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Home My WebLink AboutCOTTMAN AVE., 1475 '-'FILE BUILDING PERMIT INSPECTION " 1 CARD t PROTECT THIS CJRD FROM THE WEATHER .. .... ... . ................ ... ...................-..................... ............... .............. ......................... ............-.... I I Building . ~ Plumbing ~ Me~hani~al Abrm/Spri-Ider 0 DURIN. INSPECTIONS THE BUILDING PERMIT & APPROVED PLANS SHALL BE ON SITE Permit #} !! !! 2 -QO.D 3.3 . [P@~1i' @~~D1i'~ For Inspectio~s Call (360) 473- 5870 Appnlved Date' Notes \ V \. J st ~ Erosion Control In Place I I I 1 FOl!iVDAT~ON ~ Foundation Footing (Check Setbacks) DO NOT POlJRCO:\'CRETE PRlOH. TO APPROVAL Foundation Walls Plumbing Ground Work In Slab Mechanical Footin Insulation 2nd PLUJ1--WING Rough In <!A2J)4. 1 c)o ~j l'.I/:'CHANIC1L (!lU....~ Duct / Vent GAS PIPE Support / Test / Meter set st I'd Under Floor Framing 3 FRAJll1NG III :,1 & ? lid. I ~. .' ... are approvef. ~C4f2' ~ .---=? tit 4 lLVSULATlON 5th ... SHEETROCK ~th BUILDING 473-5B70 ~ ) F liV1L All of the above must be FiNAL ELECI1UC4L Dept. o.lLubor & Illdustry 415-4000 ~ approved p.-io/" to final - PUBLIC Driveway Approach 473-5270 1'~i"1 WORKS Sewer Connection 4 73-5270 0-2'( -b .1LL F/:\';tL INSPECTIONS COlHPLETED Occupant)' Apprul'a! rSillO!e Familv Residence Olllv) 00 "iOT OCC{;py llt:ILOI:--;G WITII(WT BllLDING DF:PART"IE......T APPROVAl> PROTECT THIS CARD FRO/H TilE WEATlJER ~ ~ \ \ ~ FAX TRANSMITTAL COVER SHEET CITY OF BREMERTON Department of Community Development 34Sth - 6th Street, Suite 600*Bremerton*W A *98337 (360) 473-5275 *** Fax (360) 473-5278 DATE: '?"d-L-Olo TO: :J 0 h V\ {-\ D d j e t-\ad,g e &tq l~eer/Vj 'd-53- 3S(~ '7 D 55 d53~ 8S'l-7SCfg lJ aJ (j,}L:~_ ~ to D" 4- ( ~. S d 4- 4 COMPANY /DEPARTMENT: TELEPHONE NUMBER: FAX NUMBER: FROM: Number of pages including cover page (3) COMMENTS: '&t~ 1/1. 2003 IBC LATERAL ANALYSIS AND GRA VITY LOAD ENGINEERING FOR: RON BURLEY CONSTRUCTION PLAN: 2005-275 SITE CRITERIA : ',: a.~1.NP WIND E!XI"'O&U_ &E!I5MIC ealL &NOW &PEED DE&IGN ~ILE LOAD (HI"I-l) CATEGoOIln" 30 per && MPI-I e D D OJ CD DD DDDDD DO 00000 DO 00000 DD DDDDD SITE: 1475 COTTMAN AVE LOT 22, BREMERTON WA ,~~ LATERAL & GRAVITY LOAD ENGINEERING ONLY TRUSSES & I-JOISTS BY OTHERS Copyright @ 2006, Hodge Engineering, Inc. SHEET DATI: Pl.AN NUMBER e R d ;:~~~:::'A:.'N.W RESIDENTIAL SUite A-l O e ."H~b",W^"'35 ENGINEERING Phone: (253)657-7055 engineering g inc. f~",.,(2")"7~7'" REPORT # 5.914 Cover 04-19-06 2005-275 2003 IBC @ lJ!!e~g! NONEXCLUSIVE LICENSE AGREEMENT This engineering is licensed by Hodge Engineering Inc. to users for their one time use only on the terms set out below. Please read the following terms and conditions carefully and if you do not agree, do not use this engineering. By using the contents herein for your structure, you agree to be bound by the terms listed below. License - Hodge Engineering hereby agrees to grant you, upon your acceptance of the terms of this agreement, a nonexclusive license to use the enclosed engineering, subject to the terms and restrictions as set out in this license agreement. Copyright - The material contained herein is copyrighted by Hodge Engineering Inc. You may not copy or otherwise reproduce the content or any portion thereof except as expressly provided in this license agreement. You may, however, make copies as required for your subcontractor use provided that you reproduce all copyright notices and other proprietary legends on such copies. Restrictions on Use and Transfer - The engineering may only be used by the license purchaser in connection with a single site. You may not distribute copies of the engineering to others. The license may not be assigned, sublicensed or otherwise transferred by you without the prior written consent of Hodge Engineering Inc. Limited Warranty - Hodge Engineering will use the degree of care and skill ordinarily exercised for similar projects by members of the engineering profession in this area. No other warranty either expressed or implied is made in connection with the engineering services. For any dispute, claim, or action arising out of the engineering, Hodge Engineering shall have liability limited to the amount of the engineering fee. Except as expressly provided above Hodge Engineering makes no warranties either expressed or implied with respect to the engineering, or its fitness for a particular purpose. Your use of this engineering acknowledges that you have read the customer license and agree to its terms. You further agree that the license agreement is the complete and exclusive statement of the agreement between us and supersedes any proposal or prior agreement, oral or written, and any other communications between us relating to the subject matter of this agreement. Hodge Engineering, Inc. .John E. Hodge P. E. 2601 .Jahn Ave I\I\V Slc. A1 Gig Harbor, YV.A598:~:~t5 A (2~>3) 8~)7~7051"") Fax (21"")'>) 8~)"7~71"")99 14 { l.;orman ve . , , . ,.>. I. Lot 22 Bremerton WA o H" d'" , , ',,- '" '", ' t; , ,.' . ~ ..' ""1 .... . '~ngged~gg@ 20031Be All gravity load resisting and lateral load resisting structural members are shown on the engineering S pages. The enclosed engineering calculations document the analysis used to determine the structural members of the S pages. The engineering calculations are not required to be referenced for construction. Contractor shall verify all notes, dimensions and conditions prior to construction. Contractor shall provide temporary bracing as required until all permanent connections have been installed. Engineer and designer shall be notified by the contractor of any discrepancies at the time they are noted. (IBC 2301.2) There are three methods for the design of wood based structural elements. These methods are allowable stress design (ASD), load and resistance factor design (LFRD), and conventional light-frame wood construction. This engineering uses allowable stress desian in accordance with the provisions of Sections 2304 (General Construction Requirements), 2305 (General Design Requirements for Lateral-Force-Resisting Systems), and 2306 (Allowable Stress Design) of the 2003 IBC. The provisions of conventional light-frame wood construction (IBC 2308) do not apply unless noted otherwise. Introduction: This engineering report contains the results of the lateral and gravity load engineering calculations for the proposed structure. Lateral load modeling was completed with Wood Works Design Office (www.woodworks-software.com 800-844-1275). Wood Works was developed with technical guidance from the American Wood Council. Gravity load calculations were accomplished on Wood Works Sizer wood database to determine member size. Any member to member connections that are not common are shown on the prints. Scope of Services: Hodge Engineering Inc. provides engineering to resist lateral and aravitv loads in accordance with the 2003 IBC. This engineering is for the structure and foundation only. Foundations are engineered to support the structure with an assumed 1500 psf soil bearing. Special foundations for sloped lots or with poor soil bearing are not provided unless noted otherwise. It is the client's responsibility to notify the engineer about special site conditions. Architectural Revision: The architectural plans are used as the basis for engineering. The architectural plans usually do not meet all engineering criteria and require modification. It is the client's responsibility to identify these changes on the engineering plans and to notify their architect and get any plan changes necessary prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Materials Lumber shall conform to DOC PS 20 Manufactured I-Joists shall conform to ASTM 5055 Structural glued-laminated timber shall conform to AITC A 190.1 and ASTM D 3737 Preservative-treated wood shall conform to applicable AWPA standards Trusses, truss drawings an(jtrtJ$,~er:!gineering shall be provided by the manufacturer. Metal plate connected Wood trusses.~.,~,,*II,,:.lJe'wlai)Gf~stUr~9~@~ required by TPI 1. Floor a.n~:~~C5f'\~::~~tnir:i'g'"Sh~ln~e pefl~.9, t~bles of section 2304. Fastenmgishall"oe per t, ,2@@3 IBC fastening schedule table 2304.9.1. ",';jf~~~D:~~'~~~~:.. ,"" "::;'~~~:'.:':' PlvwobEl APi4.:Hated ".. '", ..'j~;::h Rbof.,;~~'5/32~bX;;or aSB I?= ' 0~)", .l1):~ ';""w:?,':' ,':' d"~";?, ^ ',~ I} , 'j~:~~ ~'!ll~'~~:' ,,~~ '::I'lii'o"(~>" >~i^' ^ ij;19PF.' %"'T&lq~~J~)X or O~B';:- PI = 48f;2lil-:;.~g~l;":; " "1+ --", ''.1' &~~~{;;\" Hodge Engineering 1475 Cottman Ave 2601 Jahn Ave NW Suite A-1 Gig Harbor, INAtg~!i Bremerton WA Phone: 253-857-7055 Fax: 253-857-7599 3 of 33 Hodge ei,[l,glneenng. - me. 20031Be Concrete Minimum specified compressive 28 strength (Table 1904.2.2(2)) 2,500 psi for basement walls and foundations not exposed to the weather 2,500 psi for slabs and interior slabs on grade, except garage floor slabs 3,000 psi for vertical concrete surfaces exposed to the weather 3,000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather and garage floor slabs. 3,000 psi for all residential concrete in Pierce County per the Building Official Reinforcina Steel ASTM A-615 Grade 60 CODE CRITERIA Building Codes 2003 International Building Code Seismic Zone 0 Response Mod Factor 6 Soil Profile 0 Wind Zone 85 mph Exposure B Design ASD, ASCE-7 SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Bearing Depth None None 1500 psf assumed unless noted otherwise 12" Minimum uniformly distributed Live Loads Attics with Storage 20 psf Attics without Storage 10 psf Decks 40 psf Exterior Balconies 60 psf Fire Escapes 40 psf Guardrails and Handrails 200 psf Guardrails in-fill Components 50 psf Passenger Vehicle Garages 50 psf Rooms other than Sleeping Rooms 40 psf Sleeping Rooms 30 psf Stairs 40 psf ^ i~: '^ ,.~' ,,,, , :,:, ': ":': <~<~ ;~>:':i::~~, ~. :Pir ,:' 0: THI~~;ENq~,ti;l,:,~~liKrf{jq,jL~~~~116{SPECIFIC AND MAY NOT BE USED WITHOUT EXPRESSED WRITTEN ~~'i~I~,SION FR9,;~'~t;lJ;l)DGE'~NqJNEERING INC. WITH AN ORIGINAL RED ENGINEERING SEAL. ~<:'1".~f:~~.~:: ' , <'~.:lf ": >,:::;:~!'~, ,,:~iF:l9bGE:~N~JN~~~,l~R.~~lYST C6,~,fIRM BY LETTER THAT THE SEISMIC CLASS, .2 SECOND AND 1 '_~,SECONq'.sEISrv1IC RESI"';~Nt::;;'ACCEl.:ERATIONS, WIND ZONE AND SNOW LOADING OF THIS . ENGINE;ERING AR8APpdcWi3:~EE.io:71.i~SITE. ,~"i' -'i",_ -,;!"." . "':::: ,,; ::;'i~'i";i'lO,:.:". -,' ;?:-, '~@t!: ~~: ~. 1 Hodge Engineering ~475 C tt A 2601 Jahn Ave NW Suite A-1 Gig Harbor, W 98 0 man ve Phone' 253-857-7055 Fax' 253-857-7599 tol 2, Bremerton WA '. 4 of 33 The written dimensions on this pi" supercede scaled distances. NOTE, ALL MANUFACTURED FLOOR JOISTS BY OTf-tERS ALL MANUFACTURED ROOF TRUSSES BY OTf-tERS ALL GLB BALANCED WEST SPECIES 24F-I.8E WS ALL f-tEADERS TO BE 6x8 or 4xlO DF"2 UND ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL ,~ THIS ENGiNEERING is LICENSED FOR SiNGLE USE ONLY AT: 14lS COTTMAN AVE LOT 22, BREMERTON WA THIS ENGINEERING is NOT APPLICABLE TO ANY OTHER SITE DO NOT SCALE " Any vanatlons from cor.dlbons .lnd dimensions sho'Nl1 on the dra'Mnq shall be reported to the des''3nerforresolutlon prior to proceeding W1th the work; othelWlse, wntr~ctor shall be 50Iely responsible for costs of any necessoiry remedial wor~. 11 D2 5 Dl CD.~ ='" -a.~ O.~ tcg . PATIO 4" CONCRElI SLAB W D2 3 Dl @ @ @ 4'\5" DF-"2 "18" DF--2 4")(8" DF--2 CANT JSlS INSUL & SOFFIT I1I1 L~L~ BEDROOM CJ 00 o MASTER '" ~<UV " /' 11-7/8" TJI @15"OC '" " BY OTHER:' 7 ~[J \QV-----u GARAGE FAMIL Y u o John Hodge, P.E. 2601 John Ave. NW. Suite A-I Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 /' 11-7/8"TJI@16"OC '" " 8Y OTI-IERS ""7 ~ .",~ 0: COW ~~ '" @~ " !'O[] o ~ "" o z "" co @ SITE INFORMA nON ADDRESS I LOT 1475 COTTMAN AVE LOT 22, BREMERTON WA SNOW LOAD 30 PSF EXPOSURE B 85mph SEISMIC ZONE D I I l I BEDROOM OWN EXTEND !-lEADER OvER fW\ SI-IEAR WALLS qS-1/8"xl2" GLU. LAM~AM ~ @ 4"xI0. Df'2 UPPER FLOOR FRAMING GRAviTY LOAD ENGINEERING PEF2MITTING JURI5DICTION T AKE5 ALL RESPONSIBILITY FOR ENGINEERING $l-lEETS NOT ~D 5T AMPED PROJECT INFO RON BURLEY 5.914 PLAN NAME I NUMBER 2005-275 BUILDING CODE 2003 lBC RELEASE DATE 04-19-06 CANT JSTS INSUL & SOFfIT ~ L-CANT JSTS INSUL & S~ ROOF FRAMING GRAVITY LOAD ENGINEERING DO NOT SCALE (1/4"=1') DO NOT SCALE (1/4"=1') BUILDER TO COMPARE DESIGNER'S ROOF LAYOUT TO MFR S!-lOP DRAWINGS. HODGE ENGINEERING TO SIGN OFF ON FINAL MFR. TRUSS PLAN IF DIFFERENT ENGINEERING SHEET POINT LOAD KEY 5-1 FOR ENGINEER USE ONLY COPlRIGl-IT@200E> HO()!2E ENGINEERING:, INC. DO NOT ACCEPT FOR FEfiMlT UNLE€>5 AN ORI<::rINAL RED t.EAL PREPARED BY VF ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM I-!OLDOWNS 2003 IBe Si-jEAR WALL se~EDULE ''"''~ UW-L ~ ~I~~ 51-1EATl-![~ ANC"", NAILIt6 BCU' A eel . .4" oc.. EDGES 1/1';"0.5.6. 8' oc.. FjELD 5/8' _48" oc.. A &I' 3' oc EDGES b" DC. FIELD 11lb'O.$.B (2) 2)( AT ADJOININ::i FA'EL5 5I8"14"Oc.. lad .. b" DC. 5l1JD TO 500 A 3d . 2' OJ::.. EDGES (," oc.. FIELD '116'0$ 4~ AT ADJotNI~ PANELS 5I8"18"Oc.. (2) 50P TO 6OTTct! PLATE AT <4)( FAMILY GARAGE :t:5hlEAR 1JJALL5 Df51Gi-lATED WIn-! AN ASTERISK HAY BE $l4EATI-ED 1LI111-1TIII 5Tl-ID14 lOOLE FLATE AND TOP FLATE NAILI~ FER NAILING: 50EDULE (TABLE 23Q.4.,~1! TOP PLATE TO RAFTER WI11..151MP5CN 1-11. 1. A'OJCIR SOL TS 5I-IALL INCLUDE STEEL R..ATE ~,A MtN Cf 3116">:2".>::1' e€TUEEN SILL FLA'IE f~. Tl-IEf<!E 5I-lALL BE A MIN. Cf m60LT5 PER SILL FLATE RATE LOCATED lLIlTl-lIN 11" E5lIT NOT Cl.C6ER 114AN 4' Cf' EACl-I END. (l6C 2~3..tI) 3 SIll. FlATES RE515T~ A DE51Gl LOAD GfiEATER THAN 350 F1..F HA\1: HAD TI-E EOLT $PACIIi2 REDIx:ED TO AVOID USIfl;: 3X 5U FtATE5. lBC ~.3JO EXQ:PTrcN AT14 AU EXTERI~ ll.lA.LL5 AS A ltU55 NOTED ~15E. "HO~ EXTEND !-lEADER OVER Sl-lEAR WALLS 5TI-ID~ 2003 lee ~OLDOUINS Se~EDULE AlTAOf1ENT HOlES .- """'" ~ 5ll-Ol~ ~ HOGl!l ~ """''' ~ HHPGl~ ~ U5E RJ FOR RIM JOI5T lJ5E R.I FOR RIM JOIST 2003 lee STRAPS 5C~DULE MAIN FLOOR LATERAL ENGINEERING C5~ b M5TCbb63 ~ ~/I~~~ l..eGm = ClEAR 5f>At-I .)6' 011) STUDS FACE 1t,4) IOd (38) IOd EAQ.I BOTTct1 (4) kJd CSI4 STRAPS 14~ CAPACITY HSTCb~63 382~ CAPACITT DO NOT SCALEW8"=I') ~ATH ALL EXTERIOR WALLS AS & UNLE55 NOTED OT~I'lJII5E. BUILDER TO DETEI'l1INE IF STHD OR ST~D,f?; 15 APPROPRIATE. S.6RACED UIAU F'A'eL TOP At-ID OOTTct1 FLATES 5!--lALL BE FA5TENfD TO JOISTS. RAfl'ERS, OR FlJU. DfF11.l8L~. 6OTTCt1 R.ATE FA51ENI~ TO JOIST OR 8L~ BELO.U 5l-W..L ~ BE LESS ~ (3) I&d HAILS. 8Loc.KN::;; 514Al..L ee HAILED TO n.e TOP R.ATE ElELo.u tLIT!--l NOT LESS THAN (3) ad TOENAlLS ~ BLOCK JOISTS PARALl.E... TO Tj..E TCF PlATES $!4ALl. 6E NAILED TO"fl..E TOP PlATE WITI4 N.?T LESS n.w.l Bd TCENAILS . b" 6. FLOOR $i.lEATI-II~ 2.3132' TfG 0S6 w/lOd .6' a.c.. AT FANEL ED::oE5 AND 12' a.c... IN FIELD t1=R TF!J55E5 . 24" oc.1JII 1116'oee ROCf 5I-EATl4It-t; w/8d . 6' oc. AT PANEL EDGES AND 12' Oc. rN FIELD <TYPICAL 1 ~YIDE SOLID BLCCKIN:::J AT AU. BEARING LOCATIOOS SOOSRJ W SnD!RI FOOTING PAD SCHEDULE FOOTING: SEARING: A55l1'1ED 1500 PSF POSITlYE P05T TO FOOTIN::. CCNNECTION ~QUIRED 18 8 18"DIA.x 8" 4"x4" P05T 2E>50" CAPACITY 24 D 24'x24"x8" WH 4) -4 E.w. 4"x4" P05T 6000- CAFACITY 30 D 3>O":-:30"xI2" WH-4J -4 E.JLJ. 4"x4" POST ~15' CAFACITY 6"x6" FOST FOR LA~R BEAMS 36 D 3<>',36""5" WI(S).4 E.LU. 6")(6" FOST 13E>00" CAFACITY 42 D 42",42",,"" Wf(5!.4 E.LU E>"x6" POST 18315- CAFACITY ." [J-'.. ~.,," . . 6"x6o" FOST 24000" CAPACITY 12 D2 LIVING' C5~ C51 UPPER FLOOR LATERAL ENGINEERING DO NOT SCALEW8"=I') ~ATH ALL EXTERIOR WALLS AS & UNLE55 NOTED OT~I5E. THIS ENGINEERING is LICENSED FOR SiNGLE USE ONLY AT: 14lS COTTMAN AVE LOT 22/ BREMERTON WA THIS ENGINEERING IS NOT APPLICABLE TO ANYOn-fER SITE 5THD14 ~--------------~~ li-----li--------ll II II ,I II ~~ I I I II II , I II II I ~ I L 5THD14 AS RE UIRED 7& D2 4" CONe SLAB II II ~~~ II [I II II ~ 4" CONC SLAB 2 Dl ~l n II ---J ~'>(16" STRIP FTG WIn! '4 CONT. II L 5THDI4 STHDI4 STHDI4 STHDI4 STHDI4 MAIN FLOOR FRAMING / FOUNDATION PLAN ENGINEERING PERMITTING JURISDICTION T AKE5 ALL RESPONSIBILITY FOR EI'-lGIINEERfNG: SHEETS NOT ~D STAMPED DO NOT SCALE (1/4"=1') STHD EDGE DISTANCE 1-112" MIN BUILDER TO DETEi<l1INE IF ST~D OR STHD,f?; 15 APPROPRIATE. COFYRIG:oI4T@2006 J...lOC.lGE ENGINEERING, INC. DO NOT ACCEPT FOR PEf"!MIT iJl'..U...E55 AN ORIG:INAL RED 6EAL The written dimenSions on thiS plan supercede scaled dlsUlnces. DO NOT SCALE Arry vaMPonS from conditions ..nd dimenSions sho'M'l on the dr.:lwmq shall be reported to the deslqner for resolution prior to proceedln<;j With the wor~; oL:l1el"Nlse, corrtrOilctor shall be solely responsible for costs of any neccss,jiry remedial worL (D-~ Dl -a-~ o"~ :c~ . John Hodge, P.E. 2601 Jahn AVe. NW. Suite A-I Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 SITE INFORMATION ADDRESS I LOT I 1475 COTTMAN AVE LOT 22, BREMERTON WA SNOW LOAD 30 PSF EXPOSURE B 85mph SEISMIC ZONE D PROJECT INFO RON BURLEY 5.914 PLAN NAME I NUMBER 2005-275 BUILDING CODE 2003 IBC RELEASE DATE 04-19-06 ENGINEERING SHEET 5-2 PREPARED BY JG I 01 SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls Lateral Analysis.wsw Nov. 8, 2005 14:45:50 Level 1 of 2 WoodWorks@ Shearwalls 2004b -- ...... , ...... 45' 40' 35' B-1 30' 25' 20' ...... ..t 15' 10' 5' -5' q' 10' 1p' 5' A-1 0' -5' 20' 35' 50' 40' 45' 25' 30' 1475 Cottman Ave Lot 22, Bremerton WA 5 of 33 01 SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls Lateral Analysis.wsw Nov. 8, 2005 14:45:50 Level 2 of 2 WoodWorks@ Shearwalls 2004b 45' 40' B-1 35' 30' 25' 20' ..... , ..... ..... ..t 15' 10' 5' ":l'. '~l.",~; ~7~'>::4; II~ A-2 ;;;;n 0' A-1 A-3 -5' -5' q' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 1475 Cottman Ave Lot 22, Bremerton WA 6 of 33 .'J WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004b Lateral Analysis.wsr Nov. 8, 200514:54:59 Project Information COMPANY AND PROJECT INFORMATION Company Proiect Hodge Engineering 2005-27 5 - Lateral 2601 Jahn Ave. NW Suite A-1 Exposure B Gig Harbor, WA 98335 Seismic Zone D 253-857-7055 2003 IBC DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2003 ASCE-7 98 ASCE-7 98 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1. 40 1. 60 1. 00 wind 1. 00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1. 