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Home My WebLink AboutSTRUCTURAL REVIEWS - 06-00354 - Parkside Townhomes - Bldg #18 4 Unitski M Structural Review Rexburg, Idaho A. 165 2003 r k =2611F Ji%Wb #2003 33-02- N. Main Street, Spanish Fork, Utah 84660, Fhone8Q1-798-0555 Fax:.801w798--w,9-393-- LEf Gansulting Engineers, and Surveyors, Inc. M Engineer's seat app -lies to th[sc -alculation. paGKei:W . This packet is vi. if binding seal Isbro:ken or tf ire red ink.. IS. not an originaf engineer's sea[ This engineering report is vatic only for the aforementioned building located at Lot #2, Parkside subdivision ins Rexburg, Idaho. This report is to be used only once and may not be copied or reproduced without the written consent of LEI Consulting Engneers. s-t-ruc,tural Review for'. Location! Job Engineered by: Code: Loadinqs Ground Snow Load: Elevation= AO= 3 o= g= Roof Snow Load: Riverwood Rexburg, )D 203-26D BLD 4925 ft 63 43 0.7 p f t= 1,1 Roof Exposure = 0.9j Pini Roof Pitch 8 /1 ftof [dead Load: Floor Loadin Wird Load i r Pr= 3 5.1 psf D L 15 PSf Dead L� Live Load= Basic, mind Speed V =. a pf 40 pf 90 mph DireGbonality Factor Kd = .0-85' Importance Factor I = A Exposure Category_ :13 Enclosure lassific tion =['Enclosed Mean Height of roof = 15 ft Horizontal Loads: (Val us for Roof H ight = ' and re B) Transverse Longitudinal P well end = 14.41 P 11 end F Proof end = 9.9Pwall interior F"ll interior = 11. _� .� Proof Interior — 7. 91 -8.8 Vertical Loads: (Values for Roof H iq ht. = 0' and Expos u re B Transverse ILongibidi rel P end '� � Pind roof end = ww - PAnd roof end = _� .� Flee roof end = -8.8 P lee roof eyed = Phi nd roof interior -' 4.8 Pwind mof i me vier " .10.7. Flee roof int-erior -7.5 Flee foot intedof " -6-8 6- Poverhang Peverhang end - -6.5 Poverhang end - -23.1 Poverhang interior ! -7-31 Poverhang interior= --�I Height/Exposure Adju tment: 1.00 Horizontal Loads: (Adjusted Values Transverse Longitudinal 4 P+, all end 1.wall P end '� � Proof end 9.9 F' if interior Pall interior - 11.6 - 5.4 Proof interior - 7.91 -8.8 Vertical Loads: ( die t d Values) Transverse Longitudinal Psi rid reef end - i nd roof end - - 5.4 Flee roof end - -8.8 Plee roof end r �_ nd roof interior - Pwind roof interior . Plea roof iriler�or — -7.55' Plee roof interior a -6.8 Poverhang end i -6.6 Paverhang end - -23.1 Poverhang interior= - - P overh an interior - 18.4 —i — Loadings. (contin Seismic Loa Spectral Acte I . rt period) Ss = Spectral Accel. 1 sec. period) S, = Fa = Fv = SMS 1 = SDS = Say = Seismic Design Category_ ZAE 1,44 0.45 1 1. 1. 