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18-104113City of Federal Way Community Development Dept 33325 8th Ave S Federal Way, WA 98003 Ph: (253) 8352607 Fax (253) 8352609 Project Name: CHEN Project Address: 2732 SW 312TH PL Building - Single Family Permit #:18 -104113 -00 -SF Inspection Request Line: (253) 835050 Parcel Number: 150320 0100 Project Description: RFP - Repair fire damage to garage including roof replacement, wall repair and window replacement. No plumbing or mechanical. Owner Applicant Contractor Lender SONG GUAN CHEN AVRAM GREEN OWNER IS CONTRACTOR OWNER IS LENDER 2732 SW 312TH PL 6516 46TH AVE S FEDERAL WAY WA 98023 SEATTLE WA 98118 Census Category: 434 - Residential alt/add - no change in number of units Includes: #1 #2 #3 #4 Occupancy Class: Construction Type: Occupancy Load: Floor Area (sq. ft.) CONDITIONS: to field inspection with plans attached. PERMIT EXPIRES Monday, 4 March, 2019 Permit Issued on Wednesday, September 5, 2018 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Was ington and the City of Federal Way. Q Owner or agent: & Date: - ! t 2-0 t y 1♦ . nstruction THIS CARD IS TO REMAIN ON-SITE InspeFecleial Way crry �O INSPECTION REQUESTS: (253)fion Rae 50 rd PERMIT #: 1810411300 Address: 2732 SW 312TH PL Project: SONG GUAM CHEN FEDERAL WAY WA 98023-7811 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. El SWM Precon Site Mtg (4400) ® 2 Initial Erosion Control (4365) 0 Footings/Setback (4110) Approved to sheath floor Approved Approved to install flooring By Date To be done PRIOR to breaking ground By Approved to place concrete By Date By By Date By Date ® Underfloor Framing (4285) ® Floor Sheathing (4105) © Shear Walls (4245) F1 Approved to sheath floor Final Electrical Approved to install flooring By Date Approved to install siding By Date By Date By Date y❑ Roof Sheathing (4220) ® Fire/Draft Stops (4095) 9 Interim Erosion Control (4370) Approved to install roofing F1 Approved Final Electrical Approval By Date By Date 2a C By Date sched■� a Framing sLBy IBY Framing (4120) 0 Insulation (4150) Ph®bhg do Meelmaksl Rough-iiApproved E By to insulate Approval to install wallboard nR Stop inspections zmA be signed- aud approval IBC 1093.4 Date By Date 1s Gypsum Wallboard Nailing (4130) 0 Final Erosion Control (4375) ® Final - Building (4050) F1 Approved to install mud & tape Final Electrical Approved JBy Approved By Date By Date IBY -- Date 0 0 F1 Rough Electrical Final Electrical Right of Way Approved Approved IBY Approved By Date By Date Date N RECEIVED SEP 0 5 2018 CITY OF FEDERAL WAY COMMUNfTY DEVELOPMENT August 28, 2018 #18.125 Green Brothers Home Services Attention: Avram Green 2532 S 317th St. #305 Federal Way, WA 98003 Subject: Garage Roof Repair/Replace Site: 2732 SW 312th PI Federal Way, WA 98023 Mr. Green, Phillips Structural Engineering, PLLC (PSE) as requested visited the subject property on August 23, 2018 to provide structural consultation regarding an existing single-family residence where a fire