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HomeMy WebLinkAboutMACHADO ST 32172 (3) K.11K.K.11 REVISIONS N0. 26962 1 Z MANDATORY STRUCTURAL STRUCTURAL NOTES: OBSERVATION SCHEDULE: Z.W i v o F (E) OOTING(CONTRACTOR TO VERIFYI) LJ Z w PRE-CONSTRUCTION MEETING IS p Lu �, LLI 8 z 8 — ---- :MANDATO Y PRIOR TO Y WORK � �a ON THE J TO S EDULE A UJ °°z PRE-CONSTR, N MEETING OR V (N) 1 STORY FTG 12 WIDE - STRUCTU B VATION,PLEASE � 0 =LLW I B I'' — GIVE US 4 HRS.MI UM NOTICE. LL.I Lf) w 'M o I Sa �. —T —— _ _ car MT-10aus exr saz w Q Z y z FOOTING! 24" DEEP d 06 w j.aJa 7.6 2B 7` MIN.INTO N.G.) m ED I 1B I Wl2-#4T&B ( I 4"THK.CONCRETE SLAB ON GRADE 2. ALL FOUNDATION EXCAVATIONS SHALL Z I W/#4 BARS @ 16"O.C.E.W.CENTERED BE INSPECTED AND APPROVE01"E W r ON TOP OF 2"2"CLEAN SAND Wl 10MIL S0IL&E+W NEER OR BUILDING INSPECTOR c=i 9~ �,:•I 'I VAPOR BARRIER IN BETWEEN ON TOP 4"THK.CONCRETE SLAB ON GRADE k '� OF UNDISTURBED SOIL OR COMPACTED FOR DEPTH AND ALL APPLICABLE CODE I WI#4 BARS @ 24"O.C.E.W.CENTERED I `I FILL PER CITY APPROVAL COMPLIANCE PRIOR TO STRUCTURAL G I•'{ ON TOP OF 212"CLEAN SAND W/10MIL I '.� G OBSERVATION. VAPOR BARRIER IN BETWEEN ON TOP F'r OF UNDISTURBED SOIL OR COMPACTED '� 0• 4X4 POST WI HDUS lip{ FILL PER CITY APPROVAL I•.., TYP.U.O.N. '1 I 3. STRUCTURAL OB ER ION FOR SH.WALL SYMBOL,LENGTH& 17.5, IA 2A CENTER OF cwAviry FOUNDATALL RE INFO IS R TS ARE N PLACE CALL N aI h AlD PRIOR 0 POU iNG OF CONCRETE. =1 6 B Ir 3 4x6 54 S5 HD 0 Sa a 5 C1 t ADDITIONAL NOTES z i ;'?"�',• '•'•T77••r 7?�'- 1� - 5/6"dia.A.B.(R.H.,EPDXY BOLTS)@ 48"O.C. w _ TYP.U.O.N.FOR SH.W.A.B.'S SEE G.N.SHEET, SH.WALL SCHEDULE �/ Q g HD 8 SS - NAILS IN PRESSURE TREATED WOOD SILL I i PICAL DETAILS I PLATES SHALL BE HOT DIPPED GALVANIZED, e e e e 0 STAINLESS STEEL,SILICON BRONZE OR 4 5 7 8 ij COPPER. v ALL HOLD-DOWN CONNECTIONS SHALL BE a TIGHTENED JUST PRIOR TO ENCLOSURE. m EXCAVATIONS SHALL BE MADE IN Z COMPLIANCE WICAVOSHA REGULATIONS. o I 1 - CONTINUOUS INSPECTION BY ALICENSED i ^ ^ ^ FOUNDATION O D w I O w' PLAN w' DEPUTY INSPECTOR IS REQUIRED FOR ALL U IR (G 'F- H w r L N EPDXY WORKS AND FOR CONCRETE WITH Tc>2500 PSI. 4 SCALE: 1/4"=1'-0" 6; � Z uJ N m s w w d og o $ o . v � .> WQ� EO m0� CITY OF LAKE ELSINORE BUILDING DIVISION m { EVMED JOB NUMBER ARAM011-14 { { 9 EET NUMBER S-1 DATE MAY 2014 1 REV. as REVISIONS mr NO ''. ' °p.FOF•CAL\FO p••�• 1 2 Z N S2 W STRUCTURAL NOTES: v o F MANDATORY STRUCTURAL z OBSERVATION SCHEDULE: o w o Lli y ° H °ZJ 2X10#2 F.J. 16"O.C.N(U.N.O� F— U Z#LL w s5 D1 3 STRUCT <0V1 TION IS W w F o S s5 E FRAMING REQUIRED FRAMING r S5 CONTRACTOR TO VERIFY11 INCLUDI