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Home My WebLink About424 E Ahlvers Rd - BuildingME6 01 5 0 8 JLL PREPARED 5/15/08 9 25 20 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 5/15/08 ADDRESS 424 E AHLVERS RD SUBDIV TENANT NBR KEVIN W BERGLUND CONTRACTOR FERRELLGAS LP PHONE (360) 683 9029 OWNER KEVIN W LINDA BERGLUND PHONE (360) 417 7219 PARCEL 06 30 15 3 1 0090 0000 APPL NUMBER 08 00000572 MECHANICAL APPL PERMIT PERMIT ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP /SQ COMPLETED RESULT RESULTS /COMMENTS MECHANICAL GAS LINE TIME 01 00 May 15 2008 8 22 42 AM 1pangrle KEVIN 461 7219 PROPANE TANK PIPING PRESSURE TEST AFTERNOON COMMENTS AND NOTES CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES, WA 98362 Application Number 08 00000572 Date 5/13/08 Application pin number 114484 Property Address 424 E AHLVERS RD ASSESSOR PARCEL NUMBER 06 30 15 3 1 0090 0000 Tenant nbr name KEVIN W BERGLUND Application type description MECHANICAL APPL PERMIT Subdivision Name Property Use Property Zoning UNKNOWN Application valuation 1600 Application desc PROPANE TANK SET AND GAS COOKTOP RANGE Owner Contractor KEVIN W LINDA BERGLUND FERRELLGAS LP 424 E AHLVERS RD ONE LIBERTY PLAZA PORT ANGELES WA 983623708 LIBERTY (360) 417 7219 (360) 683 9029 MO 64068 Permit MECHANICAL PERMIT Additional desc GAS COOKTOP RANGE /TANK SET Permit pin number 126573 Permit Fee 121 30 Plan Check Fee 00 Issue Date 5/13/08 Valuation 1600 Expiration Date 11/09/08 Qty Unit Charge Per Extension BASE FEE 50 00 1 00 10 6500 ECH ME OTHER APPL N/R 10 65 1 00 10 6500 ECH ME -GAS PIPE 1 TO 5 10 65 1 00 50 0000 HR ME INSPECTION OTHER 50 00 Fee summary Charged Paid Credited Due Permit Fee Total 121 30 121 30 00 00 Plan Check Total 00 00 00 00 Grand Total 121 30 121 30 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 performance of construction. tap 7 r �e��L i� gat Pri6t Name Si nature of Contractor or /Signature P64zed Agent Signatures Owner (if owner is builder) T.Forms /Building Division/Building Permit (10 /01 /07).wpd W d� d BUILDING PERMIT INSPECTION RECORD 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 UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT IN A CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. INSPECTION TYPE FOUNDATION 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 BACK FLOW WATER AIR SEAL WALLS CEILING FRAMING JOISTS GIRDERS SHEAR WALL/HOLD DOWNS WALLS ROOF CEILING DRYWALL (INTERIOR BRACED PANEL ONLY) T -BAR INSULATION SLAB WALL FLOOR CEILING MECHANICAL HEAT PUMP /FURNACE /DUCTS GAS LINE WOOD STOVE PELLET CHIMNEY COMMERCIAL HOOD DUCTS MANUFACTURED HOMES FOOTING SLAB BLOCKING HOLD DOWNS SKIRTING DATE ACCEPTED 5 15 -nk1 YES NO FINAL COMMENTS DATE ACCEPTED BY. N FINAL DATE ACCEPTED BY. PLANNING DEPT SEPARATE PERMIT N's SEPA. PARKING /LIGHTING ESA. I LANDSCAPING SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE I 0 1 RESIDENTIAL DATE YES NO COMMERCIAL DATE I ACCEPTED I YES I NO ELECTRICAL LIGHT DEPT 417 -47 ELECTRICAL p LIGHT DEPT FC CONSTRUCTION R.W PW/ CONSTRUCTION R.W ENGINEERING 417 -4807 PW ENGINEERING ol FIRE 417 -4653 I I I I FIRE DEPT I I I I A. I PLANNING DE RE 417 -4750 I I PLANNING DEPT all'. •I I I BUILDING 417 -4815 I BUILDING I I I I c5 T Forms/Building Division /Building Permit (10 /01 /07).wpd learn /a Ze-7 Property Owner Property Owner's Address 4-Z "451./ Contractor /Engineer moo r Contractor /Engineer's Address License Applicant or Agent PROJECT ADDRESS Parcel Number Project Tvoe Brief Description. Check all that apply o 'New Construction Addition Remodel Repair Re -roof Demolition Heat System Other Floor Areas Basement 1 Floor 2 Floor 3 Floor Garage Carport Covered Porch Deck Shed Other 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 )@'ffesidential Commercial l Multi- family Industrial /_l e /griVC//I is C� 67.44 .-1 ig I o9J h i Total footprint of structures sq ft. Lot size Heat pump wood burning stove gas fireplace pellet stove other Existing (sq. ft.) Proposed (sq. ft.) Max height of proposed structures ft. Occupancy group Will a lawn sprinkler system be installed? Occupant load Will a fire sprinkler system be installed? Construction type For City Use Only Date Received Permit 0 8' 9.7? Date Approved Print Name /(°///{-i era: /lam Jignature Phone C -/7 7 Z/ Phone Phone Expires 4 /Pq 2 Al Lot Zoning 9 per sq ft. TOTAL VALUATION /doh sq ft. Lot coverage of bedrooms of full baths of half baths 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 to obtain permits prior to working on projects. Date /.i/eg T Forms /Building Division /Bldg-Permit- Appl.- 2006- Code -doc :f(,"ORT~ CITY OF PORT ANGELES ~~ DEP ARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 ~ Application Number 03-00001046 Date 11/12/03 Property Address 424 E AHLVERS RD ASSESSOR PARCEL NUMBER: 06-30-15-3-1-0090-0000- Application description RES DETACHED GARAGE Subdivision Name Property Zoning . UNKNOWN Application valuation 19400 Owner Contractor ------------------------ ------------------------ KEVIN W/LINDA BERGLUND ANGELES SERVICE CENTER 424 E AHLVERS RD 56585 HI-WAY 112 PORT ANGELES WA 983623708 PORT ANGELES PORT ANGELES WA 98363 (360) 928-3098 ------ Structure Information NEW 1250 SF DETACHED POLE GARAGE ----- Construction Type TYPE V NON-RATED Occupancy Type GARAGES, CARPORTS, SHEDS Other struct info . NUMBER OF UNITS 1. 00 ---------------------------------------------------------------------------- Permit BUILDING PERMIT -RESIDENTIAL Additional desc 1250 SF POLE BLDG Permit Fee 344.75 Plan Check Fee 137.90 Issue Date 11/12/03 Valuation 19400 Expiration Date 5/11/04 Qty Unit Charge Per Extension -t BASE FEE 92.75 }.J 18.00 14.0000 THOU BL-2001-25K (14 PER K) 252.00 ...c ---------------------------------------------------------------------------- Other Fees STATE SURCHARGE 4.50 Fee sununary Charged Paid Credited Due IT( ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 344.75 344.75 .00 .00 plan Check Total 137.90 137.90 .00 .00 ~ Other Fee Total 4.50 4.50 .00 .00 Grand Total 487.15 487.15 .00 .00 r - <::: ~ ~ 7iJ ~ 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 gove au.honly 10 "znce, I provIsions of any state or local law regulating construction or the performance of conslru~ 1 ~ -d !r-/z-(}) , .,. \.../ -'~ Signature of Owner (If owner is builder) Date Signature of Contractor or AuthOrized Agent Date T \PLANNING\FORMS\1102 15 [4/2002] BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING INSPECTIONS PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE I DATE I ACCEPTED COMMENTS YES I NO FOUNDATION: I FOOTINGS -Perst I-k.fe~ I I.Jrli D.s .J L.L WALLS , FOUNDATION DRAINAGE ELECTRICAL (LIGHT DEPT) SEPARATE PERMIT # ROUGH-IN I I I PLUMBING UNDER FLOOR / SLAB I ROUGH-IN I WATER LINE I GAS LINE I BACK FLOW / WATER AIR SEAL WALLS I I I CEILING FRAMING JOISTS / GIRDERS SHEAR WALL j I WALLS / ROOF / CEILING 12/1.{! O~ JLL. DRYW ALL T-BAR INSULATION SLAB I I I WALL / FLOOR / CEILING I MECHANICAL r HEAT PUMP WOOD STOVE / PELLET / CHIMNEY I HOOD / DUCTS PW UTILITIES / SITE WORK (Engmeenng DIVISIOn) SEPARATE PERMIT #'5. I WATERLINE / METER I SEWER CONNECTION I SANITARY I STORM I SEPA PLANNING DEPT SEPARATE PERMIT #'s PARKING/LIGHTING I I I I ESA LANDSCAPING SHORELINE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES I NO COMMERCIAL DATE ACCEPTED YES NO ELECTRlCAL - LIGHT DEPT 417-4735 ELECTRlCAL LIGHT DEPT CONSTRUCTION R W / PW/ CONSTRUCTION - R W. ENGINEERING 417-4807 PW / ENGINEERING I FIRE 417-4653 I FIRE DEPT I PLANNING DEPT 4]7-4750 I f I I PLANNING DEPT I I BUILDING 417-4815 II "},J e.f / ()? I..J L l.- I I BUILDING I , .....- T.\PLANNING\FORMS\1102 15 [412002] PREPARED 12/04/03, 12 40 43 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR JAMES L LIERLY DATE 12/04/03 -----------------------------------------------------------------~------------------------------ ADDRESS 424 E AHLVERS RD SUBDIV CONTRACTOR ANGELES SERVICE CENTER PHONE (360) 928-3098 OWNER KEVIN W/LINDA BERGLUND PHONE PARCEL 06-30-15-3-1-0090-0000- APPL NUMBER, 03-00001046 RES DETACHED GARAGE ./ ------------------------------------------------------------------------------------------------ PERMIT, BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL6 01 11/12/03 JLL BUILDING POST/COLUMN FTG 11/12/03 AP pole bUlldlng footlng holes '" " "/"/" ~__ ,"'CO,,, "'M'"" BL99 01 12/04/03 BUILDING FINAL -------------------------------------- COMMENTS AND NOTES -------------------------------------- - PREPARED 11/12/03, 12 17 49 INSPECTION TICKET PAGE 11 CITY OF PORT ANGELES INSPECTOR JAMES L LIERLY DATE 11/12/03 --------~--------------------------------------------------------------------------------------- ADDRESS 424 E AHLVERS RD SUED IV CONTRACTOR ANGELES SERVICE CENTER PHONE ( 360) 928-3098 OWNER KEVIN W/LINDA BERGLUND PHONE PARCEL 06-30-15-3-1-0090-0000- APPL NUMBER 03-00001046 RES DETACHED GARAGE ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------~-------------------------- ---------------- ------- -------- ----- BL6 01 11/12/03 J L BUILDING POST/COLUMN FTG , pole bu~ld~ng foot~ng holes -------------------- --- ------------ COMMENTS AND NOTES -------------------------------------- ---- -- - - .-- - . - FOR OFFICIAL USE ONLY BUILDING PERMIT. APPLICATION Date Rec /tJ-Z3-0~ Penrut # 10 '-16 Fill out COMPLETELY and in INK. Your application and site plan MUST B Date Approved ID/1.'