60 T<=100F Dry Dry 4.00 3.33 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force Seismic Materials: Ignore gypsum for exterior walls SITE INFORMATION IBC Occupancy ASCE-7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE-7 98 general analytic method for all bldgs ASCE-7 98 equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1: 0.600g Ss: 1.400g - - - Fundamental Period E-W N-S Site Location: - T Used 0.160s 0.160s - Approximate Ta 0.160s 0.160s - Maximum T 0.192s 0.192s Response Factor R 6.00 6.00 1475 Cottman Ave Lot 22, Bremerton WA 7 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Structural Data STORY INFORMATION Ceiling Level 2~ Level 1 Foundation Story Elev ff 19.67 11. 67 2.83 2.00 Floor/Ceiling De th in 0.0 10.0 10.0 Wall Hei ht ft 8.00 8.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope OverhanQ [ft] Block 1 2 Story E-W Ridge Location X,Y = 0.00 2.00 North Side 30.0 1. 00 Extent X,Y = 40.00 32.00 South Side 30.0 1. 00 Ridge Y Location, Offset 18.00 0.00 East Gable 90.0 1. 00 Ridae Elevation Heiaht 28.90 9.24 West Gable 90.0 1. 00 Block 2 2 Story N-S Ridge Location X,Y = 0.00 0.00 North Joined 150.0 1. 00 Extent X,Y = 20.00 2.00 South Gable 90.0 1. 00 Ridge X Location, Offset 10.00 0.00 East Side 30.0 1. 00 Ridae Elevation, Heiaht 25.44 5.77 West Side 30.0 1. 00 Block 3 2 story N-S Ridge Location X,Y = 28.00 0.00 North Joined 150.0 1. 00 Extent X,Y = 12.00 2.00 South Gable 90.0 1. 00 Ridge X Location, Offset 34.00 0.00 East Side 30.0 1. 00 Ridae Elevation Heiaht 23.13 3.46 West Side 30.0 1. 00 1475 Cottman Ave Lot 22, Bremerton WA 8 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 MA TERIALS b~ WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp Surf Material Thick Orient Size TVDe Ede Fld Bike S Decies G Spc Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 3 6 yes Hem-Fir 0.43 16 1,3 2 Ext SS incl. OSB 7/16 Vert 8d Nail 4 8 yes Hem-Fir 0.43 16 1,3 Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 1475 Cottman Ave Lot 22, Bremerton WA 9 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 SHEARLlNE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X rftl Start End rftl rftl [ft] Line 1 Level 2 Line 1, Level 2 Seg 2 0.00 0.00 34.00 34.00 34.00 8.00 Wall 1-1 Seg 2 0.00 0.00 34.00 34.00 34.00 Level 1 Line 1, Level 1 Seg 2 0.00 2.00 32.00 30.00 30.00 8.00 Wall 1-1 Seg 2 0.00 2.00 32.00 30.00 30.00 Line 2 Level 2 Line 2, Level 2 NSW 20.00 0.00 2.00 2.00 0.00 8.00 Wall 2-1 NSW 20.00 0.00 2.00 2.00 0.00 Line 3 Level 2 Line 3, Level 2 NSW 28.00 0.00 2.00 2.00 0.00 8.00 Wall 3-1 NSW 28.00 0.00 2.00 2.00 0.00 Line 4 Level 2 Line 4, Level 2 Seg 2 40.00 0.00 34.00 34.00 31. 00 8.00 Wall 4-1 Seg 2 40.00 0.00 34.00 34.00 31.00 Opening 1 13.50 16.50 3.00 6.75 Level 1 Line 4, Level 1 Seg 2 40.00 2.00 32.00 30.00 30.00 8.00 Wall 4-1 Seg 2 40.00 2.00 32.00 30.00 30.00 East-West Type Wall Location Exte nt [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft] Line A Level 2 Line A, Level 2 Seg 2 0.40 0.00 40.00 40.00 15.50 8.00 Wall A-3 Seg 2 0.00 28.00 40.00 12.00 6.00 Opening 1 31.00 37.00 6.00 6.75 Wall A-I Seg 2 0.00 0.00 20.00 20.00 7.00 Opening 1 3.50 16.50 13.00 6.75 Wall A-2 Seg 2 2.00 20.00 28.00 8.00 2.50 Opening 1 22.50 27.25 4.75 6.75 Level 1 Line A, Level 1 Seg 1 2.00 0.00 40.00 40.00 18.00 8.00 Wall A-I Seg 1 2.00 0.00 40.00 40.00 18.00 Opening 1 2.00 18.00 16.00 6.75 Opening 2 32.00 36.00 4.00 6.75 Line B Level 2 Line B, Level 2 Seg 2 34.00 0.00 40.00 40.00 29.50 8.00 Wall B-1 Seg 2 34.00 0.00 40.00 40.00 29.50 Opening 1 4.25 8.25 4.00 6.75 Opening 2 12.50 15.00 2.50 6.75 Opening 3 30.25 34.25 4.00 6.75 Level 1 Line B, Level 1 NSW 34.00 0.00 40.00 40.00 0.00 8.00 Wall B-1 NSW 32.00 0.00 40.00 40.00 40.00 1475 Cottman Ave Lot 22, Bremerton WA 1 0 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 200514:54:59 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Ld.Case V rlbsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line 1 Level 2 Lnl, Lev2 2 S->N 2640 77.7 77.7 495 1. 00 S 495 16822 0.16 2 N->S 2524 74.2 74.2 495 1. 00 S 495 16822 0.15 Level 1 Lnl, Levi 2 S->N 4506 150.2 150.2 495 1. 00 S 495 14843 0.30 2 N->S 4390 146.3 146.3 495 1. 00 S 495 14843 0.30 Line 4 Level 2 Ln4, Lev2 2 S->N 2542 74.8 82.0 495 1. 00 S 495 15338 0.17 2 N->S 2462 72.4 79.4 495 1. 00 S 495 15338 0.16 Level 1 Ln4, Levi 2 S->N 4407 146.9 146.9 495 1. 00 S 495 14843 0.30 2 N->S 4327 144.2 144.2 495 1. 00 S 495 14843 0.29 East-West W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Ld.Case V rlbsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 2007 50.2 129.5 495 1. 00 S 495 7669 0.26 Wall A-3 2 Both 777 50.2 129.5 495 1. 00 495 2969 0.26 Wall A-1 2 Both 906 50.2 129.5 495 1. 00 495 3463 0.26 Wall A-2 2 Both 324 50.2 129.5 495 1. 00 495 1237 0.26 Level 1 LnA, Levi 1 Both 6273 156.8 348.5 638 1. 00 S 638 11484 0.55 Line B Level 2 LnB, Lev2 2 Both 1585 39.6 53.7 495 1. 00 S 495 14595 0.11 . . C- Sheathmg Combmatlon: A- Add capactfles; S- Strongest only; X- Strongest or twice weakest. 1475 Cottman Ave Lot 22, Bremerton WA 11 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Wind Suction Design co 0 MP NENTS AND CLADDING by SHEARLlNE North-South Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gro Cap End Int End Int Temp Moist 1 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 3 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 4 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service. Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 12 9 68 0.17 0.14 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 B 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 1475 Cottman Ave Lot 22, Bremerton WA 12 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p Mass r1bsl rsa.ftl E-W N-S E-W N-S E-W N-S Level 2 44381 1344 8178 8178 0.334 0.161 0.37 -1.40 Level 1 23680 1200 2409 2409 0.556 0.167 0.96 -1.45 Structure 68061 - 10587 10587 - - 1. 00 1. 00 Vertical Earthquake Load Ev = 0.2 Sds 0; Sds = 0.93; Ev = 0.190 SHEAR RESULTS North-South W For H/W Fact. Shear Force [pit] Allowable Shear [pit] Crit Shearlines Go Dir Int Ext V r1bsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line 1 Level 2 Ln1, Lev2 2 Both 1.0 1.0 2875 84.6 84.6 353 1. 00 S 353 12016 0.24 Level 1 Ln1, Lev1 2 Both 1.0 1.0 3717 123.9 123.9 353 1. 00 S 353 10602 0.35 Line 4 Level 2 Ln4, Lev2 2 Both 1.0 1.0 2850 83.8 91. 9 353 1. 00 S 353 10955 0.26 Level 1 Ln4, Lev1 2 Both 1.0 1.0 3694 123.1 123.1 353 1. 00 S 353 10602 0.35 East-West W For H/W Fact. Shear Force [pit] Allowable Shear [pit] Crit Shearlines Gp Dir Int Ext V [Ibs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 .63 2963 74.1 191. 2 221 1. 00 S 221 4307 0.87 Wall A-3 2 Both 1.0 .75 1147 74.1 191. 2 221 1. 00 265 1590 0.72 Wall A-1 2 Both 1.0 .87 1338 74.1 191. 2 221 1. 00 309 2165 0.62 Wall A-2 2 Both 1.0 .63 478 74.1 191. 2 221 1. 00 221 552 0.87 Level 1 LnA, Lev1 1 Both 1.0 1.0 7411 185.3 411. 7 456 1. 00 S 456 8203 0.90 Line B Level 2 LnB, Lev2 2 Both 1.0 1.0 2761 69.0 93.6 353 1. 00 S 353 10425 0.26 C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 1475 Cottman Ave Lot 22, Bremerton WA 13 of 33 . 0 i,.....HOd ....e ..' /erigineertngg inc. COMPANY Hodge Engineering, Inco 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857 -7055 Nov. 11,200516:04:11 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R1 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 Load1 Dead Full Area Load2 Snow Full Area Load3 Dead Full UDL *Tributary Width (ft) Location [ft] Pattern Start End Load? No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 6' Dead 376 376 Live 225 225 Total 601 601 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Design Fv' - Fb' 0.20 0.30 Value 207 1242 L/3 60 L/240 Analysis Value fv - 21 fb 217 0.01 <L/999 0.02 <L/999 Analysis/Design fv/Fv' - 0.10 fb/Fb' = 0.17 0.03 0.07 ADDITIONAL DATA: FACTORS: F CD CM ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 15 1. 00 1. 00 1. 000 1.200 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 901 lbs-ft Shear LC# 2 D+S, V = 601, V design 446 lbs Deflection: LC# 2 D+S EI= 369.34e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 14 of 33 ~..."-"." ~. Hod.g.... e engineering . inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11,200516:04:19 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R2 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) [ft] End Load1 Dead Load2 Snow Load3 Dead *Tributary MAXIMUM REA Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 Location Start Pattern Load? No No No Full Area Full Area Full UDL width (ft) 0' 3' Dead 185 185 Live 112 112 Total 298 298 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Def1'n Total Defl'n Analysis Value fv - 11 fb 87 0.00 <L/999 0.00 <L/999 Design Fv' ~ Fb' 0.10 0.15 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' - 0.05 fb/Fb' = 0.06 0.01 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 223 Ibs-ft Shear LC# 2 D+S, V = 298, V design 178 Ibs Deflection: LC# 2 D+S EI= 177.83e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 15 of 33 8"""'H'd" , , : , ''>- ~ '"",.6:~ ",8.." ',' e :", engineering 9 ine, '..) .:~- COMPANY Hodge Engineering, Inc. 2601 Jahn Ave: NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:26 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R3 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, pst, or pit) Load Type Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00(15.54)* 30.00 (15.54) * Load1 Dead Full Area Load2 Snow Full Area Load3 Dead Full Area Load4 Snow Full Area *Tributary Width (ft) Location [ft] Pattern Start End Load? No No No No 0' 4' Dead 538 538 Live 1052 1052 Total 1591 1591 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Def1'n Total Defl'n Analysis Value fv - 66 fb 623 0.02 <L/999 0.03 <L/999 Design Fv' - Fb' 0.13 0.20 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' - 0.32 fb / Fb' = 0 . 46 0.13 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 1591 lbs-ft Shear LC# 2 D+S, V = 1591, V design 1110 lbs Deflection: LC# 2 D+S EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 16 of 33 * I~l!edg! COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:31 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R4 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00(15.54)* 30.00(15.54)* Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary Full Area Full Area Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No MAXIMUM REA 0' 2'-6" Dead 336 336 Live 658 658 Total 994 994 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Def1'n Analysis Value fv - 30 fb 243 0.00 <L/999 0.00 <L/999 Design Fv' - Fb' 0.08 0.13 Value 207 1345 L/3 60 L/240 Analysis/Design fv/Fv' - 0.15 fb/Fb' = 0.18 0.03 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 621 1bs-ft Shear LC# 2 D+S, V = 994, V design 514 Ibs Deflection: LC# 2 D+S EI= 177.83e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 17 of 33 ~'."'....'.."" ~ . Hedg.....e. engineeriilg. ll1C, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:36 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R5 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00 (15.54) * 30.00 (15.54) * Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary MAXIMUM REA Full Area Full Area Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No Analysis Value fv - 42 fb 350 0.01 <L/999 0.01 <L/999 Design Fv' - Fb' 0.10 0.15 Value 207 1345 L/360 L/240 0' 3' Dead 404 404 Live 789 789 Total 1193 1193 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis/Design fv/Fv' - 0.20 fb / Fb' = 0 . 26 0.05 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 895 Ibs-ft Shear LC# 2 D+S, V = 1193, V design 713 Ibs Deflection: LC# 2 D+S EI= 177.83e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 18 of 33 . 'g!e~g! COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, W A 98335 253-857-7055 Nov. 11,2005 16:04:42 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R6 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude start End 15.00 (2.00)* 30.00 (2.00)* 15.00(15.54)* 30.00 (15.54) * Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary Full Area Full Area Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No MAXIMUM REA 0' 1'-6" Dead 202 202 Live 395 395 Total 597 597 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Def1'n Analysis Value fv 7 fb 88 0.00 <L/999 0.00 <L/999 Design Fv' Fb' 0.05 0.08 Value 207 1345 L/3 60 L/240 Analysis/Design fv / Fv ' 0 . 03 fb/Fb' = 0.07 0.01 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 224 lbs-ft Shear LC# 2 D+S, V = 597, V design 116 lbs Deflection: LC# 2 D+S EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. e Lot 22, Bremerton WA 19 of 33 Redo:. e engineering. . 'Inc. l'! ;~\ : ,f ',~<i ~ " ',,"'., COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:46 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U1 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 10.00 (3.00)* 40.00 (3.00)* Load1 Dead Load2 Snow Load3 Dead Load4 Dead LoadS Live *Tributary Full Area Full Area Full UDL Full Area Full Area Width (ft) Location Start [ft] End Pattern ' Load? No No No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' Dead 1293 1293 Live 1170 1170 Total 2463 2463 Bearing: LC number 3 3 Length 1.0 1.0 Glulam-Bal., West Species, 24F-1.8E WS, 5-1/8x12" Self Weight of 14.16 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 48 fb 879 0.16 <L/999 0.43 L/444 Design Fv' - Fb' 0.53 0.80 Value 240 2400 L/360 L/240 Analysis/Design fv/Fv' - 0.20 fb/Fb' = 0.37 0.30 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL cv Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1. 00 1. 00 1. 00 1. 000 1. 000 1. 00 1. 00 1. 00 1. 00 2 Fv' 240 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 650 1. 00 1. 00 1. 00 E' 1.8 million 1. 00 1. 00 1. 00 3 Bending(+): LC# 2 D+L, M = 9013 lbs-ft Shear LC# 2 D+L, V = 2253, V design 1972 lbs Deflection: LC# 3 D+.75(L+S) EI=1328.38e06lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 1475 Cottman Ave Lot 22, Bremerton WA 20 of 33 ~ ~ Hedge engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A 1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:51 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 10.00 (3.00)* 40.00 (3.00)* Location Start [ft] End Pattern Load? No No No No No Load1 Dead Load2 Snow Load3 Dead Load4 Dead Load5 Live *Tributary Full Area Full Area Full UDL Full Area Full Area Width (ft) 0' 4' Dead 310 310 Live 292 292 Total 603 603 Bearing: LC number 3 3 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv 16 Fv' 180 fv/Fv' 0.09 Bending(+) fb 132 Fb' 1080 fb/Fb' = 0.12 Live Def1'n 0.00 <L/999 0.13 L/360 0.02 Total Defl'n 0.01 <L/999 0.20 L/240 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 200 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 3 Bending(+): LC# 2 D+L, M = 550 lbs-ft Shear LC# 2 D+L, V = 550, V design 338 lbs Deflection: LC# 3 D+.75(L+S) EI= 369.34e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 21 of 33 ... . "8"d" ,'. : ~ "':r', ' . 'D ..... ..e .'.: engmeenng9mc '.~ ;, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A 1 Gig Harbor, WA 98335 253-857 -7055 Nov. 11, 2005 16:04:55 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U3 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 10.00 (2.50)* 40.00 (2.50)* 10.00 (8.88)* 40.00 (8.88)* Load1 Dead Load2 Live Load3 Dead Load4 Live *Tributary Full Area Full Area Full Area Full Area width (ft) Location Start [ft] End Pattern Load? No No No No MAXIMUM REA 0' 2'-8" Dead 160 160 Live 607 607 Total 766 766 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 25 fb 200 0.00 <L/999 0.00 <L/999 Design Fv' - Fb' 0.09 0.13 Value 180 1170 L/3 60 L/240 Analysis/Design fv/Fv' - 0.14 fb/Fb' = 0.17 0.03 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+L, M = 511 lbs-ft Shear LC# 2 D+L, V = 766, V design 419 lbs Deflection: LC# 2 D+L EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 22 of 33 .~. Hodge ~ engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:59 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U4 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 10.00 (9.54)* 40.00 (9.54)* 10.00 (9.88)* 40.00 (9.88)* Loadl Dead Load2 Live Load3 Dead Load4 Live *Tributary Full Area Full Area Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No MAXIMUM REA 0' 2'-8" Dead 267 267 Live 1036 1036 Total 1302 1302 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 42 fb 340 0.00 <L/999 0.01 <L/999 Design Fv' - Fb' 0.09 0.13 Value 180 1170 L/360 L/240 Analysis/Design fv/Fv' - 0.23 fb/Fb' = 0.29 0.06 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+L, M = 868 lbs-ft Shear LC# 2 D+L, V = 1302, V design 712 lbs Deflection: LC# 2 D+L EI= l77.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 23 of 33 To specify your own specia~ title block here, use the "Settings" screen and enter your title block information. .0' Title : 40KSI 7' Restrained Wall Job # : 2500 Dsgnr: JEH Date: Description.. .. 40KSI steel 2500PSI concrete 7' restrained wall Page:_ JUL 21,2005 This Wall in File: c:\pro~ram files\rp2005\restrained walls.rp5 Retain Pro 2005 , 02-February-2005, (c) 1989-2005 www.retainpro.com/suoportforlatestrelease Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 7.00 ft 0.50 ft 7.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 7.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.0 Ibs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load ~n Summary Total Bearing Load ...resultant ecc. 1,624 Ibs 0.52 in Soil Pressure @ Toe 983 psf OK Soil Pressure @ Heel 1,460 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,257 psf ACI Factored @ Heel 1,867 psf Footing Shear @ Toe 7.5 psi OK Footing Shear @ Heel 1.7 psi OK Allowable 85.0 psi Reaction at Top 266.8 Ibs Reaction at Bottom 761.8 Ibs Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 761.8 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 I I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psflft 250.0 psf/ft 110.00 pcf 0.300 0.00 in I I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I I Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g ,I Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable Code: IBC 2003 I , I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness I Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover@ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.33 ft 1.00 1.33 8.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in , O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf , @ Base of Wall Stem OK. 0.00 ft # 4 18.