had taken place in the garage. Existing Damaged Single -Family Residence Phillips Structural Engineering, PLLC PO Box108 Milton, WA 98354 Phone (253) 344-1666 Upon arrival it was evident that the fire had taken place and was limited to the garage area only. The garage measured approximately 21'x24' with the majority of the fire damage being limited to the south end of the garage. It was determined that the garage roof structure and portions of the garage walls were in need of repair and replacement. The entire existing roof over the garage and southern portions of the walls will need to be retrofitted. Please find attached a partial foundation plan, roof framing plan, associated details and structural calculations for the repair of the home. All framing shall be in accordance with local jurisdictional building codes and the 2015 International Building Code. Framing shall be Hem -Fir and any timbers in contact with concrete shall be pressure treated. Galvanized fasteners/connectors shall be used when attaching to treated members or exposed exterior conditions. Existing foundations are to remain unchanged and are assumed to bear on competent soils with allowable soil bearing pressure of 1500psf (minimum). PSE's scope of work is limited to replacing the existing roof framing bringing the home back to its original condition. The existing structure has not been examined as a whole and is still the responsibility of the original engineer of recordJbuilder. The lateral design of the building remains unchanged and due to the structure's ability to withstand multiple snow/wind/seismic events we do not see the need to provide any lateral changes to be building. If there are any further questions or concerns, please feel free to contact our office. Sincerely, Todd M. Phillips, S.E. Phillips Structural Engineering, PLLC Phillips Structural Engineering, PLLC PO Boxl08 Milton, WA 98354 Phone (253) 344-0456£_ n_: v v cc CD w O_ EXISTING CRAWL SPACE EXISTING 12' CONT. FOOTING BETWEEN GARAGE 6'-2 L-------- -------------------------�—�1� 7' TALL GARAGE DOOR :..........; -( ------------------------- I .......................................................: I I c I , I ih NOTE: ALL DIMENSIONS SHOW ARE APPROXIMATE i AND CAN BE FIELD VERIFIED I DISCREPANCIES SHOULD iu BE REPORTED BACK TO PSE FOR FURTHER EVALUATION) j , I I I I I EXISTING SLAB ON i GRADE (GARAGE) j I i EXISTING 1'-0' WIDE x 6' DEEP FOOTING CONT. AROUND PERIMETER OF GARAGE W/ 6' STEMWALL I ........................................................ 1-4 -------------------------------IJ FOUNDATION PLAN SCALE : N.T.S. r` EXISTING ROOF TRUSSES (UNDAMAGED) EXISTING ROOF OVERFRAME TO REMAIN TYP, 4x6 DF#2 (REMOVE GWB LOCALLY FOR INSTALLATION W/ SOLID BLKG TO FDN BELOW) (E) HDR TYP (2)2x4 TRIMMERS & (1) KING STUD, BOTH ENDS R4 (NEW) 3Y2'x12' GLB `\ SHEATHING ATTACHMENT \ i PER DETAIL 5/S-1 \ LKUCbL 4x6 DF#2 POST UP TO REQ'D 2 EA, RIDGE. ATTACH TO HDR W/ RAFTER BC46 & TO RIDGE W/ ACE6—\ m SY2"x16Yz" GLB RIDGE I x cu !