wall joints before the tests are made, except as required ance with U~BC Standard 21-6. Alternative methods of testing in Section Al07.1. may be approved by the building official for masonry walls other than brick. SECTION A107 -- QUALITY CONTROL A106.3.3.2 Location of tests. The shear tests shall be taken at locations representative of the mortar conditions throughout the Al07.1 Pointing. Preparation and mortar pointing shall be per- entire building, taking into account variations in workmanship at formed with special inspection. different building height levels, variations in weathering of the EXCEPTION: At the discretion of the building official, incidental exterior surfaces, and variations in the condition of the interior pointing may be performed without special inspection. surfaces due to deterioration caused by leaks and condensation of A107.2 Masonry Shear Tests. In-place shear tests shall corn- water and/or by the deleterious effects of other substances con- tained within the building. The exact test locations shall be deter- ply with UBC Standard 21-6. mined at the building site by the engineer or architect in A107.3 Existing Wall Anchors. Existing wall anchors utilized responsible charge of the structural design work. An accurate re- as all or part of the required tension anchom shall be tested in pull- cord of all such tests and their location in the building shall be re- out according to UBC Standard 21-7. The minimum number of t9 A107.3 1997 UNIFORM CODE FOR BUILDING CONSERVATIOt Al10.3 anchors tested shall be four per floor, with two tests at walls with 5. The special procedure of Section Alll shall not be used f¢ joists framing into the wail and two tests at walls with joists paral- buildings constructed of archaic masonry materials. lei to the wall, but not less than 10 percent of the total number of Unreinforced masonry not meeting the above criteria shal existing tension anchors at each level, have its structural function replaced and shall be resupporled, i A107.4 New Bolts. Twenty-five percent of all new embedded required, in accordance with Section Al13.7. bolts resisting only shear forces in unreinforced masonry walls A108.6 Existing Tension Anchors. The allowable resistano shall be tested using a calibrated torque wrench in accordance values of the existing anchors shall be 40 percenl of the average o with UBC Standard 21-7. the tension tests of existing anchors having the same wail thick EXCEPTION: Special inspection in accordance with the Building ness and joist orientation. The one-third increase in altowabl~ Code may be provided during installation in lieu of testing, value of the Building Code is not allowed for existing tension an All new embedded bolts resisting tension forces or a combina- chors. lion of tension and shear forces shall be sub.iect to periodic special A108.7 Foundations. For existing foundations, new total dea~ inspection in accordance with Section 1701 of the Building Code loads may be increased over existing dead load by 25 percen~ prior lo placement of the bolt and grout or adhesive in the drilled New total dead load plus live load plus seismic forces may be in hole. Five percent of ail bolts resisting tension forces shall be sub- creased over existing dead load plus live load by 50 percent ject to a direct-tension test and an additional 20 percent shall be Higher values may be justified only in conjunction with a geo tested using a calibrated torque wrench. Testing shall be per- formed in accordance with UBC Standard 21-7. technical investigation. New through bolts need not be tested. SECTION A109 -- ANALYSIS AND DESIGN PROCEDURE SECTION A108 --ALLOWABLE DESIGN VALUES Al09.1 General. Except as modified herein, the analysis ant Al08.1 Allowable Values. design relating to the structural alteration of existing building: shall be in accordance with the Building Code. 1. Allowable values for existing materials are given in Table A-l-D, and for new materials in Table A-1-E. A109.2 Selection of Procedure. All buildings shall be aha 2. Allowable values not specified in this chapter shall be as spe- lyzed by either the general procedure of Section All0, which based on Chapter 16 of the Building Code, or when applicable cified elsewhere in the Building Code. buildings may be analyzed by the special procedure of Sectio~ A108.2 Masonry Shear. The allowable unreinforced masonry Alii. shear stress, va, shall be determined for each masonry class from the following equation: SECTION Al10 -- GENERAL PROCEDURE va = O.lvt + O.15PD/A (AS-l) ALI0.1 Minimum Design Lateral Forces. Buildings shall b~ The mortar shear test value, vt, shall be determined in accord- analyzed to resist minimum lateral forces assumed to act noncon ance with Section A106.3.3, and shall not exceed 100 psi (690 currently in the direction of each of the main axes of the structur~ kPa) for the determination of va. in accordance with the following: The one-third increase in allowable values of the Building V= 0.33 ZW (Al0-1-1 Code is not allowed for va. for buildings with an occupant load of 100 or more as determinet A108.3 Masonry Compression. Where any increase in dead byTable 10-Aofthe Building Code and without crosswalis corn- plus live compression stress occurs, the allowable compression plying with Section ALI1.3 or stress in unreinforced masonry shall not exceed 100 psi (690 V= 0.25 ZW (A10-1-2~ kPa). The one-third increase in allowable stress of the Building for all other buildings. Code is allowed. For buildings more than one story in height, the tolai force shall A108.4 Masonry Tension. Unreinforced masonry shall be as- be distributed over the height of the building in accordance with sumed as having no tensile capacity, the procedures of Chapter 16 of the Building Code. A108.5 Unreinforced Masonry Materials Other than Solid For the purpose of this chapter, a dynamic analysis need not be Masonry Units. The provisions of this chapter are primarily in- performed for those buildings with irregularities, as defined tended for solid masonry unit construction, but are also applicable Tables 16-L and 16-M of the Building Code, which would to other unreinforced masonry materials when the following con- otherwise require such analysis. All other design and analysi.'