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- Poisson's Ratio Added seismic per unit area Added seismic per unit area 40,000 psi 2,500 psi @ Top Support Stem OK 7.50 ft # 4 18.00 in Center 4.00 in M max Between Top & Base Stem OK 3.10 ft # 4 18.00 in Center 4.00 in = 0.000 0.0 ft-# 1,558.0 ft-# 426.8 Ibs 8.89 psi 85.00 psi 12.48 in 0.850 1,324.5 ft-# 1,558.0 ft-# 12.48 in Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 0.000 0.0 ft-# 1,558.0 ft-# 945.2 Ibs 19.69 psi 85.00 psi 6.00in 1475 Cottman Ave Lot 22, Bremerton WA 24 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 7' Restrained Wall Job # : 2500 Dsgnr: JEH Date: Description.... 40KSI steel 2500PSI concrete 7' restrained wall Page: ---..-- JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainoro.eom/suooortfor latest release Restrained. Retaining Wall Design Registration # : RP-1139585 I Footing~n Results Toe Factored Pressure 1,257 1,867 psf Mu' : Upward 72 100 ft-# Mu' : Downward 7 103 ft-# Mu: Design 65 3 ft-# Actual1-Way Shear 7.45 1.67 psi Allow 1-Way Shear 85.00 85.00 psi Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 750.01bs Soil Over Heel 255.4lbs Footing Weight 133.01bs Total Vertical Force 1,624.4lbs Net Moment User For Soil Pressure Calculations ~ Code: IBC 2003 I ft 0.67 ft ft ft ft 0.67 ft 1.16 ft 0.67 ft ft-# 266.0ft-# ft-# ft-# ft-# 498.8ft-# 297.3ft-# 88.4 ft-# 1,150.5ft-# Moment = DESIGNER NOTES: -70.3 ft-# 1475 Cottman Ave Lot 22, Bremerton WA 25 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 8' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description.... 40KSI steel, 2500PSI concrete 8' restrained wall This Wall in File: c:\program files\rp2005\restrained walls.rp5 Page: _ JUL 21,2005 Retain Pro 2005 . 02-February-2005, (e) 1989-2005 www.retainoro.com/suooortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 8.00 ft 0.50ft 8.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 8.50 ft 0.00: 1 0.00 in 0.0 ft Wind on Stem 0.0 psf I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.01bs Axial Live Load 320.01bs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load =n Summary Total Bearing Load ...resultant ecc. 2,1471bs 1.57 in Soil Pressure @ Toe 651 psf OK Soil Pressure @ Heel 1,495 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 821 psf ACI Factored @ Heel 1,883 psf Footing Shear@ Toe 10.8 psi OK Footing Shear @ Heel 2.7 psi OK Allowable 85.0 psi Reaction at Top 351.4 Ibs Reaction at Bottom 963.1 Ibs Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 963.1 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E Code: IBC 2003 I I Soil Data , I Footing Strengths & Dimensions I Allow Soil Bearing = 1,500.0 psf Toe Width 0.67 ft Equivalent Fluid Pressure Method Heel Width = 1.33 Heel Active Pressure 35.0 psf/ft Total Footing Width 2.00 Toe Active Pressure 35.0 psf/ft Footing Thickness 8.00 in Passive Pressure 250.0 psf/ft Key Width 0.00 in Soil Density 110.00 pcf Key Depth 0.00 in FootingllSoil Friction 0.300 Key Distance from Toe 0.00 ft Soil height to ignore f'c = 2,500 psi Fy = 40,000 psi for passive pressure 0.00 in Footing Concrete Density 150.00 pcf Min. As % 0.0018 Cover@ Top = 2.00in @ Btm.= 3.00 in I I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load I Lateral Load 0.0 #/ft Adjacent Footing Load O.Olbs ...Height to Top 0.00 ft Footing Width 0.00 ft ...Height to Bottom 0.00 ft Eccentricity 0.00 in I Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 0.0 psf I 0.200 g Added seismic per unit area Kh Soil Density Multiplier I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Added seismic per unit area 0.0 psf I 40,000 psi 2,500 psi Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn . Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable @ Top Support Stem OK 8.50 ft # 4 18.00 in Center 4.00 in Mmax Between Top & Base Stem OK 3.52 ft # 4 12.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 18.00 in Center 4.00 in 0.850 1,960.5 ft-# 2,305.6 ft-# 0.000 0.0 ft-# 1,558.0 ft-# 1,229.8 Ibs 25.62 psi 85.00 psi 0.000 0.0 ft-# 1,558.0 ft-# 562.2 Ibs 11.71 psi 85.00 psi 12.48 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 12.48 in IBC 2003 1.200 1.600 1.600 1.600 1.000 6.00in Not req'd, Mu < S . Fr Not req'd, Mu < S . Fr No key defined 1475 Cottman Ave Lot 22, Bremerton WA 26 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 8' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description.... 40KSI steel, 2500PSI concrete 8' restrained wall Page: JUL 21;'2005 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainpro.eom/sUDDortforlatest release Restrained Retaining Wall Design Registration #: RP-1139585 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Code: IBC 2003 I Footing Design Results .. --.1QL~ Factored Pressure 821 1,883 psf Mu' : Upward 209 392 ft-# Mu' : Downward 27 379 ft-# Mu: Design 182 14 ft-# Actual1-Way Shear 10.84 2.69 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 850.01bs Soil Over Heel 586.71bs Footing Weight 200.01bs Total Vertical Force 2,146.6Ibs I ft 1.00 ft ft ft ft 1.00 ft 1.67 ft 1.00 ft ft-# 400.0ft-# ft-# ft-# ft-# 850.0ft-# 977.8ft-# 200.0ft-# 2,427.8ft-# Moment = Net Moment User For Soil Pressure Calculations -281.2 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 27 of 33 To specify your own . sl1ecial title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 9' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description.... 4KSI Steet 2500 PSI concrete 9' restrained wall Page:_ JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005, 02-February-2005, (e) 1989-2005 www.retainoro.com/supDortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 9.00 ft 0.50 ft 9.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 9.50 ft 0.00: 1 0.00 in 0.0 ft Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem 0.0 psf Axial Dead Load 80.01bs Axial Live Load 320.01bs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,594 Ibs 0.08 in Soil Pressure @ Toe 1,271 psf OK Soil Pressure @ Heel 1,323 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,588 psf ACI Factored @ Heel 1,653 psf Footing Shear @ Toe 11.4 psi OK Footing Shear @ Heel 1.3 psi OK Allowable 85.0 psi Reaction at Top 447.6 Ibs Reaction at Bottom 1,187.6 Ibs Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 1,187.6 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 I I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 0.00 in I I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I I Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable , I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover@ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall I Poisson's Ratio Added seismic per unit area Added seismic per unit area 40,000 psi 2,500 psi @ Top Support Stem OK 9.50 ft # 4 12.00 in Center 4.00 in Mmax Between Top & Base Stem OK 3.93 ft # 4 9.00 in Center 4.00 in Code: IBC 2003 , 0.42 ft 1.58 2.00 8.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in I O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I @ Base of Wall Stem OK 0.00 ft # 4 12.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- = 0.000 0.0 ft-# 2,305.6 ft-# 716.21bs 14.92 psi 85.00 psi 12.48 in 0.915 2,773.0 ft-# 3,032.2 ft-# 12.48 in Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 0.000 0.0 ft-# 2,305.6 ft-# 1,551.8Ibs 32.33 psi 85.00 psi 6.00 in 1475 Cottman Ave Lot 22, Bremerton WA 28 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI g' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description... . 4KSI Steet 2500 PSI concrete g' restrained wall Page: JUL 21;2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainoro.com/supportfor latest release Restrained Retaining Wall Design Registration #: RP-1139585 Code: IBC 2003 I Footing Design Results II --IQL~ Factored Pressure 1,588 1,653 psf Mu' : Upward 138 686 ft-# Mu' : Downward 10 750 ft-# Mu: Design 128 64 ft-# Actual1-Way Shear 11.38 1.27 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 950.01bs Soil Over Heel 907.51bs Footing Weight 200.01bs Total Vertical Force 2,594.2Ibs I ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1 .00 ft ft-# 300.0ft-# ft-# ft-# ft-# 712.5ft-# 1,399.1 ft-# 200.0ft-# 2,611.6ft-# Moment = Net Moment User For Soil Pressure Calculations -17.3 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 29 of 33 To specify your own spoecial title block here, use the "Settings" screen and enter your title block information. Title : 10' Restrained wall Job # : 2005 Dsgnr: JEH Description.... 10'6" wall retaining 10' of well drained soil with restraint at top and bottom This Wall in File: c:\program files\rp2005\restrained walls.rp5 Date: Page:_ JUN 12,2005 Retain Pro 2005, 02-February-2005, (e) 1989-2005 www.retainoro.com/suooortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 ~ria Retained Height Wall height above soil Total Wall Height 10.00 fl 0.50 fl 10.50 fl Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 10.50 fl 0.00: 1 0.00 in 0.0 fl 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.01bs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,880 Ibs 0.05 in Soil Pressure @ Toe 1,422 psf OK Soil Pressure @ Heel 1,458 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,770 psf ACI Factored @ Heel 1,814 psf Footing Shear @ Toe 8.7 psi OK Footing Shear @ Heel 0.4 psi OK Allowable 93.1 psi Reaction at Top 555.6 Ibs Reaction at Bottom 1,498.3 Ibs Sliding Calcs Slab Resists All Sliding! Latera:! Sliding Force = 1 ,4g8.3 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E Code: IBC 2003 , I Soil Data I I Footing Strengths & Dimensions I Allow Soil Bearing = 1,500.0 psf Toe Width 0.42 fl Equivalent Fluid Pressure Method Heel Width = 1.58 Heel Active Pressure 35.0 psf/fl Total Footing Width 2.00 Toe Active Pressure 35.0 psflfl Footing Thickness 10.00 in Passive Pressure 250.0 psflfl Key Width 0.00 in Soil Density 110.00 pcf Key Depth 0.00 in FootingllSoil Friction 0.300 Key Distance from Toe 0.00 fl Soil height to ignore f'c = 3,000 psi Fy = 60,000 psi for passive pressure = 0.00 in Footing Concrete Density 150.00 pcf Min. As % 0.0018 Cover@ Top = 2.00in @Btm.= 3.00 in , I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load I Lateral Load 0.0 #/fl Adjacent Footing Load O.Olbs ...Height to Top 0.00 fl Footing Width 0.00 fl ...Height to Bottom 0.00 fl Eccentricity 0.00 in I Wall to Ftg CL Dist 0.00 fl Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 fl Poisson's Ratio 0.300 , Kh Soil Density Multiplier 0.200 g Added seismic per unit area 0.0 psf , Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Added seismic per unit area 0.0 psf I 60,000 psi 3,000 psi Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn . Phi.....Allowable Shear Force @ this height Shear... ..Actual Shear.....Allowable @ Top Support Stem OK 10.50 fl # 4 10.00 in Center 4.00 in Mmax Between Top & Base Stem OK 4.39 fl # 4 10.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 fl # 4 10.00 in Center 4.00 in 0.000 0.0 fl-# 4,065.1 fl-# 888.9 Ibs 18.52 psi 93.11 psi 17.09 in 0.931 3,783.3 fl-# 4,065.1 fl-# 0.000 0.0 fl-# 4,065.1 fl-# 1,911.1Ibs 39.81 psi 93.11 psi Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 17.09 in IBC 2003 1.200 1.600 1.600 1.600 1.000 7.67 in Not req'd, Mu < S . Fr Not req'd, Mu < S . Fr No key defined 1475 Cottman Ave Lot 22, Bremerton WA 30 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 10' Restrained wall Job # : 2005 Dsgnr: JEH Description.... 10'6" wall retaining 1 0' of well drained soil with restraint at top and bottom This Wall in File: c:\program files\rp2005\restrained walls.rp5 Page: Date: JUN 12;200li Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainoro.com/suooortfor latest release Restrained Retaining Wall Design Registration #: RP-1139585 Code: IBC 2003 I Footing Design Results Toe Factored Pressure 1,770 1,814 psf Mu' : Upward 154 756 ft-# Mu' : Downward 13 869 ft-# Mu: Design 141 113 ft-# Actual1-Way Shear 8.68 0.35 psi Allow 1-Way Shear 93.11 93.11 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 1,050.0Ibs Soil Over Heel 1,008.3Ibs Footing Weight 250.01bs Total Vertical Force 2,880.1Ibs Net Moment User For Soil Pressure Calculations ~ I ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1.00 ft ft-# 300.0ft-# ft-# ft-# ft-# 787.5ft-# 1,554.5ft-# 250.0ft-# 2,892.0ft-# Moment = -12.0 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 31 of 33 To specify your own . sp~cial title block here, use the "Settings" screen and enter your title block information. Date: Page:_ JUL 21,2005 Title : 40KS110' Restrained Wall Job # : 2005 Dsgnr: JEH Description.... 40KSI Steel 2500 PSI concrete 10' restrained wall This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005, 02-February-2005, (e) 1989-2005 www.retainoro.com/suooortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 10.00 ft 0.50 ft 10.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 10.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.01bs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,880 Ibs 0.05 in Soil Pressure @ Toe 1,422 psf OK Soil Pressure @ Heel 1,458 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,770 psf ACI Factored @ Heel 1,814 psf Footing Shear@ Toe 8.7 psi OK Footing Shear @ Heel 0.4 psi OK Allowable 85.0 psi Reaction at Top 555.6 Ibs Reaction at Bottom 1,498.3 Ibs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1 ,49B.3 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E Code: IBC 2003 I I Soil Data I I Footing Strengths & Dimensions I Allow Soil Bearing = 1,500.0 psf Toe Width 0.42ft Equivalent Fluid Pressure Method Heel Width 1.58 Heel Active Pressure 35.0 psf/ft Total Footing Width 2.00 Toe Active Pressure 35.0 psf/ft Footing Thickness 10.00 in Passive Pressure 250.0 psf/ft Key Width 0.00 in Soil Density 110.00 pcf Key Depth 0.00 in FootingllSoil Friction 0.300 Key Distance from Toe 0.00 ft Soil height to ignore f'c = 2,500 psi Fy = 40,000 psi for passive pressure 0.00 in Footing Concrete Density 150.00 pcf Min. As % 0.0018 Cover@ Top = 2.00in @ Btm.= 3.00 in I I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load I Lateral Load 0.0 #/ft Adjacent Footing Load O.Olbs ...Height to Top 0.00 ft Footing Width 0.00 ft ...Height to Bottom 0.00 ft Eccentricity 0.00 in , Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio 0.300 I Added seismic per unit area 0.0 psf Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Added seismic per unit area 0.0 psf I 40,000 psi 2,500 psi Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable @ Top Support Stem OK 10.50 ft # 4 10.00 in Center 4.00 in M max Between Top & Base Stem OK 4.39 ft # 4 6.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 10.00 in Center 4.00 in 0.000 0.0 ft-'# 2,744.1 ft-'# 888.9 Ibs 18.52 psi 85.00 psi 12.48 in 0.855 3,783.3 ft-'# 4,422.4 ft-'# 0.000 0.0 ft-'# 2,744.1 ft-# 1,911.1Ibs 39.81 psi 85.00 psi Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 12.48 in IBC 2003 1.200 1.600 1.600 1.600 1.000 6.00in Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 1475 Cottman Ave Lot 22, Bremerton WA 32 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KS110' Restrained Wall Job # : 2005 Dsgnr: JEH Description.... 40KSI Steel 2500 PSI concrete 10' restrained wall Page: Date: JUL 21;2005 Retain Pro 2005 . 02-February-2005, (c) 1989-2005 www.retainpro.com/supportforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Code: IBC 2003 I Footing~n Results Toe Factored Pressure 1,770 1,814 psf Mu' : Upward 154 756 ft-# Mu' : Downward 13 869 ft-# Mu: Design 141 113 ft-# Actual1-Way Shear 8.68 0.35 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 1,050.0Ibs Soil Over Heel 1,008.3Ibs Footing Weight 250.01bs Total Vertical Force 2,880.1Ibs Net Moment User For Soil Pressure Calculations ~ , ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1.00 ft ft-# 300.0ft-# ft-# ft-# ft-# 787.5ft-# 1,554.5ft-# 250.0ft-# 2,892.0ft-# Moment = -12.0 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 33 of 33 , '. <~ Hodg.....e . ..l(l5JengirieeriH~I" ... .. inc. ~ Please complete the information below, sign this request form, and fax back to: Hodge Engineering at 253-857-7599 Items with (*) are required. Client Request for Engineering Support Client Information *Company: *Contact: *Hodge Engineering proj #: 5.914 Architect / Plan # RON BURLEY CONSTRUCTION *Phone: Fax: Mobile: Email Address: *Site Address: Project Information Brief Description of Problem: See Attached (check): LID YES LJJ NO Engineering Requested (check): LJI Plan MOdificatiorEiJ Construction Error LJI Engineering ErrorLiJ Other: Request Via (check): LJ1 Phone LJl Meeting LJJ Fax LJl Other: I authorize the above requested work and associated charges. Client Signature (ok to start Work): 2601 Jahn Ave NW Suite A 1 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 . www.hodgeengineerino.com :~~. ,I I 2003 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RON BURLEY CONSTRUCTION PLAN: 2005-275 SITE CRITERIA G~]f1J3 ClII'tOLND WIND exl"'O&U_ &EI8MIC &011.. &NOW &FEED DE&IGN f"ROFII...E 1...0AD (MI"I..V CATEGO!ln'" 30 FeF && NFl-! e D D [COITI[ CD ~~ ------ U[g] DDDDDDDD DDDDDDDD DDDDDDDD DDDDDDDD SITE: 1475 COTTMAN AVE LOT 22, BREMERTON WA Copyright@ 2006, Hodge Engineering, Inc. SHEET DATE PlAN NUMBER e Hodg" e ;:~~~::~'A:.ENW RESIDENTIAL " ~~tH~~r.WA 98335 ENGINEERING engineering ..inc.. ;':::~;:::::;:;::: REPORT # 5.914 Cover 04-19-06 2005-275 2003 IBe 09/0712006 13:40 PAGE 212 ~.1I2~9! 9-6-06 SL #6-0744 RE: 1475 Cottman Ave Hodge Eng. Project 5.914 Herstad plan 2005-275 Added Footage TQWhom It May Concern: I have provided the lateral and gravity load engineering for the Herstad plan 2005-275 for Ron Burly Construction. Per the builder the area over the garage has been framed directly above the garage eliminating the floor supporting beam specified on the architectural sheets. This plan modification does not adversely affect may lateral engineering. The builder shall contact the architect that provided the gravity load engineering to.insure.this plan modification is acceptable to the gravity engineering. Please contact me with any questions regarding this plan revision. 11I;",'-. "41 ~.:. ... . .., . ..... ... ..... ". :'. . . .. ... .. . . . ... H" . .. .... TbiS: t~r is the pr9f~ssional'oJlihionofthe engineer of record and regards his engineering only. This letter . "db~ rioi.il)ioWthe l:i4~lder to disregard Code requirements. Any schedule or cost impact is the responsibility ... ":ofthe builder or own~r. The Building Inspector is the final authority to allow changes to approved building plan~, This letter may'be signed electronicallY, i~ acc,;ordan~. w, i,t~: ~AC, .196, -23~7q and Chapter 19.34 RCW ... .. . . --- _,. -.." .U d'-' ,.., - - .... . "",' ;'. .. ," . F,,; ~,. ;,.,," ~ ~ ,: ~~:: /- :. -.,. ~ ~ . ~ ': . . t<evIsed !