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Report Sherman Engineering, INC. 14 I 0 NW Kearney St. #517 Portland OR, 97209 BeamChek v2OO5 licensed to:Sherman Engineering INC. Reg#5234-65428 CEDAR RIDGE - GARAGE RBI Prepared by: DPS Date: 8/18/06 • 5e/ecton 4x 12 DF-L#2 Lu = 0.0 Ft Conditions ND5 2001 Min Bearing Area RI = 3.5 m2R2= 3.5 in2 DL Defl 0.10 in Data Beam Span 12.0 ft Reaction I LL 1320# Reaction 2 LL 1320# Beam Wt per ft 9.57 # Reaction I TL 2 169 # Reaction 2 TL 2169 # Bm Wt Included 115 # Maximum V 2 169 # Max Moment 6508'# Max V(Reduced) 1830# TL Max Defl L/ 240 TL Actual Defl L/ 568 LL Max Defl L/360 LL Actual Defl L/934 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.25 0.15 Critical 68.60 13.26 0.60 0.40 Status OK OK OK OK Ratio 93% 34% 42% 39% Fb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Base Values 900 180 I .6 625 Base Adjusted 1139 207 1 .6 625 Adjustments CF Size Factor 1. 100 Cd Duration I .I5 1 . I5 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 220 Uniform TL: 352 = A • i Uniform Load A Z\ Q RI = 2169 R2 = 2 169 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. PD) Sherman Engineering, INC. CAGE 1410 NW Kearney St. #517 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge Garage HD I Prepared by: ZTJ Date: 8/03/06 Selection 6x 12 DF-L#1 Lu = 0.0 Ft Conditions NDS 200 I Min Bearing Area RI = 4.3 m2 K2= 4.3 in2 DL Defl 0.03 in Data Beam Span 9.25 ft Reaction I LL 16I 9 # Reaction 2 LL 1619 # Beam Wt per ft 15.37 # Reaction I TL 2661 # Reaction 2 TL 2661 # Bm Wt Included 142 # Maximum V 266 I # Max Moment 6154'# Max V (Reduced) 2 I I 0 # TL Max Defl L/ 240 TL Actual Defl L/ > 1000 LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 121 .23 63.25 0.08 0.05 Critical 54.70 18.61 0.46 0.3 I Status OK OK OK OK Ratio 45% 29% 18% 17% Pb (psi) Fv(psi) E (psi x mu) Fc I (psi) Values Base Values 1350 170 1 .6 625 Base Adjusted 1350 170 I .6 625 Adjustments CF Size Factor I .000 Cd Duration 1 .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 350 Uniform IL: 560 = A Uniform Load A R I = 2661 R2 = 2661 SPAN = 9.25 FT Uniform and partial uniform loads are lbs per lineal ft. SHERMAN ENGINEERING - CEDAR RIDGE GARAGES --M&GA-gO 2-2-0 Date and Time: 8/3/2006 1:51:21 PM MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45A4033 Central Longitude = -122.776223 MCE MAP VALUES Short Period Map Value - Ss = 106.1% g 1.0 sec Period Map Value - S1 = 37.2% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 106.1% g Soil Factor for Site Class D - Fa = 1.08 Residential Site Value = 2/3 x Fax Ss = 76.1% g Residential Seismic Design Category = D1 • I CEDAR RIDGE GARAGES Lateral Load LL I 8/3/06 t Lr3adanr�' I ;Vtl�ttd Per ASCE 7-02 100 mph EXP B ROOF PITCH: Vertical