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2013, 11-06 Permit App: BLD-2013-2304 Reroof, Remodel
Sp��an'�e _#Valleyx Community Development Department Permit Center 11703 East Sprague Avenue, Suite B-3 Spokane Valley, WA 99206 Tel: (509) 688-0036 Fax: (509) 688-0037 permitcenter@spokanevalley.orq (Staff Use Only) PERMIT NUMBER: PERMIT FEE: REROOF CONSTRUCTION PERMIT A PLICATION Li COMMERCIAL C SITE ADDRESS:krn 5 FQ)( ASSESSORS PARCEL NO.: BUILDING OWNER NAME: NAME: erA. e. ADDRESS: 3 CITY: PHONE: 1• • t1D-1-0.f t 6X a RESIDENT LEGAL DESCRIPTION: f+h)ject #________ REC�IVED NUv0, CvktL iAAa. j� v�) CSV PFRMIT CEN FAX: STATE: A CELL: a P CONTACT NAME: PHONE: - -Troy Ctti Lvev- �1 COIVj , C011s+ IAL -I o r) FAX: CONTRACTOR NAME: MAILING ADDRESS: CITY: tool 1ioS-i- ocu S CELL: 2-02 O IR 05-4p0 rev r�vtyvtecti�c i CTrou.e f� -Bov.ld arr STATE: t SO-LbU'J ZIP: S W FAX: CELL: EXPIRES: CITY BUSINESS LICENSE NO.: PHONE: "Ds - 2(40l — l 1 f CONTRACTOR LICENSE No.: DESCRIBE THE SCOPE OF WORK IN DETAIL AND INDICATE USE: K9 , �� I \ �r�5 Ke—buI O-tr ,e?(a.-e @ Valley C?7 -k-e-r oad 6 !'l-rz�=ka's, Fe-�oo u)i etre too, Also �lace bec �uev a_ve e. r3icIverlay Tear Off TOTAL COST OF PROJECT: $ -11G, DOCS DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory Is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done In full compliance with the City of Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional Information may be required to be submitted and subsequently approved before this application can be processed. Signature II-OGv2-I3 Date. Updated 1-11-11 Page 1 of 1 http: //www. spokaneva I ley.org/fi lestorage/ 124/938/210/948/ 1496/Reroof_Perm it_1-11-11.doc ,91 9L7 MI 0 N m .ct 4/ 1/41A .• 0 in In — REVIEWE SPOKA FILE S iokan�Nft• Mil ley R CODE COMPLIANCE LLEY BUILDI ,113,11SIGN BC ENGINEERS REPORT LETTER bcengineers BC Engineers, Inc. STRUCTURAL FORENSIC Hayden, Idaho Job Description: Huotari Residence Roof Repairs Address: 3009 S. Fox Rd. City/State: Spokane Valley, WA 99206 Letter Prepared For: Vince Richer ICON Construction Group 1000 N. Boulder Ct. Post Falls, ID 83854 ®®®.. bcengi neer STRUCTURAL -FO REN'SIC 8680 N. Wayne Dr., Ste. A Hayden, Id. 83835 Phone: (208) 772-8424 Fax: (208) 772-82 FILE Project # S/W'Wt j -3-1 RECEIVED Nuv 062013 CSV PERMIT CENTER 8 SUB # REV. # November 5, 2013 November 5, 2013 ICON Construction Group Attn: Vince Richer Re: Huotari Roof Repairs BC Engineers Project #: 13298-1 Dear Vince: In accordance with your request, a representative of BC Engineers performed a structural roof evaluation at the single -unit residential structure at 3009 S. Fox Rd., Spokane Valley, WA, 99206, on October 22, 2013, and October 31, 2013. Our evaluations were conducted for the purpose of developing a structural repair plan for damaged areas of the roof structure. We recommend the following repairs, which are shown in the plans and calculations on the following pages: 1. Remove roof structure over garage and replace with pre -manufactured trusses. Trusses may be vaulted or flat bottom chord. Using vaulted trusses may enable the contractor to keep the garage ceiling intact. 2. Replace garage roof sheathing with 1/2" plywood or 7/16" O.S.B. sheathing, replace roof covering with equivalent to existing. 3. Fasten new garage trusses to existing garage ceiling joists w/ 2x6 verticals @ 48" o/c each truss, with (3) 10d nails each end of each vertical. 4. Remove and replace garage door header with (3) 1.75" x 11.875" LVL's. Fasten laminations with (3) rows of 12d nails @ 32" o/c, staggered, and construction adhesive. 5. Add portal frames at front (west) wall segments of garage per 2009 IRC Figure R602.10.3.4, with 5/8" diameter threaded anchor rod epoxied into existing foundation with Simpson 'SET' epoxy or equivalent, per manufacturers specifications. -- —s ! 6. Add new LVL braces;at all 2x4 diagonal brace locations over living area (none required over r.:' .. garage),:per-1/SK2P't tilfrze UTE P C �'.3T" !I _ bcerigirieers $,FOGTURAL-FORENSIC CJU2 BC Engineers, Inc. 8680 N. Wayne Dr., Ste. A, Hayden, ID 83835 www.bcengineersinc.com November 5, 2013 7. Remove roof sheathing over south half of west dormer, remove rafters from south half of dormer, from peak of dormer to main west wall line, and remove south dormer valley rafter. 8. Replace south valley dormer rafter with (2) 1.75" x 9.25" LVL, replace dormer rafters with 1.75" x 5.5" LVL @ 24" o/c (2x6 may be used for members less than 72" in length). 9. Sister new 1.75" x 5.5" LVL roof rafters to existing 2x6 rafters @ east side of roof, (4) total, as shown on 1/SK1. Nail per 2009 IRC table R602.3. 10. Remove and replace 2x6 roof rafters @ west side of roof, directly west of sistered rafters in item 9 above, with 1.75" x 5.5" LVL @ 24" o/c. 11. Add new 2x4 x 8' splice to butt -joint in existing 2x4 runner @ east side of roof, at location shown in 1/SK1. Nail with (2) rows 10d @ 24" o/c, staggered. 12. Remove and replace (2) diagonal 2x4 braces @ west side of roof, approximately 14' south of north exterior wall. 13. Add 1.75" x 5.5" LVL braces to all new and existing diagonal braces per 1/SK2. 14. Replace all removed roof sheathing from west dormer with 1/2" plywood or 7/16" O.S.B., replace roof covering with equivalent to existing. 15. Add (2) Simpson 'C514' straps x 14' at bottom of existing north dormer valley rafter, one each side of bottom of valley rafter. Use 8d x 1.5" nails, fill all holes. All nailing and fastening per 2009 IRC Table 602.3 (Attached). See the attached photographs on the pages which follow. BC Engineers, Inc reserves the right to amend and/or supplement this report in the event that additional information, documentation or evidence becomes available. BC Engineers assumes no responsibility or liability for any use of this report by other parties. If you have any questions, please do not hesitate to call. Sincerely, BC Engineers, By: Jason B. €rickson, P.E., Vice President Nov. 5, 2013 bcengineers STRUCTURAL-FORUNSIC BC Engineers, Inc. 8680 N. Wayne Dr., Ste. A, Hayden, ID 83835 www.bcengineersinc.com <�Lax*/ kit/ S 'rani Ajc ti/ �3.) AA100)::xi/c,;tlPPUFS % l/ •ir,v li!r /j ot: /7/I0/th L 11171 /0/FIQ; M44 •NI_w • S/87/.