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FLANSBURG ENGINEERING Commercial and Residential Engineering Services 510 SE 329th Ave (360) 901 -1614 Washougal, WA 98671 jeff @flansburgeng.com (E) WALL NAILED w/ 8d @ 6" MIN NAILING PROVIDES SUFFICIENT LATERAL RIGIDITY - UPGRADE OF LATERAL FORCE RESISTING NOT © ©D ILS OR NEW REQ'D DUE TO ADDED WINDOW D3 D4 D4 WINDOW 7 I 1 1 _ _ 1 r ...... 1 � � ..... I pi (E SLIDER /0 I ! I I (E SLIDER ro ISUDE RI ( SLIDER 10 QI w CO 1 {, I I I F I 'Li tt ! ! I� I i I I " I • rArr pE � iTE -. 1 PARTIAL ROOF FRAMING PLAN D3 r4-& Fkin- 0 fog -`p Si-b" m pt•lwu►uk N 14" MIN BRG EA I (N) WINDOW OPENING (N) HUC68 HGR EA END END @ (N) HDR (E) 2 x 6 STUD EA END (N) 4 x HDR, FLUSH TO EXTERIOR ' -w sf E fi'M y .v .. r d t , - , „ 1;F 33 �T: Y � - • .•a L4 A t'. i° "2��i . ale • a _ - .. ._ -.._ I _ L ..d_ c _ (N) 2 x 6 & PLYWOOD FURRING £ (N) SHEET ROCK EACH END IN (N) HGR BACKING @ 16” OC CONSTRUCTION SEQUENCING: 1. PROVIDE TEMP SUPPORT (E) ROOF TRUSSES 2. DEMO (E) STUDS @ (N) OPENING 3. INSTALL HUC68 HGRS EA END 4. INSTALL 4 x 6 BM (CUT SHORT TO SLIP IN @ SIDE OF HGRS) NOTE BRG REQ'S. HGR NAILS NOT REQ'D @ EXT 5. INSTALL 2 x 6 & PLYWOOD FURRING 6. INSTALL 2 x 6 SILL, JACKS, & BLOCKING 7. INSTALL SHEET ROCK BACKING 2 HEADER INSTALLATION D3 May 2005 Important Dates If you receive Medicaid or Supplemental Security Income benefits, watch your May mail for a letter / 2005 from Medicare... 13 Medicare will be sending out a letter in May 2005 to people with Medicare who are currently receiving Medicaid benefits, including those with the Medicare Savings Program, or who are receiving SSI (Supplemental Security Income) benefits. These people automatically qualify for the extra help with the costs of Medicare prescription drug coverage. REACH 2005 -- Overview 13 At-r�l3 r COMPANY PROJECT FLANSBURG ENGINEERING 510 SE Wood Vorks® Washougal, WA Washougal, WA 98671 SOFTWARE FOR WOOD DEALh (360) 901 -1614 Dec. 6, 2013 10:27 H 1.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 225.0 plf Load2 Snow Full UDL 375.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • I 0' Sa Dead 563 563 Live 937 937 Total 1500 1500 Bearing: Load Comb #2 #2 Length 0.69 0.69 Cb 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x6" Lateral support: top = full, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 95 Fv' = 207 fv /Fv' = 0.46 Bending( +) fb = 1275 Fb' = 1345 fb /Fb' = 0.95 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.07 = L/883 0.17 = L/360 0.41 Total Defl'n 0.13 = L/464 0.25 = L/240 0.52 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 1500, V design = 1225 lbs Bending(+): LC #2 = D +S, M = 1875 lbs -ft Deflection: LC #2 = D +S EI = 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. Designer. jtf May 2005 Important Dates If you have limited ,k income and resources, watch your mail for v information from v V Social Security about for extra May- August applying 2005 help paying for prescription drugs... 12 The Social Security Administration will begin sending out letters in May 2005 to those who have limited income and resources and who may qualify for the extra help with drug plan costs. These letters will be sent out through August 2005. REACH 2005 -- Overview 12 RECEIVE OCT 14 2013 CITY OF TIGARD BUILDING ['nine!' ' THE LOOK RESIDENCE 15080 SW 93RD AVE, TIGARD, OR VERTICAL & LATERAL LOADS FOR UPPER LEVEL WINDOW RETROFIT 14- Oct -13 13038 A Approved OF 1 pPto T� T "� Conditionally Approved.............. [ ] See Letter to: Fol low .................. [ ] • Attache ...... ] PermitNum � /MK* - 10-0,- 10-0,- ° , Bye`'D 1 Date: K Approved plans PROFF shall be on job site. % � 54559PE OFFICE COPY OREGON /0/ A• ✓4/y 9 2 S0/ Fy T • F �� rRENEWAL 12/31/2013 1 The following listed pages shall be present for this set of L 1 ations to be valid: F LA N S B U RG ENGINEERING pp. p. L1 To L18 Commercial and Residential Engineering Services pp. V1 To V4 510 SE 329th Ave pp. D1 To D4 Washougal, WA 98671 (360) 901 -1614 jeff@flansburgeng.com Project #13038; Page D3 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 510 SE 329th Ave (360) 901 -1614 Washougal, WA 98671 jeff @flansburgeng.com (E) WALL NAILED w/ 8d @ 6" MIN NAILING PROVIDES SUFFICIENT LATERAL RIGIDITY - UPGRADE OF LATERAL FORCE RESISTING NOT © © SEE DETAILS REQ'D DUE TO ADDED W WI FOR D3 D4 D4 N NEW WINDOW 1 f 1 1 ( 1 I 1 I 1 1 1 1 1 1 (E) 5/0 x 5/0 (E) 5/0 x 5/0 (N) 4! x 1 () 5/0 x 510 w S 1 ' SLIDER SU ® S URER j E) O ATH f , ; , . wce ! I 1 PARTIAL ROOF FRAMING PLAN D3 14" MIN BRG EA (N) WINDOW OPENING (N) HUC68 HGR EA END END @ (N) HDR E 2 x 6 STUD EA EN[ (N) 4 x 8 HDR, FLUSH TO EXTERIOR ( ) (N) 2 x 6 & PLYWOOD FURRING (N) SHEET ROCK EACH END IN (N) HGR BACKING @ 16" OC CONSTRUCTION SEQUENCING: 1. PROVIDE TEMP SUPPORT (E) ROOF TRUSSES 2. DEMO (E) STUDS @ (N) OPENING 3. INSTALL HUC68 HGRS EA END 4. INSTALL 4 x 6 BM (CUT SHORT TO SLIP IN @ SIDE OF HGRS) NOTE BRG REQ'S. HGR NAILS NOT REQ'D @ EXT. 5. INSTALL 2 x 6 & PLYWOOD FURRING 6. INSTALL 2 x 6 SILL, JACKS, & BLOCKING 7. INSTALL SHEET ROCK BACKING 2 HEADER INSTALLATION D3 Project #13038; Page D4 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 510 SE 329th Ave (360) 901 -1614 Washougal, WA 98671 jeff @flansburgeng.com (E) MANUF'D TRUSSES (E) (dbl) TOP PLATE I (N) HDR SHALL BEAR TIGHT AGAINST (E) rI (dbl) TOP PLATE (N) HUC68 HGR EA