—MATCH EXISTING, V.LF. MATCH EXISTING REPLACE EXISTING DIAGONAL WALL BRACE W/ SIMILAR WALL BRACE (2x6 MIN. W/ (3) Y4'Ox3' SIMPSON SDS SCREWS MIN,)1 (2) LOCATIONS (2)2x4 TRIMMERS & (1) KING STUD, REQUIRED BOTH ENDS MIN, GABLE WHERE TOP PLATES AREJ L --HATCHED AREA INDICATES FIRE INTERRUPTED, PROVIDE SPLICE DAMAGED 2x4 STUDS TO BE PER DETAIL 4/S-1 (TYP.) REPLACED (16' O,C, SPACING) ROOF FRAMING SCALE : N.T.S. Page 5 of 9 ATTACH NEW 2x4 CONT. W/ 16d @ 12' O.C. TO NEW 2x8 (EDGE NAIL SHEATHING TO EACH) (N) ROOF SHEATHING SHEATHING PER PLAN PER 5/S-1 ST @ EACH RAFTER EXISTING 3z" PWD N7 //,—EDGE NAILING TO BLK'G SEAT CUT RAFTERS EXISTING SKIP FOR 3)¢' TAIL AS SHEATHING NEW 2x8 RAFTER SHOWN PER PLAN EXISTING 2x4 RAFTER PER PLAN --NEW GWB REPLACE NEW FURRING WALL------EXISTING (FIRE RESISTANT PER CODE AS REQ'D) EXISTING SHEATHING (NEW NEAR GARAGE DOOR SIM. TO DETAIL 3/S-1) 1/S-1 2/S-1 SHEATHING EDGE 16' MAX. OVERHANG NAILING TO 2X RIM W/ 24' BACKSPAN TYPICAL ROOF SHEATHING TYPICALLY - FACE NAIL DOUBLE TOP PLATES 0.148'0 X 3' O 16' D.C. STAGGERED 8d @ 6' OZ. 2X4 FLAT O' MI! OUTRIGGER @ t-i/2' 1-1/2' MIN 48' O,C. MAX. MN (10) 0.148'/ x 3" LONG P-NAE O EACH SPLICE U.N.O. 77 2X RIM/RAFTER NOTCHED FOR OUTRIGGERS SPLICE SPLICE 2X BLKG @ 48' O.C. MAX. W/ (6) 8d NAILS 8d @ 6' O.C. FROM SHEATHING Typ. 242 HF#2 @ 48' STUD D.C, MAX. FLAT 2x12 HF#2 W/ TRIPLE TOP PLATE 16d NAILS @ G' O.C. LOOCCATION(TTVS)PLICE NQIL TO TOP PLATES BELOW 2x4 STUDS @ 16' O.C. Sd @ 6' O.C. N1�RE PLATE DISCONTINUITIES ARE CREATED BY BEAUS REPLACING OR ALONG �� & PIPES, ETC. STRAP W/ (1)-5WSON ST6238 11NLESS SIDE BURNT STUDS NEW 3r6 OSB W/ 8d@ NOTED OTHERWISE. STRAP MAY BE PLACED ON TOP 6' O.C. @ PANEL EDGES OR SIDE OF PLATES O CONTRACTOR'S OPTION. & 12' O.C. FIELD (TYP> 4/S-1 3 / S-1 TYPICAL TOP CHORD SPLICE PANEL EDGE BOUNDARY PANEL EDGE NAILING (STAGGER NAILING O PANEL EDGES) NAILING (6' O.C. MAX SPACING) RAFTER PER PLAN RIM JOIST/13LOCXING— u u u u u u u r i n INTERMEDIATE FRAMING LI n n u . (FEW) MEMBER NAILING r( (� 12' O.C. MAX SPACING) NOTES., n n n n p 1.) STAGGER PANELS TO OFFSET h JCINTS AS SHOWN. n FI n H u u u u III I II it u u I� 7/18' SHEATHING AT ROOF (APA RATED) TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM LAYOUT 5/S-1 Page 5 of 9 1 bodWa�rks,"i Aug za, znla lad3 Design Check Calculation Sheet wmdv9on5 see 1: Loads: a ype scrlLation e - lowcion Irc7 Na9ric.tla rc Staz[ Entl End 0 Lwdi cad EL31 A 15u ( d ) psf Lwd2 Pull Az 25.00 f24.0^) pa£ Self-wi M1t_ Dead FL11 0DL No 2.2 nlf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengd= (in) 13.354' Onfact.-q Dead 0.,a .red: s 252 361 1l0 248 'rotat Bearing: sending(.) 613 41B F•ueca �w.ity Joist 9 fb/Pb' = 0.68 4ss 613 4ss 418 Support psi 613 l38 JoiatCz 0.53 L/240 1.00 1.00 Bvppozc Wad comb 0:91 - L/]16 1.00 t2 0.58 14 Length 'n req'a ncil. Ltve tel 0.52 0.52 0.61 4 0.58 0.84 1. 12 0.61 1.00 Cb vin 1.72 1.00 m sappoz[ 1.25 625 1.25 625 Lumber -soft, Hem -Fir, Not, 2(8 (1-1/2-17-1/4-) Suppods: A9 - Tntba-soft Bean• DE- Not Roof p61 sp4mtl4240dr; real krrA 13.35; cls spm: 2.167. 