- ditions are satisfied: requirements of these tables shall apply. 1. The building does not excee, d two stories in height, All0.2 Lateral Forces on Elements of Structures. Parts ol 2. The shear stress of hollow-unit masonry is limited to that structures shall be analyzed and designed as required in Chapter permitted by Formulas (A6-1) and (A8-1) based on the net area in 16 of the Building Code. contact through the bed joints, but not more than that calculated EXCEPTIONS: 1. Unreinforced masonry wails for which height- using a mortar shear strength, vt, of 100 psi (690 kPa). to-thickness ratios do not exceed ratios set forth in Table A-1-B neeil not be analyzed for out-of-plane loading. Unreinforced masonry walh 3. In the case of plain concrete, the compressive strength (f'c) which exceed the allowable h/t ratios of Table A-1-B shall be bracec shall not be less than 900 psi (6206 kPa) and the allowable shear according to Section Al13.5. strength is limited to not more than 0.02.f'c. 2. Parapets complyiag with Section Al13.6 need not be analyzed fo~ 4. In the case of all other unreinfurued masonry materials, the out-of-plane loading. . ,, shear stress is limited to 3 psi (20.7 kPa) based on the net area in All03 Shear Walls (In-plane Loading). Shear Walls shall contact through the bed joint, comply with Section All2. 20 Al11.6.1 SECTION Alll -- SPECIAL PROCEDURE Alll.4 Wood Diaphragms. ~ Al11.1 Limits. The special procedures of this section may be A111.4.1 Acceptable diaphragm span..A diaphragm is applied only to buildings with the foIlowing characteristics: acceptable if the point (L, DCR) on Figure A-Ill falls within Region 1, 2 or 3. 1. The building is not an essential or hazardous facility. Al11.4.2 Demand-capacity ratios. Demand-capacity ratios 2. Flexible diaphragms at all levels above the base of structure, shall be calculated for the diaphragm at any level according to the 3. A maximum of six stories above the base of the building, following formulas: 1. For a diaphragm without qualifying crosswafls at levels 4. Except for single-story buildings with an open front on one immediately above or roelow: side only, a minimum of two lines of vertical elements of the later- al-force-resisting system complying with Section All2 parallel DCR = 0.83ZWd~VuD (All-2) to each axis. At least one line in each direction shall be a masonry 2. For a diaphragm in a single-story building with qualifying or concrete shear wall. Requirements for open-front buildings are crosswalls: contained in Section AIll.8. DER = 0.83ZWd/(EvuD + l/co) (All-3) ALI1.2 Lateral Forces on Elements of Structures. With the 3. For diaphragms in a multistory building with qualifying exception of the diaphragm provisions in Section Alll.4, cie- crosswalls in all levels: ments of structures shall comply with Section Al10.2. DCR = 0.83ZEWd/(EZvuD + Vet,) (Al 1-4) Alll.3 Crosswalls. Crosswalls when used shaIl meet the re- DCR shall be calculated at each level for the set of diaphragms at and above the level under consideration. In addition, the roof quirements of this section, diaphragm shall also meet the requirements of Formula (All-3). Alll.3.1 Crosswall definition. A crosswall is a wood-framed 4. For a roof diaphragm and the diaphragm directly below if wall sheathed with any of the materials described in Table A-1-D coupled by crosswalls: or A-1-E or other system as defined in Section Al11.3.5. Spacing of crosswalls shall not exceed 40 feet (12 192 mm) on center mca- DCR = 0.83ZEWdff2EvuD (Al 1-5) sured perpendicular to the direction of consideration, and shall be A111.4.3 Chords. An analysis for diaphragm flexure need not placed in each story of the building. Crosswalls shall extend the be made and chords need not be provided. full story height between diaphragms. A111.4.4 Collectors. An analysis of diaphragm collector forces EXCEPTIONS: 1. Crosswalls need not be provided at all levels in shall be made for the transfer of diaphragm edge shears into accordance with Section Alll.4.2, Item 4. vertical elements of the lateral-force-resisting system. Collector 2. Existing crosswalls need not be continuous below a wood dia- forces may be resisted by new or existing elements. phragm at or within 4 feet (1219 mm) of grade provided: Al11.4.5 Diaphragm openings. 2.1 Shear conneclions and anchorage requirements, Section Alll.5 are satisfied at alledgesofthedlaphragm. 1. Diaphragm forces at corners of openings shall be 2.2 Crosswalls with total shear capacity of 0.20Z~Wd intercon- investigated and shall be developed into the diaphragm by new or neet the diaphragm to the foundation, existing materials. 2.3 The demand/capacity ratio of the diaphragm between the 2. In addition to the demand-capacity ratios of Section crosswalls that are continuous to their foundations shall be calculated as: Al11.4.2, the demand-capacity ratio of the portion of the diaphragm adjacent to an opening shall be calculated using the DCR = (0.83ZWd + Vca) / 2vuD (Ail-l) opening dimension as the span. and DCR shall nol exceed 2.5. 3. Where a'n opening occurs in the end quarter of the Al11.3.2 Crosswall shear capacity. Within any 40 feet diaphragm span vuD for the demand-capacity ratio, calculation (12 192 mm) measured along the span of the diaphragm, the sum shall be based on the net depth of the diaphragm. of the crosswall shear capacities shall be at least 30 percent of the Al11.5 Diaphragm Shear Transfer. Diaphragms shall be diaphragm shear capacity of the strongest diaphragm at or above connected to shear walls with connections capable of developing the level under consideration, a minimum force given by the lesser of the following formulas: Al11.3.3 Existing crosswalls. Existing crosswalls shall have a V = 1/2 Z Cp Wa (Al 1-6) maximum height-to-length ratio between openings of 1.5 to I. using the Ce values in Table A-i-C, or Existing crnsswall connections to diaphragms need not be inves- tigated as long as the crosswall extends to the framing of the dia- V = vuD (Al 1-7) phragm above and below. Alll.6 Shear Walls (In-plane Loading). Al11.3.4 New crosswalls. New crosswall connections to the Alll.6.1 Wall story force. The wall story force distributed to a diaphragm shall develop the crosswall shear capacity. New cross- shear wall at any diaphragm level shall be the lesser value walls shall have the capacity to resist an overturning moment calculated as: equal to the crosswall shear capacity times the story height. 