/o1.r COMPLETE to be accepted for review. If you have any questions, call (360) 417-4815 " Date Issued' ~ fDo.-1'O"J Applicant or Agent: glL.t".. T~vU(Gfv' 1""\1 U_I:<-.t Phone: q2.9'3O~& Owner: t.< EVI ,v \3~ Go-L-v NO Phone: 'If 5 7 c 9'1 <s Address: Lf 1-4- G /JII L \/ef. 5 CIty: po-n;:r ~~ W/'r.. ZIp: f 8~ (. 'L Architect/Engineer: It S~Sc)gS Phone: +52 30,3 A ~ . /W CJj3D1 4- Phone: ct 2-i3otf& Contractor rv-c...lrU::;'> S'&1t~c.c.T tate LIcense #: l.GLSc. Exp: 3 -0 Address: ~(.. C)'S oS: H...rt Jl2- City: (>c'R..~ At.Jt.:.~-S wA,. ZIp:'f'i-:3' -z.. PROJECT ADDRESS: 41..4 t: A ~ I..,VGlt,j . ZONING: LEGAL DESCRIPTION: Lot: Block: SubdlVlsion: CLALLAM COUNTY PARCEL NUMBER: Ob "30 is 31 ooCjo Credit Card Holder Name: Billing Address: City: Credit CardType VISA Me # Exp. Date: TYPE OF WORK: SIZENALUATION: I q ~OO g. Residential l&- New Constr. ORe-roof o Stove 11,..'.i'"'O SF. @ $_ I~.~ /SF. = $ o MultI-family 0 Addition o Move B.... Garage SF.@$ /SF. = $ o CommerCIal o Remodel o DemolitIon o Deck SF.@$ /SF. = $ o RepaIr o SIgn o Other TOTAL VALUATION $ 1'1460 BRIEF DESCRIPTION OF THE PROJECT: 1,~~So 6AIt.Ac:. Ii" , ;>aJ.e. B1d,9: COMMERCIAL/RESIDENTI~: ~~~cy Group: Occupant Load: Construction Type' :; ;;:r:'" 2'"Z. ' -l:..l:>"2. ~ No. of Stories: ~ Lot Size: . Cf 7 Ac. Existing Sq. Ft. ~ & Proposed Sq. Ft. , 2. S'o = TOTAL Sq.Ft. ~ Existing lot coverage ~ % & Proposed lot coverage -L% = Total lot coverage Cf',/ r % APPROVALS: PLANNING USE ONLY: PLAN: BLDG: DPWU: ESAlWetland(s): 0 Yes 0 No SEPA Checkhstrequrred? 0 Yes 0 No Other: FIRE: OTHER: BUILDING PERMIT APPLICATION SUBMITTAL: The Bullding Division can provide you WIth informatIOn on the applIcatIOn and ~ plan subrmttal requirements if you have questions. I.,j) VALUATION OF CONSTRUCTION: In all cases, a valuation amount must be entered by the applicant. Tills figure wIll be revIewed {'I\ and may be revIsed by the Buildmg DIViSIOn to comply WIth current fee schedules. Contact the Penrut Coordinator at 417 -4815 for aSSIstance. T PLAN CHECK FEE: IF a plan check fee IS due it must be submitted at the tune the building permit applIcation and constructIon plans are submitted. All other pennit fees are due at the trme of penrut issuance. EXPIRATION OF PLAN REVIEW: If no penrut is Issued WIthIn 180 days of the date ofapphcation, 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 107 4 of the Uniform BuIlding Code, current editIon). No applicatIon can be extended more than once. I I hereby certify that I have read and examined this application and know the same to be true and cdr{ect. I am authorized to apply for this permit and understand that d is my responsibility to detannine what pennffs are required ,not th":!1' and th I"'l! obtain such pennffs poor to worlr U \ 10-2..3 0 . T.\FORMS\APPS\Bulldmgperrmt wpd ApplIcant: ...d. Date: - ,,, \,..,.0- \ ~ , , f tJ OflTlj I PrHLVSltS ~ I I I / I ( I I I I I I I I I , "" I tr' I ~ I - I \lo:I( M, I I ( I : ~t~' _ '! (.0' 1 ~A.>5li(.) l GARAc.....E l~~~ ~~::~ '~'l \( S\I\ tJ \3E~ G..L V rvD . E)C.1~T1 /VCr ~ q ~ \-to"':ie rllt." ; 424 ~ AHt.-vae ~ 0 - l'"l l..< , . v, :' . ;~ j ~)- .,#..... ::-;"" 1:)8 > " . '. , 6"'- ~ -.- .. DESIGN OF POLE BUILDING STRUCTURE KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 OCTOBER 2003 ANGELES CUSTOM BUILDING 56585 HWY 112 PORT ANGELES, WA 98363 \ 0 - \ A ~o ~ ~ ~ / , --u Vf . -_._..~ ~ - ---- _.-~---~.- by: 4 SEASONS ENGINEERING, INC. 619 SOUTH CHASE STREET PORT ANGELES, WA 98362 'I" KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 DESIGN CRITERIA DESIGN STRESSES SITE ELEVATION = < 500 FT DOUGLAS-FIR #2 2X 4X Fa = 900 PSI SNOW LOAD = 25 PSF Fe = 1350 PSI FT= 575 PSI WIND SPEED = 80 MPH Fv = 95 PSI E = 1.6 (10)6 PSI EXPOSURE B HEM-FIR POSTS P.T. SEISMIC ZONE 3 Fa = 675 PSI Fe = 500 PSI SOIL BEARING = 1500 PSF Fv = 70 PSI E = 1.1 (10)6 PSI REFERENCES, 1. UNIFORM BUILDING CODE 1997 2. TIMBER CONSTRUCTION MANUAL 3RD ED by AITC 3. CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE 4. WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS ASSOCIATION MAY 1996 5. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997 EDITION 6. WOODFRAM, TIMBER DESIGN, STRUCT.ETC VERSION 2.5 FOR WINDOWS 95, by RESEARCH ENGINEERS,INC 1998 1- ,i numDers OT conneclors manUTaClUrea DY me ~Impson Strong-Tie Company, San Leandro, CA. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal load capacities. 3. All wood framing details not shown otherwise shall be constructed within or better than the standards of the U.B.C. General Structural Notes (The Following apply unless shown on the plans) 1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the Uniform Building Code. 2. Concrete shall attain a 28 day strength of Fc= 2500 psi. 3. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections have, been completed in accordance with the plans. 4. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required to perform his work. 5. Contractor Initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or construction. 6. Written dimensions shall take precedence over scaled dimensions on the drawing. 7. Contractor shall verify all notes, dimensions and conditions prior to start of construction and be responsible for the same. 8. Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used. 9. Footings shall bear on solid unyielding earth. General Notes 1. All structural framing lumber to be Douglas Fir No.2 Grade kiln dried, or Hem Fir No.2. Do not Substitute Hem Fir for Douglas Fir If specified on drawing. 2. All posts to be pressure treated rough cut Hem Fir No 2 Grade, as specified on drawing. 3. Roof snow load = 25 PSF 4. Maximum soil bearing capacity = 1500 PSF 5. Seismic Zone 3 6. Wind, 80 MPH, Exposure "B", site inspection indicates terrain with buildings, forest or surface Irregularities, covering at least 20 percent of the ground level area extending one mile or more from the site. "3 KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 WIND CALCULATIONS EXPOSURE C BUILDING DESCRIPTION - HEIGH BAY WIDTH LENGTH ROOF FT FT FT FT SLOPE 11 10 25 50 4/12 AVERAGE HEIGHT OF BUILDING 13.1 1/2 ROOF HEIGHT PER TABLE 16-G UBC Ce= 0.62 WIND PRESSURE, P=CqCeQslw I Cq I Ce Os Iw J PRESSURE t-'KcSSURE PSF PSF PER BAY KSF WINDWARD WALL 0.8 I 0.62 16.4 11 8.13 0.081 WINDWARD ROOF 0.31 0.62116.41 11 3.05 0.031 LEEWARD ROOF / 0.71 0.62116.41 11 7.121 0.071 LEEWARD WALL j 0.51 0.62116.41 11 5.081 0.051 SNOW LOAD , 1 I I 1 251 0.237 DEAD LOAD j I I 1 I 2.51 0.025 Calculation of building coordinates Joint X Y 1 0 0 2 0 9 3 0 11 4 2 11 5 3 12 6 I 12.5 I 15 7 I 22 I 12 8 I 23 I 11 9 I 25 I 11 10 I 25 I 9 11 I 25 I 0 USE 6x8 HF #2 4- KEVIN & LINDA BERGLUND 424 E AHL VERS PORT ANGELES, WA 98362 Girt Design Windward wall pressure = 8.13 psf L = 12'-6" ft M = we/8 = 8. 13(5)(12.5i/8 = 794 ftlbs Smm = 794(12)/900(1.6) = 6.62 S = 2.063(2) + 7.563 = 11.69 in2> 6.62 OK USE 2X6 GIRTS @ 30" OC 2X6 SI Jl<l'bNERS @ 60" OC Truss Connection Pup = 14.24(10)12.5 = 1,780# Use (2) WI dia bolts thru and (6) 16d nails thru 14ga steel strap (CMST14) EACH SIDE 5 (DBL)2X10 OF #2 END WALL RAFTER 8=25(10/2), 0=2.5(10/2)+10-Quick Beam Eagle Point Page 1 Project: TRUCKENMILLER 15:41 :20 j O/j 3/03. Job: ANGELES CUSTOM BUILDING Designed by: Donna J. Petersen P.E. Client: ANGELES CUSTOM BUILDING Checked by: Input Data _............_'!7W~;m.""filcla.~".~~ '. 'Uf Ef" '>i',p'w'l nJ'^",,;,. '",,, ".,~ <'" > J11l' ''fi ., , . '<, . Me,>,." ,':,'.m,e,O$,.,e",p,iil",,,&:f" (; ,,_, ,SO y :;<~.S.ril," ' .. < ';;t Left Cantilever: None Main Span, 13'2-1/8" Right Cantilever None- - Check for repetitive use? No Tributary Width 0' Slope. 4.12 Dead Load: 0 psf Live Load 0 psf Snow Load. 24.5 psf Allow. LL Deflection. U240 Allow TL Deflection L/180 DOL 1 250 Eb: 1600000 psi Fv 95 pSI Fb 900 psi User Defined Loads Dead Uniform 18' 22.5 Roof Live Uniform 18' 125 Design Checks Max. Value 881 784 -0.2867 Allowable 2812.69 0.8784 % of Allow 31 tI 32 " Location 0' 6'7-1/16" Reactions and Bearing 0' 13'2-1/8" Self-weight of member is not included. Member has an actual/allowable ratio In span 1 of 66 t/ %. Design is governed by bending fb/Fb. Goveming load combination is Dead+Roof Live Maximum hanger forces: 881.7841b (Left) and 881.784 Ib (Right) - Program Version 8 2 - 9120/2002 f.p 2X6 OF #2 PURLIN @ 24" OC, 10' SPAN-Quick Beam Eagle Point Page 1 Project: TRUCKENMILLER 15:38:23 10/13/03 Job: ANGELES CUSTOM BUILDING Designed by: Donna J. Petersen P.E. Client: ANGELES CUSTOM BUILDING Checked by: , Input Data _.~~{F'~I!li'.?~~.B'II!Ir~__ . " 6 · me n's I Glila'l $.gfA" '!?~'h' ,.'''. Mi" ~ "'I"" '< 1." :f:#,,;, ' .. .~.. :.:.' ,- .....-<.. ..> <""'-"-""""""'"'-:''-_''~'-'_:.:_..--''' ,\::v .,.._", .(,"""'~ ~ ,,~_,'l .>> {M Left Cantilever' None Main Span 10' Right Cantilever None Check for repetitive use? No Tnbutary Width 0' Slope 0 Dead Load: 0 psf Live Load' 0 psf Snow Load' 0 Allow LL Deflection U240 Allow TL Deflection L/180 DOL 1.250 (3 In Maximum) Eb. 1600000 psi Fv. 95 pSI Fb 900 psi User Defined Loads Ii< , Dead 5 Roof Live 50 I Design Checks '" "Ul!~ '\,~~>il'l~ L ,,~ Max. Value -0.3381 -0.3719 Allowable 05 0.6667 % of Allow. 