END 1 (N) 2 x 6 & PLYWOOD MI FURRING IN (N) HGR (N) 4 x 8 HDR IN (N) HGR NEW WINDOW OPENING NEW 2 x 6 SILL MEW WALL SECTION @ NEW WINDOW 7 (N) 4 x 8 HDR IN (N) HGR, w/ 1 a" (E) (dbl) TOP PLATE MIN BRG EA END @ (N) HDR (N) HUC68 HGR EA END I I / • (N) 2 x 6 & PLYWOOD • / FURRING IN (N) HGR i___ — _ �� (N) BLKG AS READ ___ (N) WINDOW OPENING r_ _________— (N) 2 x 6 JACK STUD --___ (N) BLKG AS READ I I (N) SIMPSON RTR / CLIP @ SILL (N) 2 x 6 SILL r:WALL ELEVATION (ci NEW WINDOW D4 FLANSBURG ENGINEERING Project #13038 Page L1 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Table of Contents I. Scope of Work IV. Wind Loads II. Dead, Live and Snow Load Breakdowns V: Seismic Loads III. Building Data VI. Load Combinations VII. Diaphragm loads - Wind I. Scope of Work: Perform lateral and vertical loads analysis on a wood - framed structure using Allowable Stress Design. Refer to 1/4 " =1' -0" scale structural drawings. PROJECT: The Look Residence Window Retrofit @ Upper Story, Rear Bathroom CLIENT: Mr. Nate Look SITE LOCATION: 15080 SW 93rd Ave, Tigard, OR DESIGN CODES: IBC, ASCE 7, NDS, ACI 318 Zip = 97224 DESIGN CRITERIA: WE := "B" WIND EXPOSURE ............................................................... ............................... V N , := 95 BASIC SPEED .......................................................... ............................... OC := 2 BUILDING OCCUPANCY CATEGORY.... ...... .......... ....... ....... ........... ............. ! = 1.00 SEISMIC IMPORTANCE FACTOR ........................................ ............................... S = 91.8 MAPPED SPECTRAL ACCERATIONS FOR SHORT PERIODS........... MAPPED SPECTRAL ACCERATIONS FOR 1 SEC. PERIOD.... ........ ........ ....... S = 33.3 RESPONSE MODIFICATION FACTOR, TABLE 122 -1 A.13. R:= 6.5 f2 := 3 SYSTEM OVERSTRENGTH FACTOR, TABLE 12.2 -1 A. 13 .... ............................... DEFLECTION AMPLIFICATION FACTOR, TABLE 12.2 -1 A. 13 ............................... C 4 FLOOR DEAD LOAD .............................................. ............................... D f := 12 FLOOR LIVE LOAD. ...........:................................ ............................... L 40 ROOF LOAD ........................... ..... . ............................ ............................... D := 15 ROOF SNOW LOAD. S := 25 ASSUMED SOIL BEARING CAPACITY ................................. ............. ... . .............. Q := 1500 := "D" SITE CLASS DEFINITION ( SOIL) .......................................... ............................... cl II. Dead, Live and Snow Load Breakdowns: A. COMPOSITION/METAL ROOF B. TILE ROOF C. FLOORS: (IF USED): (IF USED): ROOFING 6 ROOFING 15 FLOORING 2 PLYWOOD 1.5 PLYWOOD 1.5 PLYWOOD 3 FRAMING 4 FRAMING 5 FRAMING 3 CEILING 2.5 CEILING 2.5 CEILING 2.5 MISC 1 MISC 1 MISC 1.5 TOTAL DEAD = 15 TOTAL DEAD = 25 TOTAL DEAD = 12 13038 Loads.mcd, 5 22 PM, 10/6/2013, 1 of 15 FLANSBURG ENGINEERING Project #13038 Page L2 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com III. Building Data: Number of Diaphragm Levels: N Levels := 2 '18 Roof Eave Height average 10 Diaphragm Heights: Height := 0 0 � 0 Feet = Datum (Foundation) Roof Ridge Height above eave: RH:= 7.5 average Mean Roof Height MRH:= Height(p)+ RH MRH= 21.75 2 Longitudinal Building Dimension, (Long Direction): L lo • = 50 side to side, at main roof section Transverse Building Dimension (Short Direction): L 30 front to back, at main roof section • Main Roof Rise (inches per 12 inch run): R r • = 6 Roof Gable Data: left of Middle Middle Right of Middle Longitudinal Roof: Roo fleftlo '= Roo fmidlo Roo frightlo f Roof Surface r Roof Surface r Roof Surface Roo fleftlo Roo fmidl o := Roo frightlo r Wall Surface Wall Surface r Wall Surface Roo fleftlo '— No Surface Roofrightlo r No Surface Transverse Roof Roo fl efl ir '_ Roof Surface Roojmidtr Roof Surface R oo frighttr '_ Roof Surface Roo flejttr Roo jmidtr Ro o frighttr r Wal Surface C Wall Surface r Wall Surface Roo flejttr Roo frighttr r No Surface n No Surface Notes: 1. Check the appropriate radio button above corresponding to the profile view (elevation) of the end of the structure perpendicular to the direction being considered. No- Roof -No selections correspond to the classic HIP roof profile. No- Wall -No selections correspond to the classic GABLE roof profile. 2.If the Roof Surface radio button is selected, then the Roof Pressure will be utilized for Roof Diaphragm pressure calculations in that area. 3.If the Wall Surface radio button is selected, then the Wall Pressure will be utilized for Roof Diaphragm pressure calculations in that area. 13038 Loads.mcd, 5:22 PM, 10/6/2013, 2 of 15 FLANSBURG ENGINEERING Project #13038 Page L3 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com IV. Wind Loads: A. IBC Section 1609 /ASCE 7 Chapter 26 Wind Loads: General Requirements & Chapter 27 Directional Procedure for Enclosed, Partially Enclosed, and Open Buildings of all Heights MWFRS - Main Windforce- Resisting System - An assemblage of structural elements assigned to provide support and stability for the overall structure. The system generally receives wind loading from more that one surface. (the global structural system responsible for transferring wind loads from the building or structure to the ground, induding moment - resisting frames, braced frames, diaphragms, and shearwalls). C &C - Components and Cladding - Elements of the building envelope that do not qualify as part of the MWFRS. C &C generally receive wind loads directly and transfer these loads to the MWFRS. Examples of C &C elements are exterior wall panels; windows; doors and roofing; roof sheathing; roof rafters; wall girts and exterior walls studs 1. Basic 3 Second Gust Wind Speed (ASCE 7 Figure 26.5 -1A for catagory II strutures, 1B for III or IV, & 1C fcr I - or by Local Building Official) and Directionality Factor (ASCE 7 Table 26.6 -1): Vw = 95 from above K .85 for Buildings (MWFRS and C &C) 2. Exposure Catagory and Velocity Pressure Exposure Coefficient K or K as applicable in each direction. A. MWFRS: Exposure B (ASCE 7 Table 27.3 -1): K is evaluated at Height z above Ground Level, and K is evaluated at Mean Roof Height (MRH), h. K zl5 = 0.57 K z30 = 0.7 Kz60 = 0.85 K z20 = 0.62 K z40 = 0.76 K z 25 = 0.66 K z50 = 0.81 K = 0.66 Since MRH = 21.75 B. C &C: (ASCE 7 Table 30.3 -1): K hCC = 0 MRH = 21.75 3. Topographic Factor, K, as determined by ASCE 7 Section 26.8. Structure does not meet all conditions of Section 26.8.1 therefore K 1.0 4. Gust Effect Factor, G (for rigid structures) or Gf (for flexible structures) as determined by ASCE 7 26.9.. G := 0.85 for rigid structures as stated in 26.9.1. Per 26.9.2 low rise buildings as defined in 26.2 are considered rigid. 5. Endosure Classification as determined by ASCE 7 Section 26.10 Assume structure is endosed accordiung to ASCE 7 Section 26.2. 6. Internal Pressure Coefficient GC as determined by ASCE 7 Section 26.11. GC := 0.18 For enclosed buildings, ASCE 7 Table 26.11 -1 7. External Pressure Coefficients C and GC for MWFRS and C &C respectively as determined by ASCE 7 Section 27.4.1 for Enclosed and Partially Enclosed Rigid Buildings and by Figure 27.4 -1. A. MWFRS: CpWW0 := 0.8 Walls: Windward Walls, Longitudinal and Transverse (for use with qz, for all values of Lio /Lt, and L C pWWtr := 0.8 13038 Loads.mcd, 5 :22 PM, 10/6/2013, 3 of 15 FLANSBURG ENGINEERING Project #13038 Page L4 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Leeward Walls, Longitudinal (fa use Leeward Walls, Transverse (for use with qh, based upon ratio of L with qh, based upon ratio of LAO: C pLRIo = 0 C pLRtr = 0.5 Total Walls, Longitudinal: Total Walls, Transverse Cp ll10 = 1.167 C pWtr = 1.3 Roof, Longitudinal: Roof, Transverse For use with qh, based upon ratio of For use with qh, based upon ratio of MRH to L and roof angle (0) MRH to L and roof angle (0) hL = 0.435 hL = 0.725 Windward Roof, Longitudinal and Transverse, interpolated from ASCE 7 figure 6 -6: C pWRIo = 0 C pWRtr = 0.138 Leeward Roof, Longitudinal and Transverse (from ASCE 7 figure 6-6): C C and C factors utilize same interpolations as previous section. C pLRIo = 0 . 6 C = 0.6 pLRtr Total Roof Longitudinal: Total Roof Transverse: C pRlo := C pWRIo + C pLRIo C pRtr := C pWRtr + C pWRtr C pR10 = 0.8 C pRtr = 0.7 B. C &C Walls: n 0 from ASCE 7 Figure 30.4 -1 » � a ` 100 a - 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4 percent of least horzontal dimension or 3ft h - mean roof 11t. or MRH RA - Roof Angle (0) GCp := 1.3 for use with q assuming that each wall component (stud, etc.) carries an CCp 1.05 Effective Wind are of appro>imately 20 square feet 4 :_ Determine value of a ldh := L if L lo < L rr 10 percent of least horizontal dimension: L otherwise ldh = 30 a := 0.1- ldh a = 3 40 percent ci mean roof height: a := 0.4• MRH a = 8.7 4 percent of least horizontal dimension: a := 0.04•ldh a = 1.2 But not less than 3: a := 3 And Finally: a = 3 8. Velocity pressure q and q as determined by ASCE 7 Section 27.3.2: 13038 Loads.mcd, 5:22 PM, 10/6/2013, 4 of 15 FLANSBURG ENGINEERING Project #13038 Page L5 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com q is evaluated at Height z above Ground Level, and q is evaluated at Mean Roof Height (MRH), h. A. MWFRS: gz15 := 0.00256 Kd Vw2 gz15 = 11.19 Eqn. 23.3 -1 gz20 := 0.00256. K z20 . K zf K d V w 2 ' = 12.18 gz25 := 0.00256. K z25 . K zf K d V w 2 gz25 = 12.96 gz30 := 0.00256. K z30' K zf K d V w 2 g z30 = 13.75 gz40 := 0.00256. K zf K d V w 2 gz40 = 14.93 gz50 := 0.00256• K z50 . K zf K d V w 2 gz50 = 15.91 gz60 := 0.00256. K z60' K zf K d V w 2 gz60 = 16.69 q := 0.00256• K h •K zj K d V q = 12.961 B. CBC: ghCC := 0.00256 * Kzf Kd V w 2 ghCC = 13.747 9. Design wind load p as determined by ASCE 7 Chapter 27: A. MWFRS; Rigid Buildings of All Height ASCE 7 Section 27.4.1: Windward Walls, Longitudinal: pWW1510 := gz15 gz5 p WW1 510 = 9.63 Eqn. 27.4 - pWW2010 := gz20' G' C pWWIo + gz20' GC pi pWW2010 = 10.47 pWW2510 := gz25 C pWWIo + gz25• pWW2510 = 11.15 pWW3010 := gz30' G. C pWWIo + gz30' GC pi pWW3010 = 11.82 pWW4010 := gz30. G• C pWW10 + gz40' GC pi pWW4010 = 12.03 pWW50lo := gz40' G' C pWWIo + g z50' GC pi pWW5010 = 13.01 pWW6010 := gz40' + gz60' pWW60lo = 13.15 Leeward Walls, Longitudinal: pLWlo := gh - gh pLWlo = 1.71 Total Walls, Longitudial: pW1510 := p WW1 510 + pLW10 pW15lo = 11.333 pW2010 := WW2010 + pLW10 pW2Olo = 12.18 pW2510 := pWW2510 + pLfflo pW2510 = 12'85 pW3010 := pWW3010 + pLWlo pW3010 = 13.53 pW4010 := pWW40lo + pLW10 pW4010 = 13.74 C pLRIo - 0.6 pW50lo := PWW5010 + pLWlo pW5010 = 14.72 pW6010 := PWW6010 + pLW10 pW60lo = 14.86 13038 Loads.mcd, 5:22 PM, 10/8/2013, 5 of 15 FLANSBURG ENGINEERING Project #13038 Page L6 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Windward Roof, Longitudinal: PWRIo gh• + qh -GC pi PWRIo = 4.82 Leeward Roof, Longitudinal: PWRIo gh' - gh' PLR10 - 4.28 Total Roof, Longitudinal: PRIo PWRIo + PWRIo PRIo - 9.1 ASCE 7 sectino 27.4.7 Minumum wind Loads. The wind loads used in the design of the main wind- force - residsting system shall not be less that 16 psf on the projected vertical area for walls and 8 psf for roofs. Total Walls, Longitudinal: . Pw3010 = 16.0 I PW6Olo = 16.0 1 I'll . 