1. For buildings without crosswalls, Crosswall overturning moments need not be cumulative over = + Fwx 0.33Z(Wwx wa~2) (All-8) more than two stories. but need not exceed Al11.3.5 Other crosswall systems. Other systems, such as Fwx = 0.33ZWwx + vuD (All-9) moment-resisting frames, may be used as crosswafls provided that the yield story drift does not exceed 1 inch (25.4 mm) in any 2. For buildings with crosswalls in all levels: story. Fw:,: = 0.25Z(Wwx + Wd/2) (All-10) 21 Al11.6.1 1997 UNIFORM CODE FOR BUILDING CONSERVATION Al13.1.1 but need not exceed 1. For any pier, Fwx = 0.25Z [Wwx + 5'Wd(vuD/E~vuD)] (Ail-II) 1.1 The pier shear capacity shall be calculated as: but need not exceed Va = yeA (Al2-1) Fwx = 0.25ZW~,x + vuD (All-12) 1.2 The pier rocking shear capacity shall be calculaled as: Al11.6.2 Wall story shear. The wail story shear shall be the Vr = 0.5PDD/H (A12-2) sum of the wall story forces at and above the level of 2. The wall piers at any level are acceptable if they comply consideration, with one of the following modes of behavior: Vwx = YFwx (All-13) . 2.1 Rocking controlled mode. When the pier rocking shear capacity is less than the pier shear capacity, i.e., AI1L6.3 Shear wall analysis. Shear wails shall comply with Vr < Va for each pier in a level, forces in the wall at that Section All2. level, Vwx, shall be distributed to each pier, in Alll.6.4 Moment frames. Moment frames used in place of proportion to Pt~D/H. shear walls shall be designed as required in Chapter 16 of the For the wall at that level: Building Code, except that the forces shall be as specified in Sec- tion Alll.6.1 and the story drift ratio shall be limited to 0.005, Vwx < ZV~ (A12-3) except as further limited by Section Al12.4.2. 2.2 Shear controlled mode. Where the pier shear capacity is less than the pier rocking capacity, i.e., Va < Vr in at ALII.7 Out-of-plane Forces.~Unreinforced Masonry Walls. least one pier in a level, forces in the wall at the leve/, Alll.7.1 Allowable unreinforced masonry wall height-to- Vwx, shall be distributed to each pier in proportion to thickness ratios. The provisions of Section All0.2 are D/H. applicable except the allowable height-to-thickness ratios given For each pier at that level: in Table A-1-C shall be determined from Figure A-l-1 as follows: Vp < Va (A12-4) 1. In Region 1, height-to-thickness ratios for buildings with and crosswalls may be used if qualifying crosswalls are present in all stories. Vp < Vr (A12-5) 2. In Region 2, height-to-thickness ratios for buildings with If Vp < Va for each pier and Vp > Vr for one or more crosswalls may be used whether or not qualifying crosswalls are piers, such piers shall be omitted from the analysis, and the procedure shall be repeated for the remaining piers, present, unless the wall is strengthened and reanalyzed. 3. In Region 3, height-to-thickness ratios for "all other 3. Masonry pler tension stress. Unreinforced masonry wall buildings" shall be used whether or not qualifying crosswalls are piers need not be analyzed for tension stress. present. Al12.2.3 Shear walls without openings. Shear walls without Al11,7.2 Walls with diaphragms in different regions. When openings shall be analyzed as for walls with openings except that diaphragms above and below the wall under consideration have ~ shall be calculated as follows: demand-capacity ratios in different regions of Figure A-l-l, the lesser height-to-thickness ratio shall be used. Vr = (0.50PD + 0.25Pw)D/H (A12-6) Alll,8 Open-Front Design Procedure. A single-story build- Al12.3 Plywood Sheathed Shear Walls. Plywood sheathed shear walls may be used to resist lateral forces for buildings with lng with an open front on one side and crosswalls parallel to the flexible diaphragms analyzed according to provisions of Section open front may be designed by the following procedure: All0. Plywood sheathed shear walls may not be used to share 1. Effective diaphragm span, Li, for use in Figure A-l-i shall lateral forces with other materials along the same line ol be determined in accordance with the following formula: resistance. Li = 2 [(Ww/Wd)L + L] (All-14) Al12.4 Combinations of Vertical Elements. 2. Diaphragm demand-capacity ratio shall be calculated as: Al12.4.1 Lateral-force dlstributlon. Lateral forces shall b~ DCR = 0.83Z(Wd + Ww)/[(vuD) + Vct~] (All-15) distributed among the vertical-resisting elements in proportion t( their relative rigidities except that moment frames shall compl) SECTION Al12 --ANALYSIS AND DESIGN with Section Al12.4.2. Al12.4.2 Moment-res~stlng frames. A moment frame shal All2.1 General. The following requirements are applicable to not be used with an unreinforced masonry wall in a single line o~ both the general procedure and special procedure for analysis of resistance unless the wall has piers that are capable of sustainin~ vertical elements of the lateral-force-resisting system, rocking in accordance with Section Al12.2.2 and the frames Al12.2 Existing Unreinforced Masonry Walls. designed to carry 100 percent of the lateral forces, and the stor3 drift ratio shall be limited to 0.0025. Al12.2.1 Flexural rigidity. Flexural components of deflection may be neglected in determining the rigidity of an unreinforced SECTION All3- DETAILED SYSTEM DESIGN mason[y wall. REQUIREMENTS Al12.2.2 Shear walls with openings. Wall piers shall be ALI3.1 Wall Anchorage. analyzed according to the following procedure, which is dia- l gramed in Figure A-l-2. The calculated length of the pier, D, shall All3.1.1 Anchor locations. Unreinforced masonry walls shal be reduced by one half the embedded length of any steel lintels in be anchored at the roof and floor levels as required in Sectior the pier. All0.2. Ceilings of plaster or similar materials, when not at- 22 ................................. Al14.2 tached directly to roof or floor framing, and abutting masonry performed in con.Junction with the installation of tension roof walls, shall be anchored to the walls at a maximum spacing of anchors. 