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File Documents.309 Oak Ln.0021-2022-BRES (22)
% ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING Structural Calculations For: ,,IIII;oP°°�9�Fti(5) :0 53862 �:a w ; O • :• • �.. : 01/07/2022 signed Shape - Oak Ln Residence Digitally ScottRatte many 309 Oak Ln Date: 2022.01.07 16:05:13-08'00' Aspen, CO 81611 City of Aspen Prepared For: Shape Arch. RECEIVED MISSOULA.MT WHITEFISH.MT SPOKANE.WA d EAVigi AM/2022 H:(9 P08)7215733 PH:(906)552-1492 PH:(500)9 1-7731 it 0 9/Z 8( �2 FORCOMUMPUNICE ASPEN a imp BUILDING DEPARTMENT ; ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING 21-04-185 I 7-Jan-2022 DESIGN CRITERIA Project Number: 21-04-185 Project Name: Shape-Oak Ln Residence Legal Description of Property: 309 Oak Ln Aspen,CO 81611 Client: Shape Arch. Building Department: City of Aspen Governing Code: 2018 IBC Occupancy: Residential Risk Category: II Frost Depth(in): 36 LRFD Design Wind Speed(mph): 105 (Ult.) LRFD Seismic Cs Factor: 0.061 Light Framed Shear Wall RECEIVED MISSOULA,MT WHITEFISH.MT SPOKANE,WA (} �I�ISVW , PORTLANCODD/19/2022 PH:(406)721-5733 PH:(408)552-lag PH:(sae)en-nal 2 2 D PH:(503)3es1229 l FORCOMUMPUME ASPEN 3 imp BUILDING DEPARTMENT : ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING Design Criteria Climactic & Geographical Design Criteria Table R301.2 (1) as amended Item Criteria Ground snow load 100 psf Wind Speed Exposure Category 89 ! B Seismic design category C Weathering Severe Frost line depth 36 inches RECEIVED 01/19/2022 MISSOULA.MT WHITEFISH.MT SPflKANE.WA 111D' PORTLAND.OR 09/28/2022 J PH:(406)721-5733 PH:(406)552-1442 PH:(509)9217731 FoacP k :R'�--.ob9 PH,',( 39 229 ]imp /-� Iv BUILDING DEPARTMENT 5ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING PROJECT NAME: Shape-Oak Ln Residence PROJECT NUMBER: 21-04-185 Site Snow Load Calc SITE SPECIFIC INFO- ELEVATION (FT): 8000 SITE SPECIFIC SNOW LOAD- ASCE-7 CHAPTER-17 Pg min= 100 PSF GROUND SNOW FACTOR: Pg= 100 PSF EXPOSURE FACTOR, Co: 1.0 Pf= 0.7CPCtISPg THERMAL FACTOR, Ct: 1.1 Pf= 80.00 PSF IMPORTANCE FACTOR, Is: 1.0 Pf min= 80 PSF N 9 Park Cir Pack C1c Li EJ polr Ave 0,41, 309 Oak Ln, °° Aspen,CO 816'1 .4# co, Co � oo kNr (7 North Vicinity Plan G not to scale RECEIVED MISSOULA,MT WHITEFISH,MT SPOKANE,WA nkN AI r 91 /1 9/2022 PH:(408)721-6733 PH:(408)652-1442 PH:(609)921-7731 `r 1 b 9 i2 a/2 0 22 I) Pi 1:(so 395-122� FORCOMMINWNCE ASPEN 3 Imp BUILDING DEPARTMENT % EC LI PS E ECLIPSE- EN GINEERING .COM ENGINEERING 21-04-185 I 7-Jan-2022 Project: Shape- Oak Ln Residence Risk Cat: II Location: Aspen,CO 81611 Importance Facor: 1.00 Seismic Design- Ss: 0.399 Site Class: D Si: 0.084 Seismic Design Cat: C ATC Hazards SDS: 