Horiz. Degrees 6 12 26.6 Mean Roof Ht(ft) Ht Factor Method 1 Wind Resisting System A' 'B' 'C' 'D' 0<h<30 1.00 17.9 12.2 14.2 9.8 35 1.05 18.8 12.8 14.9 10.3 40 I.09 20.5 14.0 16.3 1 1:2 45 I.1 2 22.9 15.6 18.2 1 2.6 End Zone Distance: cave Ht (ft) 8 x 40% = 3.2 ft Bldg Width (ft) 22 x 10% = 2.2 ft Width x4% = 0.9 ft Bldg Length(ft) 48 x 10% = 4.8 ft Length x4%= 1.9 ft Minimum = 2.2 ft Edge Strip = 3.0 ft (End Zone = 2x Edge Strip) End Zone = 6.0 ft :: i$ttt Per IBC 2003 Use Group = I Number of Stories = 2 < 3 -0" Simplified analysis per IBC Section 16 17.5 5d, = 0.761 R = 6.5 Roof W = 15 psf 960 ft2 = 14.4 kips Walls W= 8 psf 9 I/2 ft I 40 ft2 = 5.0 kips Partitions W= 6 psf 9 1/2 ft 60 ft2 1 .6 kips Total W 2 1.1 kips V = 1.2 Sds W _ _ 2.96 0.140 1A/ - 2.I kips R 1.4 SHERMAN ENGINEERING, INC. WIND LOAD PER IBC 2003 1410 NW Kearney St., No. 517 Portland, OR 97209 JOB: CEDAR RIDGE GARAGES Loading: V1 V2 V3 V4 Roof Wall End Zone= 12.2 psf 17.9 psf Interior= 9.8 psf 14.2 psf End Zone v Ilr Interior I V End Zone End Zone Length= 6 ft Qn Qn Qn 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 12.2 6 6 24 9.8 18 6 24 0.8 2 Inter 12.2 6 6 24 9.8 18 6 24 9.8 18 6 24 12.2 6 6 24 1.4 3 End Right 9.8 18 6 24 12.2 6 6 24 0.8 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 MAIN 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 24 14.2 18 4.5 24 0.9 2 Inter 17.9 6 4.5 24 14.2 18 4.5 24 14.2 18 4.5 24 17.9 6 4.5 24 1.6 3 End Right 14.2 18 4.5 24 17.9 6 4.5 24 0.9 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL 1 0.8 0.9 1.6 2 1.4 1.6 3.0 3 0.8 0.9 1.6 v SHERMAN ENGINEERING, INC. 1410 NW Kearney St., No. 517 Portland, OR 97209 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 _ A End Left 12.2 6 6 22 9.8 16 6 22 0.7 B End Right 9.8 16 6 22 12.2 6 6 22 0.7 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 MAIN 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 22 14.2 16 4.5 22 0.8 B End Right 14.2 16 4.5 22 17.9 6 4.5 22 0.8 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL A 0.7 0.8 1.5 B 0.7 0.8 1.5 Vv ( cc') =ch VQ4S17) ,Zz \a/ci+16 0 140047 -7: (47 1,191 c p 0 +iZ 7Z 54: c7, 0'1) T1 Zz �1 yrwc c) J ki LV\C� 300j ova? irlOdJ 3 OVUM -7-t{Jal--1i- y t/ 4 Wf qg X141(g 4777 :/)�>i . LL3 8/3/16 w o KDO1F DU191 ( - GAA GES = (--) g ,s 2.S Slur? r\fk _ .� Ei,0519 71�z1,57 4S' = 31 (zZq US = 1.5v- (i,os-) fig= 1.514-) 5' =3a0*-f, (2o i)A Y OF 01A-P1-4 I - GACYG E j cA?Pao - (z14) 0 w � 24 22 It VAI t VA, =1,6`"4- 1,5'� 3,o (2,I Uk = 3,01/4 (44'1) • -rite2305. 