0.675 0.96 0.45 D Structural Sheathing he trot Steel Frames Height of bldg. h n R = Bldg. Period Coeff. CT = 0.02 Fundamental Period T. (sec.) = 0.2032 4th Floor Ceiling Height h4 = rd Floor Ceiling Height h 0 ft 2nd Floor Ceiling Height h� [ ft t Floor CeilingHit, - ft PlkErACC THIS ENGINEERING REPORT IS VALID ONLY FOR THE FOLLOWING PLAN AND LOCATION: Riffiverwood Lot #2, Parkside subdivision in Rexburg, IQ THIS ENGINEERING PACKET IS TO BE USED ONLY ONCE FOR THE ABOVE MENTIONED LOCATION AND IS NOT TO BE COPIED OR REPRODUCED WITHOUT WRITTEN CONSENT OF LEI CONSULTING ENGINEERS. A SOIL BEARING PRESSURE OF 1500 PSF IS ASSUMED SINCE NO SOILS REPORT WAS AVAILABLE. IF THE VALUES AND ASSUMPTIONS STATED IN THIS REPORT ARE INCORRECT, OR IF CHANGES IN THE FIELD ARE NOTICED WHICH ARE DIFFERENT FROM THOSE STATED IN THIS REPORT, THE ENGINEER MUST SE NOTIFIED IN ORDL;;Fx FOR THE NECESSARY CORRECTIONS TO BE MADE. IF THERE EXISTS ANY DISCREPANCY BETWEEN THE CALCULATIONS AND THE DRAWINGS, THESE CALCULATIONS SHALL SUPERSEDE. THE ROOF TRUSS SUPPLIER SHALL ENGINEER THE ROOF TRUSS SYSTEM. THEREFORE, THE ENGINEERING OF THE ROOF TRUSSES ISNOT CONTAINED IN THIS REPORT. THIS ENGINEERING REPORT DEALS ONLY WITH THE STRUCTURAL PARTS OF THIS BUILDING AND DOES NOT PROVIDE LIABILITY TO THE NON-STRUCTURAL PARTS. THE OWNER AND/OR BUILDER IS RESPONSIBLE TO SEE THAT PRODUCTS ARE APPLIED CORRECTLY AND IN ACCORDANCE WITH MANUFACTURERS' SPECIFICATIONS AND THE REQUIREMENTS OF THE UNIFORM BUILDING CODE. SEE LVL MANUFACTURER'S SPECIFICATION GUIDE FOR ALL CONSTRUCTION INFORMATION ON MULTIPLE PLY BEAMS, NOTCHES, HOLES, BEARING ETC. IF PLANS ARE STAMPED IN CONJUNCTION WITH THIS ENGINEERING PACKET, CERTIFICATION PERTAINS ONLY TO THE STRUCTURAL ELEMENTS OF THE PLANS. -3- Summary Floor JOiStS: FJI: 2x10 DF -L#2 @ 1611 ox. as noted on plans FJ2: Not Used 3/4" TSG flooring to be nailed with 8d nails 9 6" o.c. edge,12"o.c. field Deck Joists: DJ1: Not Used Roof:,0 Other: Beams: Trusses by others 7116Is roof sheathing to be nailed with 8d nails c[r7 fi" o.e, edge, 1211 ox. field Overbuild to he 2" x S" Timber @ 24" v,c. All bearing headers to be (2) 2x10 (DF L #2 or betters unless naffed otherwise All exterior sheathing to be Shear Wall #1 unless noted otherwise Al! glulam teams are to be 24F -V4 unless noted otherwise Strap end lengths for shear wars (see also Simpson Coiled strap specs.): CSIG = 14" CM5T14 = 34" CMSTC76 = 23" Beam Number Size Type RB'! 2 2 x 10 2 Timber R62 2 11 71811 RB3 2 2x10 RB4 2 9X12" RBS 1 3 118" x 19 '!!2'• RB6 2 2x10 Rg7 2 2 x 10 MBI 2 Z x 8 Microllam Timber Microllam Glulam Timber Timber Timber rA IS r4w F# m� An 't CD CD CD 144 un Ln iEL_�'•,, ,�.., CL 1 . '13 , f �_ `' x ' L2 + 11 CUC3 �I CLCIO CL j._ II r� m I-- 0 1t -Rd- � r- r-- 1"�- T- � C .: 0 d mind C ' r C NI ' C C r r r rco co CO 00 00 co CD 0 o O 00 CD ...j .