ARE, a a W J QJQ 7.5' 18 2B 7.5' FLOOR DIAPHRAGM NAILING:. g DD W 3/4"PAV STR-I W/10d @ 4:12"O.C. J O BOUNDARY PM NAILING @ ALL GRIDLINESM 2 z STRUCTURAL OBSERVA ION IS ~ J ° VERIFY ALL DIMENSION WITH REQUIRED F FLO SHEATHING AND rc ~ ARCHITECTURAL PLANS NAILING PRIOR CING WALLS OF G a G THE NEXT FL OR. z �+ 0• 4X4 POST WI HDU5 TYP.U.N.O. o 3. OPM SH.WALL SEE GEN.NOTES SHEET S-0 STRUCTURAL BSE ATION IS T'S +A zn T'S REQUIR FOR SHE ED AR WALLS. N SH.WALL SYMBOL,LENGTH& S5 T SS CENTER OF GRAVITY C3 O C _ 4X14 4X14 _ C - ® - POST FROM ABOVE GRAVITY(GIP/A) u� 3 3 SHEAR WALL(OIPIA) g SS S5 O � j MST60. N O I I HORIZONTAL COLLECTOR STRAP A N 1 2 (GARAGE) ROOF FRAMING PLAN SCALE: 1i4°-r-O" CITY OF AE ELSINORE 4 DIVISION N REVISEDLU 3 =z (aZ _ W J CL m M W w cm 0 g c E v (2 w° mo < N N J08 NUMBER ARAM011-14 SHEET NUMBER 'F S-2 „... � DALE MAY 2014 REv. 4`E � �--- �� ;: -— . -��--- 9 ��� �U G� /� q_ r •' _.,— ._. -, � , stir SCo8 v4.5 wmn011-08 ARAM 011-14 32172 MACHADO STREET LAKE ELSINOR, Page 4 Wind Analysis WIND FORCE:(METHOD 1) DESIGN PROCEDURE(ASCE/SEI 7-10 SECTION 6.4) 1.DETERMINE BASIC WIND SPEED V PER 6.5.4-ASSUMED WIND TO COME FROM ANY HORIZONTAL DIRECTION 2.DETERMINE IMPORTANCE FACTOR 1 IN ACCORDANCE WITH SECTION 6.5.5 3.DETERMINE EXPOSURE CATEGORY IN ACCORDANCE WITH SECTION 6.5.6 4.DETERMINE HEIGHT&EXPOSURE ADJUSTMENT I PER FIGURE 6-2 SIMPLIFIED DESIGN WIND PRESSURE ps=t Kzt I ps30 V:SITE WIND VELOCITY = 100 mph GET PER ASCEISEI 7-10 SECTION 6.5.4&FIG.6-1 1:WIND IMPORTANCE FACTOR 1 GET PER ASCEISEI 7-10 SECTION 6.5.5 li EXPOSURE CATEGORY — D GET PER ASCE/SEI 7-10 SECTION 6.5.6 SURFACE ROUGHNESS B:URBAN AND SUBURBAN AREAS....6.5.6.2 j ADJUSTMENT FACROT FOR HEIGHT&EXPOSURE 1.47 GET PER ASCE/SEI 7-10 FIGURE 6-2 MEAN ROOF HEIGHT= 11 ft EXPOSURE: D Kzt:TOPOGRAPHIC FACTOR — 1 GET PER FIGURE 6-4 Kzt=(1+KI-K2+K3)z OBSERVE SITE TOPOGRAPHY AT BLDG EXPOSURE FOR K1 K1= NOTE:FOR FLAT SITES K1-0 FOR SITES NOT SATISFYING CONDITIONS OF SECTION 6.5.7,Kzt=1.0. <—CONTROLS K2 n/a K3 Na ps30:SIMPLIFIED DESIGN WIND PRESSURE — 10.2 GET PER ASCEISEI 7-10 FIGURE 6-2 SURFACE ROUGHNESS B:URBAN AND SUBURBAN AREAS....6.5.6.2 ROOF ANGLE 31 degrees ps=1a Kzt 1 ps30 14.994 psf PER 6.4.2.1.1,THE MINIMUM WIND PRESSURES RESULTING FROM LOAD CASES SHALL BE 10psf ps= 14.994 psf =q Load Distribution- i LOAD DISTRIBUTION PER Sft�S SU AT EW-DIRECTION /�,J/ r q=wind pres.From w"L {` �a\ ,/� LEVEL hi=storyhl's �I'{(/ i hl/2+Pitch h— ► 1 ,,� Y l�//�� hk+hl/2 V /O� Roo "hi+h'/2= 60.0 ;5` £ 12 . EW-DIR WIND BASE SHEAR NS-DIRECTION q=wind pres.From above w- L L LEVEL M-story hrs PLF hl/2+Pitch ht = "hk+hl/2= •h'+hk/2= Roof