2010 = 16.(1 P11 - 16.0 P W2510 = 16.0 P Luc 01 = 1 6.0 1 Total Roof, Longitudinal: I PR10 = 9.1 I Windward Walls, Transverse: PWW15tr = 9.63 p WW301r = 11 PWW601r = 13.15 PWW2Otr = 10.47 PWW40tr = 12.03 PWW25tr = 11 PWW50tr = 13.01 Leeward Walls, Transverse: PLWtr gh ' G C pLWtr - gh PLWtr = 3.18 Total Walls, Transverse: P W151r = 12.802 PW301r = 15 PW6Otr = 16.33 PW20tr = 13 PW4Otr = 15.21 PW25tr = 14.32 PW50tr = 16.19 Windward Roof, Transverse: PWRtr gh' G ' C pWRtr + gh •GC pi P WRIT = 3.86 Leeward Roof, Transverse: PLRtr gh C pLR1r - gh -GC pi PLRtr = 4.28 Total Roof, Transverse: PRrr PWRIr + PLRtr PRtr = 8.13 ASCE 7 sectino 27.4.7 Minumum wind Loads. Total Walls, Transverse: I PWI5tr 16 PW301r = 16.° I PW60tr = 16.3 PW201r - 16 PW40tr 16.0 W25tr = 16.0 PW50tr = 16.2 Total Roof, Transverse: PRrr - 8.1 B. C &C; Law -Rise Buildings and Buildings with h <= 60 ft. ASCE 7 Section 30.4 ghcc evaluated at mean roof height h using exposure defined in ASCE 7 Section 27.6.3 Walls - End Zone 5, ending at a = 3 ft from corners PwCC5 := ghCC(GCp5 - GCpi) PwCC5 = 15.397 Walls Interior Zone 4, beniming at a = 3 ft from corners PwCC4 ghCC (GCp - GC pi) PwCC4 = 1 1.96 ASCE 7 sectino 30.2.2 Minumum wind Loads. The wind loads used in the design of the C &C shall not be less that 16 psf on either direction normal to the surface. Walls - End Zone 5, ending at a = 3 ft from corners PwCC5 = 16.0 for stresses 13038 Loads,mcd. 5:22 PM, 10/6/2013, 6 of 15 FLANSBURG ENGINEERING Project #13038 Page L7 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Walls- Int Zone 4, beginning at a 3 ft from corners p w(r4 = 16.0 1 for streses The previous C &C wall loads are used for the stress design of wall member according to the load combinations listed in the Table of Contents Section V, "Load Combinations ". IBC Table 1604.3 "Deflection Limits" lists limits of 1/240 and 1/120 for exterior walls with brittile and feixible finishes, respectivly. A flexible finish is intended to be one that has been designed to accomodate the higher deflection indicated and remain serviceable. Typically exterior walls are covered with Gypsum Wallboard, a material that may crack under the more liberal deflection limits of 1/120 however, it is assumed that the finish will remain serviceable if cracked. IBC Table 1604.3 note f, wind load is permitted to be taken as 0.7 times the C &C loads for the purpose of determining deflection limits herin. When Basic Wind Speed is low, the 16 psf minumum pressure will normally control. Walls - End Zone 5, ending at a = 3 ft from corners p wcc5 - 16.0 for deflections Walls- Int Zone 4, beginning at a = 3 ft from corners p w.c( . 4 - 16.0 1 for deflections V. Seismic Loads: Section 11.4: Seismic Ground Motion Values 11.4.1 Mapped Acceleration Parameters. Ss and S1 are determined taken from USGS website. 11.4.1 Site Class Definitions. When the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official determines that Site Class E or F soil is likely to be present at the site. Site Class A: Had rock Site Class B: Rock Site Class C: Very dense soil and soft rock Site Class D Soil profile name Stiff Soil Profile, assumed unless provided otherwise. Site Class E: Soft soil profile SITE COEFFICIENT F Table 11.4 -1; depends on the Short Period (S and Site Class 13038 Loads.mcd, 5:22 PM, 10/6/2013, 7 of 15 FLANSBURG ENGINEERING Project #13038 Page L8 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com S s S 91.8 as input above S := S = 0.918 in decimal format for calculations 100 F = 1.13 SITE COEFFICIENT Fv: Table 11.4 -2; depends on the 1- second period (S and Site Class. S S = 33.3 as input above S :=— S = 0.333 in decimal format for calculations 100 F = 1.734 11.4.4 Design spectral response acceleration parameters. A. Design spectral response acceleration for short periods: S DS : _ ? F S I S = 0.693 Equation 11.4 -1 and 11.4 -3 combined 3 B. Design spectral response acceleration for 1- second periods: S : = ? F S IS = 0.385 Equation 11.4 -2 and 11.4 -4 combined 3 11.4.5 Design Response Spectrum: from 12.8.2.1 equation 12.8 -7 the approximate fundamental period of the structure is: T := C1.[Heighrlo)] T= 0.175 where C := 0.02 from table 12.8 -2 Height = 18 feet, from above T : = 0.2� S T = 0.111 SDI T 0.555 S DS S DS T : = 16 from figures 22.15 through 20 the design response specturm 5 per equations 11.4 -5, 11.4 -6, and 11.4 -7: S = 0.693 Section 11.5: Importance Factor and Occupancy Category 11.5.1 Importance Factor, from Table 11.5 -1 /. - 1.00 since Occupance Category O(' = 2 Section 11.6: Seismic Design Category 11.6 Seismic Design Catagory SDC = "D" based upon Spg and OC above Section 123.4: Redundancy 12.3.4.1 Conditions Where Value of p =1.0. 