� .� CCO) CD C' CCD D<D T k c .�CD 144 un Ln iEL_�'•,, ,�.., CL 1 . '13 , f �_ `' x ' L2 + 11 CUC3 �I CLCIO CL j._ II r� m I-- 0 1t -Rd- � r- r-- 1"�- T- � C 0 d mind C ' r C NI ' C C r r r rco co 0 o O 00 CD ...j 144 un Ln iEL_�'•,, ,�.., CL 1 . 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Tom aD (D Anchor Bolts Front Bolt Size Base Shear V Belt Capacity Number at bolts required Wall Length Balt Spacing Spacing to he used 1/2 in 4813 Ibs 530 lbslbolt 32 in Use 'fIZ" anchor bolts @ 32" o.c. as noted on plans Rear Garage Bolt Size Base Shear V Bolt Capacity Number of bolts required Wall Length Bali Spaying Spamming to be used - 112 in 1799 5301 3.39 14 16s lbs/bolt �I Use 112" anchor halts @ 32" ox. as naffed on pians Rear Main Bolt Size 112 in Base Shear V 4289 tbs Bolt Capacity 530 lbs/bolt Number of bolts required 8.09 in Wall Length , .21 ft Bolt Spacing 3 2 in Spacing to be used 32 ,n Use 112111 anchor Its 0 3299 .. noted on plans Right Gargage Boit Size. Base Shear V Bolt Capacity Number of bolts required Wall Length Bolt spacing Spacing to be used - = 112:. ' in 2455 lbs 530 lbs/bolt 4.63 . 22 ft 57 in 32 in Use 112" anchor bolts g 32" ox.- as noted on plans Right Main Boit Size Base Shear 11 Bolt Capacity Number of bots required Wall Length Boli Spacing Spaying to be used 1/2 in 5108 Ibs 530 lbs/bolt 9.64 52 ft 65 in 32 in- Use n Use 1/2"' anchor bolts @ 3211 o.c. as noted on pians Left Side �.�. Bolt Size Base Shear V Bolt Capacity Number of bolts required Wall Length Bolt Spacing Spaying to be used P .1 /2 in 5610 1 b 534 lbs/bolt 10.58 52 ft 59 in 32 in - 11 - IIF ■ i 0 LL LLQ #'0 0 ca0 M �I U ,.. C- 11 . Ja .- •- .,70'§ 0 M < LIJ F- F- cti! Cy') rn WE 0 i a 0 CL CD ::. .to CD M ..... .. Um OD C) 01rr to LLQ #'0 0 ca0 M �I U ,.. C- 11 . Ja .- •- .,70'§ 0 M < LIJ F- F- cti! Cy') rn WE 0 0 z i ■ ca 0 0 0 U. pp_lpmd cc 0 L4 ■ s 0 CL ■ ■ a .' 0 LL rw go N t i a 0 CL M ..... .. LO OD C) 01rr to .. ■ Cl'%maw, �� 0 %,-,we� 0 0'0 LAmp 0 0 0 3: OL O. CL LL co ... C*4 in 110 . ..■� IN 0 z i ■ ca 0 0 0 U. pp_lpmd cc 0 L4 ■ s 0 CL ■ ■ a .' 0 LL rw go N t i a CL 0C 0 Cl'%maw, �� %,-,we� 0 0'0 LAmp 0 0 0 3: OL O. CL LL 0 z i ■ ca 0 0 0 U. pp_lpmd cc 0 L4 ■ s 0 CL ■ ■ a .' 