%< • A&VI !!p • /W-v:51,./t."/W-...: 11 -r o - r_- , $77.4/(1.X 65 i 110 5 A4: W - 1,;1 77° /-t-X/� /t a (Ina 7' 7"v'o,; !&o/N7, ;vt it%tW:S)ttioSGN : ! '�`/ic,l( 61/0It o/ Ex{SZ/•VG- VA/_I /..:Y ;/ ;Ay/1/L5 Aux/ r12.or1, ,300 1Cii puA/< rr'oJ ALL `)?t'/17"G' C- vis ` )S?izn44c%!' a214.0 .4/A iaYZAcr. (a) ' .Co'cAb7(;NS . ' bcengiSTneers Phone: (208) 772-8424 / %/ k,; - ate, rdou1) BY REV Be �i 47/ DALE DATE JOB I<D / 3 a (R -- '1/y/3 SHEET _y5' \ / OF U/Z( .;($1; flys"-, '` 1/ ltf_nlo/t/.. • J771c111/ =''/!7 pi= 130)612•1•41-: !RR In -v.1/1,4/ I , 1We vlh j Tills, . New Oct Alz7 /e J ,zl/"r/G. 4.:Y15 -i-/4/4= Roo/ A/, 7:5`, In. 0 /Qj n 0 P REV BY DATE bcencineers ✓epn„vh ,DBDD /3a98-4 '• SI ROC TURA 1.4 MOIST Phone: (208) 772-8424 sH(ET � v / or BY v '//3 DATE l//-//157 STRUCTURAL CALCULATIONS FOR HUOTARI RESIDENCE ROOF REPAIRS 3009 S FOX RD SPOKANE VALLEY, WA 99206 NOVEMBER 4, 2013 DESIGN & PARAMETERS IRC & IBC 2009 ROOF LIVE LOAD 30 psf (SNOW) ROOF DEAD LOAD 10 psf November 4, 2013 -. bcengineers $TR0CT UNA L -Fn H EN$IQ HUOTARI RESIDENCE ROOF REPAIRS By JE Date: 11/04/2013 Chk: BC Date' 11/04/2013 Job # 13298-1 Sheet TS 1 Of: 1 4±1,1/57/41.0 2s /'d/)/91 --/Q 47-1/.3 7_Q. 74/ Roo 31.0717.1 ibil e • i= yirrhiya - ay -/ levvN4n /__)i$f/i6 OR /VELA/ ay// 0//11 . INST/1/,4... /CV& /PQ'Ac/- 13 AL/_ f x/ST/-v4- ,IA'O A t.v 0//:)6:, i r/G.21 i-r13;VS 0 vFIQ /VIA) 8- =5?onca- N/ tAJ 1:)411)(571.,(2 x /C " 4,V/_ 0(ViCl , 164.1,77,/tonrv.5'y- ;iga4/41/� /-" 561✓2.2 3uc>' SW/Ic/,UG 140, Mao 91(t- VENEY ()• %ur;-vn//_ 4-,Y151-14), /3G A7i!,l tio. hYA/ t1110 IQ/ /lr'v.✓4/ ' /3%ZAC/' pk-74/L bce,ncineels L-1 StRUCIUftabf 04L t15K Phone: (208) 772-8424 AZT S Olcv /%/9 0 01 OY REV BY 100ND SHEET DATE /l ATE /399r WALL CONSTRUCTION TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER',b'O SPACING OF FASTENERS Root 1 Blocking between joists or rafters to top plate, toe nail 3-8d (2'/2"x 0.113") — 2 Ceiling joists to plate, toe nail 3-8d (2'/2" x 0.113") — 3 Ceiling joists not attached to parallel rafter, laps over partitions, face nail 3-IOd — 4 Collar tie rafter, face nail or 149" x 20 gage ridge strap 3-10d (3" x 0.128") — 5 Rafter to plate, toe nail 2-16E1(31/2" x 0.135") — _ 6 Roof rafters to ridge, valley or hip rafters: toenail face nail 4-I6d (3t/2' x 0.135") 3-16c1(31/2" x 0.135") — — Wall 7 Built-up comer studs 10d (3"x0.128") 24" o.c. 8 Built-up header, two pieces with'/2"'spacer 164(31/2" x 0.135") 16" o.c. along each edge 9 Continued header, two pieces 16d (342" x 0.135") 16" o.c. along each edge 10 Continuous header to stud, toe nail 4-8d (2'/2" x 0.113") — 11 Double studs, face nail 10d (3" x 0.128") 24" o.c. 12 Double top plates, face nail 104 (3" x 0.128") 24" o.c. 13 Double top plates, minimum 24 -inch offset of end joints, face nail in Zapped area 8-164 (3'/2' x O.I35") — 14 Sole plate to joist or blocking, face nail 16d (3'/2"x 0.135") 16" o.c. 15 Sole plate to joist or blocking at braced wall panels 3.16d (342"x 0.135") 16" o.c. 16 Stud to sole plate, toe nail 3-8d (242"x0.113") or 2-164 3'/2" x 0.135") — — 17 Top or sole plate to stud, end nail 2-164 (342" x 0.135") — 18 Top plates, laps al corners and intersections, face nail 2-10d (3" x 0.128") — 19 I" brace to each stud and plate, face nail 2-8d (242"x 0.113") 2 staples 13/4" — — 20 1" x 6" sheathing to each beating, face nail 2-8d (241' x 0.113") 2 staples 13/4" — — 21 1"x 8" sheathing to each bearing, face nail 2-8d (242" x 0.113") 3 staples 13/4" — — 22 Wider than I"x 8" sheathing to each bearing, face nail 3-8d (2'" x 0.113") /2 4staples 1r/4, — — Floor 23 Joist to sill or girder, toe nail 3-8d (2'/2"x 0.113") — 24 1" x 6" subfloor or Tess to each joist, face nail 2-8d (242" x 0.113") 2 staples 13/4' — — 25 2" subfloor to joist or girder, blind and face nail 2-16d (3'/2" x 0.135") — 26 Rim joist to top plate, toe nail (roof applications also) 8d (242' x 0.113") 6" o.c. 27 2" planks (plank & beam – floor & roof) 2-16d (342" x 0.135") at each bearing ® Built-up girders and beams, 2 -inch lumber layers 104 (3" x 0.128") Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends and at each splice. 29 Ledger strip supporting joists or rafters 3-16d (342" x 0.135") At each joist or rafter (continued) 2009 INTERNATIONAL RESIDENTIAL CODE® 147 WALL CONSTRUCTION EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 'x 11.25 -NET NEAOER MAX HEIGHT 10' 6' TO 18'' FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF I6D SINKER NAILS AT 340.C. TYR 1000 LB STRAP OPPOSITE SHEATHING 1000 LB STRAP FASTEN SHEATHING TO HEADER WNH HO COMMON OR GALVMIIZED BOX NAILS IN 3 -GRID PATTERN AS SHOWNAND 3-0.G. IN ALL FRAMING (STUDS, BLOCKING ANO SILLS) TYP. MIN.WIDTH = 16 -FOR ONE STORY STRUCTURE M IN. WIDTH= 24 -FOR USE IN THE FIRST OF TWO STORY STRUCTURES ---- MIN .2x4 FRAMING MIN. }318' MIN. THICKNESS WOOD DOUBLE • STRUCTURAL PANEL SHEATHING 2x4 POST •, MIN. 42001011E.DOW'N DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING) 1. SEE SECTION 8602.10.33 1 TYPICAL PORTAL PRAIA CONSTRUCTION FORA PANEL SPLICE.; IIF NEEDED), PANEL I• EDGES SHALL RE BLOCKED, AND OCCUR WITHIN 24' OF MIO HEIGHT. ONE ROW OF •1• TYP. SHEATHING -TO. L FRAMING NAILING 18 REQUIRED, IF 2x4 BLOCKING 18 .. USED. TIE 2x4'S MUST .. DE NAILED TOGETHER .. 'KITH 3 160 SINKERS MIN, 1000 L8 11E GOWN DEVICE For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. FIGURE R602.10.3.3 METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS EXTENT OF HEADER (TWO BRACED WALL SEGMENTS) EXTENTOF HEADER (ONE BRACED WALL SEGMENT) - .1I MIN. 3'x 11.26 -NET HEADER HEADER SHALL OCCUR AT TOP OF WALL HEIGHT 10' RRRRRR �— MIN ELENOIR XAMPLE: 24' 49 HEIGHT -TO -LENGTH INTO: FOR fJAA1PLE: 24' MIN FOR B' HEIGHT I 2' TO 18 (FINISHEDWIOTH) FASTEN SHEARING TO HEADER WITII 60 001.1610N NAILS IN 3' GRO PATTERNAS SHOWNAND 3' 0.0. IN FRAMING AS SHOVM(STUDS AND SILLS) TYP. BRACED SEGMENT MINIMUM 1000 L8 HEADER -TO -JACK SND STRAP ON � 860110 A 0004 SIDES OF OPENING PER TABLE 8802104.1.1 (INSTALL ON BACKSIDE AS SHOWN ONSIDE ELEVATION) HEADER SHALL BE FASTENED TO THE KING STUD WIT 6-100 SINKER NAILS FORA PANEL SPLICE (IF NEEDED). PANEL EDGES SMALL BE BLOCKED AND OCCUR WITHIN 24' OF MID REMIT. ONE ROW OF TYP SHEATWN0 T0-FRMSNO IS REQUIRED IN EACH PANEL. WOOD STRUCTURAL PANEL STRENGTH AXIS MIN (2)014 TYP. MIN. 2 6'x '/n' PLATE WASHER ' ANCHOR BOLT PER R403 1.6 ITP. For 51; 1 inch = 25.4 mm, I fool = 304.8 mm, 1 pound force = 4.448 N. FIGURE R602.10.3.4 METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C 172 2009 INTERNATIONAL RESIDENTIAL COOS® NO. OF JACK STUDS I/ PER TABLE 830251 62) TOP PLATE CONTINUITY IS REQUIRED PER SECTION 86023.2 J a SIDE ELEVATION 18D SINKER NAILS IN 2 ROWS 0300 1000 LS HEADER. 