67 tI 55 tI Location 5' 5' Reactions and Bearing Self-weight of member is not included Member has an actual/allowable ratio in span 1 of 75 t/ % Design is governed by bending fb/Fb Governing load combination is Dead+Roof Live. Maximum hanger forces: 275 Ib (Left) and 275 Ib (Right) Program VersIOn 82 - 9(20(2002 -, . Max Bearing of Footing= 6300# 6x8 post H.F. P.T. Max Overturning of Footing= 13,975FT-LBS ~ ~ 4" cone. slab Backfill with conc. I 40" I Native soil undisturbed I I 8" J I 14"x24"x8" Conc. punch pad &'111 \\\ Overturning of footing calculated by UBC97 equation 6-2 d2 = 4.25 Ph/S3b or Ph = d2S3b/4.25 Ph = bending moment at column, see Joint I and II, M=3,693 FT-LBS S3 = d(150)(2)1 1/3 = 1,600 for 4'-0" deep footing Vertical load on footing = (25)12.5(10) + 5(10)11 = 3,675# 8 . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 1 of 10 PROJECT: POLE-aUILDING-2"Rnee 6X8 (3 -LOADS CASES) *** GENERAL DATA *** Members: 15 Joints : 11 Load Cases: 3 Load Combinations: 3 Elasticity: 1100.0 ksi Structure: PLANE FRAME *** JOINT DATA (feet) *** JT X Y R V H 1 0.000 0.000 111 2 0.000 9.000 000 3 0.000 11.000 000 4 2.000 11.000 000 5 3.000 12.000 000 6 12.500 15.000 000 7 22.000 12.000 000 8 23.000 11. 000 000 9 25.000 11.000 000 10 25.000 9.000 000 11 25.000 0.000 111 *** MEMBER DATA *** MEM FM TO EST WIDTH EST DEPTH INERTIA AREA E LENGTH TYPE (inches) (inches) ( in ** 4 ) (sq. in) (ksi) (feet) 1 1 2 6.00 8.00 256.00 48.00 1100.0 9.00 0 2 2 3 6.00 8.00 256.00 48.00 1100.0 2.00 0 3 2 4 3.00 5.50 41. 59 16.50 1600.0 2.83 1 4 4 5 3.00 5.50 41. 59 16.50 1600.0 1. 41 2 5 3 5 12.00 12.00 1728.00 144.00 1300.0 3.16 1 6 5 6 12.00 12.00 1728.00 144.00 1300.0 9.96 0 7 6 7 12.00 12.00 1728.00 144.00 1300.0 9.96 0 8 7 9 12.00 12.00 1728.00 144.00 1300.0 3.16 0 9 3 4 12.00 12.00 1728.00 144.00 1300.0 2.00 1 10 4 8 12.00 12.00 1728.00 144.00 1300.0 21. 00 0 11 8 9 12.00 12.00 1728.00 144.00 1300.0 2.00 2 12 7 8 3.00 5.50 41. 59 16.50 1600.0 1. 41 1 13 8 10 3.00 5.50 41. 59 16.50 1600.0 2.83 2 14 9 10 6.00 8.00 256.00 48.00 1100.0 2.00 0 15 10 11 6.00 8.00 256.00 48.00 1100.0 9.00 0 *** TIMBER DATA *** MEM TYPE BMIN BMAX DMIN DMAX FB FV FC FT FD FF FM FS TLAM BINC DIN in in in in psi psi psi psi in in in 1 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 2 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 '0.00 0.0 0.00 0.0 3 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 4 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 5 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 6 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 7 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 8 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 9 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 10 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 11 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 12 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 13 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 14 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 15 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 *** UNBRACED LENGTHS DATA (feet) *** <9 . [ Output ] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 2 of 10 MEM FROM END TO END LUX LUY LUX LUY 1 9.00 2.50 9.00 9.00 2 2.00 2.50 2.00 2.00 3 2.83 2.83 2.83 2.83 4 1. 41 1. 41 1. 41 1. 41 5 3.16 3.16 3.16 3.16 6 9.96 9.96 9.96 9.96 7 9.96 9.96 9.96 9.96 8 3.16 3.16 3.16 3.16 9 2.00 2.00 2.00 2.00 10 21. 00 21. 00 21. 00 21. 00 11 2.00 2.00 2.00 2.00 12 1. 41 1. 41 1. 41 1. 41 13 2.83 2.83 2.83 2.83 14 2.00 2.50 2.00 2.00 15 9.00 2.50 9.00 9.00 *********************** *** LOAD CASE # 1 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 5 0.237 18.43 0.000 3.162 UNIF 6 0.237 18.43 0.000 9.962 UNIF 7 0.237 -18.43 0.000 9.962 UNIF 8 0.237 -18.43 0.000 3.162 *********************** *** LOAD CASE # 2 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 1 0.081 0.00 0.000 9.000 UNIF 2 0.081 0.00 0.000 2.000 UNIF 5 0.031 0.00 0.000 3.162 UNIF 6 0.031 0.00 0.000 9.962 UNIF 7 -0.071 0.00 0.000 9.962 UNIF 8 -0.071 0.00 0.000 3.162 UNIF 14 -0.051 0.00 0.000 2.000 UNIF 15 -0.051 0.00 0.000 9.000 *********************** *** LOAD CASE # 3 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 5 0.025 18.43 0.000 3.162 UNIF 6 0.025 18.43 0.000 9.962 UNIF 7 0.025 -18.43 0.000 9.962 UNIF 8 0.025 -18.43 0.000 3.162 *************************** *** LOAD COMBINATIONS *** *************************** 1 = + 1.000(CASE 1) + O.OOO(CASE 2) + 1.000(CASE 3) /0 [ Output ] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 3 of 10 2 = + O.OOO(CASE 1) + 1.000(CASE 2) + 1.000(CASE 3) 3 = + 0.500(CASE 1) + 1. 000 (CASE 2) + l.000(CASE 3) *** JOINT DEFORMATIONS *** JOINT # 1 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00000 0.0000 0.0000 CASE 2 0.00000 0.0000 0.0000 CASE 3 0.00000 0.0000 0.0000 COMB 1 0.00000 0.0000 0.0000 COMB 2 0.00000 0.0000 0.0000 COMB 3 0.00000 0.0000 0.0000 JOINT # 2 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00042 -0.0064 -0.0193 CASE 2 -0.00120 0.0004 0.3074 CASE 3 -0.00004 -0.0007 -0.0020 COMB 1 -0.00047 -0.0070 -0.0213 COMB 2 -0.00124 -0.0003 0.3054 COMB 3 -0.00167 -0.0067 0.2861 JOINT # 3 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00073 -0.0076 -0.0042 CASE 2 -0.00008 -0.0001 0.3185 CASE 3 -0.00008 -0.0008 -0.0004 COMB 1 -0.00081 -0.0084 -0.0047 COMB 2 -0.00016 -0.0009 0.3180 COMB 3 -0.00089 -0.0085 0.3138 JOINT # 4 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00061 -0.0231 -0.0036 CASE 2 -0.00023 -0.0073 0.3183 CASE 3 -0.00006 -0.0024 -0.0004 COMB 1 -0.00067 -0.0256 -0.0040 COMB 2 -0.00030 -0.0097 0.3179 COMB 3 -0.00091 -0.0329 0.3143 JOINT # 5 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00052 -0.0303 0.0023 CASE 2 -0.00022 -0.0106 0.3220 CASE 3 -0.00005 -0.0032 0.0002 COMB 1 -0.00058 -0.0335 0.0026 COMB 2 -0.00027 -0.0138 0.3223 COMB 3 -0.00079 -0.0440 0.3246 JOINT # 6 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00000 -0.0337 -0.0002 CASE 2 0.00039 0.0033 0.3180 CASE 3 0.00000 -0.0035 0.0000 II . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 4 of 10 COMB 1 0.00000 -0.0372 -0.0002 COMB 2 0.00039 -0.0002 0.3180 COMB 3 0.00039 -0.0339 0.3178 JOINT # 7 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00052 -0.0304 -0.0027 CASE 2 -0.00034 0.0171 0.3226 CASE 3 0.00005 -0.0032 -0.0003 COMB 1 0.00058 -0.0336 -0.0030 COMB 2 -0.00029 0.0139 0.3224 COMB 3 0.00023 -0.0164 0.3196 JOINT # 8 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00061 -0.0231 0.0033 CASE 2 -0.00039 0.0127 0.3176 CASE 3 0.00006 -0.0024 0.0003 COMB 1 0.00067 -0.0255 0.0036 COMB 2 -0.00033 0.0103 0.3179 COMB 3 0.00028 -0.0128 0.3212 JOINT # 9 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00069 -0.0076 0.0039 CASE 2 -0.00046 0.0015 0.3177 CASE 3 0.00007 -0.0008 0.0004 COMB 1 0.00076 -0.0084 0.0043 COMB 2 -0.00038 0.0007 0.3181 COMB 3 0.00031 -0.0068 0.3220 JOINT # 10 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00043 -0.0064 0.0188 CASE 2 -0.00134 0.0007 0.3014 CASE 3 0.00005 -0.0007 0.0020 COMB 1 0.00048 -0.0070 0.0208 COMB 2 -0.00129 0.0000 0.3034 COMB 3 -0.00086 -0.0064 0.3222 JOINT # 11 LOAD ROTATION (rad) VERT (in) HORIZ (In) CASE 1 0.00000 0.0000 0.0000 CASE 2 0.00000 0.0000 0.0000 CASE 3 0.00000 0.0000 0.0000 COMB 1 0.00000 0.0000 0.0000 COMB 2 0.00000 0.0000 0.0000 COMB 3 0.00000 0.0000 0.0000 *** MEMBER FORCES *** MOM - Negative when clockwise (or causing top tension @1/10 point an SHR - Positive when acting in the positive Y-direction AXIAL - Positive when actlng in the positive X-direction MEMBER # 1 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (hps) (kips) (kips) (kips CASE 1 -0.4171 -0.6011 -0.1131 0.1131 3.1102 -3.1102 CASE 2 3.7372 2.1230 1.0156 -0.2866 -0.1772 0.1772 \1- . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 5 of 10 CASE 3 -0.0440 -0.0634 -0.0119 0.0119 0.3281 -0.3281 COMB 1 -0.4611 -0.6645 -0.1251 0.1251 3.4383 -3.4383 COMB 2 3.6932 2.0596 1. 0037 -0.2747 0.1508 -0.1508 COMB 3 3.4847 1. 7591 0.9471 -0.2181 1. 7059 -1. 7059 *** DESIGN *** COMB LOC B 0 FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 3 112 86 1080 0 0 71 776 0.173 1 E 6.00 8.00 3 112 124 1080 0 0 71 726 0.215 2 S 6.00 8.00 31 112 692 1080 0 0 3 776 0.646 2 E 6.00 8.00 8 112 386 1080 0 0 3 726 0.362 3 S 6.00 8.00 29 112 653 1080 0 0 35 776 0.654 3 E 6.00 8.00 6 112 329 1080 0 0 35 726 0.356 MEMBER # 2 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.6011 0.0000 0.3005 -0.3005 2.6799 -2.6799 CASE 2 -2.1230 0.0000 -0.9805 1.1425 1.0528 -1. 0528 CASE 3 0.0634 0.0000 0.0317 -0.0317 0.2827 -0.2827 COMB 1 0.6645 0.0000 0.3322 -0.3322 2 . 9626 -2.9626 COMB 2 -2.0596 0.0000 -0.9488 1.1108 1. 3355 -1. 3355 COMB 3 -1. 7591 0.0000 -0.7985 0.9605 2.6755 -2.6755 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 10 112 124 1080 0 0 61 800 0.193 1 E 6.00 8.00 10 112 0 1080 0 0 61 800 0.077 2 S 6.00 8.00 29 112 386 1080 0 0 27 800 0.392 2 E 6.00 8.00 34 112 0 1080 0 0 27 800 0.035 3 S 6.00 8.00 24 112 329 1080 0 0 55 800 0.375 3 E 6.00 8.00 30 112 0 1080 0 0 55 800 0.070 MEMBER # 3 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.0333 0.0118 -0.0118 0.5968 -0.5968 CASE 2 0.0000 0.0741 0.0262 -0.0262 -1. 7658 1. 7658 CASE 3 0.0000 0.0035 0.0012 -0.0012 0.0629 -0.0629 COMB 1 0.0000 0.0368 0.0130 -0.0130 0.6597 -0.6597 COMB 2 0.0000 0.0776 0.0274 -0.0274 -1. 