Loading...
Specifications it 1 f'r r o ■ o you s' a e a e D 1 , a � IC io:� hh Engweeng . *26, ,. PO Box 23784 Tigard, Oregon 97281 - Phone: (503) 620 -2086 o Fax: (503) 684 -3636 S � UCH' i : 1' 4 L C1'tLC a= LATIO ,. S . D 4 (A , _.' IN S PROJECT: GARAGE DOOR WIDING SINGLE FAMILY RESIDENCE 13900 HILLSHIRE DR. TIGARD, OR. 97223 CLIENT: RILL & ANGELA MULLINS _ _ _ _ SPECIAL I NS EC O I`l 7,F F5, i� 13900 HILLSHIRE DR. �' TIGARD, OR. 97223 State of Oregon Structu W ;F , . :=.911 _r�oci ❑ Concrete and Reinforcing.; ., Bolts Installed In Concrc; .:. F Piz ID ❑ Special Moment- Re R :,isti . ; . , CITY OF TIGARD 71-1P FFf t ::_. Appfoinni ( ,Gt N C� J% Reinforcing Sfee[ -,. ; r doo 3n tttistialiy Appfovod 1 l l' ' 1� ur.: Struct ` - s ;. ,. 13 • C ly 3f bn t iV t r de described in: . - 14 ■ ' i EiR>'ll`f M[ - /s I / ► [ :igh -�'` j: 2,!:: S L.att�ef to Rot oW.u...., [ I J?, 1 . - e t��H [ l O u. • O Struc, .f ,. 'c A8 ch -$ if,:„ '. 4,.1 , \ F.r: __. 't K _ Octe: 07 �£1 1!. e/ ❑ Reir.f. 7 -. 0: :,d.T to c -- r7 - ❑ insu<<r'id''g G.`:-... ni::r. Vii ✓ ❑ Spray Applied l=ive -R >istive Materials ❑ Pilings, Drilled Piers and Caissons Note: Nicoli Engineering's design responsibilili 'I only those specific areas of the structure and /or project as Aoresented herein. The attached calculations and /or co istruct a " ertalfsg' Excavation and Filling have been prepared for the above referenced Flo ,- S _ one - time -use at the noted site. ❑ Other Inspections JOB NO.: 06 -0816 PREPARED BY : ENK i ] 'FILE Copy CHECKED BY : JA DATE : 9/29/06 PAGE 1 OF 11 Project: (_10 rell 6 E- Date: 6i--; d Page: DESIGN CRITERIA A. Governing Codes: 1. 2004 Oregon Structural Specialty Code (OSSC) (IBC 2003) 2. International Residential Code 2000 3. American Concrete Institute (ACI) 318R -02 4. American Institute of Steel Construction (AISC), Allowable Stress Design (ASD) 5. American Institute of Steel Construction (AISC), Load and Resistance Factor Design, Edition II 6. American Institute of Timber Construction (AITC) 7. Concrete Masonry Association (CMA) 8. National Design Specification for Wood Construction, 2001 Edition B. Design Loads: 1. Snow Loads: a. Ground Snow Load = PSF b. Roof Snow Load = PSF c. Elevation = feet above sea level d. Reference: Snow load analysis for Oregon. Revised 2/78 by the Structural Engineers Association of Oregon 2. Wind Loads: a. Wind Speed = MPH b. Exposure = 1 7 c. Building Ht = feet 3. Seismic:.. a. County: b. Zip Code: c. Site Classification: d. , Occupancy Category: e. Seismic Use Group: f. Spectral response acceleration for a short period S : g. Spectral response acceleration for a long period S, : C. Soil Design Values: Reference: �✓� 1. Allowable Soil bearing pressure: D.L. +L.L. = PSF per OSSC Table 1804.2 2. Coefficient of friction (soil to concrete) = 3. Active equivalent fluid pressure= PCF (backfill) 4. Active equivalent fluid pressure= PCF (backfill) 5. Passive pressure= PSF (Max= PSF) it ® Pro ject: Page: Z oh Client: By ENGINEER NG, INC. J ob No.: C V o' C ` J\ �O Date: Pt J' , /7 ?17kiJ d '4 ------ T /---- - - - - _tF. -__ ,, tr P — 12.1b■T7&E °. I h � 1 1 I u ILI I 7 r r ©P 1,11xiL-1 (4pL.t F(1 n`t, ■Vt\AM 22 ' t ► 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 4j ® §<c ® Project: (, ' / /) >4 2 Page: 3 "; " '• •••: IC f� ` Clie r , . �` � 01 U l- � � SUS By �� ,t/iL ENGINEERING, INC. Job No.: 0 .