12.3.4.2 Redundancy Factor, p, for Seismic Design Categories D through F. Assume that the strict conditions of items a and b are not feasible: p = 1.33 for SDC D through F Therefore p = 1.33 Section 12.8 Equivalent Lateral Force Procedure 12.8.1 Seismic Base Shear. The seismic base shear, V, in a given direction shall be determined in accrodance with equation 12.8 -1: 1 := C S [[� W = the effective seismic weight of the structure, w/ the total dead load & other loads listed 12.8.1 13038 Loads.mcd, 5:22 PM, 10/6/2013, 8 of 15 FLANSBURG ENGINEERING Project #13038 Page L9 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com 12.8.1.1 Calculation of Seismic Response Coefficient. The seismic reponse coefficient, C shall be determ ned in accordance with equation 12.8 - :" S DS C CS =0.107 Equation 12.8 -2 ( the value of C need not exceed the following: C Sm S DI R C Sm = 0.339 if T < or = T Equation 12.8 -3 R T• — / E S DI CSn := R T2 I C = 1.939 if T > T Equation 12.8 -4 I E the value of C shall not be less than 0.01: (� s = 0.107 Equation 12.8 -5 In addition, for structures located where S is equal to or greater than 0.6g, C shall not be less than S C := 0.5 C R C S = 0.107 since 1 = 0.333 Equation 12.8 - • Finally: V:= p- C W V= 0.142 W (factored for LRFD) V := 0.7V W V= 0.099 W (unfactored for ASD) 12.8.3 Vertical distribution. The forces at each level shall be calculated using the following equation: F := p•CS w F x = 0.142 w (factored for LRFD) Equation 12.8.11 w = Portion of the effective seismic wt of structure, W, at level x Fx 0.7F w X /_ = 0.099 w (unfactored for ASD) NOTE: A REDISTRUBUTION OF SEISMIC SHEAR ACCORDING TO SECTION 128.3 FOLLOWS 12.8.4 Horizontal distribution. Diaphragms constructed of untopped steel decking or wood structural panels or similar light- framed construction are permitted to be considered as flexible. VI. Load Combinations: Section 2.4.1 Combining Nominal Loads Using Allowable Stress Design. 2.4.1 Basic Combinations. Loads listed herein shall be considered to act in the following combinations; whichever produces the most unfavorable effect in the building, foundation, or structural member being considered. Effects of one or more loads not acting shall be considered. 1. D +F 2. D +H +F +L +T 3. D + H + F + (Lr or S or R) 4. D + H + F + 0.75(L + T) + 0.75(Lr or S or R) 5. D + H + F + (W or 0.7E) 6. D+ H+ F+ 0. 75 (Wor0.7E) +0.75L +0.75(LrorSorR) 7. 0.6D + W + H 8. 0.6D +07E +H 13038 Loads.mcd, 5.22 PM, 10/6/2013, 9 of 15 FLANSBURG ENGINEERING Project #13038 Page L10 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff@flansburgeng.com VII. Diaphragm Wind Loads: Determine mean height of the walls for each level in the structure. / 18 \ 4 0 := 0.. (N L Height, = 10 i = 1 (From above) 0 `2 Determine the wind pressure for each diaphragm level. Diaphragm loads will be calculated from these pressures based on the height 16 16 WP/o. = 16 WP tr. = 16 16 16 Diaphragm Loads: Longitudinal Roof Diaphragm: Roof wind pressures calculated above assume a sloping roof. Determine wind pressures for the roof at the Mean Roof Height if wall surface pressures are being used (i.e. a gable end exists). Roof Pressure for use in calculations for the middle part of elevation: PRmidlo '= PWl510 if MRH 5 15 A Roo fmidlo = 2 PW2010 if 15 S MRH < 20 A Roo fmidlo = 2 PW2510 if 20 5 MRH < 25 A Roo fmidlo = 2 PW3010 if 25 5 MRH < 30 A Roo fmidlo = 2 PRmidlo = 16.0 PW4010 'f 30 5 MRH < 40 A Roo fmidlo = 2 PW50lo if 40 5 MRH < 50 A Roo fmidlo = 2 PW6010 if 50 5 MRH < 60 A Roo fmidlo = 2 PRio otherwise Similarly, Roof Pressure for use in calculations for the left part of elevation: PRleftlo = 0 Similarly, Roof Pressure for use in calculations for the right part of elevation: PRrighrlo = 0 RH (Rr 12 P Rmidlo w Rlo '_ RH PRmidlo + - RH' ' .2• 2 L tr - RH - R 12 PRleftlo + PRrightlo (Height - Height l 0.5• 2 L +(WP1o1 }• J tr r l J +.5•(WP () - WP / Height 3 J Transver Roof Diaphragm: \ J l 13038 Loads.mcd, 5:22 PM, 10/6/2013, 10 of 15 FLANSBURG ENGINEERING Project #13038 Page L11 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Roof wind pressures calculated above assume a sloping roof. Determine wind pressures for the roof at the Mean Roof Height if wall surface pressures are being used (i.e. a gable end exists). Roof Pressure for use in calculations for the middle part of elevation: pRmidtr = 8.1 Similarly, Roof Pressure for use in calculations for the left part of elevation: PRlefttr = 8.1 Similarly, Roof Pressure for use in calculations for the right part of elevation: pRrighttr = 8.1 RH [( 12 r PRmidtr W Rtr '_ R'PRmidtr + -0.5• RH' - • 2• ... 2 - L RH R 12 ) - PRlefttr + pRrighttr r Height() - Heights 1 + 0.5 RH 2 L + rWP •I 2 I ... - - to \ J f 2 - + .5•(WPtr o - WPtrs Height 3 - l W Rtr = 124.994 - Longitudinal Floor Diaphragms: . ( Height - Height ; +1 J W Flo .:= WP 1o . ' ... if 0 < i < N Levels - I I r +1 2 1 + .5•(WP - WPlo +1 ) Height; - Height; +1 3 `\ Height + 1 - Height + 2 +WP lo. 1+2 • 2 ) .•• 2 + .5•(WP1o i +1 - 1o +2 (Height + i - Heighti +2 3 0 otherwise Transverse Floor Diaphragms: calculation similar Diaphragm Wind Forces: Roof: x'Rlo = 154 plf Lon x 'Rtr = 125 plf Trans ( 144 \ ( 144 \ Floors: "'Flo = 0 plf Long W Ftr = 0 plf Trans \ 0 i ' 0 j VIII. Diaphragm Seismic Loads: Diaphragm Dimensions: /Llo\ /Ltr Dimensions := L10 ft Dimensions := 40 ft Li, . 