331 GRID 6; (Z.S� (3o = m i-rr- c* OVERTURNING - CEDAR RIDGE GARAGES LLG 8/17/2006 REDUCTION GRID SNEAK DEAD DEAD .667 WIND LOAD NET LINE LEVEL LENGTH SNEAR/FT HEIGHT TRIG LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE I V-1 4 0.400 9 4 15 1.06 WIND 14.4 0.00 3.42 Use STt1D 14 I LINE 2 V-1 22 0.136 9 4 15 31.94 WIND 26.9 0.00 0.25 IOK w/ A.B.'s I LINE 3 V-1 6.75 0.119 9 4 15 3.01 WIND 7.2 0.00 0.77 'Use STND 14 I REDUCTION GRID SHEAR DEAD DEAD .GG7 WIND LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE A V-1 24 0.031 9 11 15 68.26 WIND 6.7 0.00 -I .63 IOK w/ A.B.'s I LINE B V-1 2.5 0.300 9 11 15 0.74 WIND 6.8 0.00 2.50 'Use STND 14 I LINE A I V-1 24 0.063 9 11 15 68.26 WIND 13.6 0.00 -1 .34 I0K w/ A.B.'s OT-Cedar Ridge Garages.XLS ti SCHEDULE r I�D U L� ALL PANEL EDGES MUST ` S H E ARJ"I AL L BE BLOCKED UNLESS NOTED OTHERWISE SOLE PLATE ® PANEL INTERM. RIM BOARD/ EDGES MARK WALL COVER FASTENERS CONNNOTE s�3) BLKG CONN(SEE REMARKS STUDS _ © l/I6"A.PA. 0.131"-x 2-1/2" 16D® 6"O.G. A35 8d COMMON @ 6"0.G. RATED.PA- O.31" P N-1/ 6"O.G. 12"O.G. I/2"XIO"ABS.' @ 24"O.C. SUITABLE SUBST.FOR ® 32"0.G. 0.131"-F.RH.P-NAIL 5d WALLED. 160® 6"O.G. A35 NAILING APPLIES TO EACH 1/2"G.W.B. 4"D.G. 4"0.C. I/2"X10"ABS.' ® 36"O.G. SIDE OF WALL.(EDGE EACH SIDE NAIL or 2" "N"4b SCREW ® 36"0.G. BLK'G 15 REQUIRED) I/2"G.W.B. Sd WALLBD. 16D®8"D.G. A35 NAILING APPLIES TO EACH 1/3\ NAIL or 2" 1/2"X10" ABS' ® 46"0.0. SIDE OF WALL.(EDGE EACH SIDE ,W„#b SCREW 1"O.G. 1"O.G. ® 32"D.G. BLK'G 15 NOT REQUIRED) 1/I6"A.P.A.- 0.131"x2 1/2" 16D to 4"O.G. A35 8d COMMON NAIL OK RATED 51416FULL ROUND- 4"O.G. 12°O.G. I/2"XIO" ABS.' ® IS"0.G. SUBSTITUTE FOR ANY HEAD P-NAIL @ 24"O.G. 0.131""-(q GA)P-NAIL l/Ib"A.P.A. 0.131"x2-I/2" 20d® 3"O.G. A35 3x REQUIRED® ALL RATED SHT'G FULL ROUND- 3"O.G. 12"O.G. I/2"X10"A.B.'S ® 12"D.G. PANEL JOINTS 4 DBL HEAD P-NAIL ® 24"O.G. 2X SOLE PLATE © l/Ib"A.P.A. 2"O 131"x2-I/2" OG. 20d® 3"O.G. A35 3x REQUIRED® ALL . FULL ROUND- 12"O.G. 314"X10" ABS.' ® 10"O.G. PANEL JOINTS 4 RATED 51416HEAD P-NAIL STAGRD. ® 24"0.0. SOLE PLATES © l/Ib"A.P.A. 0.131"x2-I/2" 4"OG A35®5"0.C. A35 3x REQUIRED®ALL PANEL RATED SHT'6 FULL ROUND- 12"O.G. 3/4"XIO"A.B.'S ® 8"O.G. JNTS 4 SOLE PL.-OFFSET EACH SIDE HEAD P-NAIL STAGRD. ® 24"O.G. JOINTS EA.SIDE OF WALL 4426, 1/I6"A.P.A. 0.131"x2-1/2' A35® 4"0.G. A35 3x REQUIRED®ALL PANEL RATED 5HT'G FULL ROUND- 3 O.G. 12"D.G. 3/4"X10"A.13.5 ® 5"0.G, PANEL JOINTS 4 SOLE PLATES EACH SIDE HEAD P-NAIL STAGRD. ® IS"O.G. OFFSET JOINTS EA.SIDE OF WALL © l/Ib"A.P.A. 0.131'x2-I/2" 2' O.C. A35® 3"O.G. A35 3x REQUIRED a ALL 51-116RATED SG FULL ROUND- STAGRD. 