0.394 SD1: 0.135 Seismic Force-Resisting Systems: Light Framed Shear Wall R= 6.5 ASD Cs: Cs= (Rh)(0.7) RECEIVED VD 01/1 9/2022 SOULA,MT WHITEFISH.MT SPOKANE.WA -P.i/?r`+It'2O22 PORTLAND.OR PH(400)721.6733 PH:(OOB)662.1402 PH:(SOB)921-7731 4 `� PH-(5" 1229 ASPEN ]imp BUILDING DEPARTMENT % ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING 21-04-185 I 7-Jan-2022 Project: Shape-Oak Ln Residence Risk Cat: II Location: Aspen,CO 81611 Importance Facor: 1.00 Wind Pressure Design- Lateral Pressures(psf) Vertical Pressures(psf) Wall Edge(A): , 24.2 Winward Edge(E): 21 . Basic Wind Speed: 105 mph(ULT) Roof Edge(B): 6.4 Leeward Edge(F): 14.6 Exposure Cat: C Wall Face(C): 16.1 Windward Face(G): 14.6 Mean Roof Height: 16 ft Roof Face(D): . 3.5 Leeward Face(H): 11.1 Roof Pitch/Angle: 4 12 18 ° CC Pt 1: 25 Adjustment Factor: 1.21 (A) CC Pt 2: 35 Kzt Factor: 1.00 ASD LRFD Roof Wind Pressure: (B +D)(it*Kzt) 3.59 12 psf 20 psf LATERAL WIND 2 J PRESSURES Wall Wind Pressure: (A_+C 2 )(A*Kzt) 14.63 16 psf 27 psf Windward Pressure: I E+ G1(A *Kzt) 12.92 13 psf 22 psf VERTICAL WIND l 2 /I PRESSURES G UPLIFT Leeward Pressure: (-)F+H (A*Kzt) 9.33 10 psf it psf 2 CC Wall 1 Pressure: P:=Pt•)•k.t 18.15 20 psf 33 psf CC WALL WIND PRESSURES CC WaII 2 Pressure: P.=Pt•A•kzt 25.41 25 psf 42 psf RECEIVED 101/19/2022 SSOULA,MI Will TEFISII,MT SPOKANE.WA 09/28/2022 0 PORT LAND.C 4:(406)721-5733 PH:(406)552-1442 PH:(509)921-7731 fl raF � PH:(5° N imp fj BUILDING DEPARTMENT 5 EC LIPSE FrlIPfF FNC7INEERINC, coM E N G I N E E R I N G DIMENSIONS WIND NORTH-SOUTH DIR. WIND EAST-WEST DIR. SEISMIC CALCULATION DIAPH LABEL WIDTH OF NIS WIDTH OF E/W ,.iND ROOF V4ilvu WALL WIND WALL HEIGh. ._,.L, .RIB R N/S R ENV FACE(FT) FACE(FT) AREA(FT^" AREA(FTA2) AREA(FTA2) AREA(FTA2) TR' (rT) ( TAm (rTArn Roof 24 60 1 200 300 480 6 1440 0 6.5 6.5 Loft 14 36 1 1 1 1 8 0 504 6.5 6.5 ROOF EAST 1 60 300 240 6 0 0 6.5 6.5 I - RECEIVED all39/2022 MISSOULA,MT WHITEFISH,MT SPOKANE,WA BEND,OR PORTLAND,OR PH:(406)721-5733 PH:(400)5621442 PH:(509)921-7731 PH:(541)389-9059 PH:(503)3955-1229 ASPEN BUILDING DEPARTMENT '--,E( LIPS E FNG, NFFRiNG Wild Des gl-ASD nawKinieremwe Was"—..ve 18 Seismic Design-ASD R Value Cs FWD, E136501e Seismic weights ea 0_012 VMIDlelsn 15 se 007f Foot mom 15 1e SIM Km4DL.2oa 0sn Si meemimamasmssws.»- .-_ 11.1 ,•,• , .., PAPMLABEL LATERAL L.OAD(NS) LATERAL LOAD(LW) DOVERNS7 da)S) DOVERNS7(6W) Wild Load(NS) weld Load(Ew) Seismic Load eV,S) Seismic Load(65V) Wind Base Shew(NS) wind Base Sheos(65V) Seismic Mee Shear(NS) Seismic Base Shea(65N3. MI PI, MY MY MY PLF Ken KPS KPS KIPS Roof 143 1.., ef5N1 04150 _a. -ea 2A1 .- 3.n 11-n 2.54 se Loft 53 32 mawsE6ar0 2 1 Da 23 003 0.03 on oA ROOF EAST 124 tows, wexo +D1VN! 12. +Dom a vevmr 7.44 WbPD! 0.E 0 VVALUE WCM WNW EDNW! 