40 Wall Data: 13038 Loads.mcd, 5:22 PM, 10/6/2013, 11 of 15 FLANSBURG ENGINEERING Project #13038 Page L12 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com 2" / 2" 8 8" NumWalls := 2 NumWalls := 2 Wall Weight := 8 psf Wall Weight := 8 psf 2, \ 8 8, Preliminary Diaphragm Seismic Loads Before Redistribution: Roof: w SRlo := F "Dr Dimensions to 0 ... ■ Height 0 — Height! \ + NumWalls Wall Weight lop 2 / psf Longitudinal x SRtr F D r • Dimensions 0 ... Height Heights psf Transverse +NumWalls •Wall Weight ■ 0 0 2 Floors: x ' SFlo, F D f Dimensionslor +I ... if 0 5 i < N Levels — 1 (Height,— Height,+ i) + ( Height,+ 1 — Height + 2) + NumWalls • Wall Weight 10 _ r r +I 2 plf Longitudinal 0 otherwise x SFtrr := F D f Dimensions ... if 0 5 i < N Levels — 1 (Height,— Height, + 1) + (Height + I — Height, +2 ) + NumWallstr +I . 2 plf Transverse 0 otherwise Preliminary Diaphragm Seismic Loads: Roof: WS Rlo = 8 1 psf Longitudinal ISRtr = 51 plf Transverse Floors: 74 62 " SFIo = 0 psf Longitudinal w SFtr. = 0 plf Transverse r r 0, 0 Redistribute Seismic Loads: Total Base Shear: BaseShear'to := w SRIo + E w SFIo BaseShear' w SRtr + I w S Ftr BaseShear' = 155 lb Longitudinal BaseShear' = 113 lb Transverse ShearHeight w SFlo.'� Height, +I) if 0 5 i < N Levels — 1 r r 0 otherwise ShearHeighttr wSFlo•(Height, +I) if 0 <— i < N Levels — 1 r r (739 0 otherwise ShearHeight = 0 (739 0 ShearHeight = 0 \ 0 [w SRIo• ( Height • BaseShear'l w SRlo '_ / [ SRIo• (Height + E (ShearHeightl0) 13038 Loads.mcd, 5:22 PM, 10/6/2013, 12 of 15 FLANSBURG ENGINEERING Project #13038 Page L13 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com [w SR1r• ( Height • BaseShear tr] w SRtr := [w SRtr' ( Height + 1(Shearlleight [w SFIo ( Height,. 1) • BaseShear'! wSFlo.:= l / if 0 i < NLevels — 1 1 [ 5'Rlo (Height0)] + E w SFIo• ( Height;+ 1) 0 otherwise [ SFt :( Height + l) • BaseShear' wSFtr.:= if 0 < i < N Levels — 1 1 [w's Rt r•(Heighte)] +E wSF1r•(Height, +i) 0 otherwise w SRIo = 103 plf Longitudinal Roof w SRtr = 63 plf Transverse Roof 52 46 w = 0 plf Longitudinal Floors W SFir = 0 plf Transverse Floors SFIo - 0 0 BaseShear := ' + ' BaseShear w SRIo + E w SFIo tr wSRtr w SFtr BaseShear = 155 lb Longitudinal BaseShear = 113 lb Transverse VIIII. Diaphragms and Shearwalls: Diaphragm Wind Forces: / ( Rio. Dimensions tro \ ) (wRtr' Dimensions% 0 ) Roof: v RO 2• Dimensions % V RWtr 2• Dimensions 0 0 w Rlo' ( Dimensionstr )2 wRtr' (Dimensions% ) 2 -- 0 0 T RHO 8• Dimensions % TRWtr 8. Dimensions 0 _ 0 Floors: (wFlo r Dimensions ) (w Fir . Dimensions ) vFWlo. := r if 0 < i < N Levels — I VFWtr if 0 < i < NLevels — 1 r 2• Dimensions 1 2• Dimensions tr 1 I 0 otherwise 0 otherwise [w Flo (Dimensionstr)21 [wFtr.•(Dimensions%.)21 - T FWo. ! 1 J if 0 s i < N Levels — 1 T FWtr. 1 1 J if 0 5 i < N Levels — 1 r 8• Dimensions t 8. Dimensions , r 0 otherwise 0 otherwise Diaphragm Seismic Forces: 13038 Loads.mcd, 5:22 PM, 10/8/2013, 13 of 15 FLANSBURG ENGINEERING Project #13038 Page L14 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com (wSRIo Dimensionstr (IfSRtr Dimensions loo) Roof: V RSIo V RStr : = J 2• Dimensions 10 2• Dimensions tr 0 0 wSRIo•(Dimensionstr )2 2 T 0 wSRtr• (Dime l RSIo '— 8. Dimension — J 1 T RStr •= 8• Dimensions 0 _ 0 Floors: (wSFlo.• Dimensionstr) (wSFtr• Dimensionslo.) VFSIo I if 0 5 i < N Levels — 1 V FStr := ' if 0 _ i < N Levels — 1 r 2• Dimensions r 2• Dimensions , r 0 otherwise [wSFtr.(Dimensionsk)2] 0 otherwise [ x SFIo • ( Dimensions tr) 2 ] T�lo :_ i f 0 5 i< N Levels — 1 TFStr.:_ r if 0 i< N Levels — 1 r 8• Dimensions r 8• Dimensions . 1 i 0 otherwise 0 otherwise Diaphragm Stress Summary: Wind Forces: Roof: V Ri m = 46 plf Longitudinal V RWtr = 104 plf Transverse T RWIo = 347 lb Longitudinal T RWtr = 1302 lb Transverse Floors: 43 120 V FW10 = p If Longitudinal V = p plf Transverse 1 0 0 324 lb Longitudinal 1500 T ilo = 0 T FWtr = 0 lb Transverse 0 j 0 Seismic Forces: V RSIo = 31 plf Longitudinal V Rstr = 52 plf Transverse Roof: T RS10 = 231 lb Longitudinal T RStr = 652 lb Transverse Floors: '16 38� V FSlo = 0 plf Longitudinal VFS = 0 plf Transverse 1 , 0 0, 117" '474" T pslo = 0 lb Longitudinal T FStr = 0 lb Transverse r 1 0 i 0 i Shearwall Load Summary: 13038 Loads.mcd, 5:22 PM, 10/6/2013, 14 of 15 FLANSBURG ENGINEERING Project #13038 Page L15 Commercial and Residential Engineering Services 510 SE 329th Ave (360) 835 -0372 Washougal, WA 98671 jeff @flansburgeng.com Wind: Roof: w Rlo = 154 plf Longitudinal w Rtr = 125 plf Transverse 4 144 \ '144 Floors: w Flo, = O plf Longitudinal w Ftr 7 ° 0 plf Transverse 0 j 0 j Seismic: Roof: w sRlo = 103 plf Lon W SRtr = 63 plf Transverse X 52 " 46 plf Longitudinal plf Transverse Floors: w SFlo = 0 W SFtr = 0 \ O i 0) 13038 Loads.mcd, 5:22 PM, 10/6/2013, 15 of 15 FLANSBURG ENGINEERING Project613036; Page 116 Commercial and Residential Engineering Services 106 SE Weir St, Suite 1 (360) 835 -0372 Camas, WA 98607 (360) 835 -0725 Fax I LONGITUDINAL LATERAL LOADS `1111 t'$' 7 2.0)F D/A pi-t t?A6 ►- —_ co (Mull -r Qu I zo I zoo + 1b , DIAD't{D P.6.1— 1 � I II DESIGN LOADS 1 sit U _ ■ to 1 pc.F E Fes" pp l.tS vfpvn : ( t" y) Pur ` A5SuMes Qtb'C rrY AT $ W — I 3 .4 1Jppl=(2.. _ t,t Nt'S 1 Z t LINE LOADS 6 tv.i -'f $.