(ec-fJ 0, (i. O. 14-l S C 0 -ff-vv\ CLY\ f'7-0f.o ArtJ-e :- Lt d ~ ,~ ,,-,,~ """'.~_.~, ,,~-~ ~-". '~''''-=<~"" --'.............-~...-.-..._, "-"'......~....'-', ". .....""~, ~....,...-"."". "' - ~'"--.......~-""~.._,~_._"'.~c-,,~~~-.. ~." ~.,,~, __...... ~._^"_.." _~~" "_~.." ~ ~,_, _'_"'-.-.''''- _ ~,..,_ ---.- ~ -~-- -~-"__:_~__ ::+ I J , , , C,~-,::t-'>T"c:,-::,~~,:t' \ ! \ ;~-i "", ~-"rl ~'",j .iy~;/; :;. f J n.A ,j t.~, j ~~. " , i; i' ~t::::::::::::: =r:C::::: :1" ,,1 \ \ I ,'. "'- .... I '\. '-+1""'- I ..." .'."......\' f '<.>-''-.''-_~ts ! ......-- i j 1 i , i '/' C \}J.......V. 8--0 "- I::,\: o _ (~j) s.) (10 .D\ f V.~~€ fl~. f>'\ J\r.. \. ;:~ ", i X\'-( f/ "f J~:' / :)~.. -r) ,~/"4 (~" ,: ,/ ",.-""- ! / '. I /..... 4- i i I! \ ! I ~ i ~ 1 I j f\! f ! \ I t==~-=:::-='~~'~JZ:~~-=~~-=~~::':',_=~_..._--_.. i j I I i i i 1 1 ~~~ ; t 1 ,l II i! ;.......... \ S j! ~" \. Iii '\ \\ ..-:>; \ I' : '\ !^ '\.. , j j "\~: \ ')-) '.(.1 \\ 1...~.IJ.. />. '. ~~~/ J ~_._~ ~ '\'.- 'V' , (tJ~-, -~ ll/e fr- -" .,...-:, _:"::'::::.2'- " '0 -., , \'\ ,. , I f,riO.;~'\r-\F ,,,',,,-f) 1 , , j -\ . \'') , \~ J ~-.,~ J \{ ! ; 1 j""' I ", i ';, '" i ,)- '\ ;;" \ \ iQ<, \ ~;:;:1 L~~] Ii , , I J I h-~-;'"---:."-':~_' I j ? F"-_~:-"::~~:=~---""7 ....: .- ! '0\ ~l ~ f , , '~I I , ...Y_. --.\..1 3 ,",ic, : l f i! 1 : ;..,A. "~~":':. , \. ;t "- ~:~ '1- ~,., 'J ')~ .$~ . ,~ ! ~..,. '0 ,,-.,\- k (7:;"~\..'~'-. ":. /el... !{ .:.~!>l!ii\~~'.ti'\lJ1fA&~~..~~~~~1l&~i~~~~Ji~wiilWil_:#iwt~_~,~~~~!ii(~_i~~~~~,j,~_\~~~~~lit_F- CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT Receipt Number: ~~~1:1R~~;~ 345 - 6th Street, Suite 600, Bremerton, WA 98337-1873 (360) 473-5275 Fax: (360) 473-5278 8000006222 05/31/2006 8uilding Permit $1,273.75 8806 00033 8000006222 05/31/2006 Mechanical Fixture Fee $179.15 8806 00033 8000005680 01/26/2006 Plan Review Fee $827.94 8806 00033 8000006222 05/31/2006 Plumbing Fixture Fee $118.00 8806 00033 J 8000006222 05/31/2006 State Energy Code $50.00 8806 00033 8000006222 05/31/2006 State Surcharge $4.50 8806 00033 CREOIT CARO Total: $ 67.20 $67.20 Page 1 of 1 "'B0ill'~" -: ' J;lL:rWft # '/"'~' PemutType ",~,,~/*~arentApp #1'N~, ., SubmittediQ:ij261?pgf::.... T echni~a1ly C oltlpletml::'2x . . DafeSApprovedi9,Sn1J20Q6 {;: ; '.. Override 'E!Ilire? rtrovern1li:ent?J7" twlillJB~ ;(;ateJ~~ued IOSf;'!L~'QQ?..' Exp~tt,!ln;;Pate 101 116f?OO? R~~i;~;;;~Date ! ,..,:twE.~elnsed tmm~.... .;J4a!i.~k\c&oIlI~!31129.0~k, ~. Status Dati{[Q?131/20g6::. ,? ,:--.::::k_v", ",.:'A':v'n,' '10-, ,0,< '" Applic~t (~:tR~g(:iNSTRU( ".~ax AC~oMt# 1Ii<!l~10~~009 '.:Sjte Addr;'ss l~i15~~~YEu." >ii~ett~axJ~ I~'Y. ?rg9~F:~'~ 'f" RE: ~: ZoningICIT!. + {fO ~r;! S G ~T.::::- ;JJ.55 o~,,' o,,~.t1; ',',; <H~mut #;IIp:i"'6<~A'i6zi2;;;.. , ">'-<<, ' . ~!", YM, , ,...\t<lnt~" 0;::;;. J<,c~~l:::. ~; ;~; .;;;;: '.D'ate:S'iiGiilitte d 1.0 W2,6g006\,:~\ '. ! T echnicallrCo~plete t.. ................. ~HLD.~t~=;~I&~l,!?OO~a.~.. c;.!~:tp.de E'XP1P~;". GO:\{!!mnl.eDt. u " E~r?~~~te ..... ite~issne.Date L 'snY';<:0;0ktl!!;-;i;d' 'I;;; . 'j;::;;;;;, ... u. .ate""" USus '#. ,';~~i. '\\'~~"'.J.J"",~%~,'A'" , , ''''-un'''''" LastAcrionl68/2,l/20QL Status Date [Q~~J!2006 ~[1l3 Pe e IBr..> '. ....011Wf. I _. Par8ntApp #"w' -:..... D~~;ii$ifutte d IOl/2&!?OO 6......J~; TecImi~.ffu?CJirtplete I . \;' . ...........J.. Dat~proved IO~[~.lZ~0061 %. Ovenia'ti~ifPi:ra? r (t~NemmeJit?;l:~" , 'Xc,'>~'C! c c ~ Hodge l~ cngincc:Jring inc. NONEXCLUSIVE LICENSE AGREEMENT This engineering is licensed by Hodge Engineering Inc. to users for their one time use only on the terms set out below. Please read the following terms and conditions carefully and if you do not agree, do not use this engineering. By using the contents herein for your structure, you agree to be bound by the terms listed below. . License - Hodge Engineering hereby agrees to grant you, upon your acceptance of the terms of this agreement, a nonexclusive license to use the enclosed engineering, subject to the terms and restrictions as set out in this license agreement. Copyright - The material contained herein is copyrighted by Hodge Engineering Inc. You may not copy or otherwise reproduce the content or any portion thereof except as expressly provided in' this license agreement. You may, however, make copies as required for your subcontractor use provided that you reproduce all copyright notices and other proprietary legends on such copies. Restrictions on Use and Transfer - The engineering may only be used by the license purchaser in connection with a single site. You may not distribute copies of the engineering to others. The license may not be assigned, sublicensed or otherwise transferred by you without the prior written consent of Hodge Engineering Inc. Limited Warranty - Hodge Engineering will use the degree of care and skill ordinarily exercised for similar projects by members of the engineering profession in this area. No other warranty either expressed or implied is made in connection with the engineering services. For any dispute, claim, or action arising out of the engineering, Hodge Engineering shall have liability limited to the amount of the engineering fee. Except as expressly provided above Hodge Engineering makes no warranties either expressed or implied with respect to the engineering, or its fitness for a particular purpose. Your use of this engineering acknowledges that you have read the customer license and agree to its terms. You further agree (hat the license agreement is the complete and exclusive statement of the agreement between us and supersedes any proposal or prior agreement, oral or written, and any other communications between us relating to the subject matter of this agreement. .,;lar'. -~ ,^ ^^ , ~'\' 'iI/':,::, A, : .:'.,!;." ." ""~,,,'f ':i~ \, 'C~;;'I!.'::"'''I:I}~~!;',,:. . " '~~+' H()dgt~ Engineering, Inc. John E. Hodge P. E. 2601 ,Jahn Avel'\"\V Stc. Al Gig Uarhor, "VA 9~:!:{:~5 (21::)':>) 8~~/-~/ol'"")l'"") Fax (2~'>) 81'"")'"7-'i1)-9(~ 1475 t;o'ffman Ave . ,") '-' . . oJ>>. I " " .:f Lot 22, Bremerton WA -" - -- - -....... 2Or:j'r ....~..,,"-" ~;:,,",;',: ,,':,I:IJej, ~,.~__;i~}.. ~~;.. !i~..:. '"'-~d~ ._., H~' f"d' 'i\'.", ........g.-..e engl;l:l~etc1ng" inc. . 2003 I Be All gravity load resisting and lateral load resisting structural members are shown on the engineering S pages. The enclosed engineering calculations document the analysis used to'determine the structural members of the S pages. The engineering calculations are not required to be referenced for construction. Contractor shall verify all notes, dimensions and conditions prior to construction. Contractor shall provide temporary bracing as required until all permanent connections have been installed. Engineer and designer shall be notified by the contractor of any discrepancies at the time they are noted. . (IBC 2301.2) There are three methods for the design of wood based structural elements. These methods are allowable stress design (ASD), load and resistance factor design (LFRD), and conventional light-frame wood construction. This engineering uses allowable stress desiqn in accordance with the provisions of Sections 2304 (General Construction Requirements), 2305 (General Design Requirements for Lateral-Foree-Resisting Systems), and 2306 (Allowable Stress Design) of the 2003 IBC. The provisions of conventional light-frame wood construction (IBC 2308) do not apply unless noted otherwise. Introduction: This engineering report contains the results of the lateral and gravity load engineering calculations for the proposed structure. Lateral load modeling was completed with Wood Works Design Office (www.woodworks-software.com 800-844-1275). Wood Works was developed with technical guidance from the American Wood Council. Gravity load calculations were accomplished on Wood Works Sizer wood database to determine member size. Any member to member connections that are not common are shown on the prints. Scope of Services: Hodge Engineering Inc. provides engineering to resist lateral and qravitv loads in accordance with the 2003 IBC. This engineering is for the structure and foundation only. Foundations are engineered to support the structure with an assumed 1500 psf soil bearing. Special foundations for sloped lots or with poor soil bearing are not provided unless noted otherwise. It is the client's responsibility to notify the engineer about special site conditions. Architectural Revision: The architectural plans are used as the basis for engineering. The architectural plans usually do not meet all engineering criteria and require modification. It is the client's responsibility to identify these changes on the engineering plans and to notify their architect and get any plan changes necessary prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Materials Lumber shall conform to DOC PS 20 Manufactured I-Joists shall conform to ASTM 5055 Structural glued-laminated timber shall conform to AITC A 190.1 and ASTM D 3737 Preservative-treated wood shall conform to applicable AWPA standards AlhJl<~~^ Trusses, truss drawings.~nsUr~,~~'''e:!:!gineering shall be provided by the manufacturer. Metal plate connected Wood trusse~.?R~Clllb~~,(l;ii~,~,!li!S!~'r\E?d'a,s required by TPI 1. Floor and roof[~Jj~g~lfiir1g~s!laIIR'e; p~r"'IB~ tables of section 2304. FasteniDg~K~aj(oe per t~~i~0'03 IBC\fij~ie~ing schedule table 2304.9.1. ~~~~~~il~;i~'~~:~~;;j~~ :." ......';,;~:;;~;'::~;lJ~..~~... /"', ^ ' ~l"~C..~ ::~:\;~t~~;, Hodge Engineering 1475 Cottman Ave 2601 Jahn Ave NW Suite A~1 Gig Harbor ltB.tg~ti Bremerton WA Phone: 253-857-7055 Fax: 253-857-7599 3 of 33 ,t~ !~'~:';'I~fr1'::'I' Hodgie en,glneemHg . me. 20031Be Concrete Minimum specified compressive 28 strength (Table 1904.2.2(2)) 2,500 psi for basement walls and foundations not exposed to the weather 2,500 psi for slabs and interior slabs on grade, except garage floor slabs 3,000 psi for vertical concrete surfaces exposed to the weather 3,000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather and garage floor slabs. 3,000 psi for all residential concrete in Pierce County per the Building Official Reinforcinq Steel ASTM A-615 Grade 60 CODE CRITERIA Building Codes 2003 International Building Code Seismic Zone 0 Response Mod Factor 6 Soil Profile 0 Wind Zone 85 mph Exposure B Design ASD, ASCE-7 SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Bearing Depth None None 1500 psf assumed unless noted otherwise 12" Minimum uniformly distributed Live Loads Attics with Storage 20 psf Attics without Storage 10 psf Decks 40 psf Exterior Balconies 60 psf Fire Escapes 40 psf Guardrails and Handrails 200 psf Guardrails in-fill Components 50 psf Passenger Vehicle Garages 50 psf Rooms other than Sleeping Rooms 40 psf Sleeping Rooms 30 psf Stairs 40 psf ,,' ", THI~;;ENGINE~RI'N<id$,SirrE~SPECIFIC AND MAY NOT BE USED WITHOUT EXPRESSED WRITTEN "~,L,:J, i ': "1,<:I~~~i(!ltq[%'-,r~ /e~,~,;"~": "''':,'' :,_ PE:~MIS,SION FRQI\1H%)DGE'EiN6INEERING INC. WITH AN ORIGINAL RED ENGINEERING SEAL. """,,(if.~~' 1 ,', " '^:, ':~"'" :~ " " ...HC>D<S.EE:NGINE8RIJN.G1MUST Ce;t)lFIRM BY LETTER THAT THE SEISMIC CLASS, .2 SECOND AND 1 \SECONpSeISMIC '~[ESR~~~.,A\CC'ELE:~ATIONS, WIND ZONE AND SNOW LOADING OF THIS ENGINEERING ARE:,APpLft;A:B~ET;O'ASITE. ": '~'( . '" ,- ' ::~:"I' '''"i ","::::::;!~~'i:<:<,:'~<,:" Hodge Engineering ~475 C A 2601 Jahn Ave NW Suite A-1 Gig Harbor, W 98 ottman. ve Phone: 253-857-7055 Fax: 253-857-7599 'lof 2, Bremerton WA 4 of 33 '.~ lIod.ge ~ engirteertng .' iIle; ~ Please complete the information below, sign this request form, and fax back to: Hodge Engineering at 253-857-7599 Items with (*) are required. Client Request for Engineering Support c:lient Information *Company: *Contact: *Hodge Engineering proj #: 5.914 Architect / Plan # RON BURLEY CONSTRUCTION *Site Address: *Phone: Fax: Mobile: Email Address: Project Information Brief Description of Problem: See Attached (check): LJI YES B NO Engineering Requested (check): LID Plan MOdificatioU Construction Error (jI Engineering ErrorLJI Other: Request Via (check): Lj Phone ~ Meeting rJl Fax LJl Other: I authorize the above requested work and associated charges. Client Signature (ok to start Work): 2601 Jahn Ave NW Suite A1 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 WININ. hodoeengi neeri no. com 01 SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls Lateral Analysis.wsw WoodWorks@ Shearwalls 2004b Nov. 8, 2005 14:45:50 Level 1 of 2 45' 40' 35' B-1 30' 25' 20' ..- , ..- ..- , "'" 15' 10' 5' A-1 0' -5' -5' 0' 15' 50' 20' 25' 30' 35' 40' 45' 5' 10' 1475 Cottman Ave Lot 22, Bremerton WA 5 of 33 01 WoodWorks@ Shearwalls WoodWorks@ Shearwalls 2004b SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw Nov. 8, 2005 14:45:50 Level 2 of 2 B-1 45' 40' 35' ..-- , ..-- '!i:"B -" lr~ A-1 -~' 20' q' 5' 10' 115' A-2 25' 30' 25' 20' ..-- ..;. 15' 10' 5' ;:;;1I O?~_-, ~-,,'~'L~~ - - 0' A-3 -5' 30' 50' 35' 40' 45' 1475 Cottman Ave Lot 22, Bremerton WA 6 of 33 . ,.. WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004b Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 2005 275 - Lateral 2601 Jahn Ave. NW Suite A-I Exposure B Gig Harbor, WA 98335 Seismic Zone D 253-857-7055 2003 IBC DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2003 ASCE-7 98 ASCE-7 98 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1. 40 1. 60 1. 00 Wind 1. 00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1. 60 T<=lOOF Dry Dry 4.00 3.33 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic , Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shear line force Seismic Materials: Ignore gypsum for exterior walls SITE INFORMATION IBC Occupancy ASCE-7 Equivalent Category II - All others Category II - All others Wind Seismic , ASCE-7 98 general analytic method for all bldgs ASCE-7 98 equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1: 0.600g Ss: 1.400g - - - Fundamental Period E-W N-S Site Location: - T Used 0.160s 0.160s - Approximate Ta o . 160s 0.160s - Maximum T 0.192s 0.192s Response Factor R 6.00 6.00 1475 Cottman Ave Lot 22, Bremerton WA 7 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Structural Data STORY INFORMATION Ceiling Level 2 Level 1 Foundation Story Elev ft 19.67 11.67 2.83 2.00 Floor/Ceiling De th in 0.0 10.0 10.0 Wall Hei ht ft 8.00 8.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face T e 510 e Overhan ft Block 1 2 Story E-W Ridge Location X,Y = 0.00 2.00 North Side 30.0 1. 00 Extent X,Y = 40.00 32.00 South Side 30.0 1. 00 Ridge Y Location, Offset 18.00 0.00 East Gable 90.0 1. 00 Rid e Elevation Hei ht 28.90 9.24 West Gable 90.0 1. 00 Block 2 2 Story N-S Ridge Location X,Y = 0.00 0.00 North Joined 150.0 1. 00 Extent X,Y = 20.00 2.00 South Gable 90.0 1. 00 Ridge X Location, Offset 10.00 0.00 East Side 30.0 1. 00 Rid e Elevation, Hei ht 25.44 5.77 West Side 30.0 1. 00 Block 3 2 Story N-S Ridge Location X,Y = 28.00 0.00 North Joined 150.0 1. 00 li' Extent X,Y = 12.00 2.00 South Gable 90.0 1. 00 Ridge X Location, Offset 34.00 0.00 East Side 30.0 1. 00 " Rid e Elevation Hei ht 23.13 3.46 West Side 30.0 1. 00 1475 Cottman Ave Lot 22, Bremerton WA 8 of 33 '.' , ',',': , - "~' ,;"" HOdg" '8 Hngifieering, ,'mc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:55 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U3 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) Distribution Magnitude Start End 10.00 (2.50)* 40.00 (2.50)* 10.00 (8.88)* 40.00 (8.88)* Loadl Dead Load2 Live Load3 Dead Load4 Live *Tributary Full Area Full Area Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No MAXIMUM REA 0' 2'-8" Dead 160 160 Live 607 607 Total 766 766 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 25 fb 200 0.00 <L/999 0.00 <L/999 Design Fv' - Fb' 0.09 0.13 Value 180 1170 L/3 60 L/240 Analysis/Design fv/Fv' - 0.14 fb/Fb' = 0.17 0.03 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+L, M = 511 lbs-ft Shear LC# 2 D+L, V = 766, V design 419 lbs Deflection: LC# 2 D+L EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2, Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 22 of 33 .............. .' ~"'th.. ,_.c ,. Hodg.... e engIneering . inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:59 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U4 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, pst, or pit) [ft] End Load1 Dead Load2 Live Load3 Dead Load4 Live *Tributary MAXIMUM REA Distribution Magnitude Start End 10.00 (9.54)* 40.00 (9.54)* 10.00 (9.88)* 40.00 (9.88)* Location Start Pattern Load? No No No No Full Area Full Area Full Area Full Area Width (ft) 0' 2'-8" Dead 267 267 Live 1036 1036 Total 1302 1302 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv 42 fb 340 0.00 <L/999 0.01 <L/999 Analysis/Design fv/Fv' 0.23 fb/Fb' = 0.29 0.06 0.05 Design Fv' Fb' 0.09 0.13 Value 180 1170 L/360 L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+L, M = 868 lbs-ft Shear LC# 2 D+L, V = 1302, V design 712 lbs Deflection: LC# 2 D+L EI= 177.83e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 23 of 33 10 specify your own special title block here, use the "Settings" screen and enter your title block information. <, ~~: j';! :.- {:'.'\,~;;'F ~~':t_~::\ . . Title : 40KSI 7' Restrained Wall Job # : 2500 Dsgnr: JEH Date: Description.... 40KSI steel 2500PSI concrete 7' restrained wall Page:_ JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005. 02-February-2005, (c) 1989-2005 www.retainoro.com/suooortforlatest.release Restrained Retaining Wall Design Registration #: RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 7.00 ft 0.50 ft 7.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 7.50 ft 0.00: 1 0.00 in 0.0 ft Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem 0.0 psf Axial Dead Load 80.01bs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design SUll1mary Total Bearing Load ...resultant ecc. 1,624 Ibs 0.52 in Soil Pressure @ Toe 983 psf OK Soil Pressure @ Heel 1,460 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,257 psf ACI Factored @ Heel 1,867 psf Footing Shear @ Toe 7.5 psi OK Footing Shear @ Heel 1.7 psi OK Allowable 85.0 psi Reaction at Top 266.8 Ibs Reaction at Bottom 761.8 Ibs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 761.8 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 I I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 = 0.00 in I I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I , Kh Soil Density Multiplier 0.200 g . Fp / Wp Weight Multiplier 0.000 g ,I Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn . Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.... .Allowable Code: IBC 2003 , I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness I 0.33 ft 1.00 1.33 8.00 in 0.00 in 0.00 in 0.00 ft I Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover @ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in I O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load Poisson's Ratio 0.300 0.0 psf Added seismic per unit area Added seismic per unit area 0.0 psf , 40,000 psi 2,500 psi @ Top Support Stem OK 7.50 ft # 4 18.00 in Center 4.00 in M max Between Top & Base Stem OK 3.10 ft # 4 18.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 18.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 0.000 0.0 ft-# 1,558.0 ft-# 426.8 Ibs 8.89 psi 85.00 psi 12.48 in 0.850 1,324.5 ft-# 1,558.0 ft-# 0.000 0.0 ft-# 1,558.0 ft-# 945.21bs 19.69 psi 85.00 psi 12.48 in 6.ooin Not req'd, Mu < S . Fr Not req'd, Mu < S . Fr No key defined 1475 Cottman Ave Lot 22, Bremerton WA 24 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 7' Restrained Wall Job # : 2500 Dsgnr: JEH Date: Description.... 40KSI steel 2500PSI concrete 7' restrained wall page:----,-,-- JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005, 02-February-2005, (c) 1989-2005 www.retainDro.com/suDDortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 Code: IBC 2003 I Footing Design Results .. ----I2!L~ Factored Pressure 1,257 1,867 psf Mu' : Upward 72 100 ft-# Mu' : Downward 7 103 ft-# Mu: Design 65 3 ft-# Actual1-WayShear 7.45 1.67 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs ~mW~N ~.O~ Soil Over Heel 255.4lbs Footing Weight 133.01bs Total Vertical Force 1,624.4lbs I ft 0.67 ft ft ft ft 0.67 ft 1.16 ft 0.67 ft ft-# 266.0ft-# ft-# ft-# ft-# 498.8ft-# 297.3ft-# 88.4 ft-# 1,150.5ft-# Moment = Net Moment User For Soil Pressure Calculations -70.3 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 25 of 33 To specify your own spedal title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 8' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description.... 40KSI steel, 2500PSI concrete 8' restrained wall Page:_ JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005, 02-February-2005, (c)'1989-2005 www.retainDro.com/supportfor latest release Restrained Retaining Wall Design Registration #: RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 8.00 ft 0.50 ft 8.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 8.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.0 Ibs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,1471bs 1.57 in Soil Pressure @ Toe 651 psf OK Soil Pressure @ Heel 1,495 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 821 psf ACI Factored @ Heel 1,883 psf Footing Shear @ Toe 10.8 psi OK Footing Shear @ Heel 2.7 psi OK Allowable 85.0 psi Reaction at Top 351.4 Ibs Reaction at Bottom 963.1 Ibs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 963.1 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 I I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 0.00 in I I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft , I Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable Code: IBC 2003 I I I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness , Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover @ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.67 ft 1.33 2.00 8.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in , O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I @ Base of Wall Stem OK 0.00 ft # 4 18.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- Poisson's Ratio Added seismic per unit area Added seismic per unit area 40,000 psi 2,500 psi @ Top Support Stem OK 8.50 ft # 4 18.00 in Center 4.00 in M max Between Top & Base Stem OK 3.52 ft # 4 12.00 in Center 4.00 in 0.000 0.0 ft-# 1,558.0 ft-# 562.2 Ibs 11.71 psi 85.00 psi 12.48 in 0.850 1,960.5 ft-# 2,305.6 ft-# 12.48 in Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 0.000 0.0 ft-# 1,558.0 ft-# 1,229.81bs 25.62 psi 85.00 psi 6.00 in 1475 Cottman Ave Lot 22, Bremerton WA 26 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 8' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description.... 40KSI steel, 2500PSI concrete 8' restrained wall Page: -"-- . JUL 21,2005 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainpro.com/sUDDortforlatestrelease Restrained Retaining Wall Design Registration # : RP-1139585 I Footing Design Results Toe 821 209 27 182 10.84 85.00 Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 850.01bs Soil Over Heel 586.71bs Footing Weight 200.01bs Total Vertical Force 2,146.6Ibs Net Moment User For Soil Pressure Calculations Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual1-Way Shear Allow 1-Way Shear I ~ 1,883 psf 392 ft-# 379 ft-# 14 ft-# 2.69 psi 85.00 psi Code: IBC 2003 I ft 1.00 ft ft ft ft 1.00 ft 1.67 ft 1.00 ft ft-# 400.0ft-# ft-# ft-# ft-# 850.0ft-# 977.8ft-# 200.0ft-# 2,427.8ft-# Moment = DESIGNER NOTES: -281.2 ft-# 1475 Cottman Ave Lot 22, Bremerton WA 27 of 33 To specify your own s'pedal title block here, use the "Settings" screen and enter your title block information. Title : 40KSI g' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description... . 4KSI Steet 2500 PSI concrete g' restrained wall Page:_ JUL 21,2005 This Wall in File: c:\pro~ram files\rp2005\restrained walls.rp5 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainoro.eom/sUDDortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 9.00 ft 0.50 ft 9.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 9.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.0 Ibs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load ~n Summary Total Bearing Load ...resultant ecc. 2,594 Ibs 0.08 in Soil Pressure @ Toe 1,271 psf OK Soil Pressure @ Heel 1,323 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,588 psf ACI Factored @ Heel 1,653 psf Footing Shear @ Toe 11.4 psi OK Footing Shear @ Heel 1.3 psi OK Allowable 85.0 psi Reaction at Top 447.6 Ibs Reaction at Bottom 1,187.6 Ibs Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 1,187.6 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 , I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 0.00 in , I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft = I I Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn . Phi.....Allowable Shear Force @ this height Shear.....Actual Shear... ..Allowable Code: IBC 2003 I I I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness I Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover@ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.42ft 1.58 2.00 8.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in , O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I @ Base of Wall Stem OK 0.00 ft # 4 12.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- Poisson's Ratio Added seismic per unit area Added seismic per unit area 40,000 psi 2,500 psi @ Top Support Stem OK 9.50 ft # 4 12.00 in Center 4.00 in M max Between Top & Base Stem OK 3.93 ft # 4 9.00 in Center 4.00 in = 0.000 0.0 ft-# 2,305.6 ft-# 716.21bs 14.92 psi 85.00 psi 12.48 in 0.915 2,773.0 ft-# 3,032.2 ft-# 12.48 in Not req'd, Mu < S . Fr Not req'd, Mu < S · Fr No key defined 0.000 0.0 ft-# 2,305.6 ft-# 1,551.8Ibs 32.33 psi 85.00 psi 6.00in 1475 Cottman Ave Lot 22, Bremerton WA 28 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KSI 9' Restrained Wall Job # : 2005 Dsgnr: JEH Date: Description... . 4KSI Steet 2500 PSI concrete 9' restrained wall Page: -'-_ ' JUL 21,2005 Retain Pro 2005 , 02-February-2005, (c) 1989-2005 www.retainoro.com/suDDortforlatest release Restrained Retaining Wall Design Registration #: RP-1139585 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Code: IBC 2003 I Footing Design Results II .JQL~ Factored Pressure 1,588 1,653 psf Mu' : Upward 138 686 ft-# Mu' : Downward = 10 750 ft-# Mu: Design 128 64 ft-# Actual1-Way Shear 11.38 1.27 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 950.01bs Soil Over Heel 907.51bs Footing Weight 200.01bs Total Vertical Force 2,594.2Ibs I ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1 .00 ft ft-# 300.0ft-# ft-# ft-# ft-# 712.5ft-# 1,399.1 ft-# 200.0ft-# 2,611.6ft-# Moment = Net Moment User For Soil Pressure Calculations -17.3 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 29 of 33 To specify your own , , special title block here, use the "Settings" screen and enter your title block information. Date: Page:_ JUN 12,2005 Retain Pro 2005 , 02-February-2005, (c) 1989-2005 www.retainpro.com/supDortforlatestrelease Restrained Retaining Wall Design Registration #: RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 10.00 ft 0.50 ft 10.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 10.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.0 Ibs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,880 Ibs 0.05 in Soil Pressure @ Toe 1,422 psf OK Soil Pressure @ Heel 1,458 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,770 psf ACI Factored @ Heel 1,814 psf Footing Shear @ Toe 8.7 psi OK Footing Shear @ Heel 0.4 psi OK Allowable 93.1 psi Reaction at Top 555.6 Ibs Reaction at Bottom 1,498.3 Ibs Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,498.3 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 Title : 10' Restrained wall Job # : 2005 Dsgnr: JEH Description.... 10'6" wall retaining 10' of well drained soil with restraint at top and bottom This Wall in File: c:\program files\rp2005\restrained walls.rp5 I I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 110.00 pcf 0.300 = 0.00 in I I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I I Kh Soil Density Multiplier 0.200 g I Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf fc Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable I I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 3,000 psi Fy = Footing Concrete Density Min. As % Cover @ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall I Poisson's Ratio Added seismic per unit area Added seismic per unit area 60,000 psi 3,000 psi @ Top Support Stem OK 10.50 ft # 4 10.00 in Center 4.00 in M max Between Top & Base Stem OK 4.39 ft # 4 10.00 in Center 4.00 in Code: IBC 2003 I 0.42ft 1.58 2.00 10.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in I O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I @ Base of Wall Stem OK 0.00 ft # 4 10.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 0.000 0.0 ft-# 4,065.1 ft-# 888.9 Ibs 18.52 psi 93.11 psi 17.09 in 0.931 3,783.3 ft-# 4,065.1 ft-# 17.09 in Not req'd, Mu < S * Fr Not req'd, Mu < S . Fr No key defined 0.000 0.0 ft-# 4,065.1 ft-# 1,911.1Ibs 39.81 psi 93.11 psi 7.67 in 1475 Cottman Ave Lot 22, Bremerton WA 30 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 10' Restrained wall Job # : 2005 Dsgnr: JEH Description... . 10'6" wall retaining 10' of well drained soil with restraint at top and bottom This Wall in File: c:\program files\rp2005\restrained walls.rp5 Date: Page: _1_ ( JUN 12,2005 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainDro.com/supportfor latest release Restrained Retaining Wall Design Registration #: RP-1139585 Code: IBC 2003 I Footing Design Results II -.1QL~ Factored Pressure 1,770 1,814 psf Mu' : Upward 154 756 ft-# Mu' : Downward 13 869 ft-# Mu: Design 141 113 ft-# Actual1-Way Shear 8.68 0.35 psi Allow 1-WayShear 93.11 93.11 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs S~O~Tre I~ Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 1,050.0Ibs Soil Over Heel 1,008.3Ibs Footing Weight = 250.01bs Total Vertical Force 2,880.1Ibs Net Moment User For Soil Pressure Calculations I ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1.00 ft ft-# 300.0ft-# ft-# ft-# ft-# 787.5ft-# 1,554.5ft-# 250.0ft-# 2,892.0ft-# Moment = -12.0 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 31 of 33 ~o specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KS110' Restrained Wall Job # : 2005 Dsgnr: JEH Description.... 40KSI Steel 2500 PSI concrete 10' restrained wall Date: Page: _ JUL 21,2005 This Wall in File: c:\proQram files\rp2005\restrained walls.rp5 Retain Pro 2005. 02-February-2005, (c) 1989-2005 www.retainoro.com/suooortfor latest release Restrained Retaining Wall Design Registration # : RP-1139585 I Criteria Retained Height Wall height above soil Total Wall Height 10.00 ft 0.50 ft 10.50 ft Top Support Height Slope Behind Wall Height of Soil over Toe Water height over heel 10.50 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Wind on Stem I Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load 80.0 Ibs Axial Live Load 320.0 Ibs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Stem Weight Seismic Load I Design Summary Total Bearing Load ...resultant ecc. 2,880 Ibs 0.05 in Soil Pressure @ Toe 1,422 psf OK Soil Pressure @ Heel 1,458 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,770 psf ACI Factored @ Heel 1,814 psf Footing Shear@ Toe 8.7 psi OK Footing Shear @ Heel 0.4 psi OK Allowable 85.0 psi Reaction at Top 555.6 Ibs Reaction at Bottom 1,498.3 Ibs Sliding Cales Slab Resists All Sliding! Lateral Sliding Force = 1 ,49B.3 Ibs Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 - I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure = 35.0 psflft 35.0 psflft 250.0 psf/ft 110.00 pcf 0.300 0.00 in _ I Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I . Kh Soil Density Multiplier 0.200 g . Fp / Wp Weight Multiplier 0.000 g II Concrete Stem Construction Thickness 8.00 in Fy Wall Weight = 100.0 psf f'c Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn . Phi.....Allowable Shear Force @ this height Shear.....Actual Shear.....Allowable Code: IBC 2003 I I I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness I Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density Min. As % Cover @ Top = 2.00 in I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.42 ft 1.58 2.00 10.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in I O.Olbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I @ Base of Wall Stem OK 0.00 ft # 4 10.00 in Center 4.00 in Rebar Lap Required Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- Poisson's Ratio Added seismic per unit area Added seismic per unit area 40,000 psi 2,500 psi @ Top Support Stem OK 10.50 ft # 4 10.00 in Center 4.00 in Mmax Between Top & Base Stem OK 4.39 ft # 4 6.00 in Center 4.00 in = 0.000 0.0 ft-# 2,744.1 ft-# 888.9 Ibs 18.52 psi 85.00 psi 12.48 in 0.855 3,783.3 ft-# 4,422.4 ft-# 12.48 in Not req'd, Mu < S . Fr Not req'd, Mu < S . Fr No key defined 0.000 0.0 ft-# 2,744.1 ft-# 1,911.1Ibs 39.81 psi 85.00 psi 6.00 in 1475 Cottman Ave Lot 22, Bremerton WA 32 of 33 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : 40KS110' Restrained Wall Job # : 2005 Dsgnr: JEH Description.... 40KSI Steel 2500 PSI concrete 10' restrained wall Date: Page: -"-_ " JUL 21,2005 Retain Pro 2005 , 02-February-2005, (e) 1989-2005 www.retainDro.com/suDDortforlatest release Restrained Retaining Wall Design Registration # : RP-1139585 This Wall in File: c:\program files\rp2005\restrained walls.rp5 Code: IBC 2003 I Footing Design Results II JQL~ Factored Pressure 1,770 1,814 psf Mu' : Upward 154 756 ft-# Mu' : Downward 13 869 ft-# Mu: Design 141 113 ft-# Actual1-Way Shear 8.68 0.35 psi Allow 1-Way Shear 85.00 85.00 psi I Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Ibs Axial Dead Load on Stem 400.01bs Soil Over Toe Ibs Adjacent Footing Load Ibs Surcharge Over Toe Ibs Stem Weight 1,050.0Ibs Soil Over Heel 1,008.3Ibs Footing Weight 250.01bs Total Vertical Force 2,880.1Ibs , ft 0.75 ft ft ft ft 0.75 ft 1.54 ft 1.00 ft ft-# 300.0ft-# ft-# ft-# ft-# 787.5ft-# 1,554.5ft-# 250.0ft-# 2,892.0ft-# Moment = Net Moment User For Soil Pressure Calculations -12.0 ft-# DESIGNER NOTES: 1475 Cottman Ave Lot 22, Bremerton WA 33 of 33 J5(3()0 {)oD33 r. -~ '.BI ~i 0 I ! I : C I T '( 0 f . BRU/ltlnOf',J Department of Community Development 345 - 6th Street, Suite 600 Bremerton, WA 98337 (360) 473-5275; Fax: (360) 473-5278 website: www.ci.bremerton.wa.us RESIDENTIAL SITE PLAN QUESTIONNAffiE i The answers to this questionnaire assist the staff in reviewing one or two-unit residential building permit. Please complete the form and submit it along with the building permit. Providing complete information will help ensure the timely processing of your permit. APPLICANT INFORMATION: NAME: /Zo-..:. 'is., It'- "-1 c..., u 5~' ADDRESS: II 0 ~5"h~ i'l.-tIU C()O~. CITY: R ~ ~ ~ t a.:roU TELEPHONE: Work: ? l, 0 "7 \( 0 - i S- L" 'f IN c.... STATE: t,U fl Homel Cell: ZIP 9 .3' "3 , 7.- PROJECT INFORMATION: ~/ 1. Tax Account Number: 4 ~4 6 0, {;' 0 t ( eoo'1 2. Site Address: f 41 S- C\JTTn'\(.\U Allfr... ~~@~OW~[ID JAN 2 6 2006 GENERAL SITE INFORMATION: BREMERTON-DEPT. OF COMMUNITY DEVELOPMENT 3. Please check sewer service provided: ~ity ofBremerton lJ Septic (contact Kitsap County Health for letter of acceptability) . 4. Is the site characterized as: Forest or Vegetation )( Cleared Developed 5. Please check which soil types apply at the building site: a Crystalline bedrock a Sedimentary and foliated rock j1J.' Sandy gravel and/or gravel o Sand, silty sand, clayey sand, silty gravel and clayey gravel I:J Clay, sandy clay, silty clay, clayey silt, Residential Site Plan 10f3 Revision: June 2004 SHORELINE 6. Are any areas being developed on the site within 200 feet of the shoreline? YES cffD... ... ~. .. NO NIII NO 7. If the answer to the above is yes, did you attach a Shoreline Permit Submittal Checklist (WAC 173-27-180)? YES CRITICAL AREAS (Note: slopes over 25% may be regulated :under BMC Chapter 21.22) 8. Please give the overall slope of the parcel: I 5 % (see diagram below explaining slope calculation) 9. Please give the slope at the building site: o % 10. Please give the steepest slope within 50 feet of the site, include.adjacent parcels: /5 % Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: . Vertical 20 feet HorizontallOO'feet =~2 X 100 = 20% slope Vertical Distance = 20 feet Horizontal Distance = 100 feet 11. Are there any known wetlands or wetland buffer areas on the site? YES 12. If the answer to the above is yes, please describe: 13. Is there any standing or running water on the surface of the site at ANY time during the year? YES ~ 14. If the answer to the above is yes, please describe: Residential Site Plan 20f3 Revision: June 2004 RESIDENTIAL DEVELOPMENT WORKSHEET 1. What is the zoning designation: SF - ~ /'2. What is the area (square footage) of the lot? -los 3 ~ 3. Please provide the following information. Zoning development requirements are found in Section 21.02.130, Figure 130 (Lot Requirements) of the Bremerton Municipal Code (BMC). Off-street parking requirements are found in BMC Section 21.02.670. When adding to or replacing an existing structure, this information should reflect the entire site after work is completed. ".