6 feet (1829 mm) or removed. The minimum height of a parapet above any wall anchor shall Al13.1.2 Anchor requirements. Anchors shall consist of bolts be 12 inches (305 mm). installed through the wall as specified in Table A-i-E, or by an EXCEPTION: If a reinforced concrete beam is provided at the lop approved equivalent at a maximum anchor spacing of 6 feet (1829 of the wall, the minimum height above the wall anchor may be 6 inches mm). All wail anchors shall be secured to the joists to develop the (152 mm). required forces. Al13.7 Veneer. Al13.1.3 Minimum wall anchorage. Anchorage of masonry 1. Veneer shall be. anchored with approved anchor ties walls to each floor or roof shall resist a minimum force conforming to the required design capacity specified in the determined in accordance with Chapter 16 of the Building Code Building Code and placed at a maximum spacing of 24 inches or 200 pounds per linear foot (2920 N/m), whichever is greater, (610 mm) with a maximum supported area of 4 square feet (0.372 acting normal to the wall at the level of the floor or roof. Existing m2)' wail anchors, if used, must meet the requirements of this chapter EXCEPTION: Existing anchor ties for attaching brick veneer to or must be upgraded, brick backing may be acceptable provided the ties are in good condition and conform to the following minimum size and material A113.1.4 Anchors at corners. At the roof and floor levels, both requirements. shear and tension anchors shall be provided within 2 feet (610 Existing veneer anchor ties may be considered adequate if they are mm) horizontally from the inside of the corners of the wails, of corrugated galvanized iron strips not less than 1 inch (25.4 mm) in width, 8 inches (203 mm) in length and 1116 inch (1.6 mm) in thickness Al13.2 Diaphragm Shear Transfer. Bolts transmitting shear or equal. forces shall have a maximum bolt spacing of 6 feet (1829 mm) 2. The location and condition of existing veneer anchor ties and shall have nuts installed over malleable iron or plate washers shall be verified as follows: when bearing on wood, and heavy-cut washers when bearing on 2.1 An approved testing laboratory shall verify the location steel, and spacing of the ties and shall submit a report to the Al13.3 Collectors. Collector elements shall be provided that building official for approval as part of the structural are capable of transferring the seismic forces originating in other analysis. portions of the building to the element providing the resistance to 2.2 The veneer in a selected area shall be removed to those forces, expose a representative sample of ties (not less than Al13.4 Ties and Continuity. Ties and continuity shall conform four) for inspection by the building official. lo Chapter 16 of the Building Code. Al13.8 Nonstructural Masonry Walls. Unreinforced mason- ry walls that carry no design vertical or lateral loads and are not Al 13.5 Wall Bracing. required by the design to be part of the lateral-force-resisting sys- tem shall be adequately anchored to new or existing supporting A113.5.1 General. Where a wall height-to-thickness ratio ex- ceeds the specified limits, the wall may be laterally supported by elements. The anchors and elements shall be designed for the out- vertical bracing members per Section Al13.5.2 or by reducing the of-plane forces specified in Chapter 16 of the Building Code. The wall height by bracing per Section A113.5.3. height- or length-to-thickness ratio between such supporting ele- ments for such walls shalI not exceed 9. Ai13.5.2 Vertical bracing members. Vertical bracing mem- bers shall be attached to floor and roof construction for their Al13.9 Truss and Beam Supports. Where tresses and beams, design loads independently of required wall anchors. Horizontal other than rafters or joists, are supported on masonry, independent secondary columns shall be installed to support vertical loads of spacing of vertical bracing members shall not exceed one half the the roof or floor members. unsupported height of the wall or 10 feet (3048 mm). Deflection of such bracing members at design loads shall not exceed one EXCEPTION: Secondary supports are not required in Seismic tenth of the wall thickness. Zones 1, 2A and 2B. AIl3.10 Adjacent Buildings. Where elements of adjacent Al13.5.3 Intermediate wall bracing. The wall height may be buildings do not have a separation of at least 5 inches (127 mm), reduced by bracing elements connected to the floor or roof. the allowable height-to-thickness ratios for "all other buildings" Horizontal spacing of the bracing elements and wall anchors shall per Table A-1-B shall be used in the direction of consideration. be as required by design, but shall not exceed 6 feet (1829 mm) on center. Bracing elements shall be detailed to minimize the horizontal displacement of the wall by the vertical displacement SECTION Al14 -- BUILDINGS OF ARCHAIC of the floor or roof. UNREINFORCED MASONRY All4.1 General. A building or structure of archaic unrein- A113.6 Parapets. Parapets and exterior wall appendages not conforming to this chapter shall be removed, or stabilized or forced masonry shall comply with the provisions set forth in this braced to ensure that the parapets and appendages remain in their chapter and Chapter 6 of this code if the building is considered historic. original position. The maximum height of an unbraced unreinforced masonry Al14.2 Unburned Clay Masonry or Adobe and Stone. Exist- parapet above the lower of either the level of tension anchors or lng or reerected walls of adobe construction shall conform to the roof sheathing shall not exceed the height-to-thickness ratio following: shown in Table A-1-F. If the required parapet height exceeds this 1. Exterior bearing walls of unreinforced adobe or stone ma- maximum height, a bracing system designed for