7029 1. 7029 COMB 3 0.0000 0.0942 0.0333 -0.0333 -1.4045 1. 4045 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 1 152 0 1439 0 0 39 1985 0.020 1 E 3.00 5.50 1 152 29 1439 0 0 39 1985 0.040 2 S 3.00 5.50 2 152 0 1439 103 920 0 o O. 112 2 E 3.00 5.50 2 152 61 1439 103 920 0 o 0.155 3 S 3.00 5.50 3 152 0 1439 85 920 0 o 0.093 3 E 3.00 5.50 3 152 74 1439 85 920 0 o 0.144 \~ . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 6 of 10 MEMBER # 4 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0587 0.0000 -0.0415 0.0415 1. 3069 -1. 3069 CASE 2 0.0546 0.0000 0.0386 -0.0386 -0.4777 0.4777 CASE 3 -0.0062 0.0000 -0.0044 0.0044 0.1379 -0.1379 COMB 1 -0.0649 0.0000 -0.0459 0.0459 1. 4447 -1.4447 COMB 2 0.0484 0.0000 0.0342 -0.0342 -0.3399 0.3399 COMB 3 0.0190 0.0000 0.0135 -0.0135 0.3136 -0.3136 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 4 152 51 1439 0 0 87 2080 0.078 1 E 3.00 5.50 4 152 0 1439 0 0 87 2080 0.042 2 S 3.00 5.50 3 152 38 1439 20 920 0 o 0.049 2 E 3.00 5.50 3 152 0 1439 20 920 0 o 0.022 3 S 3.00 5.50 1 152 15 1439 0 0 19 2080 0.020 3 E 3.00 5.50 1 152 0 1439 0 0 19 2080 0.009 MEMBER # 5 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 1. 2140 0.7394 -0.0284 4.7878 -4.5508 CASE 2 0.0000 1. 0288 0.3744 -0.2763 -0.1744 0.1744 CASE 3 0.0000 0.1281 0.0780 -0.0030 0.5050 -0.4800 COMB 1 0.0000 1.3421 0.8174 -0.0314 5.2928 -5.0308 COMB 2 0.0000 1.1569 0.4524 -0.2793 0.3307 -0.3057 COMB 3 0.0000 1. 7639 0.8221 -0.2935 2.7245 -2.5810 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 8 112 0 1560 0 0 36 1360 0.027 1 E 12.00 12.00 0 112 55 1560 0 0 34 1360 0.062 2 S 12.00 12.00 4 112 0 1560 0 0 2 1360 0.002 2 E 12.00 12.00 2 112 48 1560 0 0 2 1360 0.032 3 S 12.00 12.00 8 112 0 1560 0 0 18 1360 0.014 3 E 12.00 12.00 3 112 73 1560 0 0 17 1360 0.060 MEMBER # 6 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -1.2140 -3.3014 0.6667 1. 5732 5.7284 -4.9817 CASE 2 -1.0288 0.3608 0.0874 0.2215 -0.6204 0.6204 CASE 3 -0.1281 -0.3482 0.0703 0.1660 0.6043 -0.5255 COMB 1 -1. 3421 -3.6496 0.7371 1. 7392 6.3326 -5.5072 COMB 2 -1.1569 0.0125 0.1577 0.3874 -0.0162 0.0949 COMB 3 -1. 7639 -1. 6381 0.4911 1.1740 2.8480 -2.3959 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 7 112 55 1560 0 0 43 1360 0.068 \4- . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 7 of 10 1 E 12.00 12.00 18 112 152 1560 0 0 38 1360 0.126 2 S 12.00 12.00 1 112 48 1560 0 0 0 o 0.031 2 E 12.00 12.00 4 112 0 1560 0 0 0 o 0.001 3 S 12.00 12.00 5 112 73 1560 0 0 19 1360 0.062 3 E 12.00 12.00 12 112 68 1560 0 0 16 1360 0.056 MEMBER # 7 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 3.3014 1.2136 1.5732 0.6668 4.9818 -5.7284 CASE 2 -0.3608 -1. 4720 -0.5376 -0.1697 -0.3807 0.3807 CASE 3 0.3482 0.1280 0.1659 0.0703 0.5255 -0.6043 COMB 1 3.6496 1.3416 1.7391 0.7371 5.5073 -6.3327 COMB 2 -0.0125 -1.3439 -0.3717 -0.0994 0.1448 -0.2236 COMB 3 1.6382 -0.7372 0.4149 0.2340 2.6357 -3.0878 *** DESIGN *** COMB LaC B 0 FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 18 112 152 1560 0 0 38 1360 0.126 1 E 12.00 12.00 7 112 55 1560 0 0 43 1360 0.068 2 S 12.00 12.00 3 112 0 1560 0 0 1 1360 0.001 2 E 12.00 12.00 1 112 55 1560 0 0 1 1360 0.037 3 S 12.00 12.00 4 112 68 1560 0 0 18 1360 0.057 3 E 12.00 12.00 2 112 30 1560 0 0 21 1360 0.035 MEMBER # 8 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -1. 2136 0.0971 0.0025 0.7085 4.4978 -4.7348 CASE 2 1.4720 0.4443 0.4937 -0.7182 -1.0450 1. 0450 CASE 3 -0.1280 0.0102 0.0003 0.0747 0.4745 -0.4995 COMB 1 -1.3416 0.1074 0.0027 0.7833 4.9723 -5.2343 COMB 2 1. 3439 0.4545 0.4940 -0.6435 -0.5705 0.5455 COMB 3 0.7372 0.5031 0.4952 -0.2892 1.6784 -1.8219 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 0 112 55 1560 0 0 34 1360 0.061 1 E 12.00 12.00 8 112 4 1560 0 0 36 1360 0.030 2 S 12.00 12.00 5 112 55 1560 3 1040 0 o 0.040 2 E 12.00 12.00 6 112 18 1560 3 1040 0 o 0.016 3 S 12.00 12.00 5 112 30 1560 0 0 11 1360 0.028 3 E 12.00 12.00 3 112 20 1560 0 0 12 1360 0.023 MEMBER # 9 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.9288 0.4644 -0.4644 -4.6088 4.6088 CASE 2 0.0000 1. 5056 0.7528 -0.7528 1. 4267 -1. 4267 CASE 3 0.0000 0.0980 0.0490 -0.0490 -0.4862 0.4862 COMB 1 0.0000 1.0268 0.5134 -0.5134 -5.0950 5.0950 \~ . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 8 of 10 COMB 2 0.0000 1.6036 0.8018 -0.8018 0.9406 -0.9406 COMB 3 0.0000 2.0680 1. 0340 -1. 0340 -1. 3638 1. 3638 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 5 112 0 1560 35 1040 0 o 0.034 1 E 12.00 12.00 5 112 42 1560 35 1040 0 o 0.061 2 S 12.00 12.00 8 112 0 1560 0 0 6 1360 0.005 2 E 12.00 12.00 8 112 66 1560 0 0 6 1360 0.048 3 S 12.00 12.00 10 112 0 1560 9 1040 0 o 0.009 3 E 12.00 12.00 10 112 86 1560 9 1040 0 o 0.064 MEMBER # 10 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.9034 0.9021 -0.0001 0.0001 -5.1486 5.1486 CASE 2 -1. 6343 -1.8674 -0.1667 0.1667 0.5244 -0.5244 CASE 3 -0.0953 0.0952 0.0000 0.0000 -0.5431 0.5431 COMB 1 -0.9987 0.9973 -0.0001 0.0001 -5.6917 5.6917 COMB 2 -1. 7296 -1.7722 -0.1668 0.1668 -0.0187 0.0187 COMB 3 -2.1813 -1. 3212 -0.1668 0.1668 -2.5930 2.5930 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 0 112 41 1560 39 1040 0 o 0.065 1 E 12.00 12.00 0 112 41 1560 39 1040 0 o 0.065 2 S 12.00 12.00 1 112 72 1560 0 0 0 o 0.046 2 E 12.00 12.00 1 112 73 1560 0 0 0 o 0.047 3 S 12.00 12.00 1 112 90 1560 18 1040 0 o 0.076 3 E 12.00 12.00 1 112 55 1560 18 1040 0 o 0.053 MEMBER # 11 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.9238 0.0000 -0.4619 0.4619 -4.6179 4.6179 CASE 2 1. 7699 0.0000 0.8849 -0.8849 -0.5745 0.5745 CASE 3 -0.0975 0.0000 -0.0487 0.0487 -0.4871 0.4871 COMB 1 -1. 0213 0.0000 -0.5106 0.5106 -5.1050 5.1050 COMB 2 1.6724 0.0000 0.8362 -0.8362 -1. 0616 1. 0616 COMB 3 1. 2105 0.0000 0.6052 -0.6052 -3.3706 3.3706 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 5 112 42 1560 35 1040 0 o 0.061 1 E 12.00 12.00 5 112 0 1560 35 1040 0 o 0.034 2 S 12.00 12.00 8 112 69 1560 7 1040 0 o 0.052 2 E 12.00 12.00 8 112 0 1560 7 1040 0 o 0.007 3 S 12.00 12.00 6 112 50 1560 23 1040 0 o 0.055 3 E 12.00 12.00 6 112 0 1560 23 1040 0 o 0.023 \Lc . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 9 of 10 MEMBER # 12 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.0531 0.0376 -0.0376 1. 3681 -1. 3681 CASE 2 0.0000 0.0009 0.0006 -0.0006 0.7394 -0.7394 CASE 3 0.0000 0.0056 0.0040 -0.0040 0.1443 -0.1443 COMB 1 0.0000 0.0587 0.0415 -0.0415 1. 5124 -1. 5124 COMB 2 0.0000 0.0065 0.0046 -0.0046 0.8837 -0.8837 COMB 3 0.0000 0.0331 0.0234 -0.0234 1.5677 -1.5677 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 3 152 0 1439 0 0 91 2080 0.044 1 E 3.00 5.50 3 152 46 1439 0 0 91 2080 0.076 2 S 3.00 5.50 0 152 0 1439 0 0 53 2080 0.026 2 E 3.00 5.50 0 152 5 1439 0 0 53 2080 0.029 3 S 3.00 5.50 2 152 0 1439 0 0 95 2080 0.046 3 E 3.00 5.50 2 152 26 1439 0 0 95 2080 0.064 MEMBER # 13 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0314 0.0000 -0.0111 0.0111 0.6662 -0.6662 CASE 2 0.0967 0.0000 0.0342 -0.0342 2.2602 -2.2602 CASE 3 -0.0033 0.0000 -0.0012 0.0012 0.0703 -0.0703 COMB 1 -0.0347 0.0000 -0.0123 0.0123 0.7365 -0.7365 COMB 2 0.0933 0.0000 0.0330 -0.0330 2.3305 -2.3305 COMB 3 0.0776 0.0000 0.0274 -0.0274 2.6636 -2.6636 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 1 152 27 1439 0 0 44 1985 0.042 1 E 3.00 5.50 1 152 0 1439 0 0 44 1985 0.022 2 S 3.00 5.50 2 152 74 1439 0 0 141 1985 0.123 2 E 3.00 5.50 2 152 0 1439 0 0 141 1985 0.071 3 S 3.00 5.50 2 152 61 1439 0 0 161 1985 0.124 3 E 3.00 5.50 2 152 0 1439 0 0 161 1985 0.081 MEMBER # 14 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0971 -0.6031 -0.3501 0.3501 2.6314 -2.6314 CASE 2 -0.4443 -2.1318 -1.3391 1.2371 -1.8968 1.8968 CASE 3 -0.0102 -0.0636 -0.0369 0.0369 0.2776 -0.2776 COMB 1 -0.1074 -0.6667 -0.3870 0.3870 2.9090 -2.9090 COMB 2 -0.4545 -2.1954 -1.3760 1. 2740 -1. 6192 1.6192 COMB 3 -0.5031 -2.4970 -1. 5510 1. 4490 -0.3035 0.3035 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 12 112 20 1080 0 0 60 800 0.094 1 E 6.00 8.00 12 112 125 1080 0 0 60 800 0.192 \1 . . , ~ [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 10 of 10 2 S 6.00 8.00 42 112 85 1080 33 560 0 o 0.139 2 E 6.00 8.00 39 112 411 1080 33 560 0 o 0.441 3 S 6.00 8.00 48 112 94 1080 6 560 0 o 0.099 3 E 6.00 8.00 45 112 468 1080 6 560 0 o 0.445 MEMBER # 15 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.6031 0.4150 0.1131 -0.1131 3.1103 -3.1103 CASE 2 2.1318 3.4015 0.3853 -0.8443 -0.3227 0.3227 CASE 3 0.0636 0.0438 0.0119 -0.0119 0.3281 -0.3281 COMB 1 0.6667 0.4588 0.1251 -0.1251 3.4384 -3.4384 COMB 2 2.1954 3.4453 0.3972 -0.8562 0.0054 -0.0054 COMB 3 2.4970 3.6528 0.4538 -0.9128 1.5605 -1.5605 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 3 112 125 1080 0 0 71 776 0.209 1 E 6.00 8.00 3 112 86 1080 0 0 71 726 0.179 2 S 6.00 8.00 12 112 411 1080 0 0 0 o 0.382 2 E 6.00 8.00 26 112 645 1080 0 0 0 o 0.599 3 S 6.00 8.00 14 112 468 1080 0 0 32 776 0.478 3 E 6.00 8.00 28 112 684 1080 0 0 32 726 0.682 *** RESTRAINING FORCES AT SUPPORTS *** JOINT # 1 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 -0.417 3.110 0.113 CASE 2 3.737 -0.177 -1.016 CASE 3 -0.044 0.328 0.012 COMB 1 -0.461 3.438 0.125 COMB 2 3.693 0.151 -1.004 COMB 3 3.485 1. 