1p1iA'; wlrme=1.8-fLn :5n2 1-- Slm Op= me. b,- al 3Dp : Re, -radar alpeo a4 pam.lmtl (rate W -M Np). vs. Aao3vable Strns_a and nefleet- Additional Data: Y/B 1psi)CD C[ CF Cfu Cr C£z< C1 Cn 3A:B h' 150 l.ls 1. JO 1.00 1.00 1.00 1.00 2 n, 850 1.15 1.00 1.00 1.000 1.200 1.00 1. Ls 1.00 1.00 - 2b•- 850 1.15 1.00 3.00 0.519 1.200 1.00 1.15 1.00 1.2Op - 2 Fcp' 405 1.00 1.00 1.J villiw 1.00 1.001.00 - 4 ft -0.47 Billion 1.00 1.00 - - - - 1.00 1.00 - 4 CWM1 LOAD C'OMBMT10f& Shear u B2 - DK, V - 410, V design - 364 lbs Bendivg(31: k N - D+S r -t--: e8), Nft 1011 lba-ft BerWing (-1: LC 62 - 114 lbe- Danetti.n: u r4 - (tet.. LC 49 It,el ell w Ir1iw iesnow g-¢ Iely3is Lr-[oof live Lewncencrated Fnaar[hquake All LC'e ere 1lsted . tAe Analye is output sad Yattema: s -S/2, 1. oz LhL20 o pa[tem load in Chia Apar. Lwa c `u. A6C8x7-10 / IBC 2015 � CAW"noNS:tio Deflecci..n: KI -61.9aD6 iD-in2 `Lix• deflection = Deflection fzsv ell ...-dead loads (live, elnd. soot_) adaar.tel Deflection - I.30IDead Wed Defleu<ion) ♦ Live - B -ti g: ing: Al -le bearing ac an angle r'tbeta calculated Por each support per Nos 3.10.3 .rel stabvit7 (-):le - 10.66' La - 17.50' - 26.01 Lu based on full span Design Notes: 1. WaodWodis araiysa ad d�gn ae in ap:pdarcv vdlM1 Op If:CYrb Buildng Code IIBC 2D15), Ole NAOa)el Design spodfca0p1lNf/,^. 2015), aM N0.- D� srµperreil 2 Please rarity 0,a1 d,e M#aA de0ec5m limb ae aFP.Pra'o ra fvr.pq'iotim. ]. CarunuoDs a Gantileer� Beams-. NDS Clarse d]55 requves M rimnal gradrry padsims Oe aaaM y b y,o midtlle Zl] 0l2 span bcems a i to tln /W lagth d carubras aN oNer s{ab. 4. sawn Wmbe baa:ag la EEArresW b i l he blaaRy pahtl axedng ro Ore prwisvlt d fiDa Claire 41.1. s slopm AIS_ kvl1*>rre7 io aalarlaa Aslopm bis. Page 6 of 9 s Desi nal sis/Desi o -1"7 sending(.) SOlu fD = 924 Fv il2Ye FD' - 1349 psit psi 9 fb/Pb' = 0.68 Bending (-1 DefleRion: ft - 159 FD' - 781 psi fb/1.0' - 0.2D nlarior l.i 0.21 --1/63l 0.53 L/240 in 0.38 1bta1 1 0:91 - L/]16 J.IJ - L/1B0 Sv N ncil. Ltve tel -0.13 = L/201 -0.25 L/'06 1.22 - L/120 J.29 L 0.58 0.84 Additional Data: Y/B 1psi)CD C[ CF Cfu Cr C£z< C1 Cn 3A:B h' 150 l.ls 1. JO 1.00 1.00 1.00 1.00 2 n, 850 1.15 1.00 1.00 1.000 1.200 1.00 1. Ls 1.00 1.00 - 2b•- 850 1.15 1.00 3.00 0.519 1.200 1.00 1.15 1.00 1.2Op - 2 Fcp' 405 1.00 1.00 1.J villiw 1.00 1.001.00 - 4 ft -0.47 Billion 1.00 1.00 - - - - 1.00 1.00 - 4 CWM1 LOAD C'OMBMT10f& Shear u B2 - DK, V - 410, V design - 364 lbs Bendivg(31: k N - D+S r -t--: e8), Nft 1011 lba-ft BerWing (-1: LC 62 - 114 lbe- Danetti.n: u r4 - (tet.. LC 49 It,el ell w Ir1iw iesnow g-¢ Iely3is Lr-[oof live Lewncencrated Fnaar[hquake All LC'e ere 1lsted . tAe Analye is output sad Yattema: s -S/2, 1. oz LhL20 o pa[tem load in Chia Apar. Lwa c `u. A6C8x7-10 / IBC 2015 � CAW"noNS:tio Deflecci..n: KI -61.9aD6 iD-in2 `Lix• deflection = Deflection fzsv ell ...