-- 0 y I (0 Date: CI _ .Zl 46, CAL? . 'i C'r i t i t 6.+ . '::_ I _ 6111(1.0- - — Id I V I A ' .) - 11 &c, -F:P., v wi 1 ID 9 025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 T Project: Page: KiNicoli Client: B y. Yll cJ�.� /NS ENI<_ - ENGINEERING, INC. Job No.: 0 _ 0 -) ( Date: <' ;l 06, 6, Pil 6ie I i 111 — :_______---- . _ _ _ Ti1 I 1 \ _ t 7 ._.... ...rear^ 1 CPDs' , 4N\L‘. Ir\AD-‘ H-i\;-t.Z 1 K ki/U X( 1 ") .- Q (- (Jr - 44?-4A,k.ki (51 ?t v4 ) . c = ,_ ( (, c , 11 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 y. L :., , . : ® Project: �� Page: 0 s $ Client: Al ui-i- / /I. i S' By. cfNI< ENGINEERING, INC. Job No.: 6 (n _ 6 ,06,, Date: ci_ 2 �— Q 6 If V 2� V Y2 (%'t A C �✓ V°r7)4 cv Vs lac U G k Q - c 5 11 6-,t �, - .) b 1 + e - L7, 4 z E /4\r►2: 1 T- Slc - ti\ )3 "( V\ n. - --- F - L? : ) F , 'r. ).k 1 )\ y e c_ :,,_--\ — L) 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 r . :: 1 . v ® Pro f ,'f2/g �p /C Page: (0 Cl sect: U /� L �- / S By: ,U/C ENGINEERING, INC. Job No.: d 6 _ Q Date: q_ ) ,F„ : _,6 --7 I 1 { ri LI- L 1 - 1 / 1 D 1 \,60'(\5 b) 6 .5„ Pr; r i_ L \mr2t. , 7 1 / 1 E A- I 1 r ,2-, - , , _..--■ ' - 1 F - 1 1 . 1 L, - - - --_ l _,,-- _+ 1 I x0 I-- -c-- - - -_ z__\ i_k /__ ___ _ _ __ A I - � 09 E7A ( _ ) )(11 �, ( U\(.11 Ali v ( : Ft `fez 1' X7 11 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ® Project: ���� Page: 4 Id 7 Client: / /VS By. ,ef(J / C ENGINEERING, INC. Job No.: D( - 68) Date: l S6 c A - r e () t/ IV 7 ►.� 2 .f.7 D6, A 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ® Nic�1I Project: 6'�� -�� _ Page: Client: By. 7. /fit � ,(iS C�1 ENGINEERING, INC. Job No.: 66_ Q k/ ( Date: _ ( J‘, c << "64e 1 laik'C 5 . . 2-1 C ") ?P reR 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 . ' 111 in' Project: A-e4 6,E Page: q Client: By i t jK ENGINEERING, INC. Job No.: 61,_0 Date: q_ 72i.,. . . () • A ,.-- NI ), NI \ — 'kJ 3 . Q 0 iAtArie , 1 , 1 I 1 1 1 Pc0 7 \ O --..i.---....==. A I .. - :ticp)or;iF. "F -.. AK)C. t NI- 6',1 12 C 4 k.\ Ot-tpc-WiS", '(-- tRt.7/71 `Fi to PF Li-A.K., 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684-3636 1 KINicioli Pr:t: j� �� (o � Page: / D ✓ Clint �1 fJLL- � / /US BY E41� ENGINEERING, INC. Job No.: 0Cto —(,g / ( Date: 9_ a g . c vt - to v2 (it VY g c / cc CVs bikif I k -.., ' ..., G ha Abp N.I�``Kt �� _A ��r taLU 14 ls; 3,1_. 5 \' 0- \ 01 kit et ,y, J r / / [ a f F__ Ad\ rclkl it' _„..? 02 1_ > t ‘ "4 W t\ISJ J . (i 1 0 ' ‘1 C ?y / \/\?\ . , ._ , 1,1\t--xl?-N I-- L'R , ezmi\l■A\kib, ?'-i\t\. l \S 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 KI Project: �.