70 -JACK -STUD STRAP ON BOTH SIDES OF OPENINO SJ MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING STRUCTURAL CALCULATIONS FOR HUOTARI RESIDENCE ROOF REPAIRS 3009 S FOX RD SPOKANE VALLEY, WA 99206 NOVEMBER 4, 2013 DESIGN & PARAMETERS IRC & IBC 2009 ROOF LIVE LOAD 30 psf (SNOW) ROOF DEAD LOAD 10 psf November 4, 2013 bcengineers $ 1 R O C1 V R AL- FOR E N$ H; HUOTARI RESIDENCE ROOF REPAIRS By: JE Date. 11/04/2013 Chk BC Date: 11/04/2013 Job 4. 13298-1 Sheet: TS 1 Of: 1 bcengineers 5 T R UCT 0 R AL-F0RE1510 BC Engineers Inc 8380N. We Ia., Ste A Hayden, ID 83835 (208) 772-8424 PciaiTlae Job Nsrre Eriirx3: JE Reject Dasa: Bled ID lxxxx Fhned 410/3013, 419.1 WoodpColurriri" Desaipton: arage Eta Flsada Post -(2)24 wax) COda �YfloeS • Fie=COcie is 132913--1U inial a£ -! ENERCaltIt,C. teeran3, aikt6.13&31, ttraia x -z BC ENGINEERS INC., Licensee Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : IBC 2009 General In Analysis Wird Allowable Stress Design End Fudties Top & Bottom Pinned Cveall Cdum Height . ( Used for non -slender calculations ) Vaud Spedes Douglas Fir - Larch Wood Grade No.2 Fb-Tension 900.0 psi Fv Fb-Caner 900.0 psi R Fc- Pill 1,350.0 psi Density Fc -Pep 625.0ps E: MXiJuscfSastldty... x-xBetrg Basic 1,600.0 Mrirrtrn 580.0 8.0 ft 180.0 psi 575.0 psi 32.210 prf y -y Bedrg 1,600.0 580.0 Wood Secten Nam \Abed Gra ingtAnt ' Mod Manta Type bad V1Mh Exact DOI Area Ix ly Adel 1,600.0 ksi 2-2x6 Graded Lumber Sawn 3.0 in Alma Nitrification Fdua 5.50 in aorafaBoning 1.30 a ora faOxrpresm 1.10 cora fcr Tarsal 1.30 Chh W=t Use Fats 1.0 Q. Tarperature Fater 1.0 au•Ra Use Fetor 1.0 IQ: Bult-tpalams 1.0 NDS1532 Use C: Repetitive? No (ra4bor4) 16.50 inA2 41.594 iM4 12.375 iriN Brace mrdtim for deflection (buckling) alerg mltarrs : XX(vtdth)acs: Filly braced aganst buid'vg acing X-XA+ds Y-Y(deplh)aas: Urtraoad La tfa X.XA.dsbuddirg=8ft, K=1.0 Service loads entered Load Factors will be applied for calculations. Cdlrm self weJght included : 29.526 Its * Dead Load Facto' MAL LOADS ... Mal Load at 8.0 D=1.40, S=3.70k Bending & Shear Check Results PASS Mac. Amd+Behdng Buss Ratio = Lead Cantxrehm Governing NE Fauria Lai d nmcax a lase P1 rrmdnun Iabm values ae.. . Applied Axial Applied M< PPplial Ny Fc • Aloneble PASS Metkm_ n Sher Stress Ratio = Lead ConGnaim Lontim d nmcaboie base Applied Dsgi Shear Plloii We Shear Load Conirination Results --- 0.2758 :1 4D+S+H Comp Only, fc/Fc' 0.0 ft 5.130 k 0.0 k -ft 0.0 k -ft 1,127.19 Fe 0.0:1 +0.60D10.70E+H 8.00 0.0 Pg 180.0 it Maximum SERVICE Lateral Load Reactions .. TopalongY-Y 0.0 k Bottom along Y -Y 0.0 k Tcpalong X -X 0.0 k Bdlandag XX 0.0 k MlodmmSERVICE Leed Lateral Deflections... Along Y -Y 0.0 in al 0.0 ft aloe base for ked mrhrion rya aagXX 0.0 In at 0.0 ft any base faIcal ccntinaticn. Na Other Fades used to ualaaala aew®ble stnsses Ersrdum Dammam aor Cv Sze basedfadors 1.300 1103 Tamm Load C1xrtlination D Oiy +D+L+H +OrtrtH +DFS+H +0t0.750Lr+0.7581+H +0r0.750L+0.750S+H +D+W+H +D+0.70E+H +010.750Lr+0.7501+0.750 WH +0r0.750L+0.7505+0.750N+H +0r0.750Lr40.759140.57111=tf1 +13r0.7501+0.750940.5250E+H CD MEadmmAldal + Bening Stress Rats Stress Patio Stats I anion MadmnSI,eehr Frdb'c Stets RECO Stotts Lncaion 1.000 0.08231 1.000 0.08231 1.000 0.08231 1.150 0.2758 1.000 0.08231 1.150 0.2261 1.600 0.06812 1.000 0.08231 1.600 0.06812 1.600 0.2004 1.000 0.08231 1.150 0.2261 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 PASS 8.0 ft 0.0 ft 0.0 PASS 8.0 ft 0.0 ft 0.0 PASS 8.0 ft 0.0 ft 0.0 PASS 8.0 ft 0.0 ft 0.0 PASS 8.0 ft 0.0 ft 0.0 PASS 8.0 ft 0.0 0 0.0 PASS 8.0 ft 0.0 ft 0.0. 8.0 ft 0.0 ft 0.0 8.0 ft 0.0 ft 0.0 8.0 ft 0.0 ft 0.0 8.0 ft 0.0 ft 0.0 8.0 ft PASS PASS PASS PASS PASS bcengineers `,!Ru.:IUPAC.-NJ ENSIC BC Ergineels Inc 8680 N IAtiyne Dr., Ste. A I-fayda>, ID 83835 (208)772-8424 Ptgect Title: Job Name Err; JE Project Descr: Rgect ID 1,000c Printed 4 A/2013 4.1SFTV Wood Column Lic. # : KW -06007368 Dsaiion : Garage Daor Header Fast - (2) 2 6 opicn Load Combination RestAts Load C.orrbinabon +0.60D*VV*1-1 +0.6:040.70E+1 fiAaodmm FOBadiors - lnfzoored Load Combination Fle=CyniEcl3113296-11kxrarlA E BERCAL, INC 1963-2)13, iiikta1a9.31, Ver:6.1aa3- Licensee : BC ENGINEERS INC. CD 1.600 1.000 IV�dnuiiMal + Berdna Stress Ratios Stress Rtio Stahl Ltxebotn 0.04087 PASS 0.0 ft 0.04939 PASS 0.0 ft Stream Rdio States LocEtim 0.0 PASS 8.0 ft 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. X X Aids Faction @ @TcP YYA1dsF2eec iat @Ei390 @TTP ©BaseAM %action DOiy S Only DFS k k k Redman Deflections for Load Combinations - Lkfacbared Loads k k k 1.430 k 3700 k 5.130 k Load C rrbina6on Mac X X Dellecion Dstanoe DQiy SQiy D*S Sketches aoxo in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft Y 2-2x6 3.0 in Mac Y Y DeBecbon Dane 0.000 in 0.000 in 0.000 in O CO t 0.000 ft 0.000 ft 0.000 ft 5 10k Loads are total entered value. Arrows do not reflect absolute direction. bcengineers 51RlUCT UFA L -.FORENSIC BC Engineers Inc 8693N Were LY., Ste. A Hayden, ID 83835 (209) 72-8424 Rc a1 Title Job Nacre Enaneer: JE FTa D Pried ID 1>000c Aveee 4ND/2111 43RD ',Wood Column Desalptim: Ga-aaie Lba Heade WN- (3) 2x4 option _ Fele=C4Tgebi1323&-1WLtatecE SIERCALC INC. 1923 -aa, arkt6.13a31, \kr.