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Report (9) 77d 01.1 - 0011-16, Fry. ss ' 1414rk'r /e.. , Sherman Engineering, Inc. 3 15/ NE Sandy Blvd, Portland, OR 97232 (503) 230-5676 Ph (503)226-4745 Fax RECEIVED SEP 8 2014 CITY OF IIGARD %JONG DivisioN PINEBROOK COTTAGE REMODEL 8605 SW nebrook St. cci0 PR°Fes Tigard. Oregon �� �G}N cF S7�y �,N 1 6 December 18, 2013 . , ti► `0 GCN For: p-4/ "tY 10, � \� P� Suntel Home Designs "p. SHEs'� 6865 Boones Ferry Rd.. #202 EXPIRES: 6130/ Lake Oswego. Oregon 97035 Subject: Sheet No. Framing: Collar Tie CT I Lateral Load: ratio Cover PC I Roof Ledger RFI -RF2 Loading LL I -LL2 Wind/Diaph Shear LL3-LL4 Shearwalis LL5 Overturning LL6 Details D I —D7 ♦ • s Sherman Engineering, Inc. (503) 230-8876 Ph. 3/51 NE Sandy Blvd. Ste. 100 (503) 226-4745 Fx JOB: PINEBROOK COTTAGE PC I CLIENT: SUNTEL 12/15/13 JDM PATIO COVER WIND: 85 mph Exp B Open Structure: ASCE 7-05 Sec. 6.5. 13 Roof Slope = 2 12 9.5 degrees Net Design Pressure: P = cyGCN I :7' G = 0.85 CN = 1 .7 velocity pressure: qh = 0.00256 K.,Kn Kd V2 I = 13.7 P5F V = 95 Kz = 0.7 Kzt = 1 Kd = 0.85 depth Trib length Column Reaction : = 19.9 x 12 24 1430 Ibs Dead Load : I 0 x 12 24 720 Ibs Net uplift I Minimum ftg size = }' } Square x 18" I Seismic: CAT. D ASCE 7-05, Sec. V = RSdS W = 0. 142 W Sds = 0.77 R = 6.5 Load: Dead De- h Width 4011 r5+ xkips Vw = 0. 14 x 2.88 kips Wt M = 0.41 x 6 = 2456 Ft-117s Ft = 2456 / 24 = 102 Ibs 4,"144 &,ele • JOB: PINEBROOK COTTAGE RF1 CLIENT: SUNTEL 12/18/13 JDM ROOF LEDGER Loading: DL rsf LL psf Total psf 1::. 35 Tributary: ft G ft x 35 psf = 210 plf 210 plf x 1 .33 ft = 279.3 # V I Gd= I 39 # USE: 279.3 = 2Ol 01 I Gd NAILS @ I G" 0.C. I 139 Seismic: 5d, = 0.77 R = 6.5 1 .2 5d, V = 0. 142 W Load: x x = kips VW = 0. 14 x 286 = 1b;4:1": :', kips - -- Lag Botts: V 3/8" LAG BOLT: 200# x I .G = 320 V Governs: 0.41 / 0.32 = .28 1 .28 = 3/8" LAG BOLTS 'USE 2x I 0 LEDGER W/ (3) I Gd NAILS @ I G" O.C. AND 3/8" LAG DOLT @ 48" O.C. JOB: PINEBROOK COTTAGE RF2 CLIENT: SUNTEL 12/18/13 JDM ROOF LEDGER Loading: DL psf LL psf Total psf ( 35 Tributary: 4 ft 4 ft x 35 psf = 140 plf 140 plf x 1 .33 ft = 186.2 # V I6d= 139 # USE: 186.2 = 1 .34 2`- 16d NAILS @l6" O.C. 139 Seismic: 5d5 = 0.77 R = 6.5 V = I .2 5.515 w = 0. 142 W R Load: psf x ` x _ (� 64' kips VW = 0. 14 x 0.64 = n ;� `?