706 -0.947 JOINT # 11 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 0.415 3.110 -0.113 CASE 2 3.401 -0.323 -0.844 CASE 3 0.044 0.328 -0.012 COMB 1 0.459 3.438 -0.125 COMB 2 3.445 0.005 -0.856 COMB 3 3.653 1. 561 -0.913 End of WOODFRAM \6 of ,"ORT ~G CITY OF PORT ANGELES l"~<}~ ,. DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION .. 1 =.so 321 EAST 5TH STREET, PORT ANGELES, WA 98362 ,- ~~ Application Number 03-00001046 Date 11/12/03 Property Address 424 E AHLVERS RD ASSESSOR PARCEL NUMBER: 06-30-15-3-1-0090-0000- Application description RES DETACHED GARAGE Subdivision Name Property Zoning . UNKNOWN Application valuation 19400 Owner Contractor ------------------------ ------------------------ KEVIN W/LINDA BERGLUND ANGELES SERVICE CENTER 424 E AHLVERS RD 56585 HI-WAY 112 PORT ANGELES WA 983623708 PORT ANGELES PORT ANGELES WA 98363 (360) 928-3098 ------ Structure Information NEW 1250 SF DETACHED POLE GARAGE ----- Construction Type TYPE V NON-RATED Occupancy Type GARAGES, CARPORTS, SHEDS Other struct info . NUMBER OF UNITS 1.00 ---------------------------------------------------------------------------- Permit BUILDING PERMIT -RESIDENTIAL Additional desc 1250 SF POLE BLDG Permit Fee 344.75 Plan Check Fee 137.90 Issue Date 11/12/03 Valuation 19400 Expiration Date 5/11/04 Qty Unit Charge Per Extension -t BASE FEE 92.75 }.J 18.00 14.0000 THOU BL-2001-25K (14 PER K) 252.00 ...c ---------------------------------------------------------------------------- Other Fees STATE SURCHARGE 4.50 Fee sununary Charged Paid Credited Due IT( ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 344.75 344.75 .00 .00 plan Check Total 137.90 13 7.90 .00 .00 ~ Other Fee Total 4.50 4.50 .00 .00 Grand Total 487.15 487.15 .00 .00 ::r- - <::: ~ ~ 7\J ~ 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 g;ve authority to v'znce, t provisions of any state or local law regulating construction or the performance of constru2L ~ - ~-~ ! r -/Z-(} ') Signature-of Contractor or AuthOrized Agent Date Signature of Owner (If owner is bUilder) Date T \PLANNING\FORMS\1102 15 [4/2002J BUILDING PERMIT INSPECTION RECORD CALL417-4815 FOR BUILDING INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE I DATE I ACCEPTED COMMENTS YES I NO FOUNDATION: FOOTINGS t'erst ~Ies 'I.JrzlD.s .J L.L WALLS , FOUNDATION DRAINAGE ELECTRICAL (LIGHT DEPT) SEPARATE PERMIT # ROUGH-IN I I I PLUMBING UNDER FLOOR 1 SLAB ROUGH-IN WATER LINE GAS LINE BACK FLOW 1 WATER AIR SEAL WALLS I I I CEILING FRAMING JOISTS 1 GIRDERS SHEAR WALL I j WALLS 1 ROOF 1 CEILING 12/1.{ I O~ JLL. DRYWALL - . T-BAR INSULATION SLAB I I I WALL 1 FLOOR 1 CEILING MECHANICAL HEA T PUMP WOOD STOVE 1 PELLET 1 CHIMNEY HOOD 1 DUCTS PW UTILITIES 1 SITE WORK (Engmeenng DIVISIOn) SEPARATE PERMIT #'s WATERLINE 1 METER SEWER CONNECTION SANITARY STORM PLANNING DEPT SEPARA TE PERMIT #'s SEPA P ARKING/LIGHTING I I I ESA LANDSCAPING SHORELINE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE , RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRJCAL - LIGHT DEPT 417-4735 ELECTRJCAL LIGHT DEPT CONSTRUCTION R W 1 PWI CONSTRUCTION - R W ENGINEERING 417-4807 PW 1 ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 417-4750 f PLANNING DEPT , I BUILDING 417-4815 I '2.J 4/ C!. <, ..jL'-- BUILDING T \PLANNING\FORMS\1 102 15 [4/2002] PREPARED 12/04/03, 12 40 43 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR JAMES L LIERLY DATE 12/04/03 ------------------------------------------------------------------------------------------------ ADDRESS 424 E AHLVERS RD SUBDIV CONTRACTOR ANGELES SERVICE CENTER PHONE (360 ) 928-3098 OWNER KEVIN W/LINDA BERGLUND PHONE PARCEL 06-30-15-3-1-0090-0000- APPL NUMBER 03-00001046 RES DETACHED GARAGE ./ ------------------------------------~----------------------------------------------------------- PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL6 01 11/12/03 JLL BUILDING POST/COLUMN FTG 11/12/03 AP pole bUlldlng footlng holes '" 0' "/0'/0' ~ ,"'CO"~, ,,,.,,, BL99 01 12/04/03 BUILDING FINAL -------------------------------------- COMMENTS AND NOTES ---------------------------___________ - - PREPARED 11/12/03, 12 17 49 INSPECTION TICKET PAGE 11 CITY OF PORT ANGELES INSPECTOR JAMES L LIERLY DATE 11/12/03 ------------------------------------------------------------------------------------------------ ADDRESS 424 E AHLVERS RD SUBDIV CONTRACTOR ANGELES SERVICE CENTER PHONE : (360) 928-3098 OWNER KEVIN W/LINDA BERGLUND PHONE PARCEL 06-30-15-3-1-0090-0000- APPL NUMBER 03-00001046 RES DETACHED GARAGE ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------- -------~------ ------------------------------------------------------------- BL6 01 11/12/03 J L BUILDING POST/COLUMN FIG . ' pole bUl1dlng footlng holes -------------------- --- ------------ COMMENTS AND NOTES -------------______________________ -~- -- - -- .~- ----- FOR OFFICIAL USE ONLY BUILDING PERMIT - APPLICATION Date Rec !tJ-?':$-O-:S Penrut # to ttb Fill out COMPLETELY and in INK. Your application and site plan MUST B , Date Approved IDI'2.."O!; COMPLETE to be accepted for review. If you have any questions, call (360) 417-4815 \ Date Issued ~ lUo.1ti'7 Applicant or Agent: ~ 1 Ll.- T~ V(.,I( E;lV 1"\ I LL EYL Phone: q2.930'f~ Owner: t.<t:V1 ~ 6~ Go-L.v I>JO Phone: '~57 09q~ Address: 4 1-Jr G Nllvet5 City: P01V, ~~ w~ Zip: if 8> G. "- Architect/Engineer: 4- S~S "AT> Phone: fSl.. 30'2.3 Cjj3D1 Phone: <i 2-i 30'1& Contractor AN-G.rfYl.J:."""':> S"G1L...,CG" ~~tate License #: A/<.J6,GL.sc.. Exp: 3 -04- Address: frt. S"iS 1-t...rt' /12- City: P c.a.. 'l- At..J(".~-S w^~ Zlp:tf~-3' "Z.. PROJECT ADDRESS: it 1..4- t:= A'J-IL.velZ-.). ZONING: LEGAL DESCRll' lION: Lot: Block: SubdiVISIOn: CLALLAM COUNTY PARCEL NUMBER: 06 '30 ; 'S 11 OoCJo Credit Card Holder Name: Billing Address: City: Credit CardType VISA MC # Exp. Date: TYPE OF WORK: SIZEN ALUATION: I ~ ~oo ts: Residential ~ New Constr. oRe-roof o Stove 11., ~O SF.@$ I~.{, ISF. = $ o Multi-fanuly o Addition o Move B... Garage SF.@$ ISF. = $ o CommerCIal o Remodel o Demohhon o Deck SF.@$ ISF. = $ o Repair o Sign o Other TOTAL VALUATION $ 11400 BRIEF DESCRIPTION OF THE PROJECT: 1- S' .,c ..fO 6-AltAc:.~ i ;>C>~~3: COMMERCIALIRESIDENTI~: ~~~cy Group: . Occupant Load: ConstructIOn Type: 3 '{]7f.c, Z:z. ' -.(..10 'Z. ~ No. of Stones: ~ Lot Size: . Cf 7 Ac. Existmg Sq. Ft. ~ & Proposed Sq Ft. , 2. ~O = TOTAL Sq.Ft. ~ Existing lot coverage -.S- % & Propo'sed lot coverage 3 % = Total lot coverage Cf', I r % APPROVALS: PLANNING USE ONLY: PLAN: BLDG: DPWU: FIRE: ESAIW etland( s): 0 Yes 0 No SEP A ChecklIst requrred? 0 Yes 0 No Other: OTHER: BUILDING PERMIT APPLICATION SUBMITTAL: The Building DiVIsion can provide you With mformatIOn on the apphcahon and ~ plan submittal requirements if you have queshons. W') VALUATION OF CONSTRUCTION: In all cases, a valuation amount must be entered by the apphcant This figure wIll be revIewed f'!\ and may be reVIsed by the Buildmg DIVISIOn to comply with current fee schedules. Contact the Penmt Coordinator at 417 -4815 for assistance. -r PLAN CHECK FEE: IF a plan check fee IS due it must be submitted at the tune the bUIlding permit applIcation and construction plans are submitted. All other penmt fees are due at the tune ofpenmt issuance. EXPIRATION OF PLAN REVIEW: Ifno penmt IS Issued WithIn 180 days of the date ofapphcation, 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 107.4 of the Umform BuIlding Code, current edition). No application can be extended more than once. I hereby certify that I have read and examined this application and know the same to be true and c~'{ect. I am authorized to apply for this permit and unden;/and Ihat it is my msponsibility to detennine what penn.s am mquimd ,not the:J..' ~oblam such pennds pnor to work !Zd \ /0- ~3-o" T.\FORMS\APPS\BUlldmgpenlllt wpd Apphcant: ~ \ Date: , '-./ , ~ \ f I"Dttl>l I PrHt...VEJitS r i I f I ( f I I I I I I I I I ~ I \J" I N I - I \ll:l( M, I I ( I I 1~$' . I (,.0' , PMru"5GD l I Go Alt4w; /",,' :: GARA(;'E L~ ""!" '- "-......~ - 1 \( 5\J\ tJ \3E~ GrL V tv'D . is"l'1~n.....'''' ,lit." ; , q <i Hou~e 424- ~ AHL.V~ S 0 - Y'I 1.< , . try t ~ ~~ j ~) ')1 ~ ::"'. 1:)8 ,.. .'. , ~ f&- ~ ,~.-- DESIGN OF POLE BUILDING STRUCTURE KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 OCTOBER 2003 ANGELES CUSTOM BUILDING 56585 HWY 112 PORT ANGELES, WA 98363 \ 0 - \ A ~o ~ ~ / , ru Vt . f ~.U\.~ '.~_:-_~~ .~] by: 4 SEASONS ENGINEERING, INC. 619 SOUTH CHASE STREET PORT ANGELES, WA 98362 ',.. KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 DESIGN CRITERIA DESIGN STRESSES SITE ELEVATION = < 500 FT DOUGLAS.FIR #2 2X 4X Fe = 900 PSI SNOW LOAD = 25 PSF Fe = 1350 PSI FT= 575 PSI WIND SPEED = 80 MPH Fv = 95 PSI E = 1.6 (10)6 PSI EXPOSURE B HEM-FIR POSTS P.T. SEISMIC ZONE 3 Fe = 675 PSI Fe = 500 PSI SOIL BEARING = 1500 PSF Fv = 70 PSI E = 1.1 (10)6 PSI REFERENCES 1. UNIFORM BUILDING CODE 1997 2. TIMBER CONSTRUCTION MANUAL 3RD ED by AITC 3. CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE 4. WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS ASSOCIATION MAY 1996 5. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997 EDITION 6. WOODFRAM, TIMBER DESIGN, STRUCT.ETC VERSION 2.5 FOR WINDOWS 95, by RESEARCH ENGINEERS,INC 1998 7- ,~ . I numDers OT connectors manUTaCtUrea oy tne ~Impson Strong-Tie Company, San Leandro, CA. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal load capacities. 3. All wood framing details not shown otherwise shall be constructed within or better than the standards of the U.B.C. General Structural Notes (The Following apply unless shown on the plans) 1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the Uniform Building Code. 2. Concrete shall attain a 28 day strength of Fc= 2500 psi. 3. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections have, been completed in accordance with the plans. 4. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required to perform his work. 5. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or construction. 6. Written dimensions shall take precedence over scaled dimensions on the drawing. 7. Contractor shall verify all notes, dimensions and conditions prior to start of construction and be responsible for the same. 8. Drawings indicate general and typical details of construction, where conditions are not specifically Indicated but are of similar character to details shown, similar details of construction shall be used. 9. Footings shall bear on solid unyielding earth. General Notes 1. All structural framing lumber to be Douglas Fir No.2 Grade kiln dried, or Hem Fir No.2. Do not Substitute Hem Fir for Douglas Fir if specified on drawing. 2. All posts to be pressure treated rough cut Hem Fir No 2 Grade, as specified on drawing. 3. Roof snow load = 25 PSF 4. Maximum soil bearing capacity = 1500 PSF 5. Seismic Zone 3 6. Wind, 80 MPH, Exposure "B", site inspection indicates terrain with buildings, forest or surface irregularities, covering at least 20 percent of the ground level area extending one mile or more from the site. 3 KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 WIND CALCULATIONS EXPOSURE C BUILDING DESCRIPTION - rE'GH BAY WIDTH LENGTH ROOF FT FT FT FT SLOPE 11 10 25 50 4/12 AVERAGE HEIGHT OF BUILDING 13.1 1/2 ROOF HEIGHT PER TABLE 16-G USC Ce= 0.62 WIND PRESSURE, P=CqCeQslw Cq Ce Qs Iw PRESSURE PRESSURE PSF PSF PER BAY KSF WINDWARD WALL 0.8 0.62 16.4 1 8.13 0.081 WINDWARD ROOF I 0.3 0.62116.4 1 3.05 0.031 LEEWARD ROOF j 0.71 0.62116.4 11 7.121 0.071 LEEWARD WALL , 0.510.62116.4 11 5.081 0.051 SNOW LOAD I I I I 25/ 0.237 DEAD LOAD j I I I I 2.51 0.025 Calculation of building coordinates Joint X Y 1 0 0 2 0 9 3 0 11 4 2 11 5 j 3 12 6 I 12.5 I 15 7 22 I 12 8 23 1 11 9 25 I 11 10 25 I 9 11 25 1 0 USE 6x8 HF #2 4 KEVIN & LINDA BERGLUND 424 E AHLVERS PORT ANGELES, WA 98362 Girt Design Windward wall pressure = 8.13 psf L = 12'-6" ft M = wt2/8 = 8. 13(5)(12.5l/8 = 794 ftlbs Smm = 794(12)/900(1.6) = 6.62 S = 2.063(2) + 7.563 == 11.69 in2 > 6.62 OK USE 2X6 GIRTS @ 30" OC 2X6 STIFFENERS @ 60" OC Truss Connection Pup = 14.24(10)12.5 = 1,780# Use (2) WI dia bolts thru and (6) 16d nails thru 14ga steel strap (CMST14) EACH SIDE 5 . . (OBL)2X10 OF #2 END WALL RAFTER 8=25(10/2), 0=2.5(10/2)+10-Quick Beam Eagle Point Page 1 Project: TRUCKENMILLER 15:41 :20 j O/j 3/03 . Job: ANGELES CUSTOM BUILDING Designed by: Donna J. Petersen P.E. Client: ANGELES CUSTOM BUILDING Checked by: Input Data ~. ! .{e~rroVd'ifffi1il;rI;^"-"F:::tJ.~~l;~':~'i.);t1tlPJ1<L i -':;;-;'?', _.J < l~,"_'~'_?___~<~<J. ,,:q;;"'d~ ".__"_,_~,"J-:.,,,<) '..,~ a.4;\';'<<v1",'~$ %&'::.;:.<Al';"SiJ:., "k"'?>....",,' &':,%t Left Cantilever None MalA Span. 13'2-1/8" Rrght CanbleverNon~- Check for repetitive use? No Tributary Width 0' Slope 4'12 Dead Load 0 psf Live Load 0 psf Snow Load: 24.5 psf Allow. LL Deflection: U240 Allow. TL Deflection L/180 DOL' 1 250 Eb: 1600000 psi Fv' 95 pSI Fb. 900 psi User Defined Loads 0' 18' Design Checks Allowable 2812.69 1237.5 118.75 0.6588 0.8784 % of Allow 31 tf 66 rI 35 t/ 36 t/ 32 tI Location 0' 6'7-1/16" 12'4-7/8" 6'7-1/16" 6'7-1/16" Reactions and Bearing v'~_~~~a~fltlDK~' \(t~t 1;\"t\J""-:J'$li ,W iliibl\"i' ";"16'11\"" "'" 'liP ~ ~ <>;, ~:~_*)_>-i1t; '0 :1'A~ ':/M,j,i!/.,:: ~ ;:Z~t 1 5 881 784 1.5 881 784 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 66 rI % Design is governed by bending fb/Fb. Governing load combination is Dead+Roof Live. Maximum hanger forces: 881.784 Ib (Left) and 881.784 Ib (Right) Program Version 82- 9120/2002 to . 2X6 OF #2 PURLIN @ 24" OC, 10' SPAN-Quick Beam Eagle Point Page 1 Project: TRUCKENMILLER 15:38:23 10/13/03 Job: ANGELES CUSTOM BUILDING Designed by: Donna J. Petersen P.E. Client: ANGELES CUSTOM BUILDING Checked by: , Input Data _'_""&1"'''31?lfir~ " '" ~. ' IWfe(jsi~ 'Q'ln, .,; ~.-~ ", -,-.-:', ':_"'-',,-' < ,"~""(,",,.m'>~ <<-1-4" Left Cantilever' None Main Span 1 0' Check for repetitive use? No Tributary Width 0' 0 Dead Load. 0 psf Live Load' 0 psf Snow Load: 0 Allow LL Deflection U240 Allow TL Deflection L/180 DOL 1.250 (3 in MaXimum) Eb. 1600000 psi Fv. 95 pSI Fb. 900 psi User Defined Loads 0' 12' Design Checks Allowable 1406.34 14625 11875 0.5 0.6667 % of Allow. 20~ 75 t/ 38 " 67 " 55 " Location 0' 5' 9'6-1/2" 5' 5' Reactions and Bearing 0' 10' Self-weight of member is not included Member has an actual/allowable ratio in span 1 of 75 ~ % Design is governed by bending fb/Fb Governing load combination is Dead+Roof Live Maximum hanger forces: 275 Ib (Left) and 275 Ib (Right) Program Version 82 - 9/20/2002 i . Max Bearing of Footing= 6300# 6x8 post H.F. P.T. Max Overturning of Footing= 13,975FT-LBS ~ ~ 4" conc. slab Backfill with conc. I 40" I >> \\~ - Native soil undisturbed I I 8" , I ~ - 14"x24"x8" Conc. punch pad .$'111 \\\ Overturning of footing calculated by UBC97 equation 6-2 d2 = 4.25 Ph/S3b or Ph = d2S3b/4.25 Ph = bending moment at column, see Joint 1 and 11, M=3,693 FT-LBS S3 = d(150)(2)1 1/3 = 1,600 for 4'-0" deep footing Vertical load on footing = (25)12.5(10) + 5(10)11 = 3,675# 8 . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 1 of 10 PROJECT;- POLE --aUILDING - 2 "Knee 6X8 (3 -LOADS CASES) *** GENERAL DATA *** Members: 15 Joints : 11 Load Cases: 3 Load Combinations: 3 Elasticity: 1100.0 ksi Structure: PLANE FRAME *** JOINT DATA (feet) *** JT X Y R V H 1 0.000 0,000 111 2 0.000 9.000 000 3 0.000 11. 000 000 4 2.000 11.000 000 5 3.000 12.000 000 6 12.500 15.000 000 7 22.000 12.000 000 8 23.000 11.000 000 9 25.000 11.000 000 10 25.000 9.000 000 11 25.000 0.000 111 *** MEMBER DATA *** MEM FM TO EST WIDTH EST DEPTH INERTIA AREA E LENGTH TYPE (inches) (inches) (in**4 ) (sq. in) (ksi) (feet) 1 1 2 6.00 8.00 256.00 48.00 1100.0 9.00 0 2 2 3 6.00 8.00 256.00 48.00 1100.0 2.00 0 3 2 4 3.00 5.50 41. 59 16.50 1600.0 2.83 1 4 4 5 3.00 5.50 41. 59 16.50 1600.0 1. 41 2 5 3 5 12.00 12.00 1728.00 144.00 1300.0 3.16 1 6 5 6 12.00 12.00 1728.00 144.00 1300.0 9.96 0 7 6 7 12.00 12.00 1728.00 144.00 1300.0 9.96 0 8 7 9 12.00 12.00 1728.00 144.00 1300.0 3.16 0 9 3 4 12.00 12.00 1728.00 144.00 1300.0 2.00 1 10 4 8 12.00 12.00 1728.00 144.00 1300.0 21. 00 0 11 8 9 12.00 12.00 1728.00 144.00 1300.0 2.00 2 12 7 8 3.00 5.50 41. 59 16.50 1600.0 1. 41 1 13 8 10 3.00 5.50 41. 59 16.50 1600.0 2.83 2 14 9 10 6.00 8.00 256.00 48.00 1100.0 2.00 0 15 10 11 6.00 8.00 256.00 48.00 1100.0 9.00 0 *** TIMBER DATA *** MEM TYPE BMIN BMAX DMIN DMAX FB FV FC FT FD FF FM FS TLAM BINC DIN in in in in psi psi psi psi in in in 1 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 2 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1. 60 1. 00 1. 000.00 0.0 0.00 0.0 3 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 4 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 5 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 6 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 7 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 8 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 9 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 10 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 11 3 12.00 12.00 12.00 12.00 975. 70. 850. 650. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 12 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 13 5 3.00 3.00 5.50 5.50 900. 95. 1300. 575. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 14 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 15 3 6.00 6.00 8.00 8.00 675. 70. 500. 350. 1.60 1.00 1.00 0.00 0.0 0.00 0.0 *** UNBRACED LENGTHS DATA (feet) *** <1 [ Output ] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 2 of 10 MEM FROM END TO END LUX LUY LUX LUY 1 9.00 2.50 9.00 9.00 2 2.00 2.50 2.00 2.00 3 2.83 2.83 2.83 2.83 4 1. 41 1. 41 1. 41 1. 41 5 3.16 3.16 3.16 3.16 6 9.96 9.96 9.96 9.96 7 9.96 9.96 9.96 9.96 8 3.16 3.16 3.16 3.16 9 2.00 2.00 2.00 2.00 10 21. 00 21. 00 21. 00 21. 00 11 2.00 2.00 2.00 2.00 12 1. 41 1. 41 1. 41 1. 41 13 2.83 2.83 2.83 2.83 14 2.00 2.50 2.00 2.00 15 9.00 2.50 9.00 9.00 *********************** *** LOAD CASE # 1 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 5 0.237 18.43 0.000 3.162 UNIF 6 0.237 18.43 0.000 9.962 UNIF 7 0.237 -18.43 0.000 9.962 UNIF 8 0.237 -18.43 0.000 3.162 *********************** *** LOAD CASE # 2 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 1 0.081 0.00 0.000 9.000 UNIF 2 0.081 0.00 0.000 2.000 UNIF 5 0.031 0.00 0.000 3.162 UNIF 6 0.031 0.00 0.000 9.962 UNIF 7 -0.071 0.00 0.000 9.962 UNIF 8 -0.071 0.00 0.000 3.162 UNIF 14 -0.051 0.00 0.000 2.000 UNIF 15 -0.051 0.00 0.000 9.000 *********************** *** LOAD CASE # 3 *** *********************** *** MEMBER LOADS *** TYPE MEM LOAD ALPHA BEGIN END UNIF 5 0.025 18.43 0.000 3.162 UNIF 6 0.025 18.43 0.000 9.962 UNIF 7 0.025 -18.43 0.000 9.962 UNIF 8 0.025 -18.43 0.000 3.162 *************************** *** LOAD COMBINATIONS *** *************************** 1 = + 1. 