&13&3' Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used IBC 2009 '- Gantanol lydOrrretiorl - Pnclysis Mthod: Allowable Stress Design Ed Fikates Top & Bottom Pinned Overal Cdum Hagt 8.0 ft ( Used for non -slender calculations ) Vttiod Species Douglas Fir - Larch Wood Gade No.2 RD- Torsion 900.0 psi Fv 180.0 psi 900.0 psi R 575.0 psi 1,350.0 psi Cavity 32.210 pd Fc- Pap 625.0 psi E: Maths d Elasticity. x -x Benning y -y Baking Banc 1,600.0 1,600.0 Mnmm 580.0 580.0 Fc- Pill ,Applied Wxd Sedim Nara wMd C#adng/Manf. wbad Mamba(Type 3-2x4 Graded Lumber Sawn Exad ` cth 4.50 in A1IoNStre;s Mcdficatlm F. Ex E 1h 3.50 in CI or 0.ifcr Berdng Area 15.750 Inv aaafa Cnrpressm 16.0781nM CXaQ'faTerlsan ly 26.578 InM On '/fit Use Facia a: Teweratiie Facia Cfu. Ra Use Facia Anal Iff - Bilt+p a k rTs 1,600.0ksi Use C.Repetitive ? Race mrld4m fcr daledim (buddirg) along cdurrs x-x(vudth) aids: Fly braced agarst lording alag XX Axis Y-Y(depth) ads: Ubazd Length fcr X-XAvis budding= 8ft, K=1.0 Service loads entered. Load Factors will be applied for calculations. ua 1.50 1.150 1.50 1.0 1.0 1.0 1.0 WS1532 No (rnx4boiyt Cdum self watt included :28.184 Its * Dead Load Factor AXIAL LCADS .. . Arial Lcedat8.0ft, D=1.40, S=3.70k ."LW VN IIJIY/YW[ r>=. •rG. :t;i_:'-'3_.Y.l ->k.1 Bending & Shear Check Results PASS Mac. A>dai+Berxirg S4 ea Ditto = Load Carbraim GaenrgN Fauna Lowen d nmcabo+e Lase Al rrmdnun Imatim valtxs ae.. . Applied Aida) Applied Mc /Wed M/ Fc' Pl omtie PASS Madmen Shy Stress Indio = Lead Ccrrtaraaan Lamm of rrmcahote lase *Pied Dasig1 Shear Mbnede Shen Load Contbination Results' 0.5630 :1 +D+S+H Comp Only, fclFc' 0.0ft 5.128 k 0.0 k -ft 0.0 k -ft 578.30 Ps 0.0:1 +0.80Dt0.70E+H 8.0 ft 0.0 Ps 180.0 Ps • Maximum SERVICE Lateral Load Reactions .. Topaag Y -Y 0.0 k BdtanaogY-Y Tap along X -X 0.0 k Bottanakng X -X Maxlntm SERVICE Load Lateral Deflection;... Mag Y -Y0.0 in at 0.0 ft oboe baste kr load conbnatim' rila Mag X -X 0.0 in at 0.0 ft atoebase fa iced mndrla ai: Na Wier Factors used to caaelataalle able stresses... • Baling CDOILMICE Cao Cv. Saebasedfators 1500 1.150 0.0 k 0.0 k leasiog Load Corrhinatim C D Doty +D+1+H +D*S+H +3+0.7511 r+0.750L+H +D+0.7501+0.750S+H +O+W+H +pr0.70E+H +D+0.7501n0.751+0.750N+11 +13+0.7501+0.7506+0 750W+H +D+0.75O1r+0.750L+0.!orty+H +0+0.75C1+0.750S+0.5210E+H M'drnniAxaJ + BerldrgStress limos MadmmStw Ribs Stress Ratio Stotts Location a, Ratio Sighs Locafim 1.000 0.1596 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.1596 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.1596 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 0.5630 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.1596 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 0.4615 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.1521 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.1596 PASS 0.0ft 0.0 PASS 8.0 ft 1.600 0.1521 PASS 0.011 0.0 PASS 8.0 ft 1.600 0.4477 PASS 0.0 ft 0.0 PASS 8.0 ft 1.000 0.1596 PASS 0.0 ft 0.0 PASS 8.0 ft 1.150 0.4615 PASS 0.0 ft 0.0 PASS 8.0 ft �•� ID bcengineers (>"2- 483835 BC Engineers Inc 8680 N. Wayne Cr., Ste. A STRUM. .RAI-PO?ENSIC Prcjed Title Job Mime Erigneer: JE Ptged Draw: Ptnje t ID 11ooa -n1ed 4NOV 2O1a 420PM Wood Column Lit. # : KW -06007368 DesaipUm : Gauge Mar Header Fbst - (3) 2x4 option Wed Ccatination Results Fie = GltrgeciE11329e- 1 i-lalet ce B'ALC, INC 19232)ia akt6.1a8.31, \kr.6.1aa3- Licensee : BC ENGINEERS INC. Land a rbinadan cD Stress Rib Stabs Lorton Stress Rio Status Location + 0.60DFWFH + 0.60D+0.70E+H Itllaxinurn RBadions - Urfactored Load Combination 1.600 0.09128 PASS 0.0 ft 1.000 0.09576 PASS 0.0 ft 0.0 PASS 8.0 ft 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. X -X Aids Fteatiion @Base @Top Y -Y Aids Readicn @Base @Tap Aoal Reection @Base D ally k k S City k k DFS k k ilitodntrn Deflections for Load Continedors - U faCibOned Loath Load Cbmbiretion Nuc X -X Defection Dam Ilitc Y Y Delledion Oisterte DCrty S Only DFS Sketches 1.428 k 3.700 k 5.128 k 0.0000 In 0.0000 in 0.0000 in 4 5C in 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 5I Loads are total entered value. Arrows do not reflect absolute direction. bcerigineers ST R U c1 U RA L -FO R EN510 BC Ercjrtees Inc 13680 N \Mayne la-., Ste A Hayden, ID 83835 (208) 772-8424 Rojeelrtle Jab Name Engineer JE Rged Drsa: Dasalp6m . fz„. _. lit Pkw 14'$ Valley Rite - FTaject ID beta Pnrted 4roJ2tha 421FN Ale =Q\pgets1132B-1 W.nari s£. ENERGoLG INC 1934<013, atld6.13&31, Ve:4138.3' ,Licensee :BC -ENGINEERS INC., Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2009 Material Properties Malyas Method: Allowable Stress Design Load Oonbirletim IBC 2009 r Wood Spades : Level Truss Joist Mod Grade : MicroLam LVL 1.9 E Fb- Tesim 2,600.0 psi Fb- Oxr{r 2,600.0 psi Fc- RII 2,510.0 psi Fc- Perp 750.0 psi Fv 285.0 psi R 1,555.0 psi Bean&adng : Beam is Fully Braced against lateral -torsion buckling D 0 0.12 E: Mtdlusd8astidry Sex3-xx 1,900.0ksi Eninbald-xx 965.71 ksi Density 32.210 pd 2-1.75x9.25 Span = 14.50 ft *liedLtar�;a`> Beam sdf weg1t calalated ad added to load Load fa Seen Nudity 1 Vayirg Uifcun1zed: D(S,E)=0.0->0.12Q -DES/OVSUW ARY: =>F. Service loads entered. Load Factors will be applied for calculations. S(S,E) = 0.0 -*0.360 WR, EMai =0.0-» 14.50 ft, Tiib NAdlh =1.0ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Corrbineticn Ltrdim of rrmammm spar Span # W ae rraammocars Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.536 1 2-1.75x9.25 1,601.20 psi 2,990.00 psi +04s+ 8.361 ft Spat #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Oarbinatim Lwtcn of rradmmon span Spat #w1 rye rradmanoccus 0.411 in Ratio = 0.000 in Ratio = 0.565 in Ratio = 0.000 in Ratio = 423 0460 308 0 Q40 Design OK 0.335 : 1 2.1.75x9.25 109.92 psi 327.75 psi +134S+H 14.500ft Spm#1 Mmon ttrn Fortes & Stresses ftr Lied corribirlatitrs w -n_ Load Cath Max Slums Raios MtrteA Values Sm Values Sa,Hut Leigh Span# M V Cd CFN C1 Cr Cm C t CL M fb Fb V fv Fv DOly Legh=14.50ft +D+L+H Legh=14.50ft +DrLr+i Legh=1450ft +D+S+H Length =1450ft +D40.750Lr+0750L+H Leigh=14Wft 1 0167 0103 1 0.167 0.103 1 0167 0.103 1 0.5M 0.335 1 0167 0.103 100 100 1.00 1.00 1.00 1.00 100 100 100 1.15 100 1.00 103 100 1.00 100 1.00 1.00 103 100 1.W 1.00 1.00 1.00 1.00 100 100 100 100 100 1.00 1.(0 1.00 1.00 1.00 1.00 1.00 100 100 1.00 100 1.00 1.00 1.00 100 1.00 1.00 1.00 100 100 1.00 1.00 100 100 1.00 100 1.00 1.00 1.(0 1.80 433.90 1.80 43390 1.80 43390 666 1,60121 180 433.90 0.00 2800.00 0.00 270.00 000 260000 0.00 2190.