hi+hi)/2= 60.0 31 1859.3 E 1859.3 lb NS-DIR WIND BASE SHEAR MAX WIND LOAD Design Base Shear-Wind NS-DIR WIND BASE SHEAR 1859lb wind it COMPARE TO SEISMIC BASE SHEAR= 5616 lb seismic 5616 lb seismic <--CONTROLING DESIGN PARAMETER SCoB 0.2 ARAM 011-14 Site Address: 32172 MACHADO STREET LAKE ELSINOR,CA 92530 1011612014 14:16 Page 5 Distribution of Forces Roof EW Direction 8.63 psf =pet•Depth PFD 21 Total Width(ft) Width 21 Depth" 31 651 £Trib Area sf 651 11659£Vgrid Vgrid 2808 2808 3688 2355 © © 0 0 00000 0 0 HDU8 HDU5 NS Direction 8.63 psf =psf•Depth 181 31 Total Width(ft) 1 2 Wdm 31 Depth 21 651 £Trib Area 5616 sf 651 5616£Vgrid ok Vgrid 2808 2808 © © 0 00 0 0 0 0 0 0 HDU5 HDUS Shearwall&Hold Down Design ®Roof EW Direction CHECK WORST CASE-BASED ON SHORTESTPANEL £L Vw Vs V v Sh.W. 7Sh.W. H L DLf DLw OTM REM o TF23 oGrd Tot.wall Wind Seismic °verni Unit Spec. ap. Wall Min. D.L.- D.L.- Mo `o Ma = Uplift n0REMARKS �elength Force Force ng Shear O Ht. Wall L Fnn'g wall ftIbsIbsIbs If Ifftft If ff ft-k a aft-k Ibs =C-- 5 2808 2808 624 f 650 8 4.5 150 144 2246 0.38 1.13 YES 47, HDU8 H.D D 40 2808 2808 70 F 220 8 40 50 144 2246 0.38 89.09 NO -1666 H.D I ®Roof N S Direction CHECK WORST CASE-BASED ON SHORTEST PANEL .. Grid £L Vw Vs V v Sh.W. Sh.W. H L DLf DLw OTM lineo w REM ro T ; m v Spec. Cap. Wall Min. D.L.- D.L.- U o U Itft o o m' REMARKS Totwall Wind Seismic emt C Unit length Force Force ng Shear Ht. Wall L Frm'g waA m E o ft Ibs Ibs Ibs If If ftI ft DIt If ft-k x a ft-k x Ibs = Ibs 1 15 2808 2808 187 F 220 8 7.5 20 144 7.49 0.38 1.75 YES 765 1fi U5 4234 H.D 2 15 2808 2808 187 F 220 8 7.5 20 144 7.49 0.38 1.75 YES 765 HDUS - 4234 H.D i SCo8 vi.2 ARAM Of f-14 Site Address: 32172 MACHADO STREET LAKE ELSINOR CA 92530 10/ld2014 14:16 Pve Horizontal Diaphragm Check �i Dia hram Tributary Widths A-,., ,s���astand°1Vest V i CtoD 0 0 0 0 0 0 0 0 0 21.0 Shearwall Spacing(ft) 21.00 Building Geometry To simplify calculations,assume diaphragm as simple spans Full Dia h m Depth ft 31.0 Net Dia ra m De th ft 31.0 Sto Height late to late)(ft) 8.0 9.0 8.0 8.0 9.0 8.0 8.0 8.0 8.0 8.0 651.0 Diaphragm Area A s 651.0 Distance to Center or Uniform Load from o'in ft 11 is ragm spec a to 0.68 Govemn Force 267.4 ovemmgi or- Sets - t[t3( fora n u rri DefleCtan A151 n ry a '. '.Sim Span Beam Deflection !` '" 'h�.� _: "` °" a - 0 0 Enter Grade of Chord Material #2 OF 0 0 0 0 0 0 0 Elastic Modulus of Chord-E 1.60E+06 0.00E+00 0.00E+0O 0.00E+00 0.00E+00 0.00E+00 0.00E*00 0.00E+00 0.00E+00 0.00E+00 Enter Chord Material U4 Area of Chord- -(in) 5.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �,�, y P 3Yd .