<,...;,i;f;';:DE'S€I8:P~Q ",;'~i]i;;'2l;~~,\f;~J;:\~~:j;';).~;~;~i~J;ff,:t;~, , FRONT YARD SETBACK REAR YARD SETBACK** SIDE YARD SETBACK SIDE YARD SETBACK MAXIMUM lIEIGHT V LOT COVERAGE*** NUMBER OF OFF-STREET PARKING SPACES }~~:~:~:rm:?~;;"tY;~{.'; ,)&'121, . '0'.,. ':~~<~'~,::( , ':~~:" ',,)' 0 1~ 15 S' S- 35 (00 'Z. ~_ 0 .15- ;- "'t.O+ -S-- "Z:) '~O "t...- L- * To be completed by staff **Use this as the second front yard setback for comer lots and through lots. * * *Lot Coverage is defined as that portion of a lot covered by the roof areas of ALL structures, but not including driveways, walkways, patios and low open decks.' A low open deck is defined as rising 30 inches or less above the finished grade. The applicant herby certifies that all of the above statements and the information contained in any other transmittals made herewith are true, and the applicant ,acknowledges that any action taken by the City of Bremerton based in whole or in part on this application may be reversed if it develops that any such statement or other information contained herein is false. ~ v:/~ -:xl Applicant Signature \ ( I". r-! v b Date Residential Site Plan 30f3 . Revision: June 2004 Select One OplJon [KJ D D D D Washington State Energy Code: 2001 Second Edition, Prescriptive Worksheet Zone 1 Effective 1/1/03 eonfiltloned Roor A,..! '1- v"1 "S' iGlazing Area Fear Vertical G1azin~ . Overheacl GlliZing Door 602.7.2 Exception, Area X 3 Glazing Area Total Area Weighted ~ GlaZin~ To Roor Area Ratiol I .: GIaZlng Anla T clall ConditiOned Aoor Area 602.7.2 Excepti()nRatior--l l102.t.2 GllIZlng Ail!eToiaIICclrid~r Area. not to exceed 1% . TABLE 8-1: . PRESCRIPTIVE REQUIREMENTSo,1FORGR~UP R.OCCUI:'ANCY' . CliMATE ZONE 1 . . ','.' i" , . . .... GlaZing j. ~1i1~... Walle" Walle .GIaZlngU~Factor " Door' Vaulted Ii. .'. . 4: i. ,.xt4 Slaboon Option Area 10: Celling2 AboVe < ,.,lnC Floor . U-Factor Ceiling' !. BeloW, BelOW Gr:ade % of floor Vertical OvertiUdll Grade' Grade ,'. . . :,: ,.. G.rade" 12% 0.3S . 0.S8 0.20 R-38 R"30'I', 'R-IS.:" .'. "R~lS. R-IO.' . R-30. . . R-10 " ,'. . ..... . . '. n lS% 0.40 0.S8 0.20 R-38 R~30. R-2l . R~2l R.10 R-30 . R-lO ! , nI 2S% 0.40 '0.S8 0.20 R.38 / R-30 I R~2l/:. . R-1S R"lO R-30 / R-10 Group R-t U;;oO.03l U-o.034 U=O.060 U=O.029 OcoupInoy Only '.' ". " lV, Unlimited 0.40 0.S8 0.20 R-38 R-30 R-21 . R-21 R-IO R-30 R-10 Group R-3 . . ..... Oooupuoy , Only .' .. v, Unlimited " 0.3S 0.S8 ' 0.20 R-38 / R-30 / ' R-211 R-IS R-1O R-30 / R-10 Group R-l U=O.03l U"0.034 U-0.060 U=O.~9 OoouplIIIoy Only " i I See code text for footnote referenCes Copyright 2002 WSUCEj:P 02-143 Copied by Permission from Washington state University Cooperative Extension Energy Program. (see copyright restrictions) 1212312002 1 of 3 Washington State Energy Code: 2001 Second Edition, Prescriptive Worksheet Zone 1 Effective 1/1/03 Exterior Doors Plan Component i Door Percent' i. .' .. i b Wcfth..'. Height Glazing Door , Inch" . Inch . Door 10 DescriDtion Ref. U GlaZed ,. t.'Feet . Feet Area Area UA U I A ,.=UXA ! ". One ExemDt Door If 24 Sauare Feet or Less. i 1 :.'",':':''' , ' , Sum of Area and UA (do nOt !nclUdeexernpt door) I Area~ightedU=UAlArea .. . '-, . . .' . . Vertical Glazing (Windows, DoorS utSing Exception 602.&#1) Plan Component ' Glazing 10 Descri > on .. . . Ref. U Y-v7 ,[J I~ -u Wdth .... ' Height bt FeSt Inch Feet Inch : I /. . ;;... ." . ~,. I ~ l> 3 lQ I 3 3 I it "5 l.:, ,L- I 4 S- o I :) 1 ill b rc 1 g r I 3' 3 ,,"- 3 .3 b I S- 3' C: , "- 3 ~ -S I 1 "3 , i '3 b { 1 ~- , Sum Of Area and UA Area ~ighted U = UAlArea I Glazing . Area A -z..I 7 UA .=UXA 11. i., '-I Copyright 2002 WSUCEEP 02-143 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 1212312002 2 of 3 Wa$hington State Energy Code: 2001 Second Edition, Prescriptive Worksheet Zone 1 Effective 1/1/03 Overhead Glazing Plan Component .. Glazing ID DescriptiOn Ref. U U Section 802.7.2 Exception Plan Component B ~~oo Wdth Hel~ht ..Ot .. Feet Inch Feet Inch Area A UA =UXA I Area X3 Copyright 2002 WSUCEEP 02-143 Copied by permission from Washington State University Cooperative Extension Energy Program. (8ee COpyright restrictions) 1212312002 3 of 3 .. . . iSumof Area and.UA !, -., '" Area ~ighted lJ :: UNArea . Wdth Height IOt{O<<BFeetB I Meal Sum of Area and Area X3 I I o 41 -< ~'/ ofYJ ('/ I- I " 4- o rft k o .., .;;r '3 f' ~ .~ ~' ...... ,./) , ~ --r~ , --- -1-' ~ , ~ ~ ('IlQ J--- -- ~@@@OW@[Q) JAN 2 6 2006 BREMERTON-DEPl OF COMMUNITY DEVELOPMENT -J .~ ':t \Il V) .,... & a ~ l- I- o U .... o N tI - '- - Kitsap County Parcel Search ~ - ..tf. ..... liJ' ~ ,I' _ ~ .~ w' ...... ,.~,',. --- ):,. .<( .J;C .~ 'W .... 'g: , " Kitsap County Parcel Search Map KITSAP COUNn' GEOGRAPHIC INFORMATION SYSTEM Applications Parcel Search Hazard Locators Voter Information Map Library .~ S' ~ A... . .~ 5' is' ~ , Resources Data Availability Documents Data Change Request Quick Facts Site Map FAQ Related Links ,( , f;' .... (.0. '2 ~... S! o' GIS Home Contacts Location Directions Parking Comments A...~' .~, f? lr "b 0 ~.. ~ <Q't:' ~ <( (Q 4546-010-011.0009 Copvrbht Kilsap County 2004 Page I of I t?)O \)\,s'TV ~II Catalogs 614 Division Street, Port Orchard, WA 91 Voice: 360.337.7053 Jj W<: F 'o! Search Tax Accou nt: Address: House No: Street Name: . Note: Do NOT enter Street Direction (! (St, Ave., Blvd., etc.). A list of potentia be displayed. - -- ... Last Updated: December 13, 2005 Copyright @ 1995-2005 Kitsap County GIS. All rights reserved. Privacy Policy Disclaimer Comments/email httn:/ /kcwnnub3 .co.ki tsan. wa. us/website/oarcelsearch/presentation/ chameleon/map. asp?C... 1/2612006 ........'..........' " , ~ ^,~: ~:' <, ','-. "< , ,~~ ~ Hedg.......e '.engineerihg . . inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, W A 98335 253-857-7055 Nov. 11,200516:04:46 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U1 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 10.00 (3.00)* 40.00 (3.00)* Loadl Dead Load2 Snow Load3 Dead Load4 Dead LoadS Live *Tributary Full Area Full Area Full UDL Full Area Full Area Width (ft) Location Start [ft] End Pattern Load? No No No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' Dead 1293 1293 Live 1170 1170 Total 2463 2463 Bearing: LC number 3 3 Length 1.0 1.0 Glulam-Bal., West Species, 24F-1.8E WS, 5-1/8x12" Self Weight of 14.16 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 48 fb 8 7 9 0.16 <L/999 0.43 L/444 Design Fv' - Fb' 0.53 0.80 Value 240 2400 L/3 60 L/240 Analysis/Design fv/Fv' - 0.20 fb/Fb' = 0.37 0.30 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL cv Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1. 00 1. 00 1. 00 1. 000 1. 000 1. 00 1. 00 1. 00 1. 00 2 Fv' 240 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 650 1. 00 1. 00 1. 00 E' 1.8 million 1. 00 1. 00 1. 00 3 Bending(+): LC# 2 D+L, M = 9013 Ibs-ft Shear LC# 2 D+L, V = 2253, V design 1972 Ibs Deflection: LC# 3 D+.75(L+S) EI=1328.38e061b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AllC 117-2001 and manufactured in accordance with ANSI/AllC A 190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 1475 Cottman Ave Lot 22, Bremerton WA 20 of 33 e IJg@ed9! COMPANY Hodge Engineering, Inc. . 2601(Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:51 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load U2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 10.00 (3.00)* 40.00 (3.00)* Location [ftJ Pattern Start End Load? No No No No No Load1 Dead Full Area Load2 Snow Full Area Load3 Dead Full UDL Load4 Dead Full Area LoadS Live Full Area *Tributary Width (ft) 0' 4' Dead 310 310 Live 292 '292 Total 603 603 Bearing: LC number 3 3 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Def1'n Total Def1'n Analysis Value fv - 16 fb 132 0.00 <L/999 0.01 <L/999 Design Fv' - Fb' 0.13 0.20 Value 180 1080 L/3 60 L/240 Analysis/Design fv/Fv' - 0.09 fb/Fb' = 0.12 0.02 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 00 1. 00 1. 00 1. 000 1. 200 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 3 Bending (+): LC# 2 D+L, M = 550 1bs-ft Shear LC# 2 D+L, V = 550, V design 338 lbs Deflection: LC# 3 D+.75(L+S) EI= 369.34e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESiGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 21 of 33 .~. Hodge ~ engineering inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:42 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R6 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00 (15.54) * 30.00(15.54)* Location Start [ft] End Pattern Load? No No No No Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary Full Area Full Area Full Area Full Area width (ft) MAXIMUM REA 0' 1'-6" Dead 202 202 Live 395 395 Total 597 597 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv 7 fb 88 0.00 <L/999 0.00 <L/999 Design Fv' Fb' 0.05 0.08 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' 0.03 fb/Fb' = 0.07 0.01 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 224 Ibs-ft Shear LC# 2 D+S, V = 597, V design 116 Ibs Deflection: LC# 2 D+S EI= 177.83e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L~live S~snow W=wind I~impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. e Lot 22, Bremerton WA 19 of 33 e RodO" e engineering" ". me, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:36 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R5 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, pst, or pit) [ft] End Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary MAXIMUM REA Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00(15.54}* 30.00(15.54}* Pattern Load? No No No No Location Start Full Area, Full Area Full Area Full Area Width (ft) 0' 3' Dead 404 404 Live 789 789 Total 1193 1193 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 42 fb 350 0.01 <L/999 0.01 <L/999 Design Fv' - Fb' 0.10 0.15 Analysis/Design fv/Fv' - 0.20 fb/Fb' = 0.26 0.05 0.06 Value 207 1345 L/360 L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 895 Ibs-ft Shear LC# 2 D+S, V = 1193, V design 713 Ibs Deflection: LC# 2 D+S EI= 177.83e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 18 of 33 ~ .~ Hodge engiheering inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave.' NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04:31 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R4 Design Check Calculation Sheet Sizer 2004 Load Type LOADS: (Ibs, psf, or plf) [ft] End Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary MAXIMUM REA Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00 (15.54) * 30.00(15.54)* Location Start Pattern Load? No No No No Full Area Full Area Full Area Full Area Width (ft) 0' 2'-6" Dead 336 336 Live 658 658 Total 994 994 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in ) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 30 fb 243 0.00 <L/999 0.00 <L/999 Design Fv' - Fb' 0.08 0.13 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' - 0.15 fb/Fb' = 0.18 0.03 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb' + 900 1. 15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 621 lbs-ft Shear LC# 2 D+S, V = 994, V design 514 lbs Deflection: LC# 2 D+S EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 17 of 33 ~. Hedge '~ ~ngiIleering. ,., inc.. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, W A 98335 253-857-7055 Nov. 11, 2005 16:04:26 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R3 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, pst, or pit) Load Type Distribution Magnitude Start End 15.00 (2.00)* 30.00 (2.00)* 15.00(15.54)* 30.00(15.54)* Load1 Dead Load2 Snow Load3 Dead Load4 Snow *Tributary Full Area Full Area Full Area Full Area width (ft) Location Start [ft] End Pattern Load? No No No No 0' 4' Dead 538 538 Live 1052 1052 Total 1591 1591 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 66 fb 623 0.02 <L/999 0.03 <L/999 Design Fv' - Fb' 0.13 0.20 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' - 0.32 fb/Fb' = 0.46 0.13 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1. 00 1. 00 1.000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1. 15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 1591 1bs-ft Shear LC# 2 D+S, V = 1591, V design 1110 1bs Deflection: LC# 2 D+S EI= 177.83e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 16 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Flexible Diaphragm Seismic Design SEISMIC INFORMA nON Building Area . Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p Mass [Ibs] rsa.ftl E-W N-S E-W N-S E-W N-S Level 2 44381 1344 8178 8178 0.334 0.161 0.37 -1.40 Level 1 23680 1200 2409 2409 0.556 0.167 0.96 -1.45 Structure 68061 - 10587 10587 - - 1.00 1.00 Vertical Earthquake Load Ev = 0.2 Sds 0; Sds = 0.93; Ev = 0.190 SHEAR RESULTS North-South W For H/W Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Int Ext V rlbsl V/L V/FHS Int Ext Co C . Total V [Ibs] \ Resp. Line 1 Level 2 Lnl, Lev2 2 Both 1.0 1.0 2875 84.6 84.6 353 1. 00 S 353 12016 0.24 Level 1 Lnl, Lev1 2 Both 1.0 1.0 3717 123.9 123.9 353 1. 00 S 353 10602 0.35 Line 4 . Level 2 Ln4, Lev2 2 Both 1.0 1.0 2850 83.8 91. 9 353 1. 00 S 353 10955 0.26 Level 1 Ln4, LevI 2 Both 1.0 1.0 3694 123.1 123.1 353 1. 00 s 353 10602 0.35 East-West W For H/W Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Int Ext V rlbsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 .63 2963 74.1 191. 2 221 1. 00 S 221 4307 0.87 Wall A-3 2 'Both 1.0 .75 1147 74.1 191. 2 221 1. 00 265 1590 0.72 Wall A-1 2 Both 1.0 .87 1338 74.1 191.2 221 1. 00 309 2165 0.62 Wall A-2 2 Both 1.0 .63 478 74.1 191.2 221 1. 00 221 552 0.87 Level 1 LnA, Lev1 1 Both 1.0 1.0 7411 185.3 411.7 456 1. 00 s 456 8203 0.90 Line B Level 2 LnB, Lev2 2 Both 1.0 1.0 2761 69.0 93.6 353 1. 00 S 353 10425 0.26 . . C- Sheathmg CombmatlOn: A- Add capacIties; S- Strongest only; X- Strongest or twice weakest. 1475 Cottman Ave Lot 22, Bremerton WA 13 of 33 ~"'.'...", ,.' I. " Hedge engineering. . inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11" 2005 16:04: 19 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R2 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, pst, or pit) Load Type Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 Location Start [ft] End Pattern Load? No No No Load1 Dead Load2 Snow Load3 Dead *Tributary Full Area Full Area Full UDL width (ft) MAXIMUM REA 0' 3' Dead 185 185 Live 112 112 Total 298 298 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) Criterion Shear Bending(+) Live Def1'n Total Def1'n Analysis Value fv - 11 fb 87 0.00 <L/999 0.00 <L/999 Design Fv' - Fb' 0.10 0.15 Value 207 1345 L/360 L/240 Analysis/Design fv/Fv' - 0.05 fb/Fb' = 0.06 0.01 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1. 15 1. 00 1. 00 1. 000 1. 300 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 223 1bs-ft Shear LC# 2 D+S, V = 298, V design 178 1bs Deflection: LC# 2 D+S EI= 177.83e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2, Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 15 of 33 e","".,'." ..' ":~" ," !' ", , .;'1: Hodg,"'",' e engiheering , ind.. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. A1 Gig Harbor, WA 98335 253-857-7055 Nov. 11, 2005 16:04: 11 PROJECT Ron Burley Const. plan 2005-275 Lot 22, Bremerton, WA 30 psf snow load R1 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, pst, or pit) Load Type Distribution Magnitude Start End 15.00 (2.50)* 30.00 (2.50)* 80.0 Location [ft] Pattern Start End Load? No No No Load1 Dead Full Area Load2 Snow Full Area Load3 Dead Full UDL *Tributary Width (ft) 0' 6' Dead 376 376 Live 225 225 Total 601 601 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: ( stress=psi, and in ) criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv - 21 fb 217 0.01 <L/999 0.02 <L/999 Design Fv' - Fb' 0.20 0.30 Value 207 1242 L/360 L/240 Analysis/Design fv/Fv' - 0.10 fb/Fb' = 0.17 0.03 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb' + 900 1.15 1. 00 1. 00 1. 000 1. 200 1. 00 1. 00 1. 00 1. 00 2 Fv' 180 1.15 1. 00 1. 00 1. 00 1. 00 1. 00 2 Fcp' 625 1. 00 1. 00 1. 00 1. 00 E' 1.6 million 1. 00 1. 00 1. 00 1. 00 2 Bending(+): LC# 2 D+S, M = 901 1bs-ft Shear LC# 2 D+S, V = 601, V design 446 Ibs Deflection: LC# 2 D+S EI= 369.34e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1475 Cottman Ave Lot 22, Bremerton WA 14 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 SHEARLlNE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Grouo(s) X rttl Start End [ft] [ftl rftl Line 1 Level 2 Line 1, Level 2 Seg 2 0.00 0.00 34.00 34.00 34.00 8.00 Wall 1-1 Seg 2 0.00 0.00 34.00 34.00 34.00 Level 1 Line 1, Level 1 Seg 2 0.00 2.00 32.00 30.00 30.00 8.00 Wall 1-1 Seg 2 0.00 2.00 32.00 30.00 30.00 Line 2 Level 2 Line 2, Level 2 NSW 20.00 0.00 2.00 2.00 0.00 8.00 Wall 2-1 NSW 20.00 0.00 2.00 2.00 0.00 Line 3 Level 2 Line 3, Level 2 NSW 28.00 0.00 2.00 2.00 0.00 8.00 Wall 3-1 NSW 28.00 0.00 2.00 2.00 0.00 Line 4 Level 2 Line 4, Level 2 Seg 2 40.00 0.00 34.00 34.00 31. 00 8.00 Wall 4-1 Seg 2 40.00 0.00 34.00 34.00 31.00 Opening 1 13.50 16.50 3.00 6.75 Level 1 Line 4, Level 1 Seg 2 40.00 2.00 32.00 30.00 30.00 8.00 Wall 4-1 Seg 2 40.00 2.00 32.00 30.00 30.00 East-West Type Wall Location Extent [ft] Length FHS Height Shearlines Grouo(s) Y rftl Start End [ft] [ftl rftl Line A Level 2 Line A, Level 2 Seg 2 0.40 0.00 40.00 40.00 15.50 8.00 Wall A-3 Seg 2 0.00 28.00 40.00 12.00 6.00 Opening 1 31. 