(0 OW 220000 0W 0.00 000 0.63 29.31 285.00 000 0.00 a00 063 29.31 28500 000 aco 000 0.63 29.31 28500 000 000 0.00 237 10992 327.75 000 0.W 0.00 063 2931 284(0 bcengineers ST P OCT UPA1-F0 RE1151G BC Egnemrs Inc 9380 N. Wayne Cr., Ste A Hayden, ID 83835 (208) 72-8424 Ftoject TNa Job Name FOneer JE Rged Dela: Reject ID 1)000( Pnrted 4WM201a 421PM WoodrBeam�" i'.r'L,2125'5:'e Fke P1#106113?99-zIWnhnsge2 E EPCN_C, Irk 19882013CBulde.138.31: Ver8.13831 Desaipti0n: Nav 146' Valley Rita Lmd Corrhinabm Roc Stress Race Ma ei Values Shea Valdes Segnent Length Span# M V Cd CFN Ci Cr Cm C CL M Po Fib V N Fv +DH3.751+0.750S+H 1.03 100 1.03 1.00 100 100 000 0.03 003 000 Length =14.50ft 1 0.438 0.274 1.15 1.03 1.03 1.03 1.00 1.00 1.03 545 1,33935 2990.00 194 89.77 327.75 +DIWHi 1.03 1.00 1.00 1.03 100 100 000 000 000 0.00 Length = 14.50ft 1 0.104 0063 160 1.03 1.00 100 1.03 100 103 180 433.93 4160.03 003 2931 45603 +D*07001I 103 1.03 1.03 100 100 100 0.00 000 000 0.00 Length =14 50ft 1 0167 0103 1.00 1.00 1.00 100 1.03 1.00 100 180 433.93 2600.00 063 29.31 28503 +D1-0.750Lr+0.750L+0.750WIH 1.03 1.03 1.03 103 1.00 1.03 0.00 0.03 003 0.00 Length = 14.50ft 1 0104 0064 1.60 100 100 100 100 1.03 1.00 1.89 43393 4160.03 063 2931 45.93 +Dr0751+07506+0.752W+H 100 100 1.00 1.00 100 1.00 000 003 0.03 000 Length =14.50ft 1 0315 0197 1.60 1.03 103 103 100 1.03 1.03 545 1,309.35 416003 1.94 89.77 456.00 +Dr075p5+0751+0` 7FfH 100 100 1.00 103 1.00 1.03 093 000 0.00 000 Length =14.50ft 1 0167 0103 1.00 1.00 1.00 1.00 1.03 1.03 1.00 1.80 433.90 2800.00 063 29.31 28500 +D+0751+0750S+0.525CE+H 100 1.00 100 100 1.03 1.03 0.00 000 0.00 000 Length =14.Wft 1 0438 0274 1.15 100 1.00 1.00 100 1.00 1.00 545 1,30935 299000 1.94 8977 32775 +0.60DIWHH 100 t.60 1.00 103 103 103 003 000 0.00 000 Length = 14.50ft 1 0083 0.089 160 100 100 100 100 1.00 100 189 26034 4160.00 038 17.58 45800 +O.60Dr070EH 100 1.00 1.00 1.00 1.00 1.00 003 000 0.00 0.03 Length =1450ft 1 0100 0062 103 1.00 100 100 100 1.03 100 108 26034 260000 038 17.58 28503 Ott-_'...: .._ lifa�tOte - .,_.� O�elallAhoal....Deflections-.lAdactoredLoads.^'- , Load Condination Span Mac "" EI L.aation in Seen Load Carhireti0n Max "+" Cefl Lareticn in Spen DIS Okla ReadiorLs::lk Load Careanal 0 5647 7 568 00000 Stpert relation Per left is #1 Valu'; in NPS 0.000 Overall MNGmm DOiy S Cdy DIS 1.213 2373 0343 0633 0870 1.740 1213 2373 bcengineers ST R U CTU RA t..F0 EN5IC BC Erncjl kas Irc 8680 N. Vyayne Dr, Ste. A FS ID 83835 (208)772-8424 Ned Title JobNane Erna': JE Poge3 D350: Rltied ID 1x000( Rated 4N?/201a 4:218 Wood Beam Lic. # : KW -06007368. Drsrnp5m' NE,w12$Palter 1- mnr • B IY-C.iivatai213 a+Irffi1aa31.\6r61a63. licensee <. BC ENGINEERS Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set . IBC 2009 Material Properties Analysis M : Allowable Stress Design Load CoTdinaGm IBC 2009 Wood Spedes Mod Oade Beam Bradng :iLevel Truss Joist : MicroLam LVL 1.9 E Fb-Tarim Fb- Carp" Fc -R11 Fc- Perp W Beam is Fully Braced against lateral -torsion buckling 2,600 0 psi 2,600.0 p;l 2,510.0 psi 750.0 psi 285.0 psi 1,555.0 psi E: Macklus of Basi/city Eend-)c( 1,900.Oksl Eninbed-ro 965.71 ksi Lersity 32.210 pd Repetitive MoritaStressIncre e /lpplied Lam `-777 Service loads entered. Load Factors will be applied for calculations Beem sdf wecji °ablated at added to loads LHfu iLoad: D=0.010, S=0.033ksf, TriblayWdh=2.0ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB • Allowable Load Combination Location of maxit on span Span #wive rm4rrunoaus Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.730 1 1.75x5.5 2,182.34 psi = 2,990.00 psi +D+SH1 = 6.250ft Span # 1 0.719 in 0.000 in 0 985 in 0.000 in Maximum Shear Stress Ratio = 0.244: 1 Section used for this span 1.75x5.5 fv . Actual = 80.02 psi Fv . Allowable = 327.75 psi Load Qnbnatim +D#S+H cr5tim ofnnadrru11m span = O.000ft Span #W0ererrmanumoccus Span #1 Ratio = Ratio = Ratio = Ratio GiBJ Gi60 Q40 c240 t Maximan Forces &Stresses for Load Carrlbirtatione lord Cartiratan WeStress Rados Segret LeiJ1 Beal # M V Cd C FN C i Cr Cm C 1 CL Mxret Values M fb shIESSE ValUe3 Fb V fv Fv Daly La41i=1250 ft +D#L+H Length =1250 ft +D+Lr+H Length =1250ft +D+S+H Length =12.50 ft +D10.7501 r+0 750E+H Length =1250 ft +D10.750L+0 7506+H 1 1 1 1 1 0226 0076 100 1.00 100 0226 0076 100 100 1.00 0226 0076 100 100 100 0730 0244 115 100 100 0226 0076 100 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 100 1.00 1C 1.00 1.00 100 100 100 1.03 1.03 1.03 1.00 100 1.03 1.03 1.03 1.00 1.00 1.00 1.00 100 1.00 1.03 1.00 103 1.00 1.03 1.03 100 100 100 0.43 58848 1.00 100 0.43 58848 100 1.00 0.43 58848 100 100 1.03 218234 100 1.03 0.43 588.48 1.03 000 260000 0.00 267000 0.00 20003 0.00 2930.00 0.00 2800.00 003 000 014 000 014 000 0.14 000 051 003 0.14 003 0.00 21.56 0,00 2159 0.00 2t58 0.00 80.02 0.00 21.58 0.00 003 2850 0.03 28500 0.00 28500 0.03 327.75 003 28503 000 D(0.02) S(0.06) Iv + + ,'�. is '`fin -0 t. Jl q . 1.75x5.5 Span = 12.50 ft /lpplied Lam `-777 Service loads entered. Load Factors will be applied for calculations Beem sdf wecji °ablated at added to loads LHfu iLoad: D=0.010, S=0.033ksf, TriblayWdh=2.0ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB • Allowable Load Combination Location of maxit on span Span #wive rm4rrunoaus Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.730 1 1.75x5.5 2,182.34 psi = 2,990.00 psi +D+SH1 = 6.250ft Span # 1 0.719 in 0.000 in 0 985 in 0.000 in Maximum Shear Stress Ratio = 0.244: 1 Section used for this span 1.75x5.5 fv . Actual = 80.02 psi Fv . Allowable = 327.75 psi Load Qnbnatim +D#S+H cr5tim ofnnadrru11m span = O.000ft Span #W0ererrmanumoccus Span #1 Ratio = Ratio = Ratio = Ratio GiBJ Gi60 Q40 c240 t Maximan Forces &Stresses for Load Carrlbirtatione lord Cartiratan WeStress Rados Segret LeiJ1 Beal # M V Cd C FN C i Cr Cm C 1 CL Mxret Values M fb shIESSE ValUe3 Fb V fv Fv Daly La41i=1250 ft +D#L+H Length =1250 ft +D+Lr+H Length =1250ft +D+S+H Length =12.50 ft +D10.7501 r+0 750E+H Length =1250 ft +D10.750L+0 7506+H 1 1 1 1 1 0226 0076 100 1.00 100 0226 0076 100 100 1.00 0226 0076 100 100 100 0730 0244 115 100 100 0226 0076 100 