0 LL rw go N t POST / FOOTING / SHEAR WALL SCHEDULE (not all are necessarily used) Posts Designation Post Size P1 Double Stud P2 Triple Stud P3 4x4 P4 sXs P5 31/2"x 3 1/2" Parallam Post P6 3 112" x 5 114" Parallam Crosswise Post P7 51/419 x 5 114" Parallam each Post P8 Four Studs Footings Designation F tin Size Reinforcement Crosswise FT1 201V" bars nt.. None FT2 18"x10"xcont. FT3 241'x24"xl 01r] FT4 301qx3011x1 Orr T 3611x361x 12'1' FT7 48"x48"xl 211 FTS Shear Walls (2) #4 bars cant. (3) #4 bars each way {3} #4 bars each way (4) #4 bars each way (5) #5 bars each way (5) #5 bars each way Spacing Designation Material Nails Edge Field 1 7I16" SSB or CDX, plywood 8d f" 12" 2 7116" OSB or CDX plywood 3 7f16" OSB or CDX plywood 4 7116" OSB or CDX plywood 5 7I16" OSB or CDX plywood fi 7/16" OSB or CDX 8d plywood 7 112" Sheet Rock or better 8d 4" 12" 8d 3,. 121P 8d 611 12" (each side) 8d 4" 1.21P (each side) 8d 311 12" beach side) 5d Gooier '1 PF - Al f`I NOTE: OPENING DESIGNED IN ACCORDANCE U TH 18C SECTION2305.1 ,# THIS ALLOWS FORCE TRANSFER ARDUND TRE OPE-MING.' 3302 No. Main St Spanish Fork UT 84660 W-7 8-M Fax 801-7999393 Con3ulfing Engineers HEADER BLOCKING DETAIL SCALE: 1"=1, —1— "16" ROOF SHEATHING BOUNDARY :SIL RMW 3302 No. Main St Consuffing Engineers Spa nish Ford, UT 8 and Surveyors Inc. 501-79"555 Fax 801-798.8393 NAILING, 11 O.C. 7/16" OSB SHEATHING W ITH 8d NAILS Q 6or O.C. BLOCK ALL FREE EDGES WITH 2)x4 R 0 0 F T R'U S bS .E S k 21. 4", ._ -'3j L, 1 P C' Ora 0.. F UX0. DOABLE TOP PLATES STUD WALL ,111—SHEAR WALL AS PER PL S DRAG STRUT TRUSS DETAIL SCALE: 1"r ---, i , ...1Detailsldrag-strut.dgn - I � Mountain 0 yew Structural Review Rexburg, Idaho , April 16, 2003 Job #200,13=259 3302 Nm Main Street 7 Spanish Fork,, Utah 84660 Phone.,:- 801_7gg,0555 - Fax; 8Q1-798-9393 LEi Consulting Engineers andSurveyors, Inc.. EngIneer'Ss��►� to thisentire L . packet. This packet ISvaid if bindings *s broken or it engineer'sis sea[ -. not an original signature 111n.. red ink, This engineering renort is vali, located at Lot #'�, P�arkside W.- d ly subdivisi for the- aforemenu oned bui[ctingon in Rexburg,[daha� j nis reP-Ort is tv be used oni without the y d y not be copied o P - written c-onsent of LEI Consulting Engineers., r reproduced U I 5truc.tural Review for; Location: Job : Engineered by. Code* Load'ings Ground Snow Load: Elevation= Roof Snow Load: Mountain View Rexburg, 1Q 2003-259 BLD 2008 IBC �' OC P9= t= Roof Exposure Q,= Roof Dead Load: Floor Loa d i Roof Pitch L= .dead Load= Live Load: Wind Load! .. Basic 'in Speed 0.7 f 0.91 .Ful /1 .1 p f 15 pf PSf 40 pf 90 mph Directionality Factor Kd = 0.85.. Importance Factor I= Exposure Cat o Enclosure Classification _ Enclosed Mean H eight of roof 15' ft. Horizontal Loads - (Values oads:( I for Roof Height = 30'and Exposure B) Transverse Pwall