-dead loads (live, elnd. soot_) adaar.tel Deflection - I.30IDead Wed Defleu<ion) ♦ Live - B -ti g: ing: Al -le bearing ac an angle r'tbeta calculated Por each support per Nos 3.10.3 .rel stabvit7 (-):le - 10.66' La - 17.50' - 26.01 Lu based on full span Design Notes: 1. WaodWodis araiysa ad d�gn ae in ap:pdarcv vdlM1 Op If:CYrb Buildng Code IIBC 2D15), Ole NAOa)el Design spodfca0p1lNf/,^. 2015), aM N0.- D� srµperreil 2 Please rarity 0,a1 d,e M#aA de0ec5m limb ae aFP.Pra'o ra fvr.pq'iotim. ]. CarunuoDs a Gantileer� Beams-. NDS Clarse d]55 requves M rimnal gradrry padsims Oe aaaM y b y,o midtlle Zl] 0l2 span bcems a i to tln /W lagth d carubras aN oNer s{ab. 4. sawn Wmbe baa:ag la EEArresW b i l he blaaRy pahtl axedng ro Ore prwisvlt d fiDa Claire 41.1. s slopm AIS_ kvl1*>rre7 io aalarlaa Aslopm bis. Page 6 of 9 WoodW ' air slv Loads: Design Check Calculation Sheet W-fwnrks Sizer 11.1 Load Type Distribution Pat- Location Eft] Hagnitude nit Fv' OS psi Bean 5046 start End Start Ena 5183 Loadl Dead Pjil Area 0.80 = 4/360 Beam 15.00(1 .00') psf Load2 Snow Full Area Load comb 42 25.00(10.00') psf Sel£-wei ht Dead Full CDL 1.41 1.41 20.9 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengttts (in) : R2 Aug. 28. 2018 13:44 Onfaetored- Dead Snow Factored: 2048 2990 2048 2998 Total Bearing: 5046 5046 Capacity Fv' OS psi Bean 5046 5046 Support 5183 5183 Des ratio L/581 0.80 = 4/360 Beam 1.00 1.00 Support 0.97 0.97 Load comb 42 42 Length 1.41 1.41 .,tin req'd 1.41 1.41 Cb 1.00 1.00 rb min 1.00 1.00 Cb support 1.07 1.07 F Sup625 625 R2 Gluland-Unbal., West Species, 24F -V4 DF, 5-1/2"x16-1/2" 11 laminations, 5-117 maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 23.99`, Clear span: 23.75'; volume= 15.1 cu -fl. Lateral support tap= at supports, bottom= at supports: Analysis vs_ Allowable Stress and Deflection using Nos 2015: - Mal s s yaiue Desi Value On iL Anal sis/Desi 'Total 73 Fv' OS psi £v Fv• - 0.24 Benning(+) fb 1441 9; = 2475 psi fb/Fb' - 0.58 Live Defl.n L/581 0.80 = 4/360 Shear : LC 42 = D+S, V max 5023, V design = 4419 lbs 0.62 Total Defl'n 1.00 = L/287 1.19 = L, LC 12 = D+S (total) 0.84 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CV Cfu Cr C£Zt Notes C. -c- LC! Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.897 0.950 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 - - 2 Eminy• 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+S, V max 5023, V design = 4419 lbs Bending(+): LC 42 D+S, H 29971 lbs -ft Deflection: LC 42 = D+S (live) LC 12 = D+S (total) D=dead L=live S -snow tt wind 1 -impact Lr -roof live Lc -concentrated Earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / SEC 2015 CALCULATIONS: Deflection: EI - 3706e06 lb-in2 "Live^ deflection - Deflection Eros all non -dead loads (live, wind, snow-) ea Total Deflection - 1.50(Dd Lead Deflection) + Live Load Deflection. Lateral stability(+): Lu - 23.88' Le - 43.94' RB - 17.0 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your appliration. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth - 5. Giulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaffer of Fcp(tension), Fcp(comp)n). Page 7 of 9 Design Check Calculation Sheet WaoaW sac, l..1 Lura of OSs[rl6ution Pa - S.oc 7 Nagr-iGude 6iart Eno) Unl]!I capacity Bean ') paf support -ti. 3106 A ea 15.00)3.00') psf Losd3 Oeed Poin! Loetl comb Length 2048 Sba Load9 1.2e 1.00 Po1nt ..1 2998 1Ds Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : r z4'- 111 Aug 28,2018 1619 Onfactoied: D d Pat; 86 1132 1186 1132 T j •tota Searing: 2935 2918 capacity Bean 2918 2910 support -ti. 3106 3106 1.00 00 Support 0.99 0.99 Loetl comb Length 12 1.28 92 con c ,g•a 1.2e 1.00 a m m auppor! o0 1.11 L112� P 625 R3 Glulam-l3nbal., West Species, 24F -V4 OF, 3-W"x9- filanrlab5.3-t2'rtlaa Bi010. Suppvis' AY - m -sol- dean'D.Fr{ Not C Tocol lenglb. 5.21'. Cly tspal:Mume = 1.4 cu ; Lataal support: tap= # supppb. botlprc � stgptaba: vs. ANowattle Stress and Deflection Bending (•1 10.0 - <L/999 I OP20 - 210360 � poi I f0/�• - 0. ]5 l.iv_ Ce Ft'n L rt Additional Data: FAC?OAS: F!E (pai)CD CN C[ Cg Cin Cfrt ]otaa m•LYi LC4 Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 2 2900 1.15 1.00 1.00 ➢.980 1.000 1.00 3C00 1.00 1.00 - 2 - E' 2 Pbiny' 0.55 milli- o¢ 1.00 1.00 - - - - 1.00 - - 2 Qaix'!L I1LID C016YNTIOfL4 Shear LC i2 Des, v 2912, v tleaiq, - 2809 lbs -1-1 - TC f2 - ➢tS, N -az 0291 lb-ftceflectionLC f2 LC i2 (cciall 0 -dead Llive S• r M-ri¢tl I-SmpacC L o01 live Lc-concentzatetl E eaxtDguake All LC'e a e lleted Lr iA,alyaia o02pot Loatl combinetio na: ASCS 7- )-10 / IBC 2015 C�CuuTION& Oettec[ion: 52 - 383,06 lb -1n2 •Live• aeilecilon - 0eilecilor. tcam �1 ronbeaa loatle (live, vim, chat( ?olal Oeflectiov - 1.50(- Lona Detlectio¢I •Live Less OeElectiop. Lateral acaDili[y (+1: Ln - 6.13' Le - 12.19' RB - 10.9 (Design Notes: . W acdW arks a'V1se: atl d�gn ae:n acmda� wOD Ore ICC SSaretival B,nNa9 GoOe (IeC 20i5j, Oe N�onal Desglr SPed'cc�al (ND5 2015), a,a NDS OcSign Supplaria,L LU� 2 Tease,vily OW Ole defaYl defle,:4n furls ae a(q,ropise fm yu . 3. GYean desgn Mum ae lv rnlbt®IB mdmning to AN5111]-2115 etq rmaluls6a,9 in xvvraa„rn wM ANSI At90.1-2012 0.G1-8'. bxtl=a1u Wr ^xaBeltleph. 5. Glulan Beans shall ce laterally wppa[ea aaxlWg b Bra provisbo t<NDS Claae 3.13. Page 8 of 9 Onfacw=ea• Dead snow in in 927 1415 927 1415 Factored: Total Wood Wo nit R4 = 2Fv'305psv3Fv• tern Aug. 28, 2018 16:19 Start End Loadl Dead Full Area Des ratio `b/Fb'=0.58 15.0 (7.0 ') s£ Load2 Snow Design Check Calculation Sheet Support WoodWorks Sizer 11.1 25.00(7.00') 9f Loads: Dead Load Type Distribution Pat- Location [ftJ Magnitude Length 1.03 9.7 if Min req•d 1.03 1.03 Cb 1.00 t.00 Maldmum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1.00 16.172• Cb support 1.11 1.11 F 625 625 R4 Glulain-Unbal., West Species, 24F -V4 OF, 3-1/2-x12- 8 laminations, 3-1/2• maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.1T, Clear span: 16% volume = 4.7 tuft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 Additional Daft: FACTORS: F/E(psi)CD CM Ct CL C9 Ct. Cr Cfrt Notes Cn•Cvr LCr 1. 