00 37.00 6.00 6.75 Wall A-1 Seg 2 0.00 0.00 20'.00 20.00 7.00 Opening 1 3.50 16.50 13 .00 , 6.75 Wall A-2 Seg 2 2.00 20.00 28.00 8.00 2.50 Opening 1 22.50 27.25 4.75 6.75 Level 1 Line A, Level 1 Seg 1 2.00 0.00 40.00 40.00 18.00 8.00 Wall A-1 Seg 1 2.00 0.00 40.00 40.00 18.00 Opening 1 2.00 18.00 16.00 6.75 Opening 2 32.00 36.00 4.00 6.75 Line B Level 2 Line B, Level 2 Seg 2 34.00 0.00 40.00 40.00 29.50 8.00 Wall B-1 Seg 2 34.00 0.00 40.00 40.00 29.50 Opening 1 4.25 8.25 4.00 6.75 Opening 2 12.50 15.00 2.50 6.75 Opening 3 30.25 34.25 4.00 6.75 Level 1 Line B, Level 1 NSW 34.00 0.00 40.00 40.00 0.00 8.00 Wall B-1 NSW 32.00 0.00 40.00 40.00 40.00 -"'k >';." r'."" 1475 Cottman Ave Lot 22, Bremerton WA 10 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 MA TERIALS b~ WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp Surf Material Thick Orient Size Type Eda Fld Blka Species G Spc Notes 1 Ext SS incl. OSB 7/16 Vert Bd Nail 3 6 yes Hem-Fir 0.43 16 1,3 2 Ext SS incl. OSB 7/16 Vert Bd Nail 4 B yes Hem-Fir 0.43 16 1,3 Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 1475 Cottman Ave Lot 22, Bremerton WA 9 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Wind Suction Design COMPONENTS AND CLADDING b SHEARLlNE )y North-South Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 3 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 4 1 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17 .4 48.0 0.36 12 9 68 0.17 0.14 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 B 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1. 00 2 2 17.4 48.0 0.36 15 13 68 0.23 0.18 1. 00 1.00 '~ " 1475 Cottman Ave Lot 22, Bremerton WA 12 of 33 WoodWorks@ Shearwalls Lateral Analysis.wsr Nov. 8, 2005 14:54:59 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [pit] Allowable Shear [pit] Crit Shearlines Go Dir Ld.Case V [lbs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line 1 Level 2 Lnl, Lev2 2 S->N 2640 77.7 77.7 495 1. 00 S 495 16822 0.16 2 N->S 2524 74.2 74.2 495 1. 00 S 495 16822 0.15 Level 1 Lnl, LevI 2 S->N 4506 150.2 150.2 495 1. 00 S 495 14843 0.30 2 N->S 4390 146.3 146.3 495 1. 00 S 495 14843 0.30 Line 4 Level 2 Ln4, Lev2 2 S->N 2542 74.8 82.0 495 1. 00 S 495 15338 0.17 2 N->S 2462 72.4 79.4 495 1. 00 S 495 15338 0.16 Level 1 Ln4, LevI 2 S->N 4407 146.9 146.9 495 1. 00 S 495 14843 0.30 2 N->S 4327 144.2 144.2 495 1. 00 S 495 14843 0.29 East-West W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Ld. Case V r1bsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 2007 50.2 129.5 495 1. 00 S 495 7669 0.26 Wall A-3 2 Both 777 50.2 129.5 495 1. 00 495 2969 0.26 Wall A-1 2 Both 906 50.2 129.5 495 1. 00 495 3463 0.26 Wall A-2 2 Both 324 50.2 129.5 495 1. 00 495 1237 0.26 Level 1 LnA, Lev1 1 Both 6273 156.8 348.5 638 1. 00 S 638 11484 0.55 Line B Level 2 LnB, Lev2 2 Both 1585 39.6 53.7 495 1. 00 S 495 14595 0.11 C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 1475 Cottman Ave Lot 22, Bremerton WA 11 of 33 ~ The written dimensions on thIS plan supercede scaled distances. NOTE, ALL MANUFACTURED FLOOR JOISTS BY OTf-lERS ALL MANUFACTURED ROOF TRUSSES BY OTf-lERS ALL GLB BALANCED WEST SPECIES 24F-1.8E WS ALL f-lEADERS TO BE 6x8 or 4xlO DF"2 UND ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL THIS ENGINEERING IS LICENSED FOR SINGLE USE ONLY AT: 1415 COTTMAN AvE LOT 22; BREMERTON WA THIS ENGINEERING IS NOT APPLICABLE TO ANY OTHER SITE DO NOT SCALE Arty vanatlons from conditions ..nd dimensions shown on th~ drawmg shall be reported to the de51~nerforre5olutlon pnorto proceedmgWlththe wad:; otherwise. contractor shall Ill!: 50Iely reSpOrl51ble for costs of any nece55il:)' remedlalworl ( 11-7 /B" TJI @ 16"OC ) 5 01 Q).~ tI," ".~ o_~ :c~ . PATIO 4" CONCRElI SLAB W 02 3 01 @ @ @> .'''18' DP2 MASTER "x8" C:P'2 4',8" DP2 CANT JSTS INSUL & SOFFIT BEDROOM IIII L~L~ .. ~@ " oc D ~ GARAGE FAMILY u 0 ~ @~ '" if;W ~I ""iii 0 B oc ~ 0 @ z ~ ~ if; II 11 I i 02 L~ John Hodge, P.E. 2601 John Ave. N.W. Suite A-I Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 BY OTi-lERS /' 11-7 /B" TJI @ 16"OC " " BY OTi-lERS ""7 CANT JSTS INSUL & SOFm -.J L-.CANT JSTS INSUL & S~ 4",(,0" r:P'2 4'xI0" Df": SIn: INFORM~ nON ADDRESS I LOT 1475 COTTMAN AVE LOT 22, BREMERTON WA SNOW LOAD 30 PSF EXPOSURE B 85mph SEISMIC ZONE D .. @~ " ~ ExTEND !-lEADER OvER ; UI ) SHEAR WALLS C_S-l/B"xI2" GLU LAM.~AM l I BEDROOM I I OWN @ GIRDE TRUSS PERMITTING JURISDICTION TAKES ALL RE5PON51BILlTY FOR ENGINEERING 5HEET5 NOT RED 5T AMFED PROJECT INFO RON BURLEY 5.914 PLAN NAME I NUMBER 2005-275 BUILDING CODE 2003 IBC RELEASE DATE 04-19-06 A.'yIO"Dt''2 @ @ UPPER FLOOR FRAMING GRAVITY LOAD ENGINEERING ROOF FRAMING GRAVITY LOAD ENGINEERING DO NOT SCALE (1/4"=1') DO NOT SCALE (1/4"=1') 8UILDER TO COMPARE DESIGNER'S ROOF LAYOUT TO MFR. SHOP DRAWINGS. HODGE ENGINEERING TO SIGN OFF ON FINAL MFR. TRUSS PLAN IF DIFFERENT ENGINEERING SHEET POINT LOAD KEY MEMBER TOT AL I~~D 5-1 FOR ENGINEER USE ONLY COF'YRIG+4T@200E> l-lCOGE ENGINEERING, INC. DO NOT ACCEPT FOR FE,;:t1!T UNLE~5 AN ORIGINAL RED 5EAL PREPARED BY VF ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM 1-l0LDOWNS ''"''~ 2003 IBC 5I-1EAR WALL SCHEDULE ML TIff MIHII1J1 51-1EA~ING ANCHOR 5+-EATJ..II~ NAllIHG 6OLT5 A 6d 11 -+"oc..EDc3:E5 lfIG"O$.a &'O.c.FIELD 5/8"~"Oc. A 8d 11 3' OJ; EDGE5 6" DC. FIELD 1116'0.5.6- (2) 2x AT ADJOINI~ FAl'-EL5 518" 2-4"OC IOd . b" oc. STUD TO STUD A eo . 2' Oc.. EDGES to" OC. FIELD 1116"0.5.8 4x AT ADJOIHIN::::. p.dNl:LS S18"Ie'OC (V 5$F TO EOTTct1 PLATE AT-4x t5l-EAR WALLS 0E51C+lATEO wnw AN ASTERISK MAY 6E 5Hl:ATI-EDUJITJ.lTIII t $OLE Fl..A7E A"'D TOP FLATE HAlliN::;: FB<: NAILING 5a-lEDULE ITA6L.E 2304.911 TOP PLATE TO ~ WITl-l5IH~ j.jL 2.~eolT5 SH.AU INCLUDE e.TEEL FlATE UJAS!..ER5. A MN. ~ 3I1b"x2"x2' BETU.eEN Sill R..ATE 'NJL T~ &!-IALL BE A NIN. ~ (2) EOLT5 ~ Sill PLATE FLATE LOCAlED UJlTI-lIH 12" 6JT NOT CL05ER 114,dN 4' a= EAO-l END. (IOC 2305.3 '0 3. SILL PLATES Fl!:515Tm A DE51GN LOAD ~ATER l1-IAN 350 FLF HAIlE HAD Tl-E BOLT 5PACI~ I'EDUCED TO AVOID Ll51N::s 3X SILL PLATES ffR IElC 2303.3.10 EXCEPTI~ 4.5I-eATI-l ALL EXTERIOf<: I.I.IAl..L3 AS A t,t.lLE55 NOTED Q11..lEfaJJ1SE. 2003 IBC HOLDOUINS SCHEDULE "- 5t1f'5Ct.l (f'ROPUCT) ATTACJ.I"1EHT N01Eb CAPACITY ''''''''"' 5TI-lDeOR 5TI-ID6RJ tiV24xlhd ~ (OR R4D 2 5lB5TITlIl'IOO) TO (2J5TIJD5 USE RJ ~ RIM JOI5T 2 10' 5TI-D14RJ STHDI4 OR 51l-[)14 R.J Wf38xlbd I.l5E RJ FCR r;1IM JOI5T ~ (OR F'HD!; euesTlnrrl~! TO OJ $1UD5 420' "''''' ""'" (20)SO$ I ~;~"k,"illi(;~~'~TPER ~ WfI2!2xI'E18ER5 \.<~"J6' UXJOD ''''' """'" 12" FENETRATla-I >Wall /-i.[)Q1I TO 4X6 (24150$ ~~~~~ ~ I1EI1W< \.<~~ll.'OOD , n' 12"ffi.IE1RATla-I fWQ~ l41-Da~ TO 4>:8 (30)505 I' DIA ANQ.ICR ~ I1EI1W< I\.<~'~ 'J"ECLT 2003 IBC STRAPS SCHEDULE STRAF$ NOT f<l:;aJlFOED FOR eALlOCtl FR.AMIN:::: C5~ C614 Smt\P$ ~~O (I) STUD ~I L..eGTI-l _ CL.EAR sPAN ~. 'b 14~ CAPACfrr 34) 10d EACI-l - . MSTCbh63 H5TCb&63 icO (2) 5TUD~ FACE I~) ICd ~ EO"G.APACIIT 13BJIOdEACH 6QTTctf(4)IOd 5. BRACED WAIJ.. PANEL TOP .dJ-lD roTTeN FLATES 5I-IAlJ.. IX: FA5lB'1ED TO JOISTS, RAFl'ER5, CR RIU. DEPTI-I6l..CCKII'6. 6OTTct1 F1..ATE FA5TENIN::.: TO JOIST OR BL~ BELo.u 5I-IALL NOT f3E Lf55 TI-lAN (3) Ibd NAilS. elOCKJN:::. 5l-lAU BE NAILED TO Tl-IE TOP R..Al'E ElELCl.lIIl.ITI-l NOT LE55 TH.AN (3) ed TOENAilS FEfi!: aOCK. JOISTS FAF.AIJ..EL TO TI-E T~ FLATES 5I-IALL eE NAILED TO T1-E TOP FLATE WIT,", I't7r LESS TI-IAN ed TOENAILS ~ 6" 6. R...ClC'R 5l-lEATI-lII'&: 23132' T<<::J 056 UlI IOd ~ 6' o.c. AT p.<IJ..EL EDGES AND 12' o.c IN FIELD H=R TraJS5ES. 24' o.c. wI 1116'056 ROCf- 5I-EAT14It6 wi ed II (," OC. AT FANEL ED:::IE5 AND 12' OJ:... IN FIELD (rrFICAL 1. ~YIDE SOLID f3LOCKIN::2 AT ALL eEARINc::. LOCATlOO5 FAMILY GARAGE 5TID\4 5iHDl-4. EXTEND ~ADER OveR SI-lEAR WALLS 5TI-ID14 MAIN FLOOR lATERAL ENGINEERING DO NOT SCALE(I/8".I') 5I-1EA TH ALL EXTERIOR WALLS AS A UNLESS NOTED OTHERW]SE. BUILDER TO DETEI'l1INE IF STHD OR STHDiRJ 15 AFft<OFRIATE. FOOTING PAD SO-lEDULE FOOTING BEARIN6 ASSUMED ISOO FSF POSITIve POST TO FOOTING CCNNECTION REQUIRED I. 8 18"DIA,. x 8" 4o"x40" P05T 2&50" CAPAClll 24 D 24"x24"x8" W1(4) '"4 E.w 4"x4" POST 6000. CAPACITY 30 D 3O"x30"xI2" WI( 4) .4 E.w. 4o"x4" POST ~15. CAPACITY b"xb" POST fOR LARr1rER BE.AMS 3~ D 3b">3~"xt5" WII>!.4 EJJJ. b")(~" POST 13500' CAPACITY 4' D 42"<4'''xl.'' Wf(>!.4 ElII . . 6"x6" P06T 183/s- CAPACITY 4B [J~'-'''' ~.",. b"xE>" POST 24000- CAPAClll C5~ UPPER FLOOR LATERAL ENGiNEERING DO NOT SCALE(]/8".I'} SHEATH ALL EXTERIOR WALLS AS A UNLESS NOTED OTHERWISE. TH[S ENGINEERING [S LICENSED FOR SINGLE USE ONLY AT; 1415 COTTMAN AvE LOT 22, BREMERTON WA THIS ENGINEERING is NOT APPLICABLE TO ANY OTHER SITE ~-----------~---~ li-----li--------ll II II II 15 I I D2 I I I II II II II ] I I IL AS REQUIRED 7& D2 4" CONC SLAB II II lU;L,~ II II II II ~ ~ STI-1D14 STHDI4 STI-1D14 2 D1 4" CONe SLAB 8",d0' STRIF FrG WI(2) -4 CONT, STI-1DI4 STHDI4 STHDI4 STHDI4 PERMITTING JURISDICTION TAKES ALL RE5PON516!Llll FOR ENGINEERING SHEETS NOT RED STAMPED DO NOT SCALE (l/4".1') MAIN FLOOR FRAMING / FOUNDATION PLAN ENGINEERING STHD EDGE DISTANCE ]-]12" MIN BUILDER TO DETEI'l1INE IF STHD OR STHDiRJ IS AFPROFI<IATE. COPYRIGoI4T@200E> I40DGE ENGINEERING:, INC. DO NOT ACCEPT fOR PERMIT UNLESS Al'-l QF::IGINAL RED SEAL The written dlmen510ns on thl5 plan supercede scaled cllsbnces. DO NOT SCALE Any v..natlons from conditions and dimenSions shown on the drawlIl'3 snail be reported to the desl~ner for resolution prl(X' to proceeding With the wort.; othei'Wl5e, contractor shall be solely responsible for C05tS of 0101 r.ec.essacy remedial work G>-~ at -a-~ o_~ :c~ . John Hodge, P.E. 2601 Jahn Ave. NW. Suite A-I Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 SITE INFORMA nON ADDRESS / LOT 1475 COTTMAN AVE LOT 22, BREMERTON WA SNOW LOAD T 30 PSF EXPOSURE B 85mph SEISMIC ZONE D PROJECT INFO RON BURLEY 5.914 PLAN NAME / NUMBER 2005-275 BUILDING CODE 2003 TBe RELEASE Di\ TE 04-19-06 ENGINEERING SHEET 5-2 PREPARED BY JG ~ 1S.~ ~ @ ~ 0 W ~~RMIT dE;TER JAN 2 6 2006 !' I REMERTON-Dl.:PT: OF Building Permit !Application MUNITY DEVELOPMENT i i Dept. of Community Development * 345 - 6th Street. Suite 600' * Bremerton * W A * 98337-1873 (360) 473-5275 * Fax (360) 473-5~78 BtoiP CbO~3 D 4 &1-cf ~IO Site Address: j 475' c 0 ~ W1 f),..iJ 14 ;/ czJ What is the application for? (Please check one) ~. NEW SINGLE-FAMILY RESIDENCE o NEW DUPLEX D NEW MANUFACTURED HOME D RESIDENTIAL REMODEL D RESIDENTIAL ADDITION D RESIDENTIAL REPAIR D NEW COMMERCIAL D COMMERCIAL REMODEL D COMMERCIAL ADDITION tJ lS udt.(.J D COMME~CIAL REPAIR D NEW MULTI-FAMILY D TENANT:IMPROVEMENT D NEW GARAGE/CAR PORT D NEW ACCESSORY BUILDING I D NEW SIGN D STRUCTURE DEMOLITION . D GRADING (Cubic Yards: D OTHER: ' IS THIS PROPERTY WITHIN 200 FEET OF A SHOREUNE? Scope of work proposed: SPR YES D NO [Xl Square Footage: Dwelling:'-z... C '7 .S- Garage: !s-lf 0 k~SOU~D -- Decks: 1 0 Valuation Plan Review Fee Permit Fee , Surcharge Total Fees /'1 ~;03. DO f~'71'1Lf /,~73.7& SO.oo d, i'.s-J,"3 Y 9'S-0 , Application for which no permit Is Issued within 180 days following the date of application shall expire by limitation, and plans and other data submmed for review may thereafter be returned to the applicant or destroyed by the building officiaL The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, Showing the circumstances beyond the control of the applicant have prevented action from being taken, No applicant shall be extended more than ol1ce, In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee, ..-- ./ ..~ c (;:~ I(\:-l?/o~ CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT Receipt Number: ~g.~ 345 - 6th Street, Suite 600, Bremerton, WA 98337-1873 (360) 473-5275 Fax: (360) 473-5278 BB06 00033 Building Permit 1/2211 $1,273.75 $1,273.75 $0.00 BB06 00033 Mechanical Fixture Fee 1/2215 $179.15 $179.15 $0.00 BB06 00033 State Surcharge 1/0236 $4.50 $4.50 $0.00 BB06 00033 Plumbing Fixture Fee 1/2213 $118.00 $118.00 $0.00 BB06 00033 State Energy Code 1/4580 $50.00 $50.00 $0.00 Total: $1,625.40 $827.94 BB06 00033 Total: $ 1,625.40 $1,625.40 CREDIT CARD Page 1 of 1 ffW3. DATE ROUTED JANUARY 27, 2006 1475 COTTMAN AVE, NEW SFR WITH ATTACHED GARAGE. PERMIT # BB06 00033 BLDG LV VE F ccc rm@@@OW@fj)1 JAN 2 6 2006 ~ TRAFFIC BREMERTON-DlPT: OF COMMUNITY DEVELOPMENT /~ ///.. ) &/ ... . ~/ ,." .. ~// /~()./ ~ , , ~ ~ "'/. DiY; rV , I - , " .J. o ~. '" .r k {/; '~ f' ... .-S) ~' ..... \.() ~ T-~ -r~ ~---- , '". ~ rl NQ '\~--~ ,-- ---- ' ~~@~DW~I]) JAN 2 6 2006 BREMERTON-DEPI OF COMMUNITY DEVELOPMENT ..J ~ ~ \/l V) - :6 a; S ::. l:- f- o U ... o rJ tl " .~ - Kitsap County Parcel Search Map I 5 P 0 GEOGRAPHIC INFORMATION SYSTEM Page 1 of 1 KJO i)\.S rP/ ~II Catalogs 614 Division Street, Port Orchard, WA 91 Voice: 360.337.7053 Applications Parcel Search Hazard Locators Voter Information Kitsap County Parcel Search ~ -- ~. t.r $' 9 , Map Library :j: St ~ ^' y .~ &0 ./);J;: '3: .~ <( .)- ~ 0::. Sri 5.1 " Resources Data Availability Documents Data Change Request Quick Facts Site Map FAQ Related Links 3;' . ,~ . . Uk 2 ..!;; . 0 ,. ':01' '. GIS Home Contacts Location Directions Parking Comments : .~). . 1;;:>,'" 1!'4/ <b~' .JtJt ~.... 4i. ~ 05. 0; ~'; uf ~r CD 4546-o10-011-oQ09 Co IIvrblrt KItsa II County 2004 Jj w~ F - - 'o! Search Tax Account: Address: House No: Street Name: Note: Do NOT enter Street Direction (! (St., Ave., Blvd., etc.). A list of potentia be displayed. - - - Last Updated: December 13, 2005 Copyright @ 1995-2005 Kitsap County GIS. All rights reserved. Privacy Policy Disclaimer Comments/emaH http://kcwppub3.co.kitsap.wa.us/website/parcelsearch/presentation/chameleon/map . asp?C... 1/2612006 I I Department of Commupity Development 345 - 6th Street, Suite 600 Bremerton, WA 98337 (360) 473-5275; Fax: (360) 473-5278 website: www.ci.bremerton.wa.us RESIDENTIAL SITE PLAN QUESTIONNAIRE The answers to this questionnaire assist the staff in reviewing one or two-unit residential building permit. Please complete the form and submit it along with the building permit. Providing complete information will help ensure the timely processing of your permit. APPLICANT INFORMATION: NAME: 'lZ.,u 'i3.,. It\. 'J; e.. v~'" XN <-, ADDRESS:.I 0 ~~.Sk..... f1,<:IU~ on '012, CITY: 13 ~ ~ M. i. i"t.'\(';I\...:) TELEPHONE: Work: :, l.1 {:I '-:,.'{ c~' i r l: 'f (;t -8" 3 I -/.- STATE:: W A Homel Cell: ZIP PROJECT INFORMATION: 2. Site Address: , 'l.J 1 5- C.OTTn'\(.\U AtJ~ fD) rn @ rn 0 \V ~ fi3' In) JAN 2 6 2006 ~ -V'/.. 1. Tax Account Number: 4~,<601i7 ()t( eoo') GENERAL SITE INFORMATION: BREMERTON-DEPT, OF COMMUNITy' DEVELOPMENT 3. Please check sewer service provided: ~ty ofBremerton a Septic (contaqt Kitsap County Health for letter of acceptability) , 4. Is the site characterized as: Forest or Vegetation )( Cleared Develo,ped 5. Please check which soil types apply at the building site: a Crystalline bedrock o Sedimentary and foliated rock j1J.' Sandy gravel and/or gravel a Sand, silty sand, clayey sand, silty gravel and clayey gravel. o Clay, sandy clay, silty clay, clayey silt, Residential Site Plan 10f3 Revision: June 2004 SHORELINE 7. If the answer to the above is yes, did you attach a Shoreline Permit Submittal Checklist (WAC 173-27-180)? . YES ~ N/II i YES NO 6. Are ,any areas being developed on the site within 200 feet of the shoreline? CRITICAL AREAS (Note: slopes over 25% may be regulated ~mder BMC Chapter 21.22) 8. Please give the overall slope of the parcel: I f> % (see diagram below ; explaining slope calculation) 9. Please give the slope at the building site: o % 10. Please give the steepest slope within 50 feet of the site, include adjacent parcels: 15 % , Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical Distance = 20 feet Vertical : 20 feet Horizontal 100 feet ==.2 X 100 = 20% slope Horizontal Distance = 100 feet 11. Are there any known wetlands or wetland buffer areas on the site? - YES ~ 12. If the answer to the above is yes, please describe: 13. Is there any standing or running water on the surface of the site at ANY time during the year? YES ~ 14. If the answer to the above is yes, please describe: Residential Site Plan 20f3 Revision: June 2004 i RESIDENTIAL DEVELOPMENT WORKSHEET 1. What is the zoning designation: 5""F ~ s /"2. What is the area (square footage) of the lot? -to S 3 .tt' 3. Please provide the following information. Zoning developtpent requirements are found in Section 21.02.130, Figure 130 (Lot Requirements) of the Bremerton Municipal Code (BMC). Off-street parking requirements are found in BMC Section 21.02.6?0.When adding to or replacing an existing structure, this information should reflect the entire ~ite after work is completed. FRONT YARD SETBACK ". 1~.' 'Z. -0 '-. , REAR YARD SETBACK** - .15- I :5 -+- SIDE YARD SETBACK S' -'fiO+- SIDE YARD SETBACK S- ._~ MAXIMUM HEIGHT .3S~-. 'Z) . . V LOT COVERAGE*** <.00 '-SO NUMBER OF OFF-STREET P ARKlNG SPACES "z....' '1- * To be completed by staff **Use this as the second front yard setback for comer lots and through lots. * * *Lot Coverage is defined as that portion of a lot covered by the roof areas of ALL structures, but not including driveways, walkways, patios and low open 4ecks. A low. open deck is ,defined as rising 30 inches or less above the finished grade. The applicant herby certifies that all of the above statements and the information contained in any other transmittals made herewith are true, and the applicant · acknowledges that any action taken by the City of Bremerton based in whole or in part on this application may be reversed if it develops , that any such statement or other information contained herein is false. .~~~..~ ~ Applicant Signature \. i/l-r/vb Date Residential Site Plan 30f3 Revision: June 2004 Washington State Energy Code: 2001 Second Edition, Prescriptive Worksheet Zone 1 ' Select . One Option Option lKJ D D D D GlaZing Area 10: . % of flOor ' 12% 15% 25% Gro\.1p R~1 Occupancy . Only Unlimited . Group R-3. .. ()ccupancy . Only' Unlimited. Group R-t OccuPllllcy Only , Effective 1/1/03 I C~itJoried FloorArea I '1-.01 :'S' . I ," I . Glazing . Area Feef . Vel'tical Glazing Overhead GI~iI19 boor · .' .1 ." . . 602.7.~. Exception, AreaX 3 \ G1aZiljgNeaT~I; ! ., i." . Giazin~ ToFloor AreaR~~I. . I ... .60b.?~:~:rriA~ . 602,7:2 GIBZing'AreaJc:iiil"i,CoI1d Ion . oorArea. notlOexcetid 1% , : !, ~.,' ". "<":' ,. .. - I ,. , ," . ' . - . .... . . TABLE8~1 . .. ." if ,. ..' .... .' PR~SC'RIPTiVE REQUIREM~NTSo.1 ~q'~.~R~UP R ~CCUPANC:Y , ,: CLlMATEZONE'.1,r,...,>, ':;p " . i .