end P roof end Pwall into ri,or = Lorei udinal 15.6 Pwall eod _ 12.8 4-91Pall interior;-, 8.5 11.61 Proof imedor = 4.3 Vertical Loads: (Values fo r Roof Heig ht = ' and Exp os u re B) Transverse L n Itud incl Horizontal Loads: (Adjusted Values Tran me Longitudinal Pwall end = 15.6 Pwall and = 12.81 Proof end _ 4.9 Pwall interior = . Pala int-erior - 11.6 of interior ertI al Loads: (AdjustedValues)- Transverse I ues Trans r Longitudinal nd roof end i 1-8 P nd roof end -1 .4rid roof end = 1.8 P - +� ilk ro�� endFlee roof end lee roof end 76 P le a roof end —' -9.41 . P `e roof end = PyAnd roof interior 1 -5 Few;nd roof interior = -10.7 F nd roof truehor = 1. Ise roof interior _ -. Plee ro-of i n#eriar = -6.81 Ree rx>of interior Foverhang end — -12.1 Poverhang end -23.1 Pover ,an end = -12.1 PoVer hang interior = -1 1.1 1 P H igh E po ure Adjustment: 1.0 rhanq interior = -18.4 nd roof interior — PRee roof intarrpr Poverhang end Poverhan.interlor = -11.11 Pei° U _I— Loadings #cortin Seismic Lo din Spectral Acrel.(short period) S. = 1.4: Spectra =I* 1 see. period) F 1 G& F �- SMS Mi SDS 01 Seismic Design Category = 1 fm 1. 1 r 0.675 0.96 O D Structural Sheathing Sheetrock I 8 Steel Frames Height of bldg. h., ( = 26 Bl. Period. Coeff.CT = 0.02 Fundamental Period T, (sec.) = 0.2303 4th Floor Ceiling Height h_ ..:. :.:: 0 ft 3rd Floor Ceiling Height h3 ft 2nd Floor Ceiling height:: o ft Ilse Fluor Ceiling Freight h, =ft .. ............ . PREFACE THIS ENGINEERING REPORT IS VALID ONLY FOR THE FOLLOWING PLAN AND LOCATION: Mountain View Lot #'I, Parkside subdivision i n Rexburg, ID THIS ENGINEERING PACKET IS TO BE USED ONLY ONCE FOR THE ABOVE MENTIONED LOCATION AMD IS NOT TO BE COPIED OR REPRODUCED WITHOUT WRITTEN CONSENT OF LEI CONSULTING ENGINEERS. A SOIL BEARING PRESSURE OF 1500 PSF IS ASSUMED SINCE NO SOILS REPORT WAS AVAILABLE. IF THE VALUES AND ASSUMPTIONS STATED IN THIS REPORT ARE INCORRECT, OR IF CHANGES IN THE FIELD ARE NOTICED WHICH ARE DIFFERENT FROM THOSE STATED IN THIS REPORT, THE ENGINEER MUST BE NOTIFIED IN ORDER FOR THE NECESSARY CORRECTIONS TO BE MADE. IF THERE EXISTS ANY DISCREPANCY BETWEEN THE CALCULATIONS AND THE DRAWINGS, THESE CALCULATIONS SHALL SUPERSEDE. THE ROOF TRUSS SUPPLIER SHALL ENGINEER THE ROOF TRUSS SYSTEM. THEREFORE, THE ENGINEERING OF THE ROOF TRUSSES IS NOT CONTAINED IN THIS REPORT. THIS ENGINEERING REPORT DEALS ONLY WITH THE STRUCTURAL PARTS OF THIS BUILDING AND DOES NOT PROVIDE LIABILITY TO THE NON-STRUCTURAL PARTS. THE OWNER AND/OR BUILDER IS RESPONSIBLE TO SEE THAT PRODUCTS ARE APPLIED CORRECTLY AND IN ACCORDANCE WITH MANUFACTURERS' SPECIFICATIONS