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18-103831City of Federal Way Community Development Dept. 33325 8th Ave S Federal Way, WA 98003 Ph: (253) 835-2607 Fax (253) 8352609 Project Name: SCISCENTE Project Address: 31030 24TH CT S Building - Single Family Permit #:18 -103831 -00 -SF Inspection Request Line: (253) 835-3050 Parcel Number: 053700 0510 Project Description: ADD - Construct 144 square foot single story addition. No plumbing or mechanical. Owner Applicant Contractor Lender SONIA E SCISCENTE STEVEN SCISCENTE OWNER IS CONTRACTOR OWNER IS LENDER 31030 24TH CT S 31030 24TH CT S FEDERAL WAY WA 98003-5012 FEDERAL WAY WA 98003-5593 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.) Additional Permit Information Mechanical to be Included? ..................................... No Number of Stories................................................... 2 Is this an Online or O.T.C. application? .................. No Plumbing to be Included? ........................................ Yes Total Valuation: 2,800.80 PERMIT EXPIRES Monday, 18 February, 2019 Permit Issued on Wednesday, August 22, 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 Washington and the City of Federal Way. Owner or agent: f �fi1 - Date: 9 -,A T (Sty of Federal Wry Community Development Dept. 33325 8th Ave S Federal Way, WA 98003 FILIZ Ph: (253) 835-2607 Fax (253) 835-2609 Project Name: SCISCENTE Project Address: 31030 24TH CT S Project Description: ADD - Construct 144 square foot single story deck. I Building - Single Family Permit #:18 -103831 -00 -SF Inspection Request Line: (253) 835-3050 Parcel Number: 053700 0510 Owner Applicant Contractor Lender SONIA E SCISCENTE STEVEN SCISCENTE OWNER IS CONTRACTOR OWNER IS LENDER 31030 24TH CT S 31030 24TH CT S FEDERAL WAY WA 98003-5012 FEDERAL WAY WA 98003-5593 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. Additional Permit Information Mechanical to be Included? .............................. No Number of Stories...................... 2 ....... ............................. Is this an Online or O.T.C. application? .................. No Plumbing to be Included? ........................................ Yes Total Valuation: 2,800.80 PERMIT EXPIRES Monday, 18 February, 2019 Permit Issued on Wednesday, August 22, 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 Washington and the City of Federal Way. (.. - Owner or agent: 4/ l hin Date: 0 CITY 01 Federal Way THIS CARD IS TO REMAIN ON-SITE Construction Inspection Record INSPECTION REQUESTS: (253) 835-3050 PERNM #: 1810383100 Address: 31030 24TH CT S Project: STEVEN M SCISCENTE FEDERAL WAY WA 98003-5593 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 Io8 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. 0 SWM Precon Site Mtg (4400) 0 Initial Erosion Control (4365) © Footings/Setback (4110) By Approved By To be done PRIOR to breaking ground rBy Approved to place By Date By Date By Date 9 ® Foundation Wall (4115) ® Drainage/Downspout (4040) © Plumbing Groundwork (4190) By ,Q „Arpproved to place concrete / v Date etjk 1$� By Approved to backfill Date Ok .1.