000 (CASE 1) + O.OOO(CASE 2) + 1. 000 (CASE 3) 10 [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 3 of 10 2 = + O.OOO(CASE 1) + 1. 000 (CASE 2) + l.OOO(CASE 3) 3 = + 0.500(CASE 1) + 1.000(CASE 2) + l.OOO(CASE 3) *** JOINT DEFORMATIONS *** JOINT # 1 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00000 0.0000 0.0000 CASE 2 0.00000 0.0000 0.0000 CASE 3 0.00000 0.0000 0.0000 COMB 1 0.00000 0.0000 0.0000 COMB 2 0.00000 0.0000 0.0000 COMB 3 0.00000 0.0000 0.0000 JOINT # 2 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00042 -0.0064 -0.0193 CASE 2 -0.00120 0.0004 0.3074 CASE 3 -0.00004 -0.0007 -0.0020 COMB 1 -0.00047 -0.0070 -0.0213 COMB 2 -0.00124 -0.0003 0.3054 COMB 3 -0.00167 -0.0067 0.2861 JOINT # 3 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00073 -0.0076 -0.0042 CASE 2 -0.00008 -0.0001 0.3185 CASE 3 -0.00008 -0.0008 -0.0004 COMB 1 -0.00081 -0.0084 -0.0047 COMB 2 -0.00016 -0.0009 0.3180 COMB 3 -0.00089 -0.0085 0.3138 JOINT # 4 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00061 -0.0231 -0.0036 CASE 2 -0.00023 -0.0073 0.3183 CASE 3 -0.00006 -0.0024 -0.0004 COMB 1 -0.00067 -0.0256 -0.0040 COMB 2 -0.00030 -0.0097 0.3179 COMB 3 -0.00091 -0.0329 0.3143 JOINT # 5 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 -0.00052 -0.0303 0.0023 CASE 2 -0.00022 -0.0106 0.3220 CASE 3 -0.00005 -0.0032 0.0002 COMB 1 -0.00058 -0.0335 0.0026 COMB 2 -0.00027 -0.0138 0.3223 COMB 3 -0.00079 -0.0440 0.3246 JOINT # 6 LOAD ROTATION (rad) VERT (in) HORIZ (J.n) CASE 1 0.00000 -0.0337 -0.0002 CASE 2 0.00039 0.0033 0.3180 CASE 3 0.00000 -0.0035 0.0000 II . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 4 of 10 COMB 1 0.00000 -0.0372 -0.0002 COMB 2 0.00039 -0.0002 0.3180 COMB 3 0.00039 -0.0339 0.3178 JOINT # 7 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00052 -0.0304 -0.0027 CASE 2 -0.00034 0.0171 0.3226 CASE 3 0.00005 -0.0032 -0.0003 COMB 1 0.00058 -0.0336 -0.0030 COMB 2 -0.00029 0.0139 0.3224 COMB 3 0.00023 -0.0164 0.3196 JOINT # 8 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00061 -0.0231 0.0033 CASE 2 -0.00039 0.0127 0.3176 CASE 3 0.00006 -0.0024 0.0003 COMB 1 0.00067 -0.0255 0.0036 COMB 2 -0.00033 0.0103 0.3179 COMB 3 0.00028 -0.0128 0.3212 JOINT # 9 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00069 -0.0076 0.0039 CASE 2 -0.00046 0.0015 0.3177 CASE 3 0.00007 -0.0008 0.0004 COMB 1 0.00076 -0.0084 0.0043 COMB 2 -0.00038 0.0007 0.3181 COMB 3 0.00031 -0.0068 0.3220 JOINT # 10 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00043 -0.0064 0.0188 CASE 2 -0.00134 0.0007 0.3014 CASE 3 0.00005 -0.0007 0.0020 COMB 1 0.00048 -0.0070 0.0208 COMB 2 -0.00129 0.0000 0.3034 COMB 3 -0.00086 -0.0064 0.3222 JOINT # 11 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 0.00000 0.0000 0.0000 CASE 2 0.00000 0.0000 0.0000 CASE 3 0.00000 0.0000 0.0000 COMB 1 0.00000 0.0000 0.0000 COMB 2 0.00000 0.0000 0.0000 COMB 3 0.00000 0.0000 0.0000 *** MEMBER FORCES *** MOM - Negative when clockwise (or causing top tension @1/10 point an SHR - Positive when acting in the positive Y-direction AXIAL - Positive when acting in the positive X-direction MEMBER # 1 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (bps) (kips) (kips) (kips CASE 1 -0.4171 -0.6011 -0.1131 0.1131 3.1102 -3.1102 CASE 2 3.7372 2.1230 1. 0156 -0.2866 -0.1772 0.1772 \'2- . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 5 of 10 CASE 3 -0.0440 -0.0634 -0.0119 0.0119 0.3281 -0.3281 COMB 1 -0.4611 -0.6645 -0.1251 0.1251 3.4383 -3.4383 COMB 2 3.6932 2.0596 1. 0037 -0.2747 0.1508 -0.1508 COMB 3 3.4847 1. 7591 0.9471 -0.2181 1. 7059 -1. 7059 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 3 112 86 1080 0 0 71 776 0.173 1 E 6.00 8.00 3 112 124 1080 0 0 71 726 0.215 2 S 6.00 8.00 31 112 692 1080 0 0 3 776 0.646 2 E 6.00 8.00 8 112 386 1080 0 0 3 726 0.362 3 S 6.00 8.00 29 112 653 1080 0 0 35 776 0.654 3 E 6.00 8.00 6 112 329 1080 0 0 35 726 0.356 MEMBER # 2 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.6011 0.0000 0.3005 -0.3005 2.6799 -2.6799 CASE 2 -2.1230 0.0000 -0.9805 1.1425 1.0528 -1. 0528 CASE 3 0.0634 0.0000 0.0317 -0.0317 0.2827 -0.2827 COMB 1 0.6645 0.0000 0.3322 -0.3322 2.9626 -2.9626 COMB 2 -2.0596 0.0000 -0.9488 1.1108 1.3355 -1. 3355 COMB 3 -1.7591 0.0000 -0.7985 0.9605 2.6755 -2.6755 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 10 112 124 1080 0 0 61 800 0.193 1 E 6.00 8.00 10 112 0 1080 0 0 61 800 0.077 2 S 6.00 8.00 29 112 386 1080 0 0 27 800 0.392 2 E 6.00 8.00 34 112 0 1080 0 0 27 800 0.035 3 S 6.00 8.00 24 112 329 1080 0 0 55 800 0.375 3 E 6.00 8.00 30 112 0 1080 0 0 55 800 0.070 MEMBER # 3 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.0333 0.0118 -0.0118 0.5968 -0.5968 CASE 2 0.0000 0.0741 0.0262 -0.0262 -1. 7658 1. 7658 CASE 3 0.0000 0.0035 0.0012 -0.0012 0.0629 -0.0629 COMB 1 0.0000 0.0368 0.0130 -0.0130 0.6597 -0.6597 COMB 2 0.0000 0.0776 0.0274 -0.0274 -1. 7029 1.7029 COMB 3 0.0000 0.0942 0.0333 -0.0333 -1. 4045 1. 4045 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 1 152 0 1439 0 0 39 1985 0.020 1 E 3.00 5.50 1 152 29 1439 0 0 39 1985 0.040 2 S 3.00 5.50 2 152 0 1439 103 920 0 o 0.112 2 E 3.00 5.50 2 152 61 1439 103 920 0 o 0.155 3 S 3.00 5.50 3 152 0 1439 85 920 0 o 0.093 3 E 3.00 5.50 3 152 74 1439 85 920 0 o 0.144 \~ . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 6 of 10 MEMBER # 4 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0587 0.0000 -0.0415 0.0415 1. 3069 -1. 3069 CASE 2 0.0546 0.0000 0.0386 -0.0386 -0.4777 0.4777 CASE 3 -0.0062 0.0000 -0.0044 0.0044 0.1379 -0.1379 COMB 1 -0.0649 0.0000 -0.0459 0.0459 1. 4447 -1.4447 COMB 2 0.0484 0.0000 0.0342 -0.0342 -0.3399 0.3399 COMB 3 0.0190 0.0000 0.0135 -0.0135 0.3136 -0.3136 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 4 152 51 1439 0 0 87 2080 0.078 1 E 3.00 5.50 4 152 0 1439 0 0 87 2080 0.042 2 S 3.00 5.50 3 152 38 1439 20 920 0 o 0.049 2 E 3.00 5.50 3 152 0 1439 20 920 0 o 0.022 3 S 3.00 5.50 1 152 15 1439 0 0 19 2080 0.020 3 E 3.00 5.50 1 152 0 1439 0 0 19 2080 0.009 MEMBER # 5 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 1.2140 0.7394 -0.0284 4.7878 -4.5508 CASE 2 0.0000 1. 0288 0.3744 -0.2763 -0.1744 0.1744 CASE 3 0.0000 0.1281 0.0780 -0.0030 0.5050 -0.4800 COMB 1 0.0000 1. 3421 0.8174 -0.0314 5.2928 -5.0308 COMB 2 0.0000 1.1569 0.4524 -0.2793 0.3307 -0.3057 COMB 3 0.0000 1. 7639 0.8221 -0.2935 2.7245 -2.5810 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 8 112 0 1560 0 0 36 1360 0.027 1 E 12.00 12.00 0 112 55 1560 0 0 34 1360 0.062 2 S 12.00 12.00 4 112 0 1560 0 0 2 1360 0.002 2 E 12.00 12.00 2 112 48 1560 0 0 2 1360 0.032 3 S 12.00 12.00 8 112 0 1560 0 0 18 1360 0.014 3 E 12.00 12.00 3 112 73 1560 0 0 17 1360 0.060 MEMBER # 6 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -1.2140 -3.3014 0.6667 1. 5732 5.7284 -4.9817 CASE 2 -1.0288 0.3608 0.0874 0.2215 -0.6204 0.6204 CASE 3 -0.1281 -0.3482 0.0703 0.1660 0.6043 -0.5255 COMB 1 -1. 3421 -3.6496 0.7371 1. 7392 6.3326 -5.5072 COMB 2 -1.1569 0.0125 0.1577 0.3874 -0.0162 0.0949 COMB 3 -1.7639 -1. 6381 0.4911 1.1740 2.8480 -2.3959 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 7 112 55 1560 0 0 43 1360 0.068 \4- . [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 7 of 10 1 E 12.00 12.00 18 112 152 1560 0 0 38 1360 0.126 2 S 12.00 12.00 1 112 48 1560 0 0 0 o 0.031 2 E 12.00 12.00 4 112 0 1560 0 0 0 o 0.001 3 S 12.00 12.00 5 112 73 1560 0 0 19 1360 0.062 3 E 12.00 12.00 12 112 68 1560 0 0 16 1360 0.056 MEMBER # 7 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 3.3014 1.2136 1.5732 0.6668 4.9818 -5.7284 CASE 2 -0.3608 -1.4720 -0.5376 -0.1697 -0.3807 0.3807 CASE 3 0.3482 0.1280 0.1659 0.0703 0.5255 -0.6043 COMB 1 3.6496 1.3416 1.7391 0.7371 5.5073 -6.3327 COMB 2 -0.0125 -1.3439 -0.3717 -0.0994 0.1448 -0.2236 COMB 3 1. 6382 -0.7372 0.4149 0.2340 2.6357 -3.0878 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 18 112 152 1560 0 0 38 1360 0.126 1 E 12.00 12.00 7 112 55 1560 0 0 43 1360 0.068 2 S 12.00 12.00 3 112 0 1560 0 0 1 1360 0.001 2 E 12.00 12.00 1 112 55 1560 0 0 1 1360 0.037 3 S 12.00 12.00 4 112 68 1560 0 0 18 1360 0.057 3 E 12.00 12.00 2 112 30 1560 0 0 21 1360 0.035 MEMBER # 8 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -1. 2136 0.0971 0.0025 0.7085 4.4978 -4.7348 CASE 2 1.4720 0.4443 0.4937 -0.7182 -1.0450 1. 0450 CASE 3 -0.1280 0.0102 0.0003 0.0747 0.4745 -0.4995 COMB 1 -1. 3416 0.1074 0.0027 0.7833 4.9723 -5.2343 COMB 2 1. 3439 0.4545 0.4940 -0.6435 -0.5705 0.5455 COMB 3 0.7372 0.5031 0.4952 -0.2892 1. 6784 -1.8219 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 0 112 55 1560 0 0 34 1360 0.061 1 E 12.00 12.00 8 112 4 1560 0 0 36 1360 0.030 2 S 12.00 12.00 5 112 55 1560 3 1040 0 o 0.040 2 E 12.00 12.00 6 112 18 1560 3 1040 0 o 0.016 3 S 12.00 12.00 5 112 30 1560 0 0 11 1360 0.028 3 E 12.00 12.00 3 112 20 1560 0 0 12 1360 0.023 MEMBER # 9 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.9288 0.4644 -0.4644 -4.6088 4.6088 CASE 2 0.0000 1.5056 0.7528 -0.7528 1. 4267 -1. 4267 CASE 3 0.0000 0.0980 0.0490 -0.0490 -0.4862 0.4862 COMB 1 0.0000 1. 0268 0.5134 -0.5134 -5.0950 5.0950 \c; ~ [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 8 of 10 COMB 2 0.0000 1. 