AND THE REQUIREMENTS OF THE UNIFORM BUILDING CODE. SEE LVL MANUFACTURER'S SPECIFICATION GUIDE FOR ALL CONSTRUCTIC INFORMATION ON MULTIPLE PLY BEAMS, NOTCHES, HOLES, BEARING ETC. IF PLANS ARE STAMPED IN CONJUNCTION WITH THIS ENGINEERING PACKET, CERTIFICATION PERTAINS ONLY TO THE STRUCTURAL ELEMENTS OF THE PLANS. -3- Summary Floor Joists: Deck Joists.: Roof: Other: Beams: FJI: 2xI0 DF -L#2 @ 12,11 o.c. as noted an plans FJ2: 2x7 D DF -L#2 a[7 16111 a.c. as nosed on plans 3/4"' T$G flooring to be nailed with Sd nails 9 G" o.c. edge, 12" o.c. field DJ1: Not Used Trusses by others 711699 roof sheathing to be nailed with 8d nails @ 611 o.c. edge, Overbuild to be 291 " Timber 9 24" o.c. All bearing headers to be (Z) 2xI0 (DFL #2 or better) unless noted otherwise A11 exterior sheathing to be Shear V11a11 #'I unless noted otherwise All glulam beams are to be 24F -V4 unless noted otherwise Strap end lengths for shear walls (see also Simpson Coifed strap specs.): C57 fi = 14" CMST1 4 = 34" CflRSTC'! B = 25" Beam Number Size Type RB1 1 31/8 " x 15" Glulam RB2 2 11 718" Microllam RB3 2 2 x 10 Timber RB4 2 11 718" Microllam RB5 2 2 x 10 Timber RB5 2 2 x '10 Timber RB7 2 7 X 14" Microllam RBS 2 2 x 10 Timber MB1 2 2 X 10 Timber MB2 2 T 1/4" Microllam MB3 2 2 x S Timber 9 Ln cn E 11 11 � 0. 0 Mo 11 it c 0 r •Okft` awr 11 0 CL t13 0 11 3 r �, , �' r E I I Nr U-3 C64 Co co LO E 11 11 � 0. 0 Mo 11 it c 0 r •Okft` awr 11 0 CL t13 0 11 3 r �, , �' r E I I Nr IR cl 0 CD CZ) r 0 . sOD... fj T.' ''M'. _ 0 to C6 OD En E 11 11 � 0. 0 Mo 11 it c 0 r •Okft` awr 11 0 CL t13 0 11 3 r �, , �' r E I I Nr 0 0 11 CL 11co brAMEW I " r x 1� Aftwo In L§— ,� ` -AM mi II0 2 - AMP CL ca c CD 409 0 Ct W Cr Cr Cr Cr I '_ `'•i Lu -a CL .1w m — 11 Lei IF 4W CL CL LU L oLn w 11 CL 11co brAMEW I " r x 1� Aftwo In L§— ,� ` -AM mi II0 2 - AMP CL ca c CD 409 0 Ct W Cr Cr Cr Cr I '_ `'•i Lu -a CL .1w m — 11 IF 4� CL CL LU L ,0 F ` %4 co ■ i 0 . 0 11 CL 11co brAMEW I " r x 1� Aftwo In L§— ,� ` -AM mi II0 2 - AMP CL ca c CD 409 0 Ct W Cr Cr Cr Cr I '_ `'•i Lu -a CL .1w m — 11 11 IF 4� CL CL LU L 11 C ,0 co ■ i LD UJ ' PUI F14- Y CO N — MMM "co MEMO 0 0 CL r,rr 1CO m C 0 cv C\f Col ci t 70 U) X:, A! CIM .CD CD m �. JMMM m CC E 4-1FF 'D C F CL 0 CDC 400 LO 0 C a 0 ai 'mo.i•� C)� in C � J Ul) 4 Q 0 -L r to a m 0. #� ato mo •� n] d� a C� C� CD n T- ar- i CL 0 ireSMW c' co 00 00 00 co 00 00 co 00 CN C14 Cq Cq m C MOM .'.'CN ■ Il - V- q& z rr— _-fD q, IM IM c c c cc Co 0 CZ M Ca M 169t W CarM C5 CC Co Ch 'UA PUI.AA 0 Y CO N MEMO 0 0 CL r,rr 1CO C 0 cv C\f Col t U) 'UA PUI.AA 0 Y MEMO 0 0 Sim r,rr 1CO C 0 t U) .CD �. JMMM m CC E 4-1FF 'D C F C in C to a m 0. #� ato mo •� n] d� CL ireSMW Tr m C ■ Il - q, a� 0 169t 00 00 w w m m wo C4 N cj cl i] co 0 rm7 r — Y LM Sim r,rr 1CO 0 rm7 r — UIO DUIAR CD CL r 0 T 00 0co MI -i 0 r. m ca r. CL 0 .