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb•+ 2400 1.15 1.00 1.00 0.841 1.000 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 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 42 D+S, V max - 2330, V design - 2028 lbs sending(+): LC 42 D+S, M = 9369 lbs -ft Deflection: LC 52 D+S (live) LC 42 - DFS (total) D=dead L -live S -snow N -wind 1 -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / 18C 2015 CALCU ATIONS: Deflection: EI 907e01 lb-in2 "Live^ deflection Deflection from all non -dead loads (live, wind, snow_) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu - 16.06' Le - 29.63' R8 18.7 Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3- 6 GLULAM: beari� Length based on smaller of Fcp(teosion), Fcp(compn). Onfacw=ea• Dead snow in in 927 1415 927 1415 Factored: Total 2342 nit Heazinq: Capacity = 2Fv'305psv3Fv• tern Start End Start End Loadl Dead Full Area Des ratio `b/Fb'=0.58 15.0 (7.0 ') s£ Load2 Snow Full Area Support 0.94 25.00(7.00') 9f Self-wei ht Dead Full UDL Length 1.03 9.7 if Onfacw=ea• Dead snow in in 927 1415 927 1415 Factored: Total 2342 2342 Heazinq: Capacity = 2Fv'305psv3Fv• Beam 2392 2342 Support 2493 2993 Des ratio `b/Fb'=0.58 Beam 1.00 L. 00 Support 0.94 0.99 Load Comb i2 t2 Length 1.03 3.03 Min req•d 1.03 1.03 Cb 1.00 t.00 Cb min 1.00 1.00 Cb support 1.11 1.11 F 625 625 terionAnalS9 Value De3iValue UIIiti3/Desieafv = 2Fv'305psv3Fv• - 0.24nding(+) li fbFb'2320 psi `b/Fb'=0.58 vaDefl0.29D.59L/360059 tal Defl'n 0.58 L/334 0.80 L/290 0.72 Page9of9 41k CITY OF Federal Way PERMIT NUMBER —17 RECEIVED SEP 0 5 2018 PERMIT APPLICATION PERMIT CENTER + 33325 811, Avenue South + Federal Way, WA 98003-6325 253-835-2607 + FAX 253-835-2609 + permitcentercicityoffederalway.com CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT -1 a -�-/13- 0 L— TARGET DATE SITE ADDRESS �. SUITE/UNIT # Z ►1,7Fede' y v� PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL # $ t or 00 0 --- - - - - - - - TYPE OF PERMIT LIS BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE PREVENTION NAME OF PROJECT CAAEN E 94� A G -Ig- PROJECT DESCRIPTION ,�, n CcL L 1 c'c vi Detailed description of work to be included on this permit only NAME PRIMARY PHONE c� L PROPERTY OWNER MAILING ADD S E-MAIL tl/ L ✓� CITY STATE ZIP NAME ©w� �- PHONE MAILING ADDRESS E-MAIL CONTRACTOR CITY STATE ZIP FAX WA STATE CONTRACTOR'S LICENSE # EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE # NAME PRIMARY PHONE G MAIL ADDR - LA 2 z Z E-MAIL APPLICANT 3 tll CITY l STATE ZIP 2 FAX Ll-e-"Aj NAMEi� PRIMARY PHONE PROJECT CONTACT MAILING _ ll (G/l E-MAIL yip � 6 (The individual to receive and respond to all correspondence CITY STATE Tim FAX concerning this application) PROJECT FINANCING NAME ❑ OWNER -FINANCED When value is $5,000 or more MAILING ADDRESS, CITY, STATE, ZIP PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. SIGNATURE: r C DATE Z PRINT NAME: C C- 1a L l' i -o c Bulletin #100 — January 29, 2016 Page 1 of 2 k:\Handouts\Permit Application QN