'Dim)! ay..., 2VAUE! D130! EDN&! EVADE! 0VAUE1 0 ",L(E'. IIVALUE 1D1Vp! MOAW! &DNA! 'D1m1! ay..., 2VAUE! D130! MDNAD! NAME! 'VAUE1 0 IIVALUE UVALUE moan 0DRP! &DNA! 'GOV! AWOL' 'VALUE! DIVA! 0DNA! NAVE! 'VAUE1 RECEIVED CIU010E 01/19/2022 09/28/2022 .,,,,one!».a, ASPEN Jr., BUILDING DEPARTMENT :EC LIPSE S IWWS Design - 2R613211? 1.121.T.5WSIGMFM2 MalT5W6FGMFIe] amt&IR Muce0lme lz , N9 s 111 »% %aR1a5 OA �RF4' OA 00 Flay,Fhdamelcm M p FN »% ...GRIM OA OA YRFQ' DAM above Roof 111M MI 0.0 rvmax: 144 3r1s0C ean. _56 WMR SW Label Load Dir.(N-SaE-2M19 Gnd Line Shear Abv(kp) SW Type(Typical,Pert Line Tb(p) I SW146igh41 SW Length() Tobl SW Lim RaooRoor Aspect Racy Red. 000en I SeOmeENs) fi Lemth IPo DL Trib OH Reduction- Labol t-W 0A 1ya WOO Sf0 IDA ]81r I 10] SW-IA ' - Lx Styx E-W OA 1.: 10A IDA IA !A 1 680 SW-2 T 12 LA 5W9•low E-W 2.1 Typ 71.0 8.0 IDA 10.0 1 101 evu _ E-W DA fop 12.0 12.0_ 5.5 _ 5.5_ 1 6n 81Y 51 ]4:� u 0A :aMa- 0 ar;a. soma u NS OA Mutt.Segments 12.0 10.0 9.0 105 10 103 Al 1,36 68 u NS b- OA MuSegments 12.0 10.0 7.5 16.5 10 103 Al 001 66 u ppgS 8�yy t,�upp5e¢6�1nxm�tts 12.0 ILO 85 31A 1R �7 m co NS OA SluA-Segments 12.0 10.0- 85 - 01A 1ao - C7 - a1 cs NS 0A Mutt_Segments12.0 10.0 14.0 AA ID 103 Cl .66 _ OA s1W1 0 0Wp - - sa/p 9 ni+n £Ma iaaa a - MA, soma 0A sable 0 101,0• 00WI1 OA sable 0 ADw' AM. till- sl,] 0 soma OA my. 0 non' soma OA n e m 0 MIVN soma I 0 'Or61 0A stem ,. soma IMMEMMW SWLm6I 'Sba bmmTaae(M SenalOn0lmseea it0 senor wadmlbl.x, CTM%pa MA MVO 106a'n4000 'WRDL 00 SY. r 80 CO I 80 Rl M6 1016 KS R S a-MAIN 80 80 80 801 66 AA 19 SBF] . 66 66 62A 20 BOA 86 COSIMI CO 28 9A 16 1616 103 60 60 swla SOW 60 60 0 Al 18 18 10 AT 66 MO 19 Atl 18 18 68 81 46 MO 19 18 18 66 a8 68 MO 19 18 18 66 a8 68 MO ]9 18 18 68 80 MI 10E0 ]9 II II slW] SOW 60 60 60 saW] SOW 60 II 6I 60 slW] SOW II II II 60 AI01 SOW 60 II 6I 60 AIW] SOW 60 II 60 60 AIW] SOW 60 II 6I 60 slW] SOW II II 6I 60 SOW] SOW II II 6I 60 swla SOW II II - 0.0 60 60 POW? SOW II II o OFEOTMFORa.46.,WG1CLUTEN6 AFW Ntla T%%IMo ROoaMR Sr]]RS%TMMO%M ,.,.:,,,n'A bFI !MAN NI"OsM M TW% 0Yn1Ra00Mos00 To611.AG010061%s00 T.,,,,,,,,,, M CAeaR00 0>`a RWR Co Me IaRM Nt%%a o OFERTA6FORPERFORATED6W GAULUTEN6 _ SW GRIOET Ma ll..5W51GM31ES Malr5W53GM3MS a»etenon em w.ua _ - N9 n% %GR105 OA OA 00 Flay,xa..ma....n .. -a EMI M Al1.61IR OA hR[C" OA 'h RFC' 0.0 r Mph ebwo ROOF EAST vm aF: tell,%! ErnL. SW Label call DW INSar E-18Q Grd Lim ShearAbv(kp) SW TWe-(Typia-Per- line Trib a) SWHeigld SW Length a) Total SW Line RoalFba Aspect Rabe Red sn`am1M Segmenk) al) Length()q DL TrOE(R) Reduction: Abe%I`M wM aNal 6Vh9-Moor E-W OA Typ 21A 8.0 Al Al 10] 030-23-RD',: ]M ax OA _ swra 0 sorry]' soma OA sawn _1 OA sawn 1 soma - Old my. Ama OA :aMa Ama OA my. AK. OA sawn - Ama OA my. - ,- AK. OA sawn - - soma OA sawn OA my. soma OA my. - AK. OA :aMa Ama OA - sawn - soma OA sawn Ama OA my. - - soma OA sawn _ AK. OA sawn _ soma I OA sawn AK. 111 a min* "lea Leman Tone rii SOmHmaMe shay 4.1 S.ILmom NM.