�..� CD C) a CD n CD n C> CD a CD CD CD C) 00 00 03 co co Co 00 �coOD co OD co i+ ,co co , CN CN0 Ln ,I OL CL a- OL OL om Yr cn cz ig: L ■" r IW7 r rOD UIO DUIAR CD CL r 0 T 00 0co MI -i 0 r. m ca r. CL 0 .�..� CD C) a CD n CD n C> CD a CD CD CD C) 00 00 03 co co Co 00 �coOD co OD co i+ ,co co , CN CN0 Ln ,I OL CL a- OL OL om Yr cn cz ig: L a L LM U) W DUIAA Lo m r^ 9MBIL W4L do,, r IW7 r rOD 0) Anchor Bolts Front Bolt Size Base Shear V Bolt Capacity Number of dolts required WWII Length Bolt Spacing Spacing to he used 1/2 in 5007 Ibs 530 Ibs/bolt 9.45 Use 112,11 anchor bolt @ 24TO x. as noted on plans Fear Bolt Size Base Shear V Balt Capacity Number of bolts required Mall Length Bolt Spacing Spicing to be used 1/2., in 5314 Ibs 5313 lbs/bolt 32 in Use 1!2" anchor bolts @ 321W v.c. as noted on plans Right 1301t Size Base Shear V Bolt Capacity Number of bolts required Wall Length Balt Spacing Spicing to be used 112 in 3$92 lis 534 lbs/bolt 7.34 5.1 ft 84 in 32 in Use 1f2" anchor bolts @ 3219 o.c, as noted on plans Left Bolt Size Mase Shear V Bolt Capacity Number of dolts required I,IIfa11 Length Bolt Spacing Spacing #8 be used 1/2 -in . 90 Ibs 530 lbs/bolt a.17 511ft 3844 in 32 in Use 712" anchor bolts @ 32" o.C. as noted an plans -9- _ JI- I� 4-- 0 2 0 CL it -C: (1), 4 II -�5 .2 o C) Ld F- F D —10— ■ dh 14� ■_ cc m 13 13 LLM LL 4-1 0 CL 0 CL Iw ■IFEtEw.c Nf m i ci Cq cn 0 M c; ,, IIm ip LM Clq co a 440. cc M : CL LL D —10— ■ dh 14� ■_ cc m 13 13 LLM LL 4-1 0 CL 0 CL Iw ■IFEtEw.c Nf m i ci Cq cn 0 M c; 0 ip Clq cc M : D —10— ■ dh 14� ■_ cc m 13 13 LLM LL D —10— lumnr 2000 International Building Code (97 N[ S) I Ver-, 5.05 BVd David W. PE r , LEI Consulting Engineers on: 04-16-2003 : 4:50:55 ProieGt 2003`59' Location.-, P9 Summary: _ _ .i i- i i navi loos V4 - visually G railed D ouglasi r - ID ry IJ se Ocotion d equat By-, .4% 118ilical Heactions. Live_ Vert-LL-Rxn= 7431 LB Dead: ''pert-CSL-Rxn= 3232 LB Total: Vert-TL-Rxn= 10663 L AxI! L* Live Lo2ds.0 PL= 7431 LB Dead Loads: PD= 3185 L Column Self ht: csw= 47 L Total Loads-- FT= 10663 LB Eccentricity (X -X Acis): ex= 1.00 IN Eccentricity (Y -Y Axis): ev= 1.00 IN I Axial Duration Factor: cd -Axial= 1.00 Column Date.: Leith 40-0 FT Maximum Unbraced Length (X -X Axis) LX_ 9.0 FT Maximum Untraced Length (Y -Y Axis. L = 1.0 FT Column End Condition: Ke= 1. Calculated Properties: Column Section (X -X Axis) : dc= 6.00 IN Column gection - i . d - 3.13 IN area: A= 18.75 I N KAOCIL11M ( .