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Specifications (17) k /litSr:LO/3 - 00/55 O f?0 6.4,J &571i . A , Air.,,,,,,r.:.: ,_,,..:. AG RO IN CONSUlTI NCS 11300 SE Li nNy LaNe, BoRiNG, OR 97009 (503)663.9960 AGROLIN@AOL.COM STRUCTURAL DESIGN, ENGINEERING&CONSULTING STRUCTURAL CA CITI AT As PROJECT: MONROE RESidENCE --AddiT ON ADDRESS TIgARd, OREgON CLI- CS DESIGN JOB NUMBER;_ M1309 ATTACHED PLEASE FIND CALCULATIONS, SHEETS 1 THROUGH 6, DATED AUGUST 2013, WHICH VERIFY THE STRUCTURAL ADEQUACY OF THE NEW ADDITION TO THE ABOVE REFERENCED PROJECT. DESIGN WAS BASED ON THE REQUIREMENTS OF THE 2010 OREGON STRUCTURAL SPECIALTY CODE. Co 400: . _ •. , / dr , 12729ii A s _ •PO h 44gMG.'14°‘. ' /1 ILXPIRES:12-31.20__.::_j Project ) I I 0 IV 1�0 BY AG RoliN >�bbr �pnl � Sheet No. Inco CONSULTING Date Av6, Clientfon t J STRUCTURAL DESIGN&ENGINEERING std S 1tt G-I r,.I Revised ob No. Date LoiotoS ; �J►NGS - ., .XZ G s j % ,zg, i'S s- i r,„ , 4,54,6sq} 5o(24,04} r q s(t-s—p4}� l3e7 ; IS-q ,5-0 6)0*) (Sc * 3-a 3/G.z 0 di f r sss77lsot(4} loaf-7sf) )5-a'(4`, (671-) r 1 , - /e. Sia — C"1, i;oT � a-YS MONROE RES 2 MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 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 TYPE SHEAT'CS CAPACITY SIDE(S) STUD 4 SILL EDGES BLK'G PLATE NAIL'G PT SILL PLATE ANCHOR C (E) CONC 19 PSI EXISTING CONCRETE 4 REINFORCING .. A1/16" APA- 8c1 COMMON RATED 260 PLF ONE 2X 2X © l/16" APA- NAILS 06" O.0 I/2". x10"6 32" RATED 380 PLF ONE 2X 2X 8d COMMON A15/32" NAILS 9 4" O.G. 1/2" x10"�+ 12" STRUCT. I 665 PLF ONE 3X 3X 10d COMMON 1 NAILS e 3" D.G. 5/8" Ox10"m 12" T35 EACH STUD4 reBLOCKALLUNSUPPORTEpTOTOP4BOTTIITfE FOR 4x6EDGES (USE 3xWHERESPEC'D.) STUDS ,II 16" O.C. TYP. SILL BOLTS RE , STUD SPACING Q BP WASHERS SPLICPER COD I1iIIll E STUD (USE 3x WHERE SPEC p,) EIN. DOUBLE END STUDS(GHAPT 23) ji (SEEOLD PLAN)DOWNS - SEE(I) *4 BAR TMIN CSEE - lIllhIkil---.------__-AL_ PLANS FOR SIZE YP. FIELD PLAN) Milui 4 LOCATION NAIL'G e 12" O.C. Enimici = PT SILL PLATE (HEM-FIR) *4 VERT.48" O.C. (MN.) (2) - *4 BARS (MIN.) CONT. W/ 9" HOOK SEE PLANS FOR LENGTH IN ALL FOOTINGS MN. (SEE PLAN) 4 LOCATION (SEE PLAN) A.B. (SEE SCHEDULE FOR 4) AND SPACING) _ I. ALL EXTERIOR WALLS TO BE SHEATHED WITH 15/32" APA-RATED SHEATHING, UNLESS OTHERWISE NOTED. SEE PLANS. 2. WALL ANCHOR - ANCHOR BOLTS TO BE USED AT WALLS OVER FOUNDATION WALL 16d NAILS USED AT BOTTOM PLATES TO FLOOR FRAMING BELOW. 1/2"4.x10" AB 04'-0"0.G„ EXCEPT AS NOTED, AT SILL PLATE. FOR (E) WALLS, ADD SIMPSON WEDGE-ALL ANCHORS AS REQ'D TO MEET SPACING. (SEE DETAIL) 3- A." SYMBOL INDICATES THE SHEARWALL, THE NUMBER INSIDE OF THE SYMBOL INDICATES THE TYPE OF SHEAR MATERIAL AS SHOWN ON THE SHEARWALL SCHEDULE. 