%, n,Mra fO RIAIIC'R cm1,.e�mx 'WnJ�_.Y(J =x. ] 26 26 26 91 66 6fA 8 SOW AaI I sum AWp 60 60 AWp sap sum AWp 60 60 AWp RI':W AWO] AWp 60 60 AWp A1':M AIW] AWp 60 60 AWp z1':I] AIW] AWp 60 60 AK. c1':I] AIW] AWp 60 60 AK. vu.] AIW] AWp 60 60 .. 0.IR x1':n xaW] AWp 60 60 xr:n xuv11 AWE] SOW 60 60 xr.1 01':1 AIW] SOW 60 60 xr:n x1':C AWE] SOW 60 60 xr.1 x1':a AIW] SOW 60 60 xr.1 x1':a 0601 SOW 60 60 xr:n x1':n 0I01 SOW 60 60 xr:n x1'.M AIW] AWp 60 60 .I'.R xaW] AWp 60 60 mW] sum AWp 60 60 mW1 sum AW1a 60 60 00 or.,] scow sum AWp 60 60 o 43FEO0M01.11.46.,WCAULUTEN6 MA AN Hove T%140040FaMOs Sr]]a80%MM0%k MamNOSIMr Nt%fa0o1 HUM R,Os if) TW%M%061opeMos60 TOtl1m%.1GOo061.140 T%%6WLa0%AA croon en, RI RWR Co Me MaOMNHaa o OFFMTA3FORFERFORATFD6W GAULUTEN6 RECEIVED - i-'�/it1hyg� 01/19/2022 09/28/2022 D pry,....,...... .�.,...1� ...m.,,m,n, ....a.1,..._e raidetiadivweacEa ASPEN BUILDING DEPARTMENT Q o T Q o Q shn e ARCHITECTURE morgan@shapearchitecturestudio.com Morgan Law,CPHC 541.729.3675 RR-1 Drawings and Specifications as instruments of service are and shall remain the property of the Architect.They are not to be used on AI- extensions of the project,or other projects, _ except by agreement s in writing and r.l appropriate cempensatbn fo the ArchReR. The General Contractor is responsible for the confirming and correlating dimensions at job site.The Architect will not be responsible for techniques, equ means, , 1 methods,techniques,sequences,or r procedures,or for safety precautions and iffi.ii1"r 11111 © 'Y3' programs in conneRion with the project. ICY I STORAGE r I SHAPEArchkectureSNahLLC®2921 SW-1 (13') I I I I a _, H X ( -0 SW A.1 (12') a a.., A II 1 H-X Ark i v� :EDROOM I H 1 '� �� ink Ai Ank o o • 4. 3'-1"� 31/2" 9'-9" - I LIVING al) BEDROOM I I OPEN TO BELOW H-X © © © ak - I II 3 H 3 ATH-OOM _ mcsi = PINT 1 B'THROOM H X m 1 = FJ-1 UJ I 1 B ---T rl _ . --- �I - ----- 2 2 - - - - �� - --- .�, - ------- 2 Z EN ,,,,,...........:, L. T 1 H-X cn L , ATHROaM I Ce CI' r .nwao.a r BEDROOM N III o 7 Z Q c, " SW A.2 - 03 ,itcI — BEDROO SW C.1 d Q I. L N 2 a) B X :p= PINT 2 M V o S 23 < Ll_\ > STORAGE H-X -e € I I_l4Sf \ I , Drglc B-X 7��.:c !7L�.�c w/D :- Drglt Laylb �I�(( 1i �ii T �iilar, Laylo I II'a. 0 -nil N_ [ I I< JI 3 II II II I II I I I n RR BCI f la 1. i i -I = 41 � I li _,11ii I 3ii e .ti r :; •< �� SW C.2 RR 1 tl 1 I 1 B-5 I KITCHEN H3 I j • >I I OPEN TO BELOW XVl DINING Dr911 `I� �!J!NlflAAll ItRw' Drglc I III 'Drglc Laylo I H- 1 `�," Lay10 i LayIG I,H -3 - . . _ I H-X L. i"44.'4:i - ii I - - -—- - 3II II IIN A BENCHI .