- A, -Vi -Q)' SX= 18.75 IN Section Modulus -Y Axis): Sv= 9.77 II I Slenderness Ratio: L 'd = 18.00 Lehr/d= 3.8 Properties For: Combination Symbol #4- Visually Graded Douglas Fir Compressive Stress: Fc= 2100 PSI Modulus of EIa ticit : 'E= 1900000 PSI Beading Stress (X -X Axis): Fbx= 1900 PSI ndinq Stress (Y -Y Axis)*. Fby= 2200 PSI Adjusted Properties: Fb '. Fb)e= 1898 PSI Adjustment Factors. Cd=1.00 .00 FI S. I' by 2552 PSI Adjustment Factors: Cd=1.00 fu=1.16 C11=11.00 Fd: Fc�= 1708 PSI . diu tment Factors. Cd=1.00 p=0.81 Column Calculations ( ontrcl I i n case Ori I' ) . ontrcllinq Load case. Axial Total Load Only L + D Compressive Stress: fc= 569 PSI Allowable Compressive Stress: Fc'= 1708 PSI Eccentricity Moment (X -X Axis): Mx -ex= 885 FT -LES Eccentricitv Moment (- Axis): - - 886 FT -LB D end in q Str000 Uttoral Loado Only -X c['Q) . —0 Pull r ►fir 1 1 . Otr K -A /i ); Fbx 1 808 PSI Ir~ q Sere s L t r l Loads Only - Axis) : Posts Footings POST / FOOTING / SHEAR WALL SCHEDULE (not all are necessarily used Designation Post Size Pi Double Stud P2 Triple Stud P3 4x4 P4 6x6 P5 31/211 x 3 112" Farallam Post P6 31/211 x 5 114" Parallam Post P7 5 114" x 5 114" Paralfam Past P$ Fain Studs P9 3 SIS" x Fi" Glulam Post Combination #4} Designatign Footing Size Reinforcement Craccwio rz-i 224�o-xcvnt. (z) *4 bars coni- None FT2 1810 x1l Q (2) #4 bars cont. None FT3 24tlx24ppxl fl" (3) #4 bars each way FT4 3011X30"A 01, {3} #4 bars each way FT5 36"x36'1x12" (4) #4 bars each way FT6 42"X4211 1l " FT7 4811x48"x1 2 il FT8 Shear Walls (5) #5 bars each way (5) #5 bars each way Spicing Designation Materia! Mails Edge Field 1 7116" CCSB or CDX plywood 8d 6" 1211 2 7115" (]SB or CDX plywood 8d 401 121t 3 7/16" USB or CDX plywood gd 3'f 1211 4 7116" OSB or CDX plywood 8d 6" 12" (each side) 5 7/16" OSB or CDX plywood 8d 4" 12" beach side} fi 7116" SSB or CDX plywood $d 3" 12" {each side} 7 912" Sheet Rock or better 5d cooter 7" 701 - ILi RI rlr K w / -7 NOTE: OPENING DESIGNED IN ACCORDANCE WITH IBC SECTION 2305-1.3, THIS ALLOWS FORCE TRANSFER AROUND THE OPENING 3302 No. Main St, Spanish Fofl, UT 846 so HEADER BLC3CK1NG DETAIL 8D9 -T98.0555 FaX 801*79&9393 colmuldno Ensin"m SCALE: b m —13— consulting Engineers and Surveyors, Inc. Client: Job Name: Job #: 24i2' y0`( Subject: ktCf Truss Rlockf Date: BY: Checked: Sheet: of: ri r QLOCAING 6LUEO,, AIJO SCPEVlEA 70- ROOF $ff07-NdAI6 ISS A L OC K PPEp TO,447CH 9,XF Pi -T,(-y --� (4) IU A1AIc5 V s 0 3302 No. 1hAain 5f. Spanish Fork, Utah 84660 (801) 798-0555 fax: (801) 798-9393 EMaiI: office@fei-eng.cum