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 100 1.00 1C 1.00 1.00 100 100 100 1.03 1.03 1.03 1.00 100 1.03 1.03 1.03 1.00 1.00 1.00 1.00 100 1.00 1.03 1.00 103 1.00 1.03 1.03 100 100 100 0.43 58848 1.00 100 0.43 58848 100 1.00 0.43 58848 100 100 1.03 218234 100 1.03 0.43 588.48 1.03 000 260000 0.00 267000 0.00 20003 0.00 2930.00 0.00 2800.00 003 000 014 000 014 000 0.14 000 051 003 0.14 003 0.00 21.56 0,00 2159 0.00 2t58 0.00 80.02 0.00 21.58 0.00 003 2850 0.03 28500 0.00 28500 0.03 327.75 003 28503 000 bcenc ineers V STRUC1 UP AI -FORENSIC BC Ergrms Inc 8680 N. Wayne Cr., Ste. A Hayden, ID 83835 (206) 72-8424 Rojed Title Jot Nare Engneer. JE Reed Dear Rcat ID 110ooc Rrtet 4NEW 3113 421RA Wood Beam Dalptial: Load Cartirlaam Segret Length am PI M V Cd New 12-6' Rafter Mau &es Reins CFA/ Ci Cr Cm et CL 'zAss :Re =011rcj 13a13a6t1WRai.ezE -B MPLC.I c 1983 313. BjId61a931, Ver6.1aaa1 �iLilhli.Al d. h1I.I q tl.1.Y I. lvtrrell Velars Snetr Vafees M Po Pb V N Fv Length = 1253ft 1 0`.:87 0.200 1.15 1.00 100 100 100 1.03 1.00 131 1,78387 299000 0.42 65.41 W7.75 +D+WIH 1.00 1.00 1.00 1.00 1.00 1.00 000 000 a00 ace Length =1250ft 1 0141 0047 1.50 1.00 100 100 1.00 100 100 043 58848 415000 014 21.58 45000 +0+0.70E+H 100 1.00 100 100 100 100 0 W 0.00 000 0.00 Length = 1250ft 1 0226 0.076 100 1.00 1CO 100 1.00 100 100 043 558.48 2600.00 014 21.58 2850) +1210.750.7+07501+0750aWH 100 1.0) 1.0) 1.0) 1.00 1 W 000 000 OW 000 Length =1250ft 1 0.141 0047 1.03 1.0) 1.00 1.00 1.0) 100 100 043 58648 4160.00 0.14 21.58 458.00 +D1075C1+07506+0.750M-I 1.00 1.00 1.00 1.00 1 CO 1 W 02) 000 0.00 00O Length =1250ft 1 0.429 0143 1.0) 1.0) 1 W 1.0) 1.W 100 1 W 131 1,783.87 410).0) 042 6541 4560D +D1075p1r+07501+05' r -+H 1.00 1.0) 100 100 1.00 1.0) 0.00 0.00 000 00) Leg8n=1250ft 1 022 0076 1.0) 1.00 1.0) 1 W 1 W 1.00 1.0) 043 55548 24X0 00 014 2158 28500 +D*0.7501+0.750S+0.5297F+H 1.0) 1.00 1.00 1.0) 1.00 1.00 0.00 OW 0.0) 00) Length = 1250ft 1 0597 0200 1.15 10) 100 1.00 1.0) 1.00 1.00 1.31 1,78387 2990 W 042 65.41 32775 +060D1W1-{ 1.00 1.00 1.0) 1.00 1.00 1.0) 000 000 00) 000 Length = 1250ft 1 0085 0028 1.60 1.0) 10) 1.00 1.0) 1.0) 100 026 35309 416000 008 12.95 4560) +O 6O010.7CCd l 100 1.0) 100 1 W 1.0) 1 W 000 000 000 00D Leigh =1250ft 1 0136 0045 1.W 1.00 1.00 1.0) 100 1.0) 1.0) 026 3.53.09 26W.W OW 1295 28500 : Overall Niiiidnum Dt#ler3iom = Urdactaed Loaf _ ' - it Lead cardrlatim Span Man"-' all Laafion in Span Leal Cartiretim MEN. "+"Deft Loan in Sten D4S 1 09846 6.296 0.0000 0.003 .,*1 Vel'dcal Fklialfil - Udadaed.. - ,i i Smart nclatim : Fa left is#1 Value' in R FS �Laed Carbinalion Support 1 &we 2 D.era l M4wrnm 0 513 0 513 DOriy 0138 0138 S Only 0275 0375 DES 0513 0513 bcengineers 5 T R U C'TU R A L-P0?F, N510 BC Engrteers Inc 8680 N Wayne D'., Ste A IiaydaL ID 838351 (206) 772-8424 Ned Tie Job Nate Ert<jneer. JE FYCtc4 Ossa' ,VMood1Beam," „ ' r;y Riled ID 1x000( Panned aftano13 4TPW RIe = Dyxget5t132EB^N#ak'n ate. ..,•..?ENacCALC INC, 19312713, a.kra 1aa31, Vcca as3:, Licensee:; BC ENGINEERS INC.: DasrnpGm . PS',vCar a Iota etiliEl M 77 '-`- i Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2009 Material Properties Ardysls Method : Allowable Stress Design Load Carbinatlm IBC 2009 Fb-Tesim Fb-Carer Fc- P41 W1od Species : Douglas Fir - Larch Fc - Mod Grade :No.2 F' 19 Beem Bracing : Beam is Fully Braced against lateral -torsion buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.00 575.0 psi E: M cklusrfHastidty Sxrd- kc 1,600.0161 Errinbard-x 580.0ksi Density 32.210 pd Fdspditive Writer Stress Increase + D(0.02) S(0.06) t i V V °°" 'a` '? 1� >t- -. a,,. ..;: .'" "v.�a' 8._ gin, ,.. _ .*Pt+tcka. e»l'll44!- 2x6 Span = 9.50 ft ... Applied Loads :; ;� "�'-" _ ...... ?. i Service loads entered. Load Factors will be applied for calculations. Bean sett weight doJded and added to loads LlrifumLoad: D=0.010, S=0.030ksf, Trixlaywdh=20ft QES/C�JSUVM4RV<"- :a t Maximum Bending Stress Ratio Section used for this span fb . Actual FB: Allowable Lead Cmbinaticn fixation d nB4nunm span Spat#whaerrudrnuncays Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.947: 1 2x6 1,465.10 psi 1,547.33 psi +Di-S+H 4.75Cft Span #1 Maximum Shear Stress Ratio Section used for this span N Actual Fv Allowable Lead Cont1natim Lccecn of rrBdmmm span Span #wase raoamm soars 0.332 in Ratio = 0.000 in Ratio = 0.453 in Ratio = 0.000 in Ratio = 342 0 <340 251 0 c240 Design OK 0.341: 1 2x6 70.68 psi 207.00 psi +DFS+H 0.000ft Span 91 N�dmlrnFaces&StlessesfacLoadCtxribi-_' ",.� r1a110r13 i LoadCarrGrffion Ilkixaress Rake Sag -rent Leglh Seen M V Cd CFN CI Mxrert Values Shear Vdues Cr Cm Cr CL M fb Fb V N Fv Daly Length =9.50ft +0.+_+H Length =950ft +D+L r+H Length =9 50f1 +D+S+H Lexjh=950ft +D+0,750Lr+0750L+H Lscph=950ft +D+0.751+0.750S+H 1 1 1 1 1 0.291 0.105 100 1.30 1.30 0291 0106 1.00 130 1.30 0291 0.105 1.00 130 130 0947 0341 1,15 1.30 1.33 0.231 0.105 1.00 1.30 1.30 1.15 1.15 1.15 1.15 1.15 115 1.15 1.15 1.15 1.15 100 1.00 1 00 1.00 100 100 100 100 1.00 100 1.00 1.00 1.00 1.00 100 180 180 100 1.00 100 1.00 1.00 100 1.00 100 1.00 1.00 1.00 1.00 1.00 0.00 025 391.05 1345.50 0.00 025 391.05 1345.50 000 025 391.05 1345.50 000 0.92 1,46510 1547.33 0.00 025 391.05 1345.50 000 000 010 000 010 0.00 010 000 0,33 000 010 000 0.00 1887 0.00 1887 0,00 1887 0.00 7068 000 18.87 000 0.00 18000 0.00 180W 000 180.00 000 207.00 000 180,00 0A0 a� r bcencineers 519 LI CT U 9'i 1' f 08 F.N 51C BC Ergrleas Inc 8680 N. Wave D', Ste. A Hayden, ID 83835 (208) 772-8424 Rojea Title Job Nar e Erx deer. JE Rgeit Dsa: Reject ID tooac Pnrted 4rC 2013 422PM Wood'Beam • RIe = Cllrcjab113296--1 W tlai e&" BERCALC, ING 1933-2313 9ikk6.13a31, \613831 TXTITSu[ya. ,1tJaa:ryrr@ DESaiptal : Lead Cartlrlabm Sty fait Length Nam arm Rate NW Strom Rates Span p M V Margit Values Shea Values Cd CFV C Cr Cm C CL M ib Fb V hi FV Length =950ft 1 0773 0279 115 130 1.00 115 100 1.00 1.00 075 1,196 59 1547.33 032 57.73 207.00 OW --1 1.3 1.00 1.15 1.00 1.00 1.00 am 000 000 000 Length =950ft 1 0182 0060 180 1.30 100 115 100 1.00 1.00 025 39105 215280 0.10 1887 28800 +D*070E+H 130 1.00 115 100 1.00 1.00 0.00 000 000 000 Length =950ft 1 0291 