-If (} U A.J G AAS AT 1---i n,6 + / A S VflZ f 00 CE 3%.;S: t rN6 S,(STfir ►S Nur T3$ tut At�Ti25n Al A►,,Y 01 try or p'brO �I ))f, 231u R0U vt ` c�3 �i = tSt-tf L) P17 v l ( ZS - t ( 14E1'4) X 1-1.7 - C zo� F F LA N S B U RG ENGINEERING Project #13038; Page L17 Commercial and Residential Engineering Services 106 SE Weir St, Suite 1 (360) 835 -0372 Camas, WA 98607 (360) 835 -0725 Fax SHEARWALLS SUPPORTING ROOF DIAPHRAGM (LONG) V, � S cs) / 2311 w ede (,q / 10 - ( ! S J pct F C231xiok$- .4 1 -X( DZ( /ta > 2� vpc.t Ft 5f1C_* Fv- Or 5+IbAv Lop Lt— fiA5 A S' ADP I •+b FAQ U) 2 �l J � PSG _ 6 F5. 14°(ZSv 2 -( No 1J-ET Opwr SHEARWALLS SUPPORTING UPPER FLOOR DIAPHRAGM NO CAK RN CO5 Ai `rtit s r✓-s v6 c- FLANSBURG ENGINEERING Project813038; Page L18 Commercial and Residential Engineering Services 106 SE Weir St, Suite 1 (360) 835 -0372 Camas, WA 98607 (360) 835 -0725 Fax TRANSVERSE LATERAL LOADS • so \144 "0o w `igDP11 t' Nor A-FF+ =LT Vier P itc. rot) ce S t 9 t 6A, veST.grto 1 N `F V l Z rc21 .. -7 7'f 6F011 tt A1JPi -KSc S v OLJEGVSSAD FLANSBURG ENGINEERING Project 613038; Page V1 Commercial and Residential Engineering Services 106 SE Weir St, Suite 1 (360) 835 -0372 Camas, WA 98607 (360) 835 -0725 Fax VERTICAL LOADS 15 PSF ROOF DEAD 25 PSF ROOF SNOW 12 PSF FLOOR DEAD 40 PSF FLOOR LIVE 8 PSF WALL DEAD 1500 PSF SOIL BEARING ROOF FRAMING Ew, nr L TAW V• v5 6 Agc.E 5iY . s $ i.) . � gva.rr 'tom $f� (--)4 A ND 136 A0 \ C 0 PJ U., Aue- Writ( pp op gJWw Lot w c.%D 8L)tl,DiNto FOOT p trt t 5O ¥cgt VI 0 Y L iO F 5' . fffR 14 \EL *(I4S f Po V.-) S *t 811 [.t «T 1.5 AST Io f$47. 11 SP RU:: So t)'= 40.1 512,,E HDQ_ r o . 6` -V SPAN' f( - 4-1-FA 00, 1. - C' 4 z C 1 L3 6 p Lf s 0 61-e" o 2DJ� 200 (- 1) pr b, Z ,k i4P 5pAto = LOS" towPoo + 2 k16" sP>' = 8o" O . 6 -8" . 111t `� W tl.l. Ssvpt.1rf CONST U(-7 IO•J 1.161ct 4-{p7 db h- Ac.,At `to oyi S *r Ni. sIu05 ) CONC.-VA L.60 #-t AN6F {- fit l.E VA.OuI.J i-!AL) RS, - t+,E - t tPm. w t 4 w.ovt Lt KSL)( 135 ow oriort . or Lie + N. 5' -y r IJ - t . Project #13038; Page V2 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 106 SE Weir St, Suite 1 (360) 835 -0372 Camas, WA 98607 (360) 835 -0725 Fax COI.V1MN ff= 1 - O ~ Mitt( Q A' aso }F D r cl o 4 s a(..30-■ 411 E ' C� Ek,sT NA. 2-g, brit, 44 z ot. WAN USE 3" 4-10Cc o FiA uroc Q, - 2350 > 1 4 ' p.F00 k 2.co ww.G, 1.606t -I.1 p612- V A Gvr +16RO V. S+AwV-T CO ( I1 rniti B6ADS o ;Ac-4i rJD. -t1-4(9 Loo-L. +t(, 4 pc-Ac o sr ANO 1 opt ScAppg0 IN "DOw\ INS'OE A0 SL O 60c,' 4. do C. ��- ADD V.-o(.t-ILL 1a push -kpQ do .5 x ?6 IDE wA iL ( 14 . tztitA A Of (P A MIN r ��XWR�ID �-6, 23.1 m 11111111111111 I 1 A 1)5 -f I (..- 51.E r0 low N A. - A Project *13038; Page V3 COMPANY PROJECT FLANSBURG ENGINEERING i Wood Works° l, Ave Washougal, WA 98671 SOF /WARE FOR WOOD DESIGN (360) 901-1614 • Oct. 5, 2013 16:30 H1.wwb Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 225.0 plf Load2 Snow _Full UDL _ 375.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 6•-8•$ Dead 750 750 Live 1250 1250 Total 2000 2000 Bearing: Load Comb #2 #2 Length 0.91 0.91 Cb 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x8" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 97 Fv' = 207 fv /Fv' = 0.47 Bending( +) fb = 1305 Fb' = 1332 fb /Fb' = 0.98 Dead Defl'n 0.06 = <L/999 Live Defl'n 0.09 = L /853 0.22 = L/360 0.42 Total Defl'n 0.18 = L/449 0.33 = L/240 0.53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC{ Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emir: 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC i2 = D +S, V = 2000, V design = 1637 lbs Bending( +): LC ill = D +S, M = 3333 lbs -ft Deflection: LC #2 = D +S EI = 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. Designer: jtf Project #13038; Page V4 COMPANY PROJECT FLANSBURG ENGINEERING I I I Wood Works® 510 hougal, Ave 98671 SOF fWARf fOR WOOD OFUCA (360) 901-1614 • Oct. 6, 2013 07:35 Columnl.wwc Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location )ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00 ") 750 lbs Load2 Snow Axial (Ecc. = 0.00 ") 1250 lbs MAXIMUM REACTIONS (lbs): co 0 T Lumber Post, D.Fir -L, No.2, 1- 112x5 -112" Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 7.00= 7.00 [ft]; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. WARNING: your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes instead. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 242 Fc' = 1279 fc /Fc' = 0.19 Axial Bearing , fc = 242 Fc* = 1708 fc/Fc* = 0.14 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.749 1.100 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC #2 = D +S, P = 2000 lbs (D =dead L =live S =snow W =wind I= impact C= construction Lc= concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC -IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Designer: jtf Project #13038; Page D1 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 510 SE 329th Ave (360) 901 -1614 Washougal, WA 98671 jeff @flansburgeng.com GENERAL NOTES 1. VERIFICATION: The Contractor and Subcontractor(s) shall verify all structural plans, details, and dimensions with on -site conditions and drawings of others prior to construction. The Engineer as well as Architect or Designer shall be notified of any variations, inconsistencies, or conflict of and from these drawings prior to construction. 2. LOCATION: The Contractor and his subcontractors shall determine precise locations of structural elements such as holdown embedment, straps, beams, and columns before construction begins. 3. CONFLICTS: Notes and details on the drawings take precedence over the general notes and typical details in case of conflict. 