•....1. .I-_ .....:........... 1I -- ---- - 3 '+ ...•..7r H3 Irlgr•••r•••I•q•p'—, L ••••••• - --1-- -_-... `. , RDS APPLICATION: XX.XX.XX t _I I I d SW 3(13') k 4'_0" I 19'-0" C3 C5 CC C5 EC Proposed Plans © Dr r) © Mr•.C a Lay1 �411 � 410Upper Level Main Level , A101 SCALE:1/4" = 1,0• 0 2' 4' 8' SCALE:1/4' = 1'-0' 2' 4' 6' P.ECEIVED p0�1/R/2022 ASPEN BUILDING DEPARTMENT 5EC_ LIPSE ECLIPSE - ENGINEERING . COM ENGINEERING PROJECT NAME: Shape-Oak Ln Residence PROJECT NUMBER: Aspen,CO 81611 Load Takedown Vertical Design: PSF DL LL SL Roof 15 20 80 Conc Stem Wall �� Main Floor . 15 40 0 Thickness= 8 2nd Floor 15 40 0 Deck 15 60 100 Stud Wall(SW) 0 0 0 Stud Wall(BW) 15 0 0 Note:Trib for Point loads is(ft^2),Load is(kip). Main Floor Conc DL LL SL D+L or D+.75L+ Roof Trib 2nd Floor Trib Deck Trib Wall Trib MAX LOAD LABEL (ft) (ft^2) Trib(ft) (ft)-(ft^2) (ft)-(ft^2) (ft)-(ft^2) Wall DL D+S(KLF .75S(KLF I KLF I K) (ft^2) (plf) KLF/K KLF I K KLF I K I K) K) CF-EXT 16.0 0.0 5.0 0.0 20.0 200 0.82 0.52 128 2.10 2.17 2.17 P-EXT 80.0 0.0 0.0 0.0 1.0 0 122 1.60 6.40 7.62 7.22 7.62 PANT 0 0.00 0.00 0.00 0.00 0.00 0.00 P-INT 2 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED MISSOULA,MT WHITEFISH,MT SPOKANE,WA D INEVER ( PORTK 1- 9/2022 PH:(40e)721-6733 PH:(408)662-1442 PH:(609)921-7731 L:0 9/28/ 22 PH:( �F 7 FORcaatiuirmil ASPEN BUILDING DEPARTMENT : ECLIPSE ECLIPSE - ENGINEERING . COM ENGINEERING PROJECT NAME: Shape-Oak Ln Residence PROJECT NUMBER: Aspen,CO 81611 FOUNDATION DESIGN SOIL BEARING FTG DESIGN- F,r: 150 PCF SOIL BEARING PRESSURE: 1200 PSF MIN FROST DEPTH: 36 IN STRIP FTG STRIP FTG PAD FTG MAX APP. MAX APP. BEARING L=1'-0"FOR STRIP CAPACITY CAPACITY CAPACITY LOAD LOAD CHECK LABEL W(ft) L(ft) AEFF(SF) FTG TYPE TOW-TOF(ft) (KLF) (K) (K) (KLF) (K) Unity CHUG 2.5 1.0 2 50 STRIP 2.0 3 00 12.00 0 00 217 6.00 97% P-EXT 3.0 3.0 9 00 PAD 0.0 0 00 0.00 10.80 0.00 7.62 71% PANT 4.0 4.0 16.00 PAD 0.0 0.00 0.00 19.20 0.00 18.00 94% PINT 2 4 0 4.0 16.00 PAD 0.0 0.00 0.00 19.20 0.00 9.00 47% 0 0.00 0.00 0.00 0.00 - - - 0 0.00 0.00 0.00 0.00 - - - 0 0 00 0 00 0.00 0.00 - - - 0 0 00 0 00 0.00 0.00 - - - 0 0 00 0 00 0.00 0.00 - - - 0 0 00 0 00 0.00 0.00 - - - RECEIVED MISSOULA,MT WHITEFISH,MT SPOKANE,WA Eft PORT R9/2022 PH:(408)721-6733 PH:(408)662-1442 PH:(609)921-7731 b 9/38%o zz r'0 PH:I FORcaatcuilF1 NCe ASPEN 3 Imp BUILDING DEPARTMENT ®Bciecascader - Single 16" BCI® 90-2.0 DF ENGINEERED NVOD PRODUCTS J01 (Joist) BC CALC®Engineering Report Dry I 1 span I No cant. 124 OCS I Repetitive I Glued&nailed July 