the forces deter- sonry shall not exceed a height- or length-to-thickness ratio speci- mined in accordance with Chapter 16 of the Building Code shall fled in Table A-1-G. Such walls shall be provided with a support the top of the parapet. Parapet corrective work must be reinforced concrete bond beam at the top that interconnects all 23 · A114.2-A114.3 1997 UNIFORM CODE FOR BUILDING CONSERVATION TABLES A-I-A-A-I-C Z'~ walls. The bond beam shall have a minimum depth of 6 inches burned brick or stabilized adobe facing is necessary to provide au- (152 mm). The bond beam may have a width equal to lhe width of thenticity, the wall less 8 inches (203 mm), provided the resulting width is 3. New or existing unstabilized brick and adobe brick masonry not less than 8 inches (203 mm). Bond beams of other materials shall test to 75 percent of the compressive strength required by the may be used with the approval of the building official. Building Code for new material. Unstabilized brick may be used where existing bricks are unstabilized and where the building is Exterior-bearing walls shall have a minimum wall thickness of not susceptible to flooding conditions or direct exposure. Adobe 18 inches (457 mm) in Seismic Zones 3 and 4, and 12 inches (305 may be allowed a maximum value of 3 pounds per square inch mm) in other seismic zones. Interior adobe partitions shall be a (20.7 kPa) for shear with no increase of lateral forces. minimum of 10 inches (254 mm) in thickness. No adobe or stone 4. Mortar may be of the same soil composition and stabilization structure shall exceed one story in height unless the historic as the brick in lieu of cement mortar. evidence, satisfactory to the building official, indicates a two-story height. Bond beams shall be provided at the roof and 5. Nominal tension stresses due to seismic forces normal to the wall may be neglected if the wall meets thickness requirements second-floor levels, and shear values allowed by this subsection. 2. Foundations shall be reinforced concrete under newly Al14.3 Archaic Materials. Allowable stresses for archaic reconstructed walls and shall be 50 percent wider than the wall materials not specified in this code shall be based on above, soil conditions permitting, except that the foundation wall substantiating research data or engineering judgment with the ap- may be 4 inches (102 mm) less in width than the wall if a rock, proval of the building official. TABLE A-1-A--ELEMENTS REGULATED BY THIS CHAPTER Parapets X X X X Walls, aneborage X X X X Walls, h/t ratios X X X Walls, in-plane shear X X X Diaphragms1 X X Diaphragms, shear transfer2 [ X X i X Diaphragms, demand-capacity ratios2] X I X 1Applies only to buildings designed according to the general procedures of Section ALI0. 2Applies only Io buildings designed according to the special procedures of Section Al 11. TABLE A-1-B~ALLOWABLE VALUE OF HEIGHT-TO-THiCKNESS RATIO OF UNREINFORCED MASONRY WALLS SEISMIC ZONE 4 BUILDINGS SEISMIC ZONE 4 WALL TYPES SEIEMtC ZONE 2B BUILDINGS SEISMIC ZONE 3 BUILDINGS WITH CROSSWALLSl ALL OTHER BUILDINGS Wa~'ls of one-story buildings 20 16 162, 3 13 First-story wall of multistory building 20 18 16 15 Walls in top story of multistory 142, 3 building 14 14 9 All other walls 20 16 16 ] 13 IApplies to the special procedures of Section Alll only. Se~ Section Alll.7 for other restrictions. 2This value of height-to-thickness ratio may be used only where mortar shear tests establish a tested mortar shear strength, vt, of not less than 100 psi (690 kPa). This value may also be used where the tested mortar shear strength is not less than 60 psi (414 kPa) and a visual examination of the collar joint indicates not less than 50 percent mortar coverage. 3Where a visual examination of the collar joint indicates not less than 50 percent mortar coverage, and the tested mortar shear strength, vt, is greater than 30 psi (207 kPa) but less than 60 psi (414 kPa), the allowable height-to-thickness ratio may be determined by linear interpolation between the larger and smaller ratios in direct proportion to the tesled mortar shear strength. TABLE A-l-C--HORIZONTAL FORCE FACTOR, Cp1 CONFIGURATION OF MATERIALS Cp Roofs with straight or diagonal sheathing and roofing applied directly to the sheathing, or floom with straight tongue- 0.50 and-groove sheathilSg Diaphragms with double or multiple layers of boards with edges offset, and blocked plywood systems 0.75 IApplicable to the special procedures of Section Alii only. 1997 UNIFORM CODE FOR BUILDING CONSERVATION TABLE A-1-D TABLE A-I-D*--AL[.OWABLE VALUES FOR EXISTING MATERIAt. S EXISTING MATERIALS OR ALLOWA~iL~ VALUES CONFIGURATIONS OF MATERIAl. Sl x $4.S94 for 1. Horizontal diaphragms2 1.1 Roofs with straight sheathing and roofing applied directly to the sheathing 100 lbs~ per foot for seismic shear 1.2 Roofs with diagonal sheathing and roofing applied directly to the sheathing 250 lbs. per foot for seismic shear 1.3 Floors with straight tongue-and-groove sheathing 100 lbs: per foot for seismic shear 1.4 Floors with straight sheathing and finished wood flooring with board edges 500 lbs: per fo~,t for seismic shear offset or perpendicular · 1.5 Floors with diagonal sheathing and finished wood flooring 600 lbs. per foot for selsm c shear 2. Crosswalls2,3 I 2.1 Plaster on wood or metal lath Per side: 200 lbs. per foot for seismic sbear 2,2 Pl~ster on gypsum lath 175 lbs. per foot for seismic shear 2.3 Gypsum wallboard, unblookod edges 75 lbs. per foot for seismic shear 2.4 Gypsum wallboard, blocked edges 125 lbs. p~r foot for seismic shear 3. Existing footings, wood framing, structural steel and reinforced steel 3.1 Plain concrete footings f'c = 1,500 psi (10.34 MPa) unless otherwise shown by tests4 3.2 Douglas fir wood Allowable stress same as D.F. No. 14 3.3 Reinforcing steel ~ = 18,000 lbs. per square inch (124.1 N/mm2) maximum4 3.4 Structural steel ft = 20,000 lbs. per square inch (137.9 N/mm2) maximum4 IMaterial must be sound and in good condition. 2A one-third increase in allowable stress is not allowed. 3Shea£ values of these materials may be combined, except the totaI combined value shall not exceed 300 pounds per foot (4380 N/m). 