<. v m :'-1 .Co a.. x,.. -. It.Shear Deformation 0 0 0 0 0 T e of PI Used COX 0 0 0 0 O PI ood Sttearin Modulus 90,000 0 0 0 0 0 0 0 0 Thickness S Grade of Ply.0m rre-s1Rt • o o • • o • o e Effective Thickness-t(in) 0.335 0 0 0 0 0 0 O 0 0 irl,t-tj linj .. n. a ...., - III.Nail Slippage and Bending Size of Common Nail Used ad Nail Ed e S acin 4 Load r it Lb r nail 89 Seasoned Lumber DrylDry IV.Chord Slippage assumes that 1/2 the diameter of a 16d nail(1/32")at mitlspan E X12b(in) 5vLa/BEAb+vU(4Gt)+0.188L(e )+TA X/2b Rigid Diaphragm Deflection(in) 0.097 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 exi a tap ragm ectmn m 0.243 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 oa a w tory rt in 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0 0..0 0.0 0.0 0.0 0.0 exible 0.0 0.0 0.0 0.0 0.0 0.0 0 Fl I 1" f ----- lRoith and South,s I Dia hram Tributary Widths 1to2 0 0 1 0 0 0 0 0 0 0 Shearwall Spacing(ft) 31.00 31.0 Building Geometry To simplify calculations,assume diaphragm as simple spars Full Diaphragm Depth R 21.0 Net Dia hra m De th ft 21.0 Sto Hai ht ale to late fl 9.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Total A , Dia hra m Area A 651.0 651.0 Distance to Center of Uniform Load from origin(ft) 16 Diaphragm Aspect Ratio 1 1.48 Govemin Force(PID 181.2 Goveming Force Sets !I ( tticerlcraphregmDefleclmntna l'hs 13 � - i.Simple Span Beam Deflection �I -,: U� r `1 >..�.k Enter Grade of Chord Material 02 DF 0 r 0 0 0 0 0 0 0 0 Elastic Modolus of Chord-E(psi) 1.80E+06 O.00E+00 0.00E+00 0.00E+00 0.00E+00 O.00E+00 O.00E+00 0.00E+00 0.00E+00 0.00E+00 Enter Chord Material 2x4 Area of Chord- �,,,a(inZ 5.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SvL/6EAb(in) It.Shear Deformation Type of P1220d Used CDX 0 0 0 0 0 0 0 0 0 PI ood Shearin Modulus-G i 90,000 0 0 0 0 0 0 0 0 0 Thickness&Grade of Plyood In STRi a 0 0 a 0 0 a 0 a Effective Thickness-t in 0.535 0 0 0 0 0 0 0 0 0 vLl(4Gt)(in) III.Nail Slippage and Bending '. Size of Common Nail Used ad Nail Ed a Spacin 4 Load rnail Lb rnail 60 Seasoned Lumber Dry/Dry 0.188L(e")(in) IV.Chord Slippage assumes that 112 the diameter of a 16d nail(1132")at midspan EA,X 121,(in) 1:' :. "�. x,W s. ,,. . I . I " 5VL 31BEAb+vU(4Gt)+0.188L(e x)+EG c X/2b Rigid Diaphragm Deflection(in) 0.147 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Flexible Diaphragm Deflection(ml 0.368 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Allowable Story Drift .025h/0. (m) 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flexible 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I I III i I� I