%„%JL By Approved to cover Date 0 Slab/Concrete Floor (4255) ® Underfloor Framing (4285) ® Floor Sheathing (4105) By Date _ { Approved to place concrete — Date Approved to sheath floor I Approved to install flooring By Date By Date qIZ611V By Date �o Shear Walls (4245) Roof Sheathing (4220) 0 Rough Plumbing (4230) Approved to install siding Approved to install roofing Approved By Date _ { By. - Date � _ — Date Fire/Draft Stops (4095) Interim Erosion Control (4370) Approved Approved Date k By Date E sd mWW ft a Fraa�hwpeedorr;, Mambing & Medmial Rowgb inraft Stop ilspeetlaas oast be stpied- and approved. IBC 189.3.4 'Framing (4120) © Insulation (4150) sunt Wallboard-- ' 130) Approved to insulate Approved to install wallboard d mud do tape By Date 1 By Date 1 = J By Da ® Final Erosion Control (4375) Final - Plumbing (4075) Final Electrical Final - Building (4050) Approved Approved ]By Approved By Date By Date 0 UL4 Date 0 Rough Electrical Final Electrical Right of Way Approved Approved Approved By Date By Date I By Date L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 Structural Review Letter To: Steve Sciscente 31030 24th Ct. South Federal Way, WA 98003 From: Brian Loshbough, P.E. L2 Engineers, LI,C 17848 NE 198th Place Woodinville, WA 98072 Date: September 4, 2018 Re: 18-061: Sciscente Addition Dear Mr. Sciscente: 18-103831 Date 1�01-1 Az The purpose of this revinv is to approve new load on an existing roof. The load comes from proposed over framing associated with an addition to the single-family residence at the above referenced address. Our review indicates that the existing framing is sufficiently strong to resist new load associated with the proposed over framing Reference the attached truss framing plan (by others), partial framing plan, & over framing detail SK.k for clarification of installation requirements for the proposed over framing. New truss design is by others, reference attached SKA for load requirements to truss A03 to be verified by truss manufacturer. Supporting calculations have been attached should jurisdictional review become necessary. Please feel free to call with questions. Sincerely, '0 C1 y L2 Engineers, LLC 53214 XA a S�OAIAL�G Brian Loshbough, P.E. RESUBMITTED SEP 11 2018 Attachments Partial Plans, Detail SKA, & Supporting Calculations CITY OF FEDERAL WAY 1.2 Engineers, 11,C 1 17848 NF. 1980) lace Woodinville, WA 98072 1 `I7sI,: 206,251-2346 r7 A 11 Widers 20814 67th Ave NE i3D519 A num nw�m+r DD1OMM ONLY. A ArAngon, WA 923 �. � F m Phone: 1-369-9254155 s.., INi1MA i .... ...... eCkiW iniy, MN W W Yr drip ldelJd r orr twy. n eNrw e Dale W Quote 08124/18 12:28:53 "�:: � ."" 7w mw- Sciscente addition Unassigned B1804694 �.a. Irir, °,s1 'H,siy d.°d uwn` wJWY Ian 1Mt hW ►IN, YeWN,. 1tl VL1MRb bevs� samrear 31030 24th Ct S, Federal Way, WA 98003 xr:�mear L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Professional Services Agreement Project Name 1 -4 Sciscente Addition 18-061 Date September 4, 2018 Services Performed By: L2 ENGINEERS 17848 NE 198th Place Woodinville, WA 98072 Services Performed For: Steve Sciscente 31030 2411, Ct. S Federal Way, VIA 98003 Scope of Work Evaluate existing trusses for new load from over framing. Provide retrofit framing to increase load capacity of existing if required. Design Assumptions • Existing truss capacity will be based on truss shops provided by Builders First Source. • Over framing will consist of sawn lumber. • Hardware will be selected from the most current Simpson Wood Construction Connectors Catalogue. • Lateral retrofit will not be required. Deliverables Stamped and signed structural review packet containing memo, required sketches and supporting calculations. 