4Stresses given may be increased for combinations of loads as specified in the Building Code: 25 TABLE A-1-E 1997 UNIFORM CODE FOR BUILDING CONSERVATION TABLE A-1 -G TABLE A-1-E~LLOWABLE VALUES OF NEW MATERIALS USED 25 IN CONJUNCTION WITH EXISTING CONSTRUCTION NEW MATERIALS OR CONFIGURATIONS OF MATERIALS AI. LOWAEILE VALUES1 1. Horizontal diaphragms2 1.1 Plywood sheathing nailed directly over existing straight sheathing with 225 lbs, per foot (3283 N/m) ends of plywood sheets bearing on joists or rafiem and edges of ply- wood localed on center of individual sheathing boards 1.2 Plywood sheathing nailed directly over existing diagonal sheathing 375 lbs. per foot (5473 N/m) with ends of plywood sheets bearing on joists or rafters 1.3 Plywood sheathing nailed directly over existing straight or diagonal 75 percent of the values specified in Chapter 23 of the Building Code sheathing with ends of plywood sheets hearing on joists or rafters with edges of plywood located over new blocking and nailed to provide a minimum nail penetration into framing and blocking of 15/8 inches (41 mm) 2. Shear walls: (general procedure) Plywood sheathing applied directly over wood studs. No value shall be 100 percent of the value specified in Chapter 23 of Ihe Building Code given ~o pIywood applied over existing plaster or wood sheathing for shear walls 3. Crosswalls: (special procedure only) 3.1 Plywood sheathing applied directly over wood studs. No value shall be 133 percent of Ihe value specified in Chapter 23 of the Building Code given to plywood applied over existing plaster or wood sheathing for shear walls 3.2 Drywall or plaster applied directly over wood studs 100 percent of the values in Table 25-I of the Building Code 3.3 Drywall or plaster applied to sheathing over existing wood studs The values specified in Table 25-I of tbe Building Code reduced as noted in Footnote 1 of that table. 4. Tension bolts 4.I Bolts extending entirely through unreinforced masonry walls secured 1,800 lbs. (8006 N) per bolt6 with bearing plates on far side of a three-wytbe-minimum wall with at 900 lbs. (4003 N) per bolt for two-wythe walls~ least 30 square inches (19 355 mm2) of area4,5 4.2 Bolts extending to the exterior face of the wall with a 21/2-inch (63.5 1,200 lbs. (5338 N) per bolt mm) round plate under the head and driIled at an angle of 221/2 degrees to the horizontal, installed as specified for shear bolts4,5,7 5. Shear bolts Bolts embedded a minimum of 8 inches (203 mm) into unreinforced mason- 1/2 inch (12.7 mm) diameter = 350 lbs. (1557 N)~ ry walls and centered in a 21/2-inch-diameter 463.5 mm) hole filled with 5/8 inch (15.9 mm) diameter = 500 lbs. (2224 N)6 dry-pack or nonshrink grout. Tl~rough bolts wdh first 8 inches (203 mm) as 3/4 inch (19 mm) diameter = 750 lbs. (3336 N)6 n 457 noted above and embedded bolts as noted i Item .2, 6. lnftlled walls Reinforced masonry infilled openings in existing unreinforced masonry Same as values specified for unreinforced masonry walls wails. Provide keys or dowels to match reinforcing 7. Reinforced masonry Masonry piers and walls reinforced per Chapter 21 of the Building Code Same as values specified in Chapter 21 of the Building Code8 8. Reinforced concrete Concrete footings, walls and piers reinforced as specified in Chapter 19 of Same values as specified in Chapter 19 of the Building Code8 the Building Code and designed for tributary loads IA one-third increase in allowable stress is not allowed, except as noted. 2Values and limitations are for nailed plywood. Higher values may be used for other fastening systems such as wood screws or staples when approved by the building official. 31n addition ~o existing sheathing value. aBolts Io be 1/2-inch (12.7 mm) minimum in diameter. 5Drilling for bolts and dowels shall be done with an electric rotary drill. Impact tools shall not be used for drilling holes or tightening anchors and shear bolt nuts. 6 v Otber bolt sizes, alues and installation methods may be used provided a testing program is coeducted in accordance with UBC Staedard 21-7. Bolt spacing shall not exceed 6 feet (1829 mm) on center and shall not be less than 12 inches (305 mm) on center. ;'Embedded bolts to be tested as specified in Section Al07. 8Stresses given may be increased for combinations of loads as specified in the Building Code. TABLE A-I-F--MAXIMUM ALLOWABLE HEIGHT-TO-THICKNESS RATIOS FOR PARAPETS SEISMIC ZONE Maximum allowable height-to-thickness ratio 2.5 2.5 1.5 1.5 TABLE A-I-G--MAXIMUM HEIGHT-TO-THICKNESS RATIOS FOR ADOBE OR STONE WALLS One-story buildings 12 10 8 Two-story buildings First story 14 11 9 Second story 12 10 8 26 1997 UNIFORM CODE FOR BUiLDiNG CONSERVATION FIGURE A-1-1 48O 420 ~m 300 ~ ~x 240 180 / 0 0 1 2 3 4 5 6 · DEMAND-CAPACI~ RATIO, DCR 1. Region of demand/~paci~ ratios where crosswalls may be used to in.ease ~ ~tios. 2. Region of demand/~paci~ ratios ~ere ~ ratios of ~h ~0sswalls' may be us~, 3~ Region of deman~paci~ ratios where ~ ratios of 'a~r other buildings' sharl be us~. FIGURE A-I-I~CCEPTABLE DIAPHRAGM SPAN 27 a~.j 1997 UNIFORM CODE FOR BUILDING CONSERVATION FIGURE ROCKING SHEAR IS ROCKING INSAFE OF.PIER'SYSTEM IS S.EAR FORCE AN CONTROLLED PROPORTIONAL TO 'V'wx <: T?'/r , --WAL' ' MODE PDD./H. INDIVIDUAL PIERS CAN ROCK RETURN S^FELY ROCKING SUeR OF COMPARE I/~. PIER SYSTEM IS NOT vr AND V.~ ADEQUATE IN EACH PIER SHEAR CONTROLLEDg~ ~' ~-~ ' IN AT LEAST [ 3 7 IN AT LEAST r--~ ANALYSIS ANY I~'--~ 3 ? ON~ P~ER l~-J ONE P~ER I I P~ER W~TH V, -< Vp I'-~ RETURN DISTRIBUTION OF _ SHEAR FORCES IN Vp < Va PIERS CANNOT BE ALL PIERS DETERMINED v~>v~ RELaTiVE IN ALL PIERS RIGIDITY ANALYSIS SHEAR STRESS IS OK SHEAR FORCE iN AN INDIVIDUAL PiER IS PROPORTIONAL TO PIER IS OVERSTRESSED RETURN IN SHEAR Va = allowable shear strength of a pier. Vp = shear force assigned to a pier on the basis of a relative shear rigidity analysis. V~ = rocking shear capacity of pier. Vwx = total shear force resisted by the wall. T. Vr = rocking shear capacity o! ~ p~em in the wall FIGURE A-1-2 --ANALYSIS OF URM WALL IN-pLANE SHEAR FORCES 29 ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 sw 206t~ ct. ~'~-~ Vashon, WA 98070 phone: (206) 463-5735 ~ ~~/~ Date i ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. phone: (206) 463-5735 ~ ~~/~ Date ATR Engineering Inco PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. Vashon, WA~ 98070 phone: (206~) 463-5735 ~ /~_~.,-/.