4. SIMILAR WORK: Where details are not specifically shown, construction shall follow typical details for similar conditions, subject to review by the architect or engineer. 5. SUBSTITUTIONS: Provide manufacturer's approved product evaluation reports (ICBO Reports) and a list of all proposed substitutions to the engineer for review and written approval before fabrication. 6. SUBMISSIONS: Shop drawings, including sealed calculations, shall be submitted for the following items: 7. CONSTRUCTION LOADS: Materials shall be evenly distributed if placed on framed floors or roofs. Loads shall not exceed the allowable loading for the supporting members and their connections. 8. CONSTRUCTION METHODS AND PROJECT SAFETY: The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of ' , construction. Take necessary precautions to maintain and insure the integrity of the structure during construction. The Contractor is responsible for adequate bracing of the structure and parts thereof for wind, earthquake and construction forces until all structural components are permanently connected. Neither the owner nor architect/engineer will enforce safety measures or regulations. Contractor shall design, construct and maintain all safety devices, including shoring, rigging, scaffolding, formwork and bracing, and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and regulations. 9. CODES: All work shall conform to 2012 IBC 10. LIMITED SCOPE: Flansburg Engineering has been retained in a limited capacity for this project. The design calculations and drawings are based upon information provided by the client who is solely responsible for the accuracy of such information. No responsibility and /or liability is assumed by, or is to be assigned to, Flansburg Engineering for items beyond that shown on these structural drawings. 11. BUILDING ENVELOPE: No responsibility and/or liability is assumed by, or is to be assigned to, Flansburg Engineering for any and all waterproofing issues related to this project; this includes building penetrations specified on our drawings to facilitate structural connections. The owner or owner's agent may elect to employ a waterproofing expert as a part of the project team for consulting on all such issues. DESIGN LOADS 1. Wind: • Basic Wind Speed 95 mph (3- second gust), Exposure B • Wind Importance Factor Iw = 1.0 • Analytical Procedure of ASCE 7 section 6.5 2. Seismic • Seismic Importance Factor = 1.00 • Seismic Use Group = I • Mapped spectral response accelerations Ss= 91.8% g S1= 33.3% g • Site Class = D • Spectral response coefficients SDS = 0.693 SD1 = 0.385 Project #13038; Page D2 FLANSBURG ENGINEERING Commercial and Residential Engineering Services 510 SE 329th Ave (360) 901 -1614 Washougal, WA 98671 jeff @flansburgeng.com GENERAL NOTES - CONTINUED • Seismic Design Category = D • Basic Seismic - Force - Resisting system = Light frame walls w/ shear panels • Seismic Response Coefficient Cs = 0.107 • Response Modification Factor R = 6.5 • Equivalent Lateral Force Procedure of ASCE 7 section 12.8 3. Dead, Live, & Snow Loading Criteria • 15 psf roof dead 25 psf roof snow • 12 psf floor dead 50 psf floor live • 8 psf wall dead WOOD FRAMING 1. All framing lumber shall be western woods graded to Standard Western Lumber Grading Rules. 2. Use the following grades UNO: • Studs DF /L No. 2 Fb = 875 psi, Fc = 1300 psi • Beams 4x DF No. 2 Fb = 875 psi 3. Nailing shall follow IBC Table 2304.9.1 except as above or shown otherwise. 4. Simpson connector designations are used. Other connectors with ICC equivalency may be used. SPECIAL INSPECTION /INSPECTOR REQUIREMENTS REQUIREMENTS FOR SPECIAL INSPECTION: 1. SPECIAL INSPECTOR: Employed by the Owner. 2. REPORTS: Submitted to the Building Official and Flansburg Engineering. All discrepancies shall be • brought to the immediate attention of the contractor for correction; then, if not corrected, to the building official and Flansburg Engineering. 3. The Special Inspection is to be continuous during the performance of the work unless otherwise specified. 4. CERTIFICATION: Inspector must be certified by the Building Official to perform the types of inspections specified. SUMMARY OF STRUCTURAL CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS The construction inspections listed are in addition to the inspections required by IBC section 109. Special Inspection is not a substitute for inspection by the Building Official. Specially inspected work that is installed or covered without the approval of the Building Official and the Special Inspector is subject to removal or exposure. 1. RESPONSIBILITY: It is the responsibility of the General Contractor to inform the Special Inspector or Inspection Agency with adequate lead -time prior to performing any work that requires Special Inspection. 2. SPECIAL INSPECTIONS: A. None required. SPECIAL STRUCTURAL OBSERVATIONS BY FLANSBURG ENGINEERING 1. NOTIFICATION: 48 hours before observation. Delinquent notification may require demolition of covering materials to facilitate observation. 2. OBSERVATIONS BY FLANSBURG ENGINEERING: A. None required. • 3. WRITTEN STATEMENT: Flansburg Engineering will submit to the Building Official a written statement that the site visits have been made and identifying any reported deficiencies which, to the best of our knowledge, have not been resolved.