6036 0.8018 -0.8018 0.9406 -0.9406 COMB 3 0.0000 2.0680 1. 0340 -1.0340 -1. 3638 1. 3638 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 5 112 0 1560 35 1040 0 o 0.034 1 E 12.00 12.00 5 112 42 1560 35 1040 0 o 0.061 2 S 12.00 12.00 8 112 0 1560 0 0 6 1360 0.005 2 E 12.00 12.00 8 112 66 1560 0 0 6 1360 0.048 3 S 12.00 12.00 10 112 0 1560 9 1040 0 o 0.009 3 E 12.00 12.00 10 112 86 1560 9 1040 0 o 0.064 MEMBER # 10 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.9034 0.9021 -0.0001 0.0001 -5.1486 5.1486 CASE 2 -1. 6343 -1. 8674 -0.1667 0.1667 0.5244 -0.5244 CASE 3 -0.0953 0.0952 0.0000 0.0000 -0.5431 0.5431 COMB 1 -0.9987 0.9973 -0.0001 0.0001 -5.6917 5.6917 COMB 2 -1. 7296 -1.7722 -0.1668 0.1668 -0.0187 0.0187 COMB 3 -2.1813 -1. 3212 -0.1668 0.1668 -2.5930 2.5930 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 0 112 41 1560 39 1040 0 o 0.065 1 E 12.00 12.00 0 112 41 1560 39 1040 0 o 0.065 2 S 12.00 12.00 1 112 72 1560 0 0 0 o 0.046 2 E 12.00 12.00 1 112 73 1560 0 0 0 o 0.047 3 S 12.00 12.00 1 112 90 1560 18 1040 0 o 0.076 3 E 12.00 12.00 1 112 55 1560 18 1040 0 o 0.053 MEMBER # 11 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.9238 0.0000 -0.4619 0.4619 -4.6179 4.6179 CASE 2 1. 7699 0.0000 0.8849 -0.8849 -0.5745 0.5745 CASE 3 -0.0975 0.0000 -0.0487 0.0487 -0.4871 0.4871 COMB 1 -1. 0213 0.0000 -0.5106 0.5106 -5.1050 5.1050 COMB 2 1.6724 0.0000 0.8362 -0.8362 -1. 0616 1. 0616 COMB 3 1. 2105 0.0000 0.6052 -0.6052 -3.3706 3.3706 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 12.00 12.00 5 112 42 1560 35 1040 0 o 0.061 1 E 12.00 12.00 5 112 0 1560 35 1040 0 o 0.034 2 S 12.00 12.00 8 112 69 1560 7 1040 0 o 0.052 2 E 12.00 12.00 8 112 0 1560 7 1040 0 o 0.007 3 S 12.00 12.00 6 112 50 1560 23 1040 0 o 0.055 3 E 12.00 12.00 6 112 0 1560 23 1040 0 o 0.023 \~ ~ [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 9 of 10 MEMBER # 12 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.0000 0.0531 0.0376 -0.0376 1. 3681 -1.3681 CASE 2 0.0000 0.0009 0.0006 -0.0006 0.7394 -0.7394 CASE 3 0.0000 0.0056 0.0040 -0.0040 0.1443 -0.1443 COMB 1 0.0000 0.0587 0.0415 -0.0415 1. 5124 -1. 5124 COMB 2 0.0000 0.0065 0.0046 -0.0046 0.8837 -0.8837 COMB 3 0.0000 0.0331 0.0234 -0.0234 1.5677 -1. 5677 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 3 152 0 1439 0 0 91 2080 0.044 1 E 3.00 5.50 3 152 46 1439 0 0 91 2080 0.076 2 S 3.00 5.50 0 152 0 1439 0 0 53 2080 0.026 2 E 3.00 5.50 0 152 5 1439 0 0 53 2080 0.029 3 S 3.00 5.50 2 152 0 1439 0 0 95 2080 0.046 3 E 3.00 5.50 2 152 26 1439 0 0 95 2080 0.064 MEMBER # 13 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0314 0.0000 -0.0111 0.0111 0.6662 -0.6662 CASE 2 0.0967 0.0000 0.0342 -0.0342 2.2602 -2.2602 CASE 3 -0.0033 0.0000 -0.0012 0.0012 0.0703 -0.0703 COMB 1 -0.0347 0.0000 -0.0123 0.0123 0.7365 -0.7365 COMB 2 0.0933 0.0000 0.0330 -0.0330 2.3305 -2.3305 COMB 3 0.0776 0.0000 0.0274 -0.0274 2.6636 -2.6636 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 3.00 5.50 1 152 27 1439 0 0 44 1985 0.042 1 E 3.00 5.50 1 152 0 1439 0 0 44 1985 0.022 2 S 3.00 5.50 2 152 74 1439 0 0 141 1985 0.123 2 E 3.00 5.50 2 152 0 1439 0 0 141 1985 0.071 3 S 3.00 5.50 2 152 61 1439 0 0 161 1985 0.124 3 E 3.00 5.50 2 152 0 1439 0 0 161 1985 0.081 MEMBER # 14 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 -0.0971 -0.6031 -0.3501 0.3501 2.6314 -2.6314 CASE 2 -0.4443 -2.1318 -1. 3391 1.2371 -1. 8968 1. 8968 CASE 3 -0.0102 -0.0636 -0.0369 0.0369 0.2776 -0.2776 COMB 1 -0.1074 -0.6667 -0.3870 0.3870 2.9090 -2.9090 COMB 2 -0.4545 -2.1954 -1.3760 1. 2740 -1.6192 1.6192 COMB 3 -0.5031 -2.4970 -1. 5510 1. 4490 -0.3035 0.3035 *** DESIGN *** COMB LaC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 12 112 20 1080 0 0 60 800 0.094 1 E 6.00 8.00 12 112 125 1080 0 0 60 800 0.192 \1 . . , [ Output] <POLE BUILDING 2'knee 6X8(3 LOADS CASES)> Page 10 of 10 2 S 6.00 8.00 42 112 85 1080 33 560 0 o 0.139 2 E 6.00 8.00 39 112 411 1080 33 560 0 o 0.441 3 S 6.00 8.00 48 112 94 1080 6 560 0 o 0.099 3 E 6.00 8.00 45 112 468 1080 6 560 0 o 0.445 MEMBER # 15 LOAD S-MOM E-MOM S-SHR E-SHR S-AXIAL E-AXIA (kip-ft) (kip-ft) (kips) (kips) (kips) (kips CASE 1 0.6031 0.4150 0.1131 -0.1131 3.1103 -3.1103 CASE 2 2.1318 3.4015 0.3853 -0.8443 -0.3227 0.3227 CASE 3 0.0636 0.0438 0.0119 -0.0119 0.3281 -0.3281 COMB 1 0.6667 0.4588 0.1251 -0.1251 3.4384 -3.4384 COMB 2 2.1954 3.4453 0.3972 -0.8562 0.0054 -0.0054 COMB 3 2.4970 3.6528 0.4538 -0.9128 1. 5605 -1. 5605 *** DESIGN *** COMB LOC B D FV FVA FB FBA FT FTA FC FCA INT in in (* * * * * * * * * * * psi * * * * * * * * * * * ) 1 S 6.00 8.00 3 112 125 1080 0 0 71 776 0.209 1 E 6.00 8.00 3 112 86 1080 0 0 71 726 0.179 2 S 6.00 8.00 12 112 411 1080 0 0 0 o 0.382 2 E 6.00 8.00 26 112 645 1080 0 0 0 o 0.599 3 S 6.00 8.00 14 112 468 1080 0 0 32 776 0.478 3 E 6.00 8.00 28 112 684 1080 0 0 32 726 0.682 *** RESTRAINING FORCES AT SUPPORTS *** JOINT # 1 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 -0.417 3.110 0.113 CASE 2 3.737 -0.177 -1.016 CASE 3 -0.044 0.328 0.012 COMB 1 -0.461 3.438 0.125 COMB 2 3.693 0.151 -1. 004 COMB 3 3.485 1.706 -0.947 JOINT # 11 LOAD MOMENT (kip-ft) RY (kips) RX (kips) CASE 1 0.415 3.110 -0.113 CASE 2 3.401 -0.323 -0.844 CASE 3 0.044 0.328 -0.012 COMB 1 0.459 3.438 -0.125 COMB 2 3.445 0.005 -0.856 COMB 3 3.653 1. 561 -0.913 End of WOODFRAM \6 t!1 ""M "!:Iltr,r Wtumtii,@l"$~Yf <llll@r h~v! All !101%;l1$ 011"" Ill" lor Ilillll "1~"n@~l!iCl!l~ Q~'HtttnM(H ''<'" 1111h$ ,Ill G, Wllllo11 """II H $11.11 1:0 1/" ;&Ifill 1:1> b{~ iL 1!1l~1l b""! i i "'''' * "" Nelli Iw"illoll thvJ CITY OF PORT ANGELES LIGHT DEPARTMENT 321 E. Fifth Street Port Angeles, WA 98362 PERMIT NO 41,;;?:f.s:- . C'/-"'y L\G"..... (206) 457-0411 DAT~ r</sq/P.~ ELECTRICAL PERMIT I Site Address: ~ .;; '-I 4~ld-tf'< o READY FOR o WILL CALL FOR I E. INSPECTION INSPECTION I Installed By: Ji1Jh ; c. ,.> hJ";/;u(' I License Number: Phone: I I Owner/Business: Phone: I I Owner/Business Address: I Sq. FL I ~SIDENTIAL o TEMPORARY SERVICE o OVERHEAD SERVICE o COMMERCIAL o PERMANENT SERVICE ~. UNDERGROUND xEtl-i~!PE o BASEBOARD KW o NEW CONSTRUCTION OLTAGE: I~ ~ ~ FURNACE KW /U o REMODEL ~ SINGLE PHASE FAN/WALL KW 4..';- o ADD/ALTER CIRCUITS THREE PHASE J'l- HEAT PUMP KW ~ o SERVICE UPGRADE/REPAIR SERVICE SIZE ~9f) AMPS o SIGN o SPECIAL EQUIPMENT (LIST BELOW) Details/Description: /V'i'..tu--' !l--tu.UI j) - . W.S. No. SERVICE SIZE DATE ENGR. CAPACITY: DOK NOT O.K. ACTION REQUIRED: o CHANGE TRANSFORMER o CHANGE SERVICE WIRE o INSTALL SERVICE POLE o OTHER , .Ao,,~ Ditch Inspection OK ~ ~ Rough-in/cover O.K. . O.K. to connect servicp hf~Final O.K. I Site Addres~ ;) '-/ f- ~/UC!J(5 I permit/Rl;t:ts- I I Installer: &10.\ ~/~~'} I New Meters I DgbO~ >--1 \ .- \ Notify Port Angeles City Light by Street Address and Permit Number when ready for inspection. Work must not be covered \ before inspection and 0. K. for covering has been given by the electrical inspector in writing on either the Wiring Report or on the B~ Permit. PHONE 457-0411, EXT. 224. {)<I I {)1IV\ NO OCCUPANCY OR USE ESTABLISHED UNDER THIS PERMIT $ ~ - \ Electncallnspectm Perm" Fee WHITE - File by address YELLOW - file by number PINK - Top: Eng, Bottom, Customer GREEN - Top: Meter Dept., Boltom: City Hall \ ILYMPIC PRINTERS INC ..-J -' _ _ n ~ ,"ORT.ol-\l; ~o~'" CITY OF PORT ANGELES LIGHT DEPARTMENT ~ ( iJ~...~ 321 E. Fifth Street L-~ Port Angeles, WA 98362 - tj/fcf? .3 . i-:;~,tf (206) 457-0411 PERMIT NO Y LlG ~hY/Y3 DATF ELECTRICAL PERMIT > \ Site Address: f'02'/ Ah/r/f'#~ o READY FOR o WI LL CALL FOR INSPECTION INSPECTION I Installed By: &b', &/'~ I license Number: I Phone: I Owner/Business: /.:L (/ I ',v R D!C/~ rI I Phone: I I owner/~usiness Address: - I I Sq. FL I o RESIDENTIAL k TEMPORARY SERVICE o OVERHEAD SERVICE o COMMERCIAL o PERMANENT SERVICE o UNDERGROUND SERVICE o BASEBOARD KW o NEW CONSTRUCTION VOLTAGE: o FURNACE KW o REMODEL o SINGLE PHASE o FAN/WALL KW_ o ADD/ALTER CIRCUITS o THREE PHASE o HEAT PUMP KW o SERVICE UPGRADE/REPAIR SERVICE SIZE AMPS o SIGN o SPECIAL EQUIPMENT (LIST BELOW) Details/Description: (j~~W!I" -J .--;-' /~ , , t f~~ . / 1U'.aJ:iJJ J v .;? to 19 if ~- , W.S. No. SERVICE SlZF DATE ENGR. CAPACITY: DOK NOT OK ACTION REQUIRED: o CHANGE TRANSFORMER o CHANGE SERVICE WIRE o INSTALL SERVICE POLE o OTHER o Ditch Inspection O.K. o Rough-in/cover O.K. ~'tl. O.K. to connect servic" o Final OK I Site A4t~j fl h 11/ cru ;(). I permitf4;:r 3 I I Installer: l?oj,,~( ~j;;;, I New Meters / I Di;;f~ J I Notify Port Angeles City Light by Street Address and Permit Numberwhen ready for inspection. Work must not be covered . before inspection and O.K. for covering has been given by the electrical inspector in writing on either the Wiring Report or on the~ Permit. PHONE 457-0411, EXT. 224. 19-0 . l/I1/I NO OCCUPANCY OR USE ESTABLISHED UNDER THIS PERMIT $ ;So- Electrical Inspector Permit Fee WHITE - File by address YELLOW - file by number PINK - Top: Eng, Bottom, Customer GREEN - Top: Meter Dept., Bottom: City Hall OLYMPIC PRINTERS INC. I t!1 ""M "!:Iltr,r Wtumtii,@l"$~Yf <llll@r h~v! All !101%;l1$ 011"" Ill" lor Ilillll "1~"n@~l!iCl!l~ Q~'HtttnM(H ''<'" 1111h$ ,Ill G, Wllllo11 """II H $11.11 1:0 1/" ;&Ifill 1:1> b{~ iL 1!1l~1l b""! i i "'''' * "" Nelli Iw"illoll thvJ