1.2 Engineers, LLC 1 17848 NE 1981h Place Woodinville, WA 98072 1 TEL: 206-251-2346 L2 Engineers, LLC Design and Planning 5 j Wood Beam !.r •i' Description: Overhming Project Title: Engineer, Project Descr: File Vertical Reactions Support notation: Far left is #1 Values in KIPS Project ID: Punted: 5 SEP 2018,12:39AM ALCM.-IMSCE-I.EC6 Load Combination Support 1 Support 2 .7 .7 -G:W- -----------�� 0.143 +D+0.750L+0,750S+0.5250E+H 0.143 0.143 +0,60D+O.60W+0.60H 0.018 0.018 +0.60D+0.70E+0.60H 0.018 0.018 D Only 0.030 0.030 Lr Only 0.120 0.120 L Only S Orly 0.150 0.150 W Only E Only H Only 1-2 Engineers, LLC Project Title: Design and Planning Engineer: Project ID: _ Project Desa: Priafed' 5 SEP 2018,12:39AM [Wood Beam F'ue=C. r201&�I �osl-11CALCUL-1+sclscE-1,EC6 ENERCALC, INC. 1983.2018, Bina:10.18.1.31, Vec8.18.3.31 0.0 •r• Licensee : L2 Enqinee Description: Overframing CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties 0.270 :1 Maximum Bending Stress Ratio = 0.6271 Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity ^� Load Combination IBC 2015 Fb - 850.0 psi Ebend- xx 1,300.Oksi Location of maximum on span = Fc - Pdl 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi 0.180 Wood Grade : No.2 Fv 150.0 psi 0.120 +D+0.750L+0.750S+H Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 0.030 Repetitive Member Stress Increase ©(0.01) Lr(0.04) S(0.05) I —a Span = 6.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0050, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY 0.270 :1 Maximum Bending Stress Ratio = 0.6271 Section used for this span 20 fb : Actual 1,057.96psi F8: Allowable 1,686.19psi Load Combination +D+S+H Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 0.150 Maximum Shear Stress Ratio = 0.270 :1 Section used for this span 2x4 fv : Actual _ 46.55 psi Fv : Allowable _ 172.50 psi Load Combination +D+S+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.211 in Ratio - 342 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.253 in Ratio= 285>=180 Max Upward Total Deflection 0:000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall um —-------�i�0 —�-- --- ----- ------ --- Overall MlNimum 0.150 0.150 +O+H 0.030 0.030 +D+L+H 0.030 0.030 +D+Lr+H 0.150 0.150 +O+S+H 0.180 0.180 +D+0.750Lr+0.750L+H 0.120 0.120 +D+0.750L+0.750S+H 0.143 0.143 +D+0.60W+H 0.030 0.030 +D+0.70E+H 0.030 0.030 +D+0.750Lr+0.750L+0.450W+H 0.120 0.120 (2) 16d ® TOP CHORD TO OVERFRAMING TRUSS PER TRUSS MANUFACTURE HANGER PER TRUSS MANUFACTURER EXISTING ROOF SHEATHING EXISTING GIRDER 8d ® 6" OC— (3) 16d 0 FLAT 2X8 TO EACH TRUSS TOP CHORD (N) 2X8 FLAT ROOF SHEATHING PER APPROVED F (N) 2X4 ® 24" 0. COTES 1) TRUSS MANUFACTURER TO VERIFY THAT TRUSS NUMBER A03 HAS BEEN DESIGNED TO SUPPORT EXISTING GIRDER TRUSS LOAD AND LOADING FROM OVERFRAMING AS SHOWN ABOVE (REFERENCE TRUSS SHOPS) 2) NEW 2X OVERFRAMING SHALL BE HEM FIR # 2 (OR SUPERIOR LUMBER GRADE IN EITHER HF OR DF) 3) ALL NAILS SHALL BE COMMON SCISCENTE RESIDENCE` & °"" "S "T, L2 ENGINEERS OVERFRAMING DETAIL ', l KM AM MAW" TGIF, AS INONM *M 1 OF I 1790 NE MIN F� 31030 24TH CT. S '"00D�"" WA 98072 FEDERAL WAY, WA 98003 nail mn an ft r U PPA Gvwe r�� V)U)(n WWW a: cc Dia 0)us �Ln�� I' 1 p LU w l =(l) ii ii US888 X S f u t S,C�•(}tM FiL. Swie - 1254 ante it LOU" (psf) SPACRIG. 