�� ( p F P I I ICO I Client: � (J L � � � S By. ,Ui__ ENGINEERING, INC. Job No.: 6 6 _ dk / Date: q_ k_ a I I I ] L 1 L El ■ , - - - ' rJ H L , IR, 1 <c I I E �� 17�) s us 1 t, � W i Lire a�u �,J t7 1 i_______\ -- F-r6,? \ i y - 1 I — -1-- - _ Z __ __1 - t _I , I , A,Y4c 1 f PA 1 d ?AJ I il l `1( 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 j Pa e: / 2 NNicoli Pro Client: ect: ge: _ /Y1 i� DNS G ,4)/c ENGINEERING, INC. Job No.: L -60 ( Date: 7 -2? A-v9 z \A Afi) 1, E, aar Ap iv \- W l ' ?) gV0112 I c .,I1 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 . ® Pro ect: % Page: / Client: �%f U� By. .0 ENGINEERING, INC. Job No.: /)/ _(:) ./ (, Date: 02k gr i to NA (2 i L n ki ero i) o � ® O k t (', ; P1 • s Vv 4,t „tk� 4 - ) c W crt7 to \\ vt tt /v4- i... U. Nk g ' t (A.- - I —. — GU T' � ',Cl 1,1”, Ile - c'er , :1217W a I I P y1.�11TC 11/1 r o A , J*4 .-- \ I ,'\ I I I_ t1 i ,f ,— �i K I I I . z(Li)t-t/ \AV 6, r pod b ,[ Hi GIff L.- M CO •. WI k'(! 14* 1, 19trr [f 04000 pS�� li- -em u- 1 0 E vviIA kkd IR Al) V11 VF 0 Ltry/ h ttVATi9 — , ; /iv t InW h PP IA 0 to r�¢k 1, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Nicol i Project: [��� Page: l Client: / Uz_ i/vS B Y' /"- ENGINEERING, INC. Job No.: n 6 _ � 1 4-V4AA -/ 1// 0 0 ' )1 1 }-119 f /j \ : / 1t9 9 L /A 6 Ott 7 i21t,t v9i, kA 1 9025 SW Center Street - PO Box 23784 Tigard, Oregon. 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • PClient: roject: firu4 Page: By. C �i /C ENGINEERING, INC. Job No.: �(� �� Date: 9 2 k_ 46 t r2 — t� Ler 1,24, WS 09 - )( 4 T 7 : \Ps c71\xtf-Y (A, ', I t2 :f.". 2 7,s 5 11 ; V 2 )1 e e/3 Sc 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 I (p COMPANY PROJECT ® Nicoli Engineering, Inc. MULLINS § l w PO Box 23784 HEADER , .,� oo: , - . Tigard, OR 97281 H -1 SOFTWARE WOOD DESIGN _..; Sep. 28, 2006 15:36 H-1.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern Loadl Dead Full UDL 75.0 No Load2 Snow Full UDL 125.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 D 0' 10'..10" Dead 406 406 Live 677 677 Total 1083 1083 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No. 1, 6x10" Lateral support: top= at supports, bottom= at supports; Load combinations: ICC - IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 27 Fv' = 195 fv /Fv' = 0.14 Bending( +) fb = 425 Fb' = 1552 fb /Fb' = 0.27 Live Defl'n 0.06 = <L/999 0.36 = L/360 0.17 Total Defl'n 0.12 = <L/999 0.54 = L/240 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF, Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 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 Custom duration factor for Wind load = 1.33 Bending( +): LC# 2 = D +S, M = 2932 lbs -ft Shear : LC# 2 = D +S, V = 1083, V design = 925 lbs Deflection: LC# 2 = D +S EI= 629e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) 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. • MULLINS �� 1 6 I f COLUMN DESIGN C -1 Rev: 580008 User: KW.0603670, Ver 5.8.0, 1 Dec -2003 Steel Column Page 1 (c)1983.2003 ENERCALC Engineering Software c- 1.ecw:Calculations t Description �...W,.n . �.,.., ,.�..M.. ,•,..._,.,_n .,,,�,. „,.