~?/-.~./~_~/..~__.~ Date ~'/~///~..~c.~ ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 L/~,,.,~1-~ ,/~1. Date (. / phone: (20e) 4~-S7aS~ ~ ~ ~, ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. phone: (206) 463-5735 ~_~,,¢-e~_ /~0~ ~ Date, ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. / ATR Engineering Inc. PROJECT Sheet No, Consulting Engineer 9929 SW 206th Ct. ~ Vashon, WA98070 C/_xCz~L~ ~'.'~r..~_. 3 ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct, Vashon, WA 98070 ~ /~'r&~f/.¢C. ' ~ phone: (206) 463-5735 ~ /y ~ ~ ~ Date ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct' Vashon, WA 98070 ~'~~ phone: (206) 463-5735 ~ ,5/!~, ~ Date ..... ~_ _ ~ I / _., : ' q~-I~o < ~ J~. ~ sT~~ ~ ..... ATR Engineering inc. PROJECT Sheet No. Consulting Engineer 9929 svv 2o6t, ~. Vashon, WA 98070 ~//__~ ~//_~7'aP4~_ B phone: (206) ~-5735 ~ ~ ~ ,~ Date ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 ~ ~ ~ ~1~ phone: (206) 463-5735 ~-/~7-E~_~_ ~y~ ~ ~ Date ~ .: ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. ATR ENGINEERING, INC. 9929 SW 206th CT VASHON, WA 98070 Lateral Criteria WIND .................... 80 MPH / EXPOSURE 'C' / METHOD 2 PROJECTED AREA Pw = (Ce) (Cq) (qs) (I) Pw = (1.1)(1.3)(16.4)(1) = 24 psf SEISMIC PER SECTION 1630 SEISMIC ................ ZONE '3' E = (roe)Eh + Ev Er=0.0R°e= 1'5 / L°w Redundancy PER SECTION 1630.2.3 BEARING WALL SYSTEM LIGHT FRAMED WALLS WITH SHEAR PANELS Ca = 0.36 R=5'5 V=3.0Ca (W) =(3) (0.36)(W) =0.19 (Vq) R 5.58 LOAD COMBINDATIONS PER SECTION 1612.3.2 .9D + E/1.4 .9D + W 12<,, % ~,TR ENGINEERING, I '?,. 9929 SW 206th CT / o TOTRL P.03 ATR Engineering Inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. 43 Vashon, WA 98070 C'/_aq(4'~ phone: (206) 463-5735 {.-/"~-~-,,~/~. ~ ~~ Date ....... ~-~2~.~' ~ .... ~w ~ 1,~-7-~ ~ ~, -- . ~ ~_ ~7~~ ~, ~ ~si ~ ATR Engineering inc. PROJECT Sheet No. Consulting Engineer 9929 SW 206th Ct. Vashon, WA98070 ~/~-~,~7 /Z//5?Z~/&"C~ ~ phone: (206) 463-5735 ~~ ~~, Date ~ ~ ~u~ 16p~ ~ ~ox~o = ~0, oo~ 2~t , ~ ...... , ~ ~ ~*~ ~/z = I ~oo~ ,, ~z~~ ~ _ /,+ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Applicat10n Number Application pin number Property Address ASSESSOR PARCEL NUMBER: Tenant nbr, name Application type descr1ption Subdivision Name Property Use Property Zoning . . . Application valuation 05-00000417 Date 6/03/05 520631 926 W 8TH ST 06-30-00-0-2-5920-0000- CLALLAM COUNTY HISTORICAL COMM FOUNDATION REPAIR Owner Contractor EXPIRED f V?o/C9 PUBLIC BUILDINGS & PARKS 2415 CLALLAM COUNTY HISTORICAL SOC POBOX 1327 PORT ANGELES WA 983620244 OWNER Structure Information 000 000 FOUNDATION REPAIR Permit BUILDING PERMIT - COMMERCIAL Additional desc REPAIR FOUNDATION Permit pin number 50187 Permit Fee 106.75 Plan Check Fee 69.39 Issue Date 6/03/05 valuation 2415 Expiration Date 11/30/05 Other Fees STATE SURCHARGE 4.50 F~ ~ ~ ~>0 \J\~ ~\ ~j 2: ~~ ~~ \ ~ \~ ~ *. ~ "- ~ cy Qty Unit Charge Per Extension 92.75 14.00 BASE FEE 1.00 14.0000 THOU BL-2001-25K (14 PER K) Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 106.75 106.75 .00 .00 Plan Check Total 69.39 69.39 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 180.64 180.64 .00 .00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public Improvements ThiS permit becomes null and void If work or construction authOrized IS not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work as commenced, or if required inspections have not been requested Within 180 days from the last inspection I hereby certify that I have read and examined thiS application and know the same to be true and correct All provisions of laws and ordinances governing this type of work will be complied With whether specified herein or not The granting of a permit does not presume to give authority to Violate or cancel the provisions of any state or local law regulating construction or the performance of construction . Signature of Owner (If owner IS bUilder) T \Pohcles\ 11 02_15 buIldmg permIt mspectIon record05 wpd [1/4/2005] FROM : A.P.S. ELECTRICAL CONTRACTOR FAX NO. : 360 452 6753 CUY OF PORT ANGELES PERMIT A,PPLIC,AT[ON Building Division /Electrical inspections 321 East Fifth Street... P.O. Box 11501 Port Angeles Washingtrrrti, 96362 Ph: (360) 417 -4735 Fax: (360) 417 -4711 Date: — Mullti•Family or Commercial* Jan. 14 2014 06:26PN P1 RECEIV JAN 16 201 ELECTRICAL k Plan Revie Ma a R q'tired, Please Corrfplete Efectrical Plan Review information Sheet INSPECT CNS Job Address: Building Square Description of abovezt�f;- f'►.__. c "c �i ti i`N v►h Owner Information 1� , 4 Name: CJ 0- t+ ar4 C� f`-6 i Cr Ca{ <a(- t u Mailing Addr= .. a 6 _t - P 4k Mailing Address; city; State,__,___ -_z;p: Phone:_ Fax: Pry-_ Licame #i I Exp., em Unit Chatge SeirvicelFeeder 200 Amp. $132.00 ServlceJFeeder 201 -400 Amp, $160.00 8 ica/Feeder401 -600 Amp $225,00 ServfcelFeeder 601.1000 Amp. $ 28800 SorviceJPeader over 1000 Amp, $ 410,00 Branch Circult W1 Service Feeder $ 5.00 Branch Cfrcuit W/O Service Feeder $ Moo Each Additional Branch Circuit $ 5100 Branch Circuits 1-4 $ 86.00 Temp. Service) Feeder 200 Amp. $102.00 Temp. Servioefeeder201400Amp, $121,00 Temp. ServicelFsederd0l 600 Amp. $164.00 Temp. Servioel"eeder 601- 1000Amp , $185,00 Portal to Portal Hourly $ 9$100 Sig(l4ulline L. hting $ 8&.00 Signal Circuit) Qrnited Energy - Mulli.Family S 64.00 Signal Oro& Limited Energy ) First 1500 sf - Cammeraal $ 96,00 Noto, 55.00 for each additonaf 1300 sf Renewable Slectricaf Energy - 5KVA System or Less $113.00 Thermostat $ 56,00 Nate: $5.00 for each additional T -Stat Contra orlrformatiotr Name: .r t ,_r_ - S , i e &'j,- ; og 1 Mailing Address; Pry-_ ikerm rk I Exp,,— ` 1L TotAl (9V Multiplied by Will QMI) 11 $13va S S $ Owner as defined by RCW.19.28.261, (1) Owner will occupy the structure for two years after this