� kips Lag Bolts: V 3/8" LAG DOLT: 200# x I .6 = 320 V Governs: 0.09 / 0.32 = 0.28 0.28 = ( ,_',`::•,0,113/5" LAG BOLTS USE 2x I 0 LEDGER W/ (2) 16d NAILS @ 1 6" 0.C. AND 3/5" LAG BOLT @ 45" O.C. • PINES ROOK COTTAGE ( Lateral Load LL I 12/18/13 2a,RRAFa Per ASCE 7-05 100 mph EXP B ROOF PITCH: Vertical Iloriz. Degrees 12 12 45.0 Mean Roof lit (ft) Ht Factor Method I Wind Resisting System 'A' 'B' �C� '0' 0<h<30 1.00 17.9 12.2 14.2 9.8 35 I.05 18.8 12.8 14.9 10.3 40 1.09 20.5 14.0 16.3 1 1 .2 45 1.12 22.9 15.6 18.2 12.6 • End Zone Distance: Save Ht(ft) 22 x 40% = 5.8 ft Bldg Width (ft) 32 x 10% = 3.2 ft Width x4% = I.3 ft Bldg Length (ft) 24 x 10% = 2.4 ft Length x4%= I .0 ft Minimum = 2.4 ft Edge Strip =3.0 ft (End Zone = 2x Edge Strip) End Zone = 6.0 ft til.s s :..� R � "�,," Per IBC 2009 Use Group = I Number of Stories = I < 3 Simplified analysis per IBC 5d, = 0.72 R= 6.5 Roof W= 15 psf 1896 ft2 = 28.4 kips Walls W= 8 psf 9 1/2 ft I 12 ft2 = 4.0 kips Partitions W= 6 psf 9 1/2 ft 78 ftZ = 2.I kips Total W 34.6 kips 1 .25d, W - R 0.133 W - 4:4 V - 3.3 kips Pinebrook-LL.(ASCE?100mph)Exp 8 • , . , . . i• , 7, . 1 • Design Maps Summary Report User-Specified Input Report Title 12460 se main street tigard Mon September 23, 2013 23:47:00 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43026°N, 122.77209°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III -; I ,��`., o r} ' ik1 Y ii QR t , ,, . ,...,....1...._,ice E b rrk: ,�a ,. s14r'ft i ISY"kg�5:r''.' • a.-.:. ..ii.:,.-4).4,, .."A�6.(, ".t"y r ',I $' F s.7-},,••/:,,• ',,..4; ,.. .�i T.vX .-7;' �''SG. 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A' %iiiP.X_ ,[. �t1fiF}F:.:`, k :� a sx - w.. xi ..;'.-.-;:i:,,,. t USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g Si = 0.423 g SM1 = 0.667 g SDi = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEa Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.22 D.56 0.77 S 0.66 O3 0.t0 I 0.55 , y 0.40 0.44 0.32 0.33 • 0.24 D.22 0.16 0.11 0.09 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 0.00 .0 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.40 2.00 Period.T(sec) Period.T(sec) For PGA,,T„ CRS, and CRa values, please view the detailed report. SHERMAN ENGINEERING, INC. ' 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2009 JOB: PINEBROOK COTTAGE Loading: FRONT BACK V1 V2 V3 V4 Roof Wall End Zone= 12.2psf 17,9 psf Interior= 9.8 psf 14.2 psf End Zone Interior 1 '' End Zone End Zone Length= 6 ft Roof Ht. 13 ft Diaph 1 width 32 ft Wall Ht. 9 ft Qn Qn Qn Diaph 2 width 32 ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft _ kips _ 1 End Left 122 6 _ : 13 32 9.8 26 13 32 2,2 2 End Right 9.8 26 13 32 12.2. 6 13 32 2.2 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft _ft psf ft ft ft psf ft ft ft kips 1 End Left 17.9 6 4.5 32 142 26 4.5 32 1.1 2 End Right 14.2 26 " 4.5 T 32 17.9 6 4.5 32 1.1 MAIN FLR Roof Wall BASE FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= 122 psf 17.9 psf End Zone= 12.2''psf 17.9 psf Interior= 9.8 psf 14.2 psf Interior= 9.8!psf 14.2 psf LINE ROOF UPR FLR TOTAL 1 2.2 1.1 3.3 Diaph 