24" %s6 DESA_ in Doc) Vde6 Lid PLATES dam' TCLL 25.0 Plata Grip OCL 1.15 TC 0.55 Var" -0.09 8 X909 240 MT20 1851148 TCDL 10.0 LumbaDOL 1.15 SC 0.67 Vat(CT) -0.16 8-9 X874 180 SCLL 0.0 ' Rep Sinew i n r NO WS 0.65 Harz(" 0.02 6 nr/a n1a &CDL 8.0Code 51=15/TPI2014 _ (Mabix) I Weight: 111 b FT. 20% LIJA6ER- TOP CHORD 2X4 HF NO2 DOT CHORD 2X8 OF 2400E 2.0E WEBS 2X4 HFN0.2'E=9W WI: &4 HF Sad FEACIt M PWWza) 2.2512A)-5.6 (mirL 02.1), 8.70930" (min. 0-3-13) Max Horz 2--40(LC 13) Max Up882.-176(LC 8). 6.-498(LC 9) BRAWI&- TOP CHORD Saucti" wood sheaf" directly applied or 3-6.6 oc pudks. 80T CHORD Rigid eailMO directly applied or 1040 oa bracing. FORCES. (b) • Max. CompJMax. TerL • N forces 250 (b) or less except when shown. TOP CHORD 2-3.-5246/321.3.4.-5152f327. 4-5.-9030/801.5.8.-910 ffiN BOT CHORD 2-10..266/4749, &10.-285(4749, 9-1/250/4427, &/1-250/4M, 8.12.-500!8281, 6-12.140/8281 WEBS 4-&.-422/6173.4-9-211490 NOTES - 1) 2-py Wu to be ooasctad fege*W VAIN IOd (0.131'x8') naik as k owe: Top dards connected as frollowa: 2k4 - t raw at 0.7.0 oa Bottom dna connected as follows: 2x6- 2 rows staggered at (1.2-0 oa Webs connaded as follows: 2X4. 1 row x10.9.0 or - 2) 2) N bads are considered equally applied to all loses, eucxpt It rasa as front (F) or back (B) face in the LOAD CASES) soc lm Py to ply connections have been provided to diisbbuha only bads rated as (F) or(B), unless dtsnwiss indicated. 3) Unbalanced roof live loads have bean considered for Oft design. 4) Wind: ASCE 7-10; Vuh. I Ono (34ecmnd 9W) Va9d.87mph; TCDL -6.Opsf; BML.*4.W, h.25fl: Cat 11: Exp W enclosed; MWFRS (envelops) Sable and zone: caldleXer left and ApM exposed; end vendcal hart ar d right exposed; Lumber DOLr1.60 plate grip 006..1.60 5) This Was has been designed for a 10.0 pelf bodom chord rive load naaonanrent with any ober We loads. 6) ' Thi truss has bean designed for a We load of 2OApd on the bottom lard in all areas where a rectangle 36-0 tall by 2-0-0 wide vh816t between the bottom chard and srry otller members. 7) Pnovide medmilcW connekd on (by abas) d mea to bbeadng pWa capable of wftUum mg 100 b *M d Wits) except Qt.ab) 2.175, 6.49& 6) This trove is deigned m accordance with the 2015 hwaknalcrW Resid"al Code sections 8502.11.1 and 8802-102 and roferemm ed standard ANSVTPI 1. 9) `Semigigid pWbn mks whh Poked beet' Mae *m and agcy model was used In the analysis and design of this buss. 10) Hangers) or other co mection devices) sf W be WaAded sufficient to support conmeahad beds) 90 b down and 6 b up at 2-0.0, 160 b down and 116 up al 4-041, 250 lb down and 18 b up at 6-0-0.3900 6 down and 275 b op at 8-0.0. and /800 6 down and 127 b up al 10.0.0, and 2100 6 down and 148 6 up st 1141 4 on boftcm chord. The desofteladion of such conrodon deA*s) Is ds racponsMty of others. CoMkared on page 2 L4 Job hiss russ ype y Sciscente addition 81804694 A01 California