electrical permit is finalized. (2) Ovfner is required to hire an electrical contractor if above said property is for sale, rent of lease. Permit expires after six months of last inspection, After reacting the above statement; I hereby certify that I am the owner of the above named properhr or a licensed electrical contractor, I am making the electrical installation or alteration in compliance with the electrical laws, N -E -C., RCW. Chapter 19.28, WAC, Chapter 296.4$6, The City of Port Angeles Municipal Code, and Utility Specifications'and PAMC 14,05.050 regarding Eledfical Permit Applications. Signature of owner, electrical oorrtractar or electrical administrator: © Cash 0 Owdc r ( '2 � Ln,.Cretlit Carri �' —4 D �� f . rte: MM . NIMBI? I' ELECTRICAL PERMIT CITY OF PORT ANGELES 360-417-4735 Application Number . , , , , 14- 00000062 Date 1/1.6/14 Application pin number . , , 576256 Property Address . , 926 W ST11 ST ASSESSOR PARCEL NUMBER: 06-30-00-0-2- 5920 -0000- Application type description ELECTRICAL ONLY Subdivision Name Property Use (360) 452 -6753 Property Zoning . .. . . . , . PUBLIC BUILDINGS & PARKS Applicaticn valuation . . . . 0 -----------------------_-------------------- Application desc ------------------ - - - - - -- 200 amp service Owner Contractor CLALLAM COUNTY $ISTORICAL SOC APS $LECTRIC DATE; P 0 BOX 1327 INSPECTOR: 546 BENSON RD, PORT ANGELES WA 983620244 PORT ANGELES WA 9B363 ff� (360) 452 -6753 _47 Permit . . , . , . SLECTRTCAL ALTER COMMERCIAL, Additional desc . FINAL Permit Fee 257.00 Plan Check Fee .00 Issue Date 1/16/14 Valuation . . . . 0 Expiration Date 7/15/24 Qty Unit Charge Per Extems,ion 25.00 5.0000 ECH EL- BRANCH CIRCUIT N' /FEEDER. 125,00 1100 132,0000 ECH EL -COM 0-200 SRV FEEDER 132,00 Fee summary Charged Paid Credited ---- - - -- Due --- -- --- --- - - - - -- ---- Permit Fee Total - - - - -- ---- 257.00 - - - --- - - - 257,00 .00 --- - - - --- .00 Plan Check `Dotal .00 .00 .00 .00 Grand Total 257.00 257,00 .00. .00 REPORT SALES TAX on your excise fax form to the City of Port Angeles (Location Coale 0502) INSPECTION TYPE DATE; RESULTS: INSPECTOR: DITCH . SERVICE ff� _47 ROUGH -IN FINAL COMMENTS: PERMIT WILL EXPIRE SIX (6) MON'T'HS FROM LAST INSPECTION Signature of owner or Electrical Contractor X Date: G:IEXCHANGI;WILDiNG d d 6� C 01129/2014 16:27 9667978482 SECURITY SERVICES NW CITY OF FORT ANGELES PERMIT APPLICATION Riaiiding Division/Electrical Inspections 321 Fast FiRb Street — P O. Sox 1150 f Port Angeles Washington, 98362 1'h: (360) 417 -4735 Fax: (360) 417 -4711 Date: b l + 2-47 ~I V " Plan Review�Vlay, Be Job Address; . -3/ Building Square Fcota ge;,_-I bescrlption of above Owner�nor�atPo e; Qry� NamA, .._ Multi - Family Commercial" Mailir p Address; 93 i h1 Y� City vy�{�r�x Srare; ,W1� Zip: MOM A l s: �, Phone q,- 1—r 2r2Z Fax; city, m^ 1iS License 9I Exp. Item Unit.Charae ServicelFeader 2C0 Amp. $ 132,00 Service/Feeder 2MA00 Amp. $16100 S ervicafFeeder 4C 1 -600 Amp $ 225,00 Scrvice/Feedor 501 -1000 Amp, $ 286.00 ServicalFeeder over 1000 Amp. $ 410,00 Branch Glrcuil WI Service Feeder $ 5100 Branch Clrouil 1N /0 Service feeder $ 74.00 Each Addilionaf Branch Circuit $ 5.00 Branch Circuits 1 -4 $ 86.00 Temp. Service! Feeder 200 Amp. $102.00 Temp, $ervicelFeeder2,01 -400 Amp, $121,00 Temp, Service/Feeder 401 -600 Amp, $ i64,00 Temp, Service/Feeder $01.1000 Amp , $ 155.00 Portal to Portal Hourly $ 96.00 Sign /Outline Lighting $ 68,00 Signal Circuit! Limited Energy - Multi•Pamily $ 64.00 Signal Circuit! Limited Energy 1 First 1500 sf -- Commercial S 96 -00 Note; $5,00 for each additional 1500 sf Renewable Electrical Energy - 5KVA System or Less $113.00 Thermostat $ 56,00 Note: $5.00 for each additional T -Stet a, -•a ELECTRICAL WSPECD6N3 PAGE 01 C�z(, tj 8 Contractor Information Name: ry�,e.s �,G✓__ MOM A l s: �, x O city, m^ 1iS s State: ZIp:fI .: License if 1 Exp, 5'"�•�r ,�sirldOc� C,,,/��,�,3 Total Qty Multlal�d bv_Unii Charaef 5 $r ,W $ —Total Owner as defined by RCW,19,26,261 (1) Owner will occupy the structure for two years after this electrical permit is finalized. (2) Owner is required to hire an electrical contractor if above said property is for sale, rent or lease. Permit expires after six months of last inspection. After reading the above statement, I hereby certify that I am the owner of the above named property or a licensed electrical contractor, I am making the electrical installation or alteration in compliance with the electrical laws, N,E•C,, RCW, Chapter 19.28, WAC. Chapter 296.466, The City of Port Angeles Munic €pal Cade, and Utility Specifications and PAMC 14.05.050 regarding Electrical Permit Applications, Slgnatll owner f ctrl ntractar or el ®ctrica] administrator; ❑ cash chock ❑ CredltCard>✓ x Datod, 0���1`� 011fli12a12 Q ELECTRICAL PERMIT l CITY OF PORT ANGELES O 360- 417 -4735 a Application Number . . . . 14- 00000107 Date 1 /3.0/14 Application pin number . . . 062771 Property Address ... , . 926 W 871 ST ASSRSSOR PARCEL NUMBER! 06-30-00-0-2- 5920 -D000- Application type description ELECTRICAL ONLY Subdivisa.on.Name . . . , . . Property Use Property Zoning . . . . . . PUBLIC BUILDINGS & PARKS Application valuation . . . . 0 Application desc Security Owner Contractor CLALLAM COUNTY HISTORICAL SOC SECURITY SERVICES NW P 0 BOX 1327 PO BOX 660 PORT ANGELES WA 983620244 PORT TOWNSEND WA 98368 (800) 859-3463__-7" - - -ep Li ----------------_-_-_--------- °----------- --- --- ----- - - - - -- --- Permit , , . ELECTRICAL ALTER COMMERCIAL Additional desc , , 3 Permit Pee . . . . 96,00 Plan Check Fee 00 Issue Date . . . . 1/30/14 Valuation 0 Expiration Date . , 7/29/14 Qty Unit Charge Per 1,.00 96.0000 ECH E Bee summary Charged Permit Fee Total 96.00 Plan Check Total ,00 Grand Total 96.00 Extension L- LIMITED 1ST 1500 SQ FT 96,00 Paid Credited Due 96.00 .00 .00 .00 00 00 95.00 .00 .00 REPORT SALES TAX on your excise fax form to the City of Port Angeles (Location Code 0502) INSPECTION TYPE DATE: RESULTS: INSPECTOR: DITCH SERVICE ROUGH-IN FINAL COMMENTS: PERMIT WILL EXPIRE SIX (6) MONTHS FROM LAST INSPECTION Signature of owner or Electrical Contractor X Data: G:IEXCHANGBI3UILDING lqw,