1,2021 23:18:28 Build 8013 Factored Product Data E=2.00 x 106 psi End Reaction(Ibs) Intermediate Reaction(Ibs) K=9.00 x 106 lbs Length No WS With WS Length No WS With WS El= 1275.01 x 106 lb-in2 1-1/2" 1475 2150 3" 3204 3814 Elc= 1501.71 x 106 lb-in2 3-1/2" 1900 2350 5-1/4" 4200 4650 Shear=2550 lbs Reactions between min.and max. bearing lengths shown are interpolated Moment= 13050 ft-lbs Vibration limited span =0 Modification Factors Factor Moment Neg. Moment Shear End Reaction Int. Reaction Bearing Load Duration 115%D 115% 115% 115% Moisture Content 1.00 1.00 1.00 1.00 Lateral Stability Unbraced Length 00-00-00 Repetitive Member 1.00 Notch/Bevel 1.00 Maximum Values A 11-06-08 A Moment(ft-Ibs) 0 2997 0 Shear(Ibs) -114 1028 Shear Red. (Ibs) 0 0 Reaction (lbs) 1080 1080 Uplift(lbs) 0 0 Total Defl.(in) 0.078" Live Defl.(in) 0.069" Neg. Defl.(in) 0" Load cases Loadcase#0:(1.00D) 1.00 Dead Load Load Type Component Start Pos End Pos Start Value End Value Point Load Dead Load 00-00-00 -- 4.58 lbs Point Load Dead Load 12-00-00 -- 4.58 lbs Uniform Linear Load Dead Load 00-02-12 11-09-04 20.00 lb/ft -- A 11-06-08 A Moment(ft-Ibs) 0 333 0 Shear(Ibs) -114 114 Shear Red. (Ibs) 0 0 Reaction (Ibs) 120 120 Uplift(lbs) 0 0 Total Defl.(in) 0.009" Neg. Defl.(in) 0" Loadcase#1:(1.00D+1.00S) 1.00 Dead Load + 1.00 Snow Load on span#1 Load Type Component Start Pos End Pos Start Value End Value Point Load Dead Load 00-00-00 ---- 4.58 lbs .� ��/ ✓ Point Load Snow Load 00-00-00 ---- 36.67 lbs Point Load Dead Load 12-00-00 ---- 4.58 lbs ir-ec79/211!2 �022 J� 01/19/2022 Page 1 of 2 '`0R ""�""'m ASPEN Gimp BUILDING DEPARTMENT ®BoEseCascade• — Single 16" BCI® 90-2.0 DF ENGINEEREO'A000 PRCOIJCIS J01 (Joist) BC CALC®Engineering Report Dry I 1 span I No cant. 124 OCS I Repetitive I Glued&nailed July 1,2021 23:18:28 Build 8013 Point Load Snow Load 12-00-00 -- 36.67 lbs Uniform Linear Load Dead Load 00-02-12 11-09-04 20.00 lb/ft Uniform Linear Load Snow Load 00-02-12 11-09-04 160.00 lb/ft — A 11-06-08 A Moment(ft-Ibs) 0 2997 0 Shear(Ibs) -1028 1028 Shear Red. (Ibs) 0 0 Reaction (Ibs) 1080 1080 Uplift(lbs) 0 0 Total Defl.(in) 0.078" Neg. Defl.(in) 0" Loadcase#2:(1.00S) 1.00 Snow Load on span#1 Load Type Component Start Pos End Pos Start Value End Value Point Load Snow Load 00-00-00 -- 36.67 lbs Point Load Snow Load 12-00-00 -- 36.67 lbs Uniform Linear Load Snow Load 00-02-12 11-09-04 160.00 lb/ft — A 11-06-08 A Live Defl.