12"D.G. 3/4"X10"A.B.'S ® 4"0.G. PANEL JOINTS 4 50LE PLATES EACH SIDE HEAD P-NAIL ® 12"O.G. OFFSET JOINTS EA.SIDE OF WALL ---'OLDOV\\ SGH=DUL- MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO \ HOLDOWN FLR JSTBMBLK'G "STHDI4" (35) Ibd SINKERS O REQUIRED W/ Ibd 0 4" O.G. 6 (13) IOd COMMON (32) Ibd SINKERS v MSTA36 NAILS AT EACH END "HTT22" 4 SIMPSON SSTB24 ® 1 3/4" o.c. STAGG © ANCHOR BOLT (II) 16d COMMON (3) 1/S" A301 BOLTS MST31 NAILS AT EACH END \8 "HDSA" 4 SIMPSON SSTB2S O © 1 3/4" o.c. STAGG �/ ANCHOR BOLT MST4S (Il) 16d COMMON (4) 1/S" A301 BOLTS NAILS AT EACH END "HDIOA" 4 SIMPSON SSTB34 O • 13/4" o.c. STAGG v ANCHOR BOLT (24) 16d COMMON (5) I" DIA.6x6 POST REQ'DOD If © "M5T60" NAILS AT EACH END 10 "HDI5" SIMPSON SSTB36 a 13/4" o.c. ANCHOR BOLT (44) 16d COMMON "GMSTI2" NAILS AT EACH ENDlir "TS22" (q) 160 EACH END © ® 1 3/4" o.c. NOTES: I. USE MIN. 6X STUD EA. END SHEAR PANEL FOR HOLDOWN 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. 2"x2"x3/I6" PLATE MASHERS ARE REQUIRED AT ANCHOR BOLTS TO 2x MUDSILL PLATE ,0' $ i gi $ 0 CI UN : 1 l't i .< < <'' (‘'. < '‹ 1 ‘> '> n> '› 1> ) r ' 1 ' I T 'I ril © 11111.1W \' -,j i S :, i 3-, Ili i r6 illEI/Ell 1g 11 11 i' E' P ,,', -1 \ lig -• t - - . �_ ilg M tRi MI tes1 PIP! rr i I Oi% tl a$ l < < if i R q R R R q - , ct ,I f u� o A ( 1 56 1;°• 5,;:V.'04'P:644-4:974V4I y` U , N. . ,,, CO 1. FF 'c ym{tt�qp¢ o4f 8_r NNn4' fi) Y i ; g 0 IV IV ilR 1 '3 $ .56 % Phi° Pi i 1 li"ri 1 Pi qi!""li Ili r7 k MT Fri p, 1 pq t y pg qt -r i'il 1411 -18 igp, 10 73 C) li 1W4 airl_...._,i=! lg tl 1 x I I qiiPP4 = g, • XON pi (f‘ 5 I— WI R Aky! .__L i'4. 4z it 1 ar \ DETAIL SHEET CEDAR RIDGE SARA6E5 Sherman Engineering, Inc. [i(C A U") -- FOR 1410 NW KEARNI=I' ST. #51'1 i��,e No. 51_G-RIDGE Revisions MAE'ARO ARCHITECTURE Portland, OR `120'1 Sod- I^ = I'-0" -- Dab AUG 3,200b --- (303)230-6616 me)226-4746 fax Drown n B ---JF TIGARD OREGON SHERMAN ENS I NEERI NCS, INC. 1410 NW KEARNEY,* PORTLAND,oR<11204 (503) 226-4745 FAX (50303) 230-8816 PHONEHONE iJ 2X STUD WALL @ 16" O.G. WALL 5HT6 PER PLAN 2X P.T. MUDSILL IN/ 1/2" xIO" ABS.' @ 48" O.G. W/ MIN 2 PER WALL SECTION II II. NN_ 11 417 II zQ #4 TOP ff BOT i- #4 X L @ 48" O.G. 4.5" 6" •.5" EXTERIOR =OU\D AALL 04 ENDOI SCALE: I" = I'-0" i __ .- / _. _ / 11'-11" / 11'-11" / 11'-11" / 12'-3" P -7 - 'to r; H i I GARAGE GARAGE HO 11 GUEST CARPORT GARAGE (r) I w W • k-- - - - - -3o - I 0 I- H � m o N Ir 1 r V O LL N r 1 D Z a Id CLC 4x12 11X« r-_--1 4 7IZ 19F 42 - 4112 17P#t I Dk.kA (il) J 'Qb 11'-11" 1'-5 j 9'-3" 7"'-3, 9'-3" '-11'-5` 9'-3" ]'-7" 1 . . • ' . . , • a , r O , , 1 r....,,....:,......,,,,-.......,....,,,-_,:_ .:::;-, KO 1 I 1 i 1 i i 1 iil I, 0 i I I I ,:,.:M.:1`..L, I 1 i ! 0 ' 140 .. . . . „ , .... . 1 I ,Q 2% kL:1-71: 1 ..,: k5 1 r i I r i?1 i tit) I r 1 I I r 7, 1 1 I I 1 I 04 I A, i I it I II Ca. lo . 11 I . i [1... egno a___n_14_1_,,,i_ (0 _ (Z. • • t-- .....J , •.- It _ . . .. _ ail we L. _ &IV D ,.. _I Ito tip mt. KO w \• i / G W' (..9E - 9 , , . . , . . • ill : . .• / r 7 • r-- -,. ' I 5 I ."' 0 ggiAcii,"„ 1 , I 0 I I 1 2A-51- .sARC:,Qft: j LI . 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