� � ...s, •x�.. General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 7.330 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 7.330 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 0.000 ft Kyy 1.000 Loads I i Axial Load... Dead Load 0.38 k Ecc. for X -X Axis Moments 0.000 in Live Load 0.63 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.562 k 7.330 ft Along X -X ( y moments) k ft Summary i Column Design OK Section : HSS4X4X1 /4, Height = 7.33ft, Axial Loads: DL = 0.38, LL = 0.63, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 0.00ft, Y -Y = 7.33ft Combined Stress Ratios Dead Live _ DL + LL - DL + ST + (LL if Chosen) • AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0052 0.0086 0.0137 0.9700 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc . YY Axis : Fa calc'd . er E.. E2 -1 K *L /r < Cc Stresses 4 z Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fa : Actual 0.11 ksi 0.19 ksi 0.30 ksi 0.30 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 35.23 ksi Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi L Analysls Values F'ex : DL +LL 0 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 44,673 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 132999,999 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 59,415 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -1.566 in at 7.330 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft ` • l MULLINS 1 � C D U I COLUMN DESIGN C -1 Rev: 580008 User: KW- 0603670, Ver 5.8.0, 1- Dec2003 Steel Column Page 2 (c)1983-2003 ENERCALC Engineering Software c 1 ecw Calculations Description Section Properties HSS4X4X1 /4 Depth 4.000 in Weight 11.45 #/ft Values for LRFD Design.... Web Thick 0.233 in lxx 7.800 in4 J 12.800 in4 Width 4.000 in lyy 7.800 in4 Cw 6.56 in6 Flange Thick 0.233 in Sxx 3.900 in3 Zx 4.690 in3 Area 3.37 in2 Syy 3.900 in3 Zy 4.690 in3 Rt 0.000 in Rxx 1.520 in 0.000 Ryy 1.520 in Section Type = HSS- Square • • • • Pj Page: I Client roect: f3/l v � /N� By �/v /c ENGINEERING, INC. Job No.: 4&)- Date: II t21 l,, rOE L A -E 7?) '41; 1. 7. 1 L 7)L )4 If 0 0 .1-A ! r�Ll . T \kt) imPROie 4v ),,i 11(4 ,*/ 1 4 *I? 4-y..a. e (9'5")) c % -4 1 (? t ter ,ate P, V4- r1‘.,1, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 MULLINS " • • BASE PLATE BP -1 Rev: 580001 User: KW- 0603670, Ver5.8.0. 1 Dec2003 Steel Column Base Plate { (c)1983 -2003 ENERCALC Engineering Software bp•Lecw:Calculations Description General information Code Ref AISC 9th Ed ASD, 1997 UBC 2003 IBC 2003 NFPA 5000 Loads Steel Section HSS4x4x1 /4 Axial Load 1.00 k Section Length 4.000 in Section Width 4.000 in X -X Axis Moment 11.45 k -ft Flange Thickness 0.233 in Plate Dimensions Web Thickness 4.000 in Plate Length 10.000 in Allowable Stresses Plate Width 7.000 in Concrete fc 3,000.0 psi Plate Thickness 0.938 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 12.000 in Dist. from Plate Edge 1.500 in Pier Width 12.000 in Bolt Count per Side 2 Tension Capacity 12.000 k Bolt Area 0.600 in2 Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,418.8 psi Allow per ACI318 -95, A3.1 Partial Bearing : Bolts in Tension = 0.3 * f'c * Sgrt(A2/A1) * LDF 1,486.8 psi Allow per AISC J9 1,734.6 psi Plate Bending Stress Thickness OK Actual fb 32,551.1 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 9.307 k Allowable 12.000 k