0.105 100 1.30 1CO 115 1CO 100 1.00 025 3105 1345.53 Q10 18.87 180.00 +D107501.r+0.751+0.750oWH 130 1.00 1.15 1.00 100 1.00 000 000 0.00 0.00 Legh=9.50ft 1 (1132 0.066 1.60 1.33 1.00 1.15 1.00 100 1.00 025 331.05 215280 0.10 1887 288.00 +1340.7501+0.750S10750WH 1.33 100 1.15 1.00 100 100 000 OCO 003 0.00 Length=953ft 1 0.550 0200 1.60 1.33 1.00 1.15 1.03 1C0 100 075 1,19133 215180 032 5773 288W +D407501 +O7501+0;7 -11H1 1.30 1.00 1.15 1.00 100 1.00 000 0.00 060 0.00 Ls4h=950ft 1 11291 0105 1.00 1.30 1.00 1.15 1.00 1 CO 1 CO 025 391.05 134550 010 1887 18000 +Dr0.750L+0.7505+0. «H 1.33 100 1.15 1.03 1.00 150 0.00 OM 0.00 0.00 Legt1=9Wft 1 0773 0279 1.15 133 1.00 115 100 1.00 1 CO 0.75 1,196.3 154733 032 5773 20700 +0.600*W.H 1.30 1.00 1.15 1.00 1.00 1.00 000 000 000 OCO Length=9.50ft 1 0109 0033 1.60 1.30 1CO 115 1.00 100 100 0.15 23463 215280 0.00 1132 28860 +0.603+070E+H 130 100 115 100 1.00 1.00 OCO 0.00 000 000 Lsgth=9.50ft 1 0174 0.063 1.00 13 1.00 1.15 1.00 1.00 1.00 0.15 234.63 1345.50 0.08 11.32 180.00 Oarall Neodrn4m Deflections - Unlace:nil Loads ' _ S iced Coitiretc Max "= Cell L011lah in aen L®d Corritrt on Max "+" Dag LOsaliah in Span D'S 1 0.4534 4.785 E0000 0.000 Vertical Reacticrs-Urdada'edc Land Colhnatm Sc xd 1 9gpat 2 S.ppat nc siah : Fa left is #1 Values in KIPS Overall MMrrvn 0389 033 DC41y 0104 0.104 S ally 0285 0285 DSS 0.33 0.33 bcengineers 5TR U CT USAL-FO.EN51C BC Eng nears Inc 8680N Wayne Cr., Ste A Hayden, ID 83835 (208)772-8424 72-8424 Project The: Job Name Engineer: JE Fajed ID lxxxx Fated 00J2013, &Van/ VNooiJBeam�� Lib:#':.KW-06007368aa=?sat.,= ^:- CesoiFta1: NtwcaageLbr FL.eds f ;• "_� h "b."3- �?�. alERCALC, INC 1923-3313, arld61d631;,�6138.3',:}; ;Licensee : BC ENGINEERS INC." Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Cbrriinatlon 1 BC 2009 Wood Spedes Mod Gale Bin Braong . iLevel Truss Joist MicroLam LVL 1.9 E Fb-Torsion Fb-Ca fx Fc- Pdl Fc -Pap Fv Ft : Beam is Fully Braced against lateral -torsion buckling D(0.15) S(0.45) • s 2,600.0 psi 2,600.0 psi 2,510.0 psi 750.0 psi 285.0 psi 1,555.0 psi E: A4xlka d Eastidty Ebend-1x 1,900.0Icsi E1ir axl-xx 965.71 ka Ossify 32.210 pd • 3-1.75x11.87 Span = 16.50 ft Applied L Service loads entered Load Factors will be applied for calculations. Bean self might calalated and added to loads l tctmLoad: D=0.010, S=0.03016f, TriblayWcth=15.0ft Maximum Bending Stress Ratio 0.680 1 Section used for this span ib • Actual FB: Allowable Load Carbinatim Location of nladnunm span Spat#Wnese rre mmoaus Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 3.1.75x11.87 2,031.95 psi 2,990.00 psi +D+S+H 8.253ft Spat#1 Maximum Shear Stress Ratio 0.542 in Ratio = 0.000 in Ratio= 0.740 in Ratio = 0.000 in Ratio = Design OK' 0.372: 1 Section used for this span 3.1.75x11.87 fv : Actual = 121.87 psi Fv : Allowable = 327.75 psi Load CorrLination +D+S+H Location ofrreArnanon span = 0.000ft Spat #wherernadmuncows = Spa1#1 365 0<3W 267 0 <240 s:Maldfnan FOrCBS 8 56e5Se5 far:Laed i�.Orrblr1aL10r1S S Load Canarebm Mic Stress Ratios Mont Values Segrert Length Span# M V Cd CFN CI Cr Cm c CL M ib Fb Shy Values V fv Fv Daly Length=1650ft +D-L+H Length =1650 ft +D+Lr+H Length =1650ft +D+S+H Legth=1650ft +13+0 750100 751+H Length =16.50ft +0+075M+07506+H 1 0.209 1 0203 0114 1 0299 0114 1 0680 0372 1 0203 0114 0.114 1.00 1.00 100 100 100 1.00 100 100 100 1.15 1.00 100 100 103 100 1.00 1.03 1.03 1.00 1.00 1.03 1110 103 1.00 100 1.00 100 100 1.00 100 100 103 103 109 103 1.03 100 109 1.00 100 100 100 100 102 100 1.00 100 100 1.00 1.00 1.03 103 100 1.03 100 1.00 100 100 1.00 100 100 103 100 100 1.00 556 54260 5.58 54260 558 54260 2099 2,03195 5.58 54299 , 003 2U) 00 0.03 230000 0.00 2600.09 000 293000 000 293.00 0.03 000 000 000 135 3254 285.00 000 0.00 000 1.35 3254 28500 0.03 000 0.00 1.35 3254 28500 003 0.00 000 507 121.87 32775 000 000 000 135 32.54 28503 000 0.00 000 bc.engineers 51 P U CT U PAL-r0?EN51C BC Ergneas Inc 8683 N. Wav-e Dr., Ste A Hayden, ID 83835 (2013) 772-8424 Rajed Title Job Name Engreer: JE Rged Cela: ROjed ID 1)000( Flirt& 4M 201a 421A -Wood.Beam•: FIe=Q Rctals11329B=1Wnlan ecE w BsYCPLC, INC 1963271a 9ikt61a8.31, 1er'i6.ia&3;. Desaiptian: fanGaax Doer Header Load Conterdion Max Slams Patios Mxrsd Values Sheer Values SegrEtLsglh Span 1J M V Cd CFN C1 Cr Cm C CL M Po Fb V fv Fv Length =1650ft 1 0555 0304 1.15 1.00 1.00 1.00 100 100 1.00 17 C6 1,65961 2920.00 4.14 6053 37.75 +D+WHH 1.00 1.00 1.00 1.00 1.00 1.00 000 000 000 000 Length = 16 50 ft 1 013) 0071 1.60 1.00 100 100 100 1.00 1.00 558 54260 416000 1.35 3254 456.00 +10407CE+H 100 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 000 Length =1650ft 1 0209 0114 1.00 100 100 100 100 1.00 1.00 5.58 54260 2800.00 1.35 3254 285.00 +0+0.750Lr+0.75Q+0.75CWFH 100 1.W 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 Length =16.50ft 1 013) 0.071 1.00 1.00 100 1.00 1.00 1.00 1.00 5.58 54260 4160.00 1.35 3254 456.00 +D+O 751+0.7505+0.750NHi 1.00 1CO 100 1CO 1.00 1.00 0.00 02) 0.00 000 Length =16508 1 0300 0218 160 100 100 100 1 CO 1.00 1.00 17.00 1,65061 4160.00 4.14 99.53 456.00 +D+0751rv0751+115250BHH 1.00 1 CO 100 100 1.00 1.00 0.00 0.W 0.00 0.00 Laglh=16508 1 0200 0114 100 100 100 100 1 CO 1.00 1.00 558 54260 260000 1.35 3254 28500 +D+0.751+0.750S+05250E*H 1.00 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.508 1 0555 0.304 1.15 100 1.00 1.00 1 CO 1.00 100 17.00 1,65961 2990 CO 4.14 99.53 W7.75 +0.60D+WHH 100 1.00 1.00 1.00 1.00 1.00 000 0.00 0.00 0.00 Length = 16 50 ft 1 0078 0043 1.60 1.00 100 100 100 1.00 1.00 335 32556 416000 081 1953 45600 +0.60D+070E+ 1 1 CO 1.00 1.00 1.00 1.W 1.00 000 000 000 0.00 Length =16.508 1 0.125 0069 1.00 1.00 100 1.00 100 1.00 1.00 335 32556 2800.00 0.81 19.53 28500 `-, Overall Meldrum Deflections - Urfadored Loads . _ • i Lend d Oxrtinatim Sen Max "" Dii t.ocatim in Span Lord Oxrdr(aocn Marc "+" DA Lnrahm in Spa) DiS 1 0.7399 8310 0.0000 0.000 r; vitkii Readiars - Llndlidored ._.. Swpod notatin • Far left is in Values in KIPS Lan artinaticn Surat 1 _ C S.port 2 O.sal MN4rrmm 5 C6 5065 DOiy 1.353 1.353 SOiy 3713 3713 0+5 5065 5065 PROPERTY SOLUTIONS NORTHWEST "YOUR PROFESSIONAL RESOURCE" INSPECTION ♦ ASSESSMENT • ANALYSIS • EVALUATION August 28, 2013 Mr. Gerald Schmer Allied Insurance Group Reference: Huotari Claim No.: - - Dear Mr. Schmer: On August 27, 2013, I examined the Huotari property Valley, WA. Present during my investigation was Dan PURPOSE The purpose of the investigation was to examine reported roof sag concerns at the property. Of particular interest was the nature and scope of the reported roof sag concerns, and determination of the cause. Repair recommendations (if any) are presented for comprehension and scope purposes only; and require integration with the 2012 International Residential Code ("IRC") for construction use. Specific construction details exceed the scope of this report. Investigation of other aspects of the property was not conducted, unless specifically noted below. PREMISES The subject structure is a single story frame building, constructed over a basement, extending approximately five to seven feet below grade. A two car garage, built over a concrete slab on grade, is attached to the structure. The building is reported to be approximately 35 years old, and is maintained in average condition. INVESTIGATION OBSERVATIONS For the purposes of this report, the front of the house (street side) is presumed to face west. All references to direction or orientation are made relative to this presumed structure orientation, and are not intended to establish true compass direction. The house is constructed with a gable roof with a slope of approximately 4:12. The roof is conventionally framed with 2" x 6" rafters, spaced at 24" on center, with supplemental support from non -continuous purlins. The roof is sheathed with plywood panels, and covered with composition shingles. Of note is a large dormer on the west roof face. at 3009,. Fox Road, Spokane Huotari (son) and yourself. A significant (approximately 0" to 6" deep) sag was observed in the south valley of the west dormer. A similar, but lesser sag was observed in the dormer north valley. The valleys are framed with milled lumber, approximately 9" deep. Of significance is a shallow angle splice near the center of each valley beam. Both splices displayed meaningful tapered gaps. Also noted was blown insulation in the south valley beam splice gap. P.0.130X 685 • MEAD • WA ♦ 99021 (509) 467-5353 ♦ FAX (5o9) 468-3235 Mr. Gerald Schmer August 28, 2013 page two Of note is an open living room/dining area on the house main level. The open rooms are situated near the west roof dormer peak junction with the main roof ridge. Additionally noted was a linear ceiling crack (parallel to the roof ridge) at the open ceiling area. Mr. Huotari indicated the attic insulation was installed in 2009. OTHER CONSIDERATIONS Calculations for the existing valley beams predict a bending stresbes of over 500% of allowable under normal snow loading (assumed at 30 psf). The calculations do not include the effects of long term wood creep or the effects of beam splice rotation. CONCLUSION With a reasonable degree of certainty, based upon the above stated observations; it is my opinion that the subject valley beams are improperly spliced, and significantly undersized for the span and load condition. The beams likely began sag shortly after installation, and continued until more recent snow conditions caused significant increments of splice joint rotation. The insulation in the open splice gap, indicates that much of the joint failure occurred prior to the 2009 insulation installation, likely during snow seasons of 2007/2008 and 2008/2009 when recorded snowfall exceeded twice the long term seasonal mean. The valley sags are significant, but do not suggest imminent roof collapse. RECOMMENDATIONS Recommendations represent physical repair option suggestions; and are made without insurance coverage, or financial responsibility in mind. Repair option suggestions do not reflect liability, financial responsibility or insurance coverage, and do not suggest insurance coverage responsibility. Repair suggestions are qualitative and presented for guidance purposes only. Repair work requires integration with the 2012 -IRC, preparation of proper construction plans, and securing of permits for construction purposes. The shallow roof slope and open floor plan make roof repairs meeting current snow load standards (40 psf) difficult to impossible. As the sags result from snow Load, repairs should conform to present snow load requirements. It is suggested that engineered lumber (suggest Boise Cascade 31/2" x 91/2" 30F -E4 DF/SP King Beam, or equivalent) be installed as a replacement for the existing valley beams. Replaced beam total deflection would exceed allowable IRC deflection limits (122% of allowable deflection), but replacing the spliced beams does allow for a responsible sag repair, without full roof replacement. As an alternative, the entire roof system should be removed down to the wall top plates, and trusses installed. New sheathing and shingles, as well as ceiling covering could then be installed. Mr. Gerald Schmer August 28, 2013 page three LIMITATIONS The information contained in this report is for the exclusive use of Allied Insurance Group; and Property Solutions NW assumes no responsibility or liability for any use of this report by other parties. This report relates solely to the stated purpose of this investigation; and no representations concerning other aspects (if any) of the circumstance, structure or site are included. The conclusions are based on the above stated visual observations, and no destructive testing or monitoring was performed. Recommendations (if any) contained in this report are qualitative in nature, and require integration with the 2012 IRC for construction use. Specific construction details exceed the scope of this report. No guarantee or warranty, expressed or implied, is provided. If you have questions, please contact me. Respectfully, S. C. Maloney, P.E. ICC Certified Building Inspector PSN WeportsW uotan wpd AM!RICAN REST() Picard /owner P.O. Box 70, AIRWAY HTS., WA 99001 Business (509) 244-2993 Cell (509) 995-6869 Fax (509) 244-3320 LIC#: AMERIRR925KK arllp(aigwestofce.net