1 width 22 ft Diaph 1 width 22 ft 2 2.2 1.1 3.3 Diaph 2 width` 22 ft Diaph 2 width 22 ft r_1 V� ' 1 SHERMAN ENGINEERING, INC. ' 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2009 JOB: PINEBROOK COTTAGE Loading: SIDE/SIDE . VI V2 V3 V4 Roof Wall End Zone= 12.2';psf 17.9psf Interior= 9.8 psf 14.2 psf End Zone , I Interior I ♦ End Zone End Zone Length= 6 ft Roof Ht. 7 ft Diaph 1 width 24 ft Wall Ht. 9 ft Qn Qn Qn Diaph 2 width 24 ft Shear VI V2 V3 V4 REACTION • Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 122 6 7 24 9.8 18 7 24 0.9 B End Right 9.8 18 7 24 12.2 6 7 24 0.9 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft _ psf ft ft ft psf ft ft ft kips A End Left 17.9 .6 4.5 24 142 18 4.5 240.9 B End Right 14.2 18 4.5 24 ' ; 17.9 6 4.5 24 0.9 MAIN FLR Roof Wall BASE FLR Roof Wall TOTAL UPPER FLOOR LOAD 0 psf 17,9 psf 17;9:psf End Zone End Zone= " 12.2'psf = Interior= 9.8 psf 14.2!psf Interior= 0 psf 14.2 psf LINE ROOF UPR FLR TOTAL A 0.9 0.9 1,8 ' Diaph 1 width 16 ft Diaph 1 width 16 ft B 0.9 0.9 1.8 Diaph 2 width 33'ft Diaph 2 width 33 ft 3.5 Sherman Engineering, Inc. LL5 3151 NE Sandy Blvd. Portland, OR 97232 1TOJ C1", 12/18/13 - (503)230-8876 Phone (503)226-4745 Fax MIN11 OOK CQ1TAt% JnM rWN1 BACK LOADING WINI7(k) 5E15MIC(k) VI 3,3 1.7 V2 3.3 1.7 kOOF EIAFH. ., ,.:; 51-EAf;WA1-L5 @ UPP FLR IF] '1111111111 i i, VI 5 1.7 k : 13 LF - ( 131 #1') :._. w 3.3 k _ 13 LI' = 254 #/' Perf Wall: 254 + Co 0.11 - 330 #/' V2 5 1.7 k + 17 LF _ ( 100 #/') P ■I'1 — . w 3.3 k ÷ I7 LF .- 194 #/' Pee Wall: 194 + Co 0.82 - 237 *V' 1 - i' , iiiiii.III 4 A! II:1I 5117 /Sine LOAnING WINn(k) • 5e15MIC(k) VA 2.3 1,7 VI3 1.8 1.7 'POOP nIAPH, 5HEAt?WALL5 © LOW FI.12 VA 5 1.7 k T 13 LF - ( 131 #/') —iermnummiuuml W 2.3 k + 13 LF s 178 it/' ill I[T1IIIjI PeeWl: 178 + Co 0.69 — 28 #/ —„111���� V13 5 1.7 k _ 28 LF _ ( 61 #/') w 1.8 k _ 28 LF - 64 *t/' Perf Wall: 64 + Co 0.83 - 77 #/' 1 M OVERTURNING - FRONT BACK PINEBROOK COTTAGE LL + , 12/18/13 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/Fr HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE I V-1 13 0.330 9 4 15 11.15 WIND 38.6 0.00 2.46 ,.ir LINE I V-1 13 0.170 9 4 15 11.15 SEISMIC 19.9 0.00 1 .02 • LINE 2 V-1 17 0.237 9 4 15 19.07 WIND 36.3 0.00 1 .46 g47A170 LINE 2 V-1 17 0.122 . 9 4 15 19.07 SEISMIC 18.7 0.00 0.42 OK w/A.B.'s OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH' SHEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE A V-1 13 0.258 9 12 15 21.29 WIND 30.2 0.00 I .34 LINE A V-1 13 0.189 9 12 15 21.29 SEISMIC 22.1 0.00 0.72 �J, ^: LINED V-1 28 0.077 9 12 15 98.78 WIND 19.4 0.00 -1 .42 OK w/A.B.'s LINE B V-1 28 0.051 9 12 15 98.78 SEISMIC 12.9 0.00 -I .GG OK w/A.B.'s , Pinebrook-OT L_