4. NAILS 8d, 10d AND 16d NAILS SHALL BE COMMON NAILS. GALVANIZED NAILS ARE REQUIRED FOR NAILING TO PRESSURE TREATED PLATES. GALVANIZED NAILS SHALL BE HOT DIPPED OR TUMBLED. S. NAIL "COLLECTOR" BLOCKING TO PLYWOOD WITH SAME AS EDGE NAILING. SEE PLAN FOR LOCATION. 6. SHEARWALLS SHALL EXTEND FROM SILL PLATE t0 ROOF OR FLOOR TO FLOOR DIAPHRAGM. USE SHEAR MATERIAL, BLOCKS OR OTHER STRUCTURAL ELEMENTS TO PROVIDE A POSITIVE CONNECTION BETWEEN DIAPHRAGM AND WALLS. SEE DETAIL. 1. PT ANCHOR BOLTING IS BASED ON HEM-FIR SILL PLATES. IF USING OTHER MATERIAL SILL PLATE CONTACT THE ENGINEER OF RECORD, ANCHOR BOLTS REQUIRE GA 33xOY" SQUARE WASHERS, LIKE SIMPSON BP WASHERS OR SIMILAfR 8. SEE CHAPTER 23 OF THE 2010 OSSC FOR INFORMATION NOT LISTED HERE. 0 2010 0sSG sHEA 4.4ALL sc • AG Ro ti N Project OM2-DE. ' D b By Sheet No. CoNSULTiNq : Dote f ,(� r � A STRUCTURAL DESIGN&ENGINEERING Client s f G h J *J� Job No. � Date �e�� 0 . / X G p'n1 G . • • ,3 i 47 r rAG Rol.iN Protect gy �S es CONSULT• Location .Date -�<,. Client "`�p-mss:>+-.-�•- -. - • reSTRUCTURAL DESIGN&ENGINEERING Revised Job No. Dole • • • ...`j "g" UJ !O�c 12 • i . p c. &tit • —441111111111111111111111111 • • • - y GDr\f6 Gel`im ", to, . . - A'f':-694u: ILL461)' . • . 0- - • • •Rek______ _ — _ \ • ,s--- --�- Y c rf\t 6 �C �y ,- - — aitmamistAmortir ll • •5x co�v� • .-5.vx b BEAMClient Address Project Name: Monroe Remodel Job#: Quantity 1 Description: .RB3 Rosboro X-Beam 3.5" X 9" 8/7/2013 8:58 PM Page 1 of 1 s ' : A. ^‘-.. 44 �*1.* ' " ' Y , ,ray= a.�' -; ,. .;... !4:-.1.:11.1'2--t.. -%„ - VA- t . A A L : `- -a4-1: ..„ « . ^re's :, ,, it r ,------''--- - - ,-,- -' -. , ,- .-_:„.„: '-, 13044*,ViNt:,...,.-,..1.: :-::-— . -7 --. , , '- X 9" 1 D.Fire 2D.Fir 16' /'3 1/2" 16' Type: Girder Application: Roof Reactions Moisture Condition:Dry Slope: 0/12 Brg Live Dead Snow Wind Const Deflection LL: 360 Design Method: ASD 1 0 409 583 0 0 Deflection TL: 240 Building Code: IBC/IRC 2 0 409 583 0 0 Importance: Normal Load Sharing: No Temperature: Temp<=100°F Deck: Not Checked Vibration: Not Checked Bearings Bearing Input In Cap. React D/L lb Total Ld.Case Ld.Comb. Analysis Actual Location Allowed Capacity Load Comb.Ld.Case Length Analysis 1-D. 3.500" 1.500" 30% 409/583 992 L D+S Moment 3854 ft-lb 8' 10437 ft-Ib 0.369(37%) D+S L Fir Shear 896 lb 15'1/4" 6399.8 lb 0.140(14%) D+S L 2-D. 3.500" 1.500" 30% 409/583 992 L D+S LL Defl inch 0.257(L/725) 8'1/16" 0.518(L/360) 0.500(50%)S L Fir TL Defl inch 0.438(L/426) 8'1/16" 0.777(L/240) 0.560(56%) D+S L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. '2 Top unbraced. 3 Bottom unbraced. ID Load Type Location Trib Width Side Dead Live Snow Wind Const. Comments 1 Uniform 3-0-0 Top 15 PSF 0 PSF 25 PSF 0 PSF 0 PSF Powered by iStrudT^"12.1.026 F' CALCULATED STRUCTURED DESIGNS