Girder 1 1 TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (4-6-15 max.): 3-6. WEBS 2x4 HF Stud Job Reference (optional) 1.b4u S NOV 1 U zu15 ne rA i eK Inaustnes, Inc. on Aug 27 08:35:54 2018 Page 1 ID:m4pzbX2humFo4sty7PzUMlykcSz-_eOggW?K4BanwEuS4zECjbgsoOaCbTvj6WUz61 yjgUz -2-0-0 3-6-1 4-0-7 6-0-0 7-11-9 8 5-15 12-0-0 14-0-0 2-0-0 3-6 1 0-6-6 1-11-9 1-11-9 0-6-6 3-6-1 2-0-0 4x8 = 2x4 11 7 4x8 = Scale = 1:26.2 6-0-0 v ob to LOADING (psf) TCLL 25.0 TCDL 10.0 BOLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.41 BC 0.36 WB 0.10 (Matrix) DEFL. in Vert(LL) -0.05 Vert(CT) -0.08 Horz(CT) 0.03 (loc) I/defl Ud 11 >999 240 11 >999 180 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (4-6-15 max.): 3-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=874/0-5-8 (min. 0-1-8), 8=874/0-5-8 (min. 0-1-8) Max Horz 2=30(LC 27) Max Uplift2=-111(LC 4), 8=-111(LC 5) Max Grav2=880(LC 19), 8=880(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1442/184, 3-13=-1493/205, 5-13=_11 493/205, 5-14=-1493/205, 6-14=-1493/205, 6-8=-1442/184 BOT CHORD 2-15=-143/1296, 12-15=-143/1296, 12-16=-148/1289, 11-16=-148/1289,11-17=-1 49/1289, 10-17=-149/1289,10-18=-1 44/1296, 8-18=-144/1296 WEBS 3-11=-43/260, 6-11=-43/260 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=111, 8=111. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 122 Ib up at 3-7-13, and 42 Ib down and 61 Ib up at 6-0-0, and 260 Ib down and 122 Ib up at 8-4-3 on top chord, and 31 Ib down at 2-0-12, 31 Ib down at 4-0-12, 31 Ib down at 6-0-0, and 31 Ib down at 7-11-4, and 31 Ib down at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job russ I russ I ype Uty Ply Sciscente addition 61804694 A02 Common 3 1 TC 0.55 Vert(LL) -0.04 4-6 >999 240 Job Reference (optional) /.B4U S NOV 1 U 2U7 S MI I eK Inaustnes, Inc. Mon Aug7 08:35:55 2018 Page 1 ID:m4pzbX2humFo4sty7PzUMlykcSz-Sr C1s0yrVieYOTfdhIRGpD?Mox7KvitL9EWfryjgUY 2-0-06-0-0 12-0-0 14-0-0 2-0-0 6-0-0 6-0-0 2-0-0 Scale =1:25.4 4x4 = 12-0-0 LOADING (psf) SPACING2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.04 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.07 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=652/0-5-8 (min. 0-1-8), 4=652/0-5-8 (min. 0-1-8) Max Horz 2=40(LC 12) Max Uplift2=-43(LC 8), 4=-43(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-660/0,3-4=-660/0 BOT CHORD 2-6=0/519,4-6=0/519 WEBS 3-6=0/257 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job toss russ ype y Sciscente addition 81804694 A03 Common Girder 1 2 Job Reference (optional) i.bau s Nov i u zui 5 nm i eK maustnes, inc. noon nug z i 08:35:56 zot 8 rage 1 I D:m4pzbX2humFo4sty7PzUMlykcSz-w1 YaFC 1 aoogV9X2rBOGgo0mA5CBo3 Dn0apz4Bvyjg UX 2-0-0 3-3-14 6-0-0 8-8-2 12-0-0 14-0-0 2-0-0 3-3-14 2-8 2 2-8-2 3-3-14 2-0-0 Scale = 1:25.4 4-0-0 Io LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.55 BC 0.67 WB 0.65 (Matrix) DEFL. in Vert(LL) -0.09 Vert(CT) -0.16 Horz(CT) 0.02 (loc) I/defl Ud 8 >999 240 8-9 >874 180 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 "Except' W1: 2x4 HF Stud REACTIONS. (Ib/size) 2=2512/0-5-8 (min. 0-2-1), 6=7093/0-5-8 (min. 0-3-13) Max Horz 2=-40(LC 13) Max Uplift2=-175(LC 8), 6=-498(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5246/321, 3-4=-5152/327, 4-5=-9030/601, 5-6=-9108/592 BOT CHORD 2-10=-285/4749, 9-10=-285/4749, 9-11=-250/4427, 8-11=-250/4427, 8-12= 500/8281, 6-12=-500/8281 WEBS 4-8=-422/6173, 4-9=-21/490 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=175, 6=498. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ib down and 6 Ib up at 2-0-0, 160 Ib down and 11 Ib up at 4-0-0, 250 Ib down and 18 Ib up at 6-0-0, 3900 Ib down and 275 Ib up at 8-0-0, and 1800 Ib down and 127 Ib up at 10-0-0, and 2100 Ib down and 148 Ib up at 11-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 o russ toss ype CSI. y Sciscente addition 81804694 HRA Corner Rafter 2 1 TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.04 Job Reference (optional) i.oau s Nov 1 V eyl o MI I eK InOusines, Inc. Man Au 2/ u6:3S:S/ 201 a Page 1 1D:m4pzbX2humFo4sty7PzUMlykcSz-OD6ySY2CN6yMnhc115nvLEl 9cbhVog9ApTjdjMyjg W -2-9-15 5-7-2 8-5-1 2-9-15 5-7-2 2-9-15 3x4 3x6 \\ 3.54 F12 5-7-2 3x4 3x4 Scale = 1:21.3 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.04 2-3 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.06 2-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 8.0 Code IRC2015lrP12014 (Matrix) Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=347/0-7-6 (min. 0-1-8), 3=368/0-2-2 (min. 0-1-8) Max Horz 2=96(LC 4) Max Uplift2=-98(LC 4), 3=-108(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=1b) 3=108. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 183 Ib up at 2-9-8, 44 Ib down and 108 Ib up at 2-9-8, and 18 Ib down and 30 Ib up at 5-7-7, and 13 Ib down and 20 Ib up at 8-5-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (lb) Vert: 4=-1 1 (F) 5=83(F=52, B=31) Job cussruss I ype Uty Ply Sciscente addition 81804694 J01 Jack -Open 2 1 2-0-0 CSI. DEFL. in (loc) I/defl Ud Job Reference (optional) /.640 5 NOV 10 2015 MI IeK Intlustrles, Inc. Mon Aug 27 08:35:58 2018 Page 1 I D:m4pzbX2humFo4sty7PzUMlykcSz-sQfKgu2g8Q4DPrBEJpJ8tRrZb?_LXHPJI 7SAFoyj6UV -2-0-0 1-11-11 4-0-0 2-0-0 1-11-11 2-0-5 Scale = 1:11.3 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3= 56/Mechanical, 2=348/0-5-8 (min. 0-1-8), 4=30/Mechanical Max Horz 2=42(LC 8) Max Uplift3=-84(LC 19), 2— 54(LC 4) Max Grav3=45(LC 22), 2=348(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 39 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (lb) Vert: 3=11(F) 1-10-151-11 1-10-15 11 0- - 2 4-0-0 2-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3= 56/Mechanical, 2=348/0-5-8 (min. 0-1-8), 4=30/Mechanical Max Horz 2=42(LC 8) Max Uplift3=-84(LC 19), 2— 54(LC 4) Max Grav3=45(LC 22), 2=348(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 39 Ib up at 1-10-15 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (lb) Vert: 3=11(F) Job Truss r I russ I ype Uty Ply Sciscente addition 81804694 J02 Jack -Open 2 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Job Reference (optional) 7.640 s Nov 10 2015 MITek industnes, Inc. Mon A 27 08:35:59 2018 Page 1 ID:m4pzbX2humFo4sty7PzUMlykcSz-KcDj E3SvjC40?mQsWgNQfOkLPJaGkfSGnCkoEyjgUU -2-0-0 3-11-11 4- -0 2-0-0 3-11-11 0- -5 Scale = 1:14.1 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '—_---- 3-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=82/Mechanical, 2=362/0-5-8 (min. 0-1-8), 4=30/Mechanical