- .';,: '~; : Area Weighted 8 Floor . Slabeon Grade R-30' . ,. R-to . " R-30 R-tO R-30 I R-tO U~0.029 . '0:58 0.20 , R-tO 'R~30,' R-to R-30 IR.tO U~.02.2. Copyright 2002 WSUCEJ;:P 02-143 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 12/2312002 1 of 3 ;Ooo~ U~FllCtOr .' Vertical ~0i~rtieid1i .,' VaiJlted Celling2~iiing~ , ~~~ ,J ~,VVafl.Y; Walle' " n"} ini4' '0';' , ext4 i ~~:,(g:~: ' ~-.l~'R-t,O <' ,- -"' '.1:1:58 ' 0.20 R~38 'R~30 ,'.. . ,'0.580:20 R~t~ , L ': . L _,' 0.S8 0.20 R~lO' 0.58 ' 0.20 '. .1, See code text for foo1noter#~e8 i Washington State Energy Code: 2001 Second Edition, Prescriptive Worksheet I Zone 1 I Effective 1/1/03 Exterior Doors " " Plan Cqmpo~~nt Door Per~,f1( '. VV1,dt,!1\ H~igtit>. Glaiing Door Door 10 DescrtDtloli -~ ", Ref., U Glazed " ;}t.~~F~r'r:r:~.;F~8t I~~ Ar.a Area UA I ,~ ~, ' . "" U :': ;;" I: " '; I:,', ! A: '=:=UXA "" .. ;, ' " . . I I i I I I I One ExemDt Door If 24Sauare'Feet or Less. . 1:1 '" .'::,::", I ." , i .......".".,... i I' I Sum of Area and UA(do:~.6~I~clu~~:~em~dOor)I." """",,'1- . "", ''''..' " ',Ar~~;Weighted.:0>=UAtAi'ea' Vertical Gla:dl!g IWindo!Ji.~o~~;;;'in\l ""c.i>tion 1lO2.~;~) I, .... Plan Comp?~~~nt;, ,",;" . Glazing"',.'" I; ~~h. .~Helght 10 DeSert 'on. ' ,I Ref. U " QtF8et I~hi=eet Inch m d /l -u I. ~ i' p:, .~,' L I ~ I j) 5 Ie;;. iJ ~ 3 ; I V 3 b :-z.. I 4 S- D : I I :) jJi ~ ft' " '1 g ;1 . ' :( "3 3 '- '3 3 b. ,/ -' 3 t:l ""' : ,,- 3 t.:- I -S ;) 1 "3 , K "3 b It L ~- I I' I " I Sum Of Area and UA ~ea~ighted U :=, UPJArea ! ' I I l Glazing Area A -z../ 7 UA =UXA 11. f';Z'1 Copyright 2002 WSUCEEP 02-143 Copied by permission from Washington State University Cooperative Extension Energy Program. (8ee copyright restrictions) 12/2312002 2 of 3 , Washington State Energy Code: 2001 Second Edition, Prescriptive Worksheet , Zone 1 Effective 1/1/03 Overhead Glazing ........ / Plan CompO~ent:)<. Glazing 10 Descriptipn:?;. .' '.'.'. Ref. U : ; -. ./ /' U I' Section 602.7.2 Exception' Plan . CoinponeJ'lt . ' B ~~n , " \Meith; Height , Qt ' Feet Inch Feet Inch Area UA ,. -X:,..",,,,' ~. . ~>; ; I "'; .. I ~ i , , . i : ' . . .' i :Sum of Area and U,A. : I . .'" ...,...."..., ". Area vyeighted U ''''.UIVArea " " i I Wdtt). , Height l~r~Er~B.nch I " , Sum of Area and Area X3 A =U)(A I Area Area . X3 I 'I I I Copyright 2002 WSUCEEP 02-143 Copied by permission from Washington State University Cooperative Extension Energy Program. (see COpyright restrictions) 12/2312002 3 of 3 // I'-fil I~J ~lR~~~~ ~:.a @rn 0 W ~ ra?ERMIT ClpNTER JAN 2 6 2006 ~ .; g {Sofo 000"1"> bl~-r g .R LO '"' EMERTON-DEPT. ~F. . i Dept. ofCo~eIc}Went. ~ - 6th Street. SUlte 600 ~ Bremerton * WA * 98337-1873 Site Address: NO. TYPE OF EQUIPMENT NO. ' . TYPE~TURE i RANGE Gt4-~ - .3 WATER CLOSET I WOOD/PELLET STOVE/GAS FIREPLAC~..Jr'" i BATHTUB ~ 1 GAS FURNACE btu: 7v oo-or...:..t~.... :6 LAVATORY (BATH SINK) e::::s CONVERSION BURNER btu: r" '~ SHOWER ,- UNIT HEATER btu: 1 KITCHEN SINK ,_ BOILER btu: i DISHWASHER - -~ q LAUNDRY TRAY '3AS PIPING ...-::;:. - , EVAPORATION COOLERS - ~- - btu: I CLOTHES WASHER' .- '--- AlC UNIT btu: I WATER HEATER _ /":' A.. c- HEAT PUMP btu: URINAL ,. REHEAT BOX but: - DRI~K1NG FOUNTAIN .r' EXHAUST FANS ~ FLOOR SINK OR DRAIN RANGE HOOD (RESIDENTIAL) ...... WAliER PIPING & ALTERATION RANGE HOOD (COMMERCIAL) '. GREASE TRAPIINTERCEPTOR I CLOTHERS DRYER (~ rt-.-.S ~ '"2, HOSE BIBBS ,~ INCINERATOR LAWN SPRINKLER SYSTEM DUCT ALTERATION. SWI~MING POOL TANK TYPE: BLDG. SEWER: (MOBILE/MOVED HOME) REFRIGERATION UNIT Ji:;: ROOF DRAINS OTHER: OTHER: OTHER: OTH,ER: . MECHANICAL FEES: PLUMBING FEES: TOTAL FEES: _county Assessor's Property Report Page 1 of 1 Property Report Tax Account No. Process No. 14546-010-011-0009 112447548 Property Class: 1910- Undeveloped land Situs Address IINO ADDRESS FOUND ",,'-l~~~," ',~,'o N~~'~' ~,! ,~~~~~" ~~t, / '''~h~~ ,,,~~~~, Parcel Information Tax Code Area: Jurisdiction: Sec- Twp-Rng: Neighborhood: 10010 IBREMERTON 121 24N IE 17100541 1# of Buildings: 1 Acres: I Zoning: I Account Status: 10 1.15 ICity IA - Active '~Nj~~N~~~~;,W;~P""""" ";;,;~~,,\<i,,,, 'l''<.~', ~'~~llm-" ("~,~,, ';~Y"-' ~~~, N' , Taxpayer Information Name: Mailing Address: IRON BURLEY CONSTRUCTION INC 11106 SHOREWOOD DR IBREMERTON Ilw A 1198312 II http://kcwppub2.co.kitsap.wa.us/pls/ilisw/lis.online _lis_info -'pkg.acct_info?p _in JP _ acct_... 1/26/2006 ,- PUBLIC WORKS AND UTILITIES ENGI~EERli"lG DrvISION 3027 Olympus Drive. Bremerton, WA 983 ]0-4799. (360) ~. FAX (360) 47-&-58+& ADDRESS FORM .3 3 (360) 471-5270, FAX: (360) 47$-5398 APPLICANT INFORMATION DATE: 5;/3'~///5 NAME:. /&/2 1J;d/~,e;V /!tJ/i'fl?//t?P~~. PHONE: ADDRESS: 1/ illY 5/Mretl/LPt7d ZJ/' I .FAX: CITY/STATE/ZIP: 13/,e;f1e/.m?lj ILJ/I ?jj>3/iX- KITSAP COUNTY PROPERTY 1.0. NO. (FOR LOT TO BE ADDRESSED): 1- 5 ~h ~ C / t1 ~ CJ/Jq~ tf1CLJ~ KNEW ADDRESSl::S CHANGE ADDRESS 34(}- jf6f 377- t/ 353' PLE.:l.SE DRAW A DIAGRAM OF YOUR PROPERTY, INCLUDING ADDRESSC:S OF NEIGHBORS. DRAW DRIVEWAY LOCATION AND SHOW STREET NAME THAT DRIVEWAY ACCESSES. INDICATE WHICH DIRECTION IS NORTH. . I . Divid/ly ra)LJ%(t~ Im..lt>r/eJLI5h7'rpZrc:as 9//t1// {1 tf'C ~ r/t;-e cY/1fj-J )'7.Ce-! r / a:I1-ed- / &~ , t&r 9 ~ /6/5 {tyllmt:ZK /Ji/e)2jD€.-_ /6tlOIlI< If!ll /tl:: /6// CtJ'~K- /!1/'r3/UL4J_ i4f70/f/)( ~ Z:j'?/~M /+;5 -c':JIT#ft:Vlc /ll/~e See /fllpldJ ria;{ If!?'; rDJ~@~OW~[ID LrU JAN 2 6 2006 BREMERTON-Dl:PT OF COMMUNI1Y DEVELOPMENT ell':' us::: ONLY. DO NOT W;;:ll[ 6~LOW InlS L!NE. NEW ADDRESS: .5~~/ /f.A/J r-t!-. . Z'D CODE ~ JJf a, c 'I- (}/2f!,:' ~n 11 !T., , {7'--' V 1'''--~-' APPROVED BYI DATE: . @LJ I , ~/J/ ftS Revi<pn 17(Jl'(/QQ VICINITY,MAP <"'~ ' .;:;) i T x.. I 'C"~ ", T "Vt (.-:}~j..j fD)~@~D\IJ~lID lsU JAN 2 6 2006 · BREMERTON-DE~T:- o~ . . . COMMUNITY DEVELUPMEt~! I CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT Receipt Number: !3DQ~;>680' 345 - 6th Street, Suite 600, Bremerton, WA 98337-1873 (360) 473-5275 Fax: (360) 473-5278 ".;,\ " ii~1;c " ,,;jf; ~c ,:,""'~~c ~ , .srayerfP",~~arne: c'> ' ,-, BB06 00033 Plan Review Fee 1f4580 Total: $827.94 $827.94 $0.00 Total: $ 827.94 $827.94 CREDIT CARD Page 1 of 1 ,~, .\ , ASSESSOR NUMBER: APPLICANT NAME: OWNER NAME: CONTRACTOR: lENDER NAME: SUBMITTED: VALUATION: Plan Review Fee Building Permit Mechanical Fixture Fee State Surcharge Plumbing Fixture Fee State Energy Code TOTAL FEES: fNlJ3 PERMIT NUMBER 8806 00033 DATE ISSUED: 05/31/2006 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360) 473-5275 Fax: (360) 473-5278 4546-010-011-0009 ZONING: R10 SITE ADDRESS: 1475 COTTMAN AVE RON BURLEY CONSTRUCTION IN PHONE: (360) 340-1564 ADDRESS: 1106 SHOREWOOD DR, BREMERTON, WA 98312 RON BURLEY CONSTRUCTION IN PHONE: (360) 340-1564 ADDRESS: 1106 SHOREWOOD DR, BREMERTON, WA 98312 RON BURLEY CONST INC PHONE: (360) 340-1564 RESS: 1106 SHOREWOOD DR, BREMERTON, WA 98312 PHONE: 0- RESS: \ STATUS: 01/26/2006 APPROVED: 05131/200 IRATION: 11/27/2006 ISSUED $149,503,00 $827,94 4580 $1,273,75 2211 $179,15 2215 $4,50 0236 $118,00 2213 $50,00 4580 $2,453,34 Inspection Requests DCD: Building Inspections l&l: Department of labor and Industries NEW SINGLE FAMILY RESIDENCE W/ ATTACHED GARAGE & DECK Building Code Edition: IBC: 2003 Occupancy Group: Type of Construction: Flood Zone: Setbacks: (Front) (Side) (Rear) (Other) Sanitation Method: Number of Bedrooms: Square Footage: 170 SQFT 2,075 SQFT 540 SQFT Decks - Wood Frame Dwellings - Type V Wood Frame Private Garages - Wood Frame (360) 473-5870 (360) 415-4000 Fire Inspections HID: Bremerton, Kitsap County Health District PW: Department of Public Works (360) 473-5380 (360) 337-5285 (360) 473-5270 This permit shall become null and void if the described and authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days, It is the responsibility of the permit holder to see that the required inspections are made, Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements, Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substa'ntiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction, I hereby certify that I have read and examined this permit and know the same to be frue 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 provisions of any State or local law regulating construction or the performance of the construction, If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registra ion Law under Section 3, Chapter 126, Laws of 1967, All revisions to an approved plan require DCD review and approval prior to performing work, All building and tenant occupancy per 'ts are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy, c;'3( of; f:(eJ , I . 40 /~;;'5. ~ SIGNATURE OF OW AGENT: PRINTED NAME: City of Breml regulations ( 1. (DCD- 2. (DCD 1~/7i )Qb thus compliance with City '<C=' Page 1 01'3 " ASSESSOR NUMBER: APPLICANT NAME: OWNER NAME: CONTRACTOR: LENDER NAME: SUBMITTED: 3. (DCD-13) 4. (DCD-14) 5. (DCD-20) 6. (Project-Specific) 7. (Project-Specific) CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT PERMIT NUMBER 8806 00033 DATE ISSUED: 05/31/2006 345 - 6th Street, Bremerton, WA 98337 (360) 473-5275 Fax: (360) 473-5278 4546-010-011-0009 RON BURLEY CONSTRUCTION IN RON BURLEY CONSTRUCTION IN RON BURLEY CONST INC ZONING: PHONE: PHONE: PHONE: SITE ADDRESS: ADDRESS: ADDRESS: ADDRESS: ADDRESS: 1475 COTTMAN AVE 1106 SHOREWOOD DR, BREMERTON, WA 98312 1106 SHOREWOOD DR, BREMERTON, WA 98312 1106 SHOREWOOD DR, BREMERTON, WA 98312 R10 (360) 340-1564 (360) 340-1564 (360) 340-1564 PHONE: 0- 01/26/2006 APPROVED: 05/31/2006 EXPIRATION: STATUS: ISSUED 11/27/2006 construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. DCD: Driveways and parking areas must be paved. DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions, Shall remain on site and be available for inspection. Building Plan Review: 1. Braced Wall Panels-Provide engineering on braced wall panels under 2'8"(engineering will not be required if an approved Simpson wall panel or equal is used) Panels between 2 foot 8 in & 4 feet shall have tie down devices in accordance with the 2003 IRC 2, Smoke Alarms-Shall be interconnected 110-volt battery backup, one in each bedroom, adjacent hall, and on every floor 3. C.F.M. Fan Rating-Bath and laundry 50 C.F.M., range hood 100 C.F.M.,whole house fan (2 bed 50-75)(3 bed 80-120)(4 bed 100-150)(5 bed 150-180) 4. Foundation Footings-1 st floor foundation shall be 12" below undisturbed soil, 2nd floor foundations shall be 18" below undisturbed soil, the ground under the floor may be excavated to the top of the footing and no lower. 5. Insulation Requirments (over 12% glazing)-Walls R-21, Ceiling R-38, Vaulted ceiling R- 30 (2x12 const. 2" air space above insulation for ventilation), Floor R30, Concrete Floor R-1 0 perimeter. 6. Egress Windows-are required in basements in dwelling units and every sleeping room below the 4th floor. Egress rescue windows shall have a minimum net clear opening of 5.7 sq ft, a minimum of 24"c1ear height, and a minimum of 22" clear width. 7. Code Compliance-All work in the City of Bremerton shall adhere to the following 2003 International Codes: International Building Code International Residential Code International Existing Building Code International Fire Code International Mechanical Code Uniform Plumbing Code International Fuel Gas Code 1998 WA State Barrier Free Code 2001 WA State Energy Code 2000 WA State Ventilation Code Check For All Washington State Amendments. Check For Notes On Plan Cottman Avneue determined front yard. Pursuant to BMC 20.44.010 (b)(1) Jones Street has at least 60% of the lots within the neighborhood block with structures oriented in a direction away Cottman. PW&U-ENGR: No excavation will be permitted closer than 10 feet to the existing 24-inch water main. Call for utility locates before you dig ~.:1 ~-? C,?- €:~ ;t(c t5 Page 2 of 3 .\.. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360) 473-5275 Fax: (360) 473-5278 PERMIT NUMBER BB06 00033 DATE ISSUED: 05/31/2006 ASSESSOR NUMBER: APPLICANT NAME: OWNER NAME: CONTRACTOR: LENDER NAME: 4546-010-011-0009 RON BURLEY CONSTRUCTION IN RON BURLEY CONSTRUCTION IN RON BURLEY CONST INC ZONING: PHONE: PHONE: PHONE: PHONE: 0- APPROVED: 05/31/2006 SUBMITTED: 01/26/2006 R10 (360) 340-1564 (360) 340-1564 (360) 340-1564 SITE ADDRESS: ADDRESS: ADDRESS: ADDRESS: ADDRESS: 1475 COTTMAN AVE 1106 SHOREWOOD DR, BREMERTON, WA 98312 1106 SHOREWOOD DR, BREMERTON, WA 98312 1106 SHOREWOOD DR, BREMERTON, WA 98312 EXPIRATION: 11/27/2006 STATUS: ISSUED MINIMUM INSPECTIONS REQUIRED Inspection requests must be received by 8:00am in order to be scheduled for same day. To request an inspection, please call (360) 478-5275 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. Foundation Footings Foundation Walls Mechanical Plumbing Groundwork Plumbing Rough-In Framing Insulation Sheetrock Nailing Driveway Sewer Lateral Final Inspection - Building Driveway approach Right-of-way Other Qty 3 4 1 1 2 3 Description R-Tub andlor Shower Unit R-Sink (Lavatory, Kitchen, Mop or Bar Sink) R-Dish Washer R-Clothes Washing Machine R-Hose Bibs R-Water Closet andlor Urinal FIXTURE LIST Qty 1 5 1 1 1 5 1 1 Descriptior R-Natural Gas Furnace +1- Ducting R-Bath Fan andlor Exhaust Fan R-Range Hood R-Cook Stove with Exhaust R-Fireplace-Gas, or Gas Log Insert R-Gaspipe System LPGINA TLlOIL R-Clothes Dryer with Exhaust R-Gas Water Heater Vent & Combustion Air Page 3 of 3 " 11-' -" . '11 :I~I :.; . L"::'\ 'I il w I .1 : -----I~I i -~;,-:;--C:; r B~L!'II~f' iClrJ : .." ......m"......".' _ ...1 .. "'5~t;. ~ ~ @ ~ 0 VJ ~ ~RMIT CE~TER JAN 2 6 2006 ' B~o{p COO~.3 D iS1-<f ~IO REMERTON-Dt.:PT. OF Building Permit Application MUNITY DEVELOPMENT Dept. of Community Development * 345 - 6th Street. Suite 600 * Bremerton * WA* 98337-1873 (360) 473-5275 * Fax (360) 473-5278 ~<f:~"~~!If,~\~ ;:.-",~.. .};.~' . -~' f: < :~~~~: "~;,:;.1 1.-; ,- - (tl.,~',~',~1':" r..'~ l~\ ,~\oi'~~.~~\~~.~,t'. \" ::'~, ~'~,I!~~~ _~/;..~:J.~..}. ~,t,l ~I .,:.1;1"''' ,,~ . ..'~ to" . , ", - ......" >- ,l,,;i, '.' '" .' -i..l~. ','oil . '<,'.' T,' \, . ....., ; J"_, ~", ,-'t)5~,of"'~~ Site Address: 1475" COITWl A-u ;4 V ~ What is the application for? (Please check one) QZ:] NEW SINGLE-FAMILY RESIDENCE D NEW DUPLEX o NEW MANUFACTURED HOME o RESIDENTIAL REMODEL o RESIDENTIAL ADDITION o RESIDENTIAL REPAIR o NEW COMMERCIAL o COMMERCIAL REMODEL o COMMERCIAL ADDITION o COMMERCIAL REPAIR o NEW MULTI-FAMILY o TENANT IMPROVEMENT o NEW GARAGE/CAR PORT o NEW ACCESSORY BUILDING o NEW SIGN o STRUCTURE DEMOLITION o GRADING (Cubic Yards: o OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES D NO [XI' Scope of work proposed: SPR Square Footage: Dwelling: 1... 0 "7 S- Garage: ,slfD !A..t.J SQU elt~ l' -- Decks: 1 0 L.J Valuation Plan Review Fee Permit Fee Surcharge Total Fees /'1 ~!!03. DO f~7,7tf 1,;'73. 7~ 5"0- CO ~J +'.)'3.3Y<: l' ..s-o , Application for which no permit is Issued within 180 days following the date of application shall expire by limitation, and plans and other data submmed for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan revlew'fee. ~ ./ ~' ~ .~ I ( -c- LD /t;:> <..c @ ill 0 W [g fil?ERMIT CENTER . .IAN 2 6 2006 ~ g!S()~ 0OO3~ bl~t 8 RiO . EMERTON-DEPT. F. e1i). . . - 6th Street Suite 600 * Bremerton* WA * 98337-1873 'JI_15~~~i'~ii~[~.Il~~~lJ~I~i~~11i~";'~~~~;;~;K~~?!: Site Address: NO. TYPE OF EQUIPMENT. NO. . . TYPE~XTURE RANGE (" "'? Ol- ~ -'" .:J WATER CLOSET j WOOD/PELLET STOVE/GAS FIREPLACn-...-::...... I BATHTUB ~ . 1 GAS FURNACE. btu: yo ooo~ ~ :J . LAVATORY (BATH SINK) c:;:::$ CONVERSION BURNER btu: r-' ~ SHOWER. ~ UNIT HEATER btu: 1 KITCHEN .5INK_ BOILER btu: i DISHWASHER - -.2 . ''3AS PIPING ......-=- LAUNDRY TRAY _. . , EVAPORATION COOLERS btu: I CLOTHES WASHER .- - AlC UNIT btu: I WATER HEATER __ /:: A ro . HEAT PUMP btu: URINAL ,. REHEAT BOX but: DRINKING FOUNTAIN r EXHAUST FANS .,- FLOOR SINKOR DRAIN , RANGE HOOD (RESIDENTIAL). --- WATER PIPING & ALTERATION RANGE HOOD (COMMERCIAL) '. GREASE TRAPIINTERCEPTOR I CLOTHERS DRYER ( ? It- ~ .--- 7.-. HOSE BIBBS ~ INCINERATOR LAWN SPRINKLER SYSTEM DUCT AL TERA TION SWIMMING POOL TANK TYPE: BLDG. SEWER: (MOBILE/MOVED HOME) REFRIGERATION UNIT ~ ROOF DRAINS OTHER: OTHER: OTHER: OTHER: . MECHANICAL FEES: PLUMBING FEES: TOTAL FEES: Kitsap County Assessor's Property Report Property Report Tax Account No. Process No. ~546-01 0-011-0009 112447548 Property Class: 1910- Undeveloped land ': ,~/c -:,",!' Parcel Information Tax Code Area: Jurisdiction: Sec- Twp-Rng: Neighborhood: 10010 IBREMERTON 121 24N IE 17100541 Page 1 of 1 Situs Address IlNo ADDRESS FOUND ,7<, '\<S~ 1# of Buildings: I Acres: 1 Zonin~ I Account Status: '~ -', &, ,,;~ '&#",::::,~, fJ;;.#~b~~f"~;:,gp <<<',,"*'Z,"/ , ' Taxpayer Information Name: Mailing Address: IRON BURLEY CONSTRUCTION INC ~< l-W' ' 10 1.15 ICity IA - Active 11106 SHORE\VOOD DR IBREMERTON IIW A 1198312 II http://kcwppub2.co.kitsap.wa.us/pls/ilisw/lis.onlinelisinfopkg.acctinfo?pinrpacct..,1/26/2006 PUBLIC WORKS AND UTILITIES ENGlmERlJ.'iG DIVISION 3027 Olympus Drive' Bremenon, WA 98310-4799' (360) -.Q:.8 53 l~' FAX (360) 41&-5et& ADDRESS FORM 3 3 (360) 47B-5270, FAX: (360) 47$-5398 APPLICANT INFORMATION DATE: 5;/g~/t:?..5 NAME: /&/l .!J;//(7- {~//.fb//C7P~, ADDRESS: II t16 5Mretl/61t:Jd ZJp, CITY/STATE/ZIP: l3!''I?}1terhnJ /tJ/I q#,.3'/ Cil-- KITSAP COUNTY PROPERTY 1.0. NO. (FOR LOT TO BE ADDRESSED): 1- 5 ~,6 ...c. (J / t7 - CJ~9'- t:f/Oc:9.,3 KNEW ADDRESS.!?5 _CHANGE ADDRESS PHONE: FAX: 34-()- }56-1- 377- 1/350 PLE.~_SE DRAW A DIAGRAM OF YOUR PROPERTY, INCLUDING ADDRESSES OF NEIGHBORS. DRAW DRIVEWAY LOCATION AND- SHOW STREET NAME THAT DRIVEWAY ACCESSES. INDICATE WHICH DIRECTION IS NORTH. , D;vld/~ ia5L n('Cl}-P ItA.fo Its- r:?YI5h7,?c;Zrc.e/!5 9/ /tJ // ..prt7~ lic-e tY/1jrJ)~/J j//a/TecL /~ , 1&7 q.::: /6/5 L;'lImtZYL /l//e/lJL'-€-- / bC() Ill< j(!Jf (' tJ.::: /61j _ CtP##tafL //-I/e?/UL-€- ____ - - /J I (.It d/7. to K.>O. 14aJ/f/;t: - ~i II:::: 14-75 C##/NYPL- l1-t/e/'ta--e See Ifmu/L-e-d r / a!- II/elj fD)~@rnow~[Q) lJl) ,IAN 26 2006 BREMERTON-DEFf. OF COMMUNI1Y DEVELOPMENT "'~-:< CITY US::: ONLY. 00 NOT W~:IE 6t:LOW I~IS LINE. NEW ADDRESS: :see- _11~t? r~ ZIP CODE J1? r ~ 5 r {).,c-{; ~-f>.-/ APPROVED BYI DATE: ?lJ /3 I , ~/J/ ~s ... "..,.; -t _J_ .-j..,-------~) CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 345 - 6th Street, Suite 600 Bremerton, Washington (360) 473-5275 INSPECTION REPORT PERMIT #: ~ (!) ~ - ()() 0 ~3 ADDRESS: 19 7 5" ~~ "'-luTE ; ~-\!~ t:4LJ. re~ art' mlt;<,i= b "" 1 DCa., +eJ I '<\ :')-e p A., V'CL+ e @..kt.t-'5e s " Date: qft1,~ Phone:1.l1,-SZC()G (]/..vtt-<4- J,L_o~ .. INS~~,f;;; -