Max Horz 2=65(LC 8) Max Uplift3=-29(LC 8), 2=-42(LC 4) Max Grav3=82(LC 1), 2=362(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job toss russ ype TCLL y Sciscente addition 81804694 J03 Jack -Open 1 1 BCLL _ Rep Stress Incr YES BCDL 8.0 Job Reference (optional) i.oau s NOV i u zui o rvu i eK inausvies, inc. noon ,vug zr uas6:ou zoi s rage i ID:m4pzbX2humFo4sty7PzUMIykcSz-pon55Z44g1 Kxe9Lc()ELczswv5pfp?BvcVRxHKgyjgUT -2-0-04-0-0 5-10-15 2-0-0 4-0-0 1-10-15 Scale = 1:18.2 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code IRC2015/TP12014 n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud 4-0-0 4-0-0 CSI. DEFL, in ([cc) I/dell L/d TC 0.35 Vert(LL) -0.01 2-5 >999 240 BC 0.22 Vert(CT) -0.02 2-5 >999 180 WB 0.00 Horz(CT) -0.00 4 n/a n/a (Matrix) BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (lb) - Max Horz 2=87(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 185/148 T N Weight: 15 Ib FT = 20 Structural wood sheathing directly applied or 4-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job cuss I I russ I ype Uty Ply Sciscente addition B1804694 �Sol Jack -Open 2 1 Lumber DOL 1.15 BC 0.05 BCLL 0.0 Rep Stress Incr Job Reference (optional) /.a4u s Nov 7 u zulD MI I8x Inaustries, Inc. Mon Aug z1 utruuv1 Zola rage 1 I D:m4pzbX2h u m Fo4sty7 PzU M IykcSz-H_LTIv5iR LSoGJwp_xsrV4T51 D2cke9ij 5hrs7yjg US -2-0-0 1-11-11 2- .0 2-0-0 1-11-11 0. .5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 TCDL 10.0 Lumber DOL 1.15 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 2=302/0-5-8 (min. 0-1-8), 4=16/Mechanical, 3=-9/Mechanical Max Horz 2=42(LC 8) Max Uplift2=-53(LC 4), 3=-9(LC 1) Max Grav2=302(LC 1), 4=35(LC 3), 3=12(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 185/148 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Scale =1:10.0 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard (C) 3O cirri RECEIVED 4 OF 0:�k 111 A PERM[I I 1,1 iiii.1 j: TION CITY I PERMIT CENTER + 33325 8th Avenue South + Federal Way, WA 98003-6325 Federal Way 253-835-2607 + FAX 2,33-835-2609 + perrr.titcentei'r6tyoffederalway, coin PERMIT NUMBER SF TARGET DATE SITE ADDRESS - - ----- SUITZIUNIT 2- CA. 5'., F44(A t i -JAY, t -1A. PROJECT VALUATION ZONING iStS$0W�8 TAXIPARCZL 0 00 ------ TYPE OF PER WALDING 0 PLI1RtUINC4 0 ME04AXICAL 0 DFmoumot% ❑ EWANEERINNG C FIRE PRLVENTION NAME OF PROJECT &e 5-,� PROJECT DESCRIPTION le -4" Detailed. description of uork- to be included on thLs pemit ony NAME PRIMARY PHONE PROPERTY OWNER MAILING ADDRESS %MAIL CITY "ATE Jj A Iyao -3 5&;^+ C NAME PHONE MAILING ADDRESS CONTRACTOR CITY STATE J ZIP FAX WA STATE CONTRACTOR'S LICENSE EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE 0 NAME qY6 3 MAILING "DRESS E-MAIL APPLICANT CITY j STATE ZIP FAX PROJECT CONTACT WAKE PRIMARY PRONE ?-,!�3 -3,314- I-AS76 3 n1he individual to receive and 11 respond to all correspondence MAILING ADDRESS skou CA. -s-0 pr. ey-� CITY STATE 21 F -a -C � I 1J I ,4 3 FAX --ortcwrp ing this applI PROJECT FINANCING OWNER -FINANCED Whert value is 5,000 or II MAILING ADDRESS, CITY, STATE, ZIP PHONE aecw 19, 2 -, Q',si -5050 4i4"% -A. 30 w4 t4r, I Too 3 Z53-3.51f—k5-(.3 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 knowtedge, 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 taws 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 apart of this application. SIGNATURE: DATE ti PRINT NAME: -5, ......... . .... — — ------------ ............ .... ....... 13. e A�eJ• �^ !I IS . new , 12'� O [-i. wa11s s [ v ` 1 Ae�a- Irj tom, S s � �'i aEm 3d b!! rw,�,eruco�s 51, dcf maw. �,v LonVtYw+ce, At time of footing/foundation/setback or tie down inspection f M t ,- or H, property c t shall be identified by an approva&-- Gas I" survey marker. Existing fencing g' w w b �`'"-other landscape feature is not an vv approved property marker r h i L Girens Co+��mEt Cored PA�1`0 t� I it. 31030 ��4L C4. go• F�er�i l� I w A. ci TOO 3 �,00 i G�rGgc. 1� 1 ;A wM -TrApevivvy o q +�, C� . So �� �►1CCOt�etvE� ��'rl�I�i� s � J v) � J a rt �I 1 I C,2-,�'5—`y R N A )Sb4 a -�oVSt 35' PLAT BOUNDARY EXISTING - CONTOURS 1. FINISHED GRADE TO SLOPE AWAY NOT LESS THAN 1:12 FOR A MINIMUM OF 6—FT OR TO PROPERTY LINE ADJACENT TO FOUNDATION AND SHALL START BELOW THE BOTTOMS OF ALL FOUNDATION VENTS. PROVIDE ADDITIONAL SOIL AS REQUIRED TO CREATE DRAINAGE AWAY FROM STRUCTURES ALONG PROPERTY LINE BETWEEN STRUCTURES. 2. ANY PORTIONS OF STRUCTURES WITH LESS THAN 10—FEET OF SEPARATION SHALL BE FIRE RATED. 3. INSTALL 8" OF TOPSOIL WITH 4" OF COMPOST WORKED INTO THE TOPSOIL. THIS WOULD NEED TO BE SPREAD OVER THE ENTIRE SITE, WHERE LAWN AND OTHER LANDSCAPING WOULD BE INSTALLED BY THE BUILDER OR FUTURE HOMEOWNER. TSS - a,� D++4-d "MS Scale: �GHA(I 18215 72NO AVENUE SOUTH oro neRccs Horizontal �P* �x KENT, WA 98032 1'=20• (425)251-6222 c^� �a 8"s o r '. (425)251-8782 FAX Vertical o �'�► 27.5' LOT 1 35'W 111.5 -BUILDING FOOTPRINT L—LN q LOT 13 PROPOSED SINGLE FAMILY RESIDENCE PAPI 10' SEWER GRINDER PUMP 20.5' For: LENNAR NORTHWEST INC. 33455 6TH AVENUE SOUTH, UNIT 1-B FEDERAL WAY, WA 98003 (253) 590-2205 BUILDING SETBACKS: GaRAGE 20' SIOE: 5' REAR: 10' c "—W- A#ROW ca � Q z^, 04 2'x10' PERFORATED PIPE CONNECTION TRENCH PER 2016 KC SWDM FIGURE C.2.11.A APPROX. LOCATION, .�-- CONTRACTOR TO FIELD LOCATE STREET i LIGHT �� I I �—INSTALL SILT FENCE AS SHOWN LOT ADDRESS: 35733 2ND AVENUE SW SIDEWALK FEDERAL WAY, WA LOT SIZE = 7,359 SF TOTAL IMPERVIOUS: 3,556 SF (48.3%) ROOF: 2,670 SF DRIVEWAY: 767 SF p -0 y -0 WALKWAY: 26 SF D x p m PATIO: 93 SF m OO m z TCE =INSTALL TEMP. CONST, ENTRAt 0 UU) -1 U1k TSS =INSTALL TEMP. SOIL STOCKPILE co rnZ �#w' HOUSE PLAN No. 30 Job Num 00 p({ � Title: RETREAT MEADOWS " = 182 m;u4 (C} RESIDENTIAL SITE SUBDIVISION LOT-13 Shee 0-n PARCEL NO. TBD A�J 2 2 18 (0; CD-, rvarvrc.cr_ncr,.,, ,n,,,, Of File:P:\18000s\18221\lots\18221—Retreot Meadows—Lotdwg Me/Tme:4J9f2018 10:18 AM 08R1GGS e A�eJ• �^ !I IS . new , 12'� O [-i. wa11s s [ v ` 1 Ae�a- Irj tom, S s � �'i aEm 3d b!! rw,�,eruco�s 51, dcf maw. �,v LonVtYw+ce, At time of footing/foundation/setback or tie down inspection f M t ,- or H, property c t shall be identified by an approva&-- Gas I" survey marker. Existing fencing g' w w b �`'"-other landscape feature is not an vv approved property marker r h i L Girens Co+��mEt Cored PA�1`0 t� I it. 31030 ��4L C4. go• F�er�i l� I w A. ci TOO 3 �,00 i G�rGgc. 1� 1 ;A wM -TrApevivvy o q +�, C� . So �� �►1CCOt�etvE� ��'rl�I�i� s � J v) � J a rt �I 1 I C,2-,�'5—`y R N A )Sb4 a -�oVSt