(in) 0.069" RECEIVED � � 01/19/2022 09/28/2022 Page 2 of 2 POICOOMp_MPUANCE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy I.hi ENERCALC.I NC.1983.2020,BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RR-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1.600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(O.03)S(0.2) t 8 0 b 7x17 Span = 10-0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.10 ksf, Tributary Width=2.0 ft,(LOW ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.931: 1 Maximum Shear Stress Ratio = 0.410 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 1.107.71 psi fv:Actual = 84.90 psi Fb:Allowable = 1.190.25psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.159 in Ratio= 754>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.186 in Ratio= 646>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.171 0.075 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.42 159.56 931.50 0.14 12.23 162.00 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.931 0.410 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.92 1,107.71 1190.25 0.96 84.90 207.00 +D+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.732 0.322 1.15 1.000 1.00 1.15 1.00 1.00 1.00 2.30 870.67 1190.25 0.75 66.73 207.00 +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.058 0.025 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.25 95.74 1656.00 0.08 7.34 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."-"Defl Loca on in S�-VE D +D+S 1 0.1857 5.036 0.0000 . =- - . 0.000 [feV/118111/ 01/19/2022 FORCOutimUMPLINICE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RR-1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.168 1.168 Overall MINimum 1.000 1.000 D Only 0.168 0.168 +D+S 1.168 1.168 +D+0.750S 0.918 0.918 +0.60D 0.101 0.101 S Only 1.000 1.000 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project I D: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy i,hi ENERCALC.INC.1983-2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1850 psi Ebend-xx 1800ksi Fc-Pill 1650 psi Erninbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Erninbend-yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o D(0.135)S(0.72) 04 5.5)(21 j Span=23.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=9.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.720 1 Maximum Shear Stress Ratio = 0.380 : 1 Section used for this span 5.5x21 Section used for this span 5.5x21 fb:Actual = 1.841.91 psi fv:Actual = 115.91 psi Fb:Allowable = 2.559.73psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.875ft Location of maximum on span = 22.016 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.679 in Ratio= 420>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.829 in Ratio= 343>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=23.750 ft 1 0.167 0.088 0.90 0.927 1.00 1.00 1.00 1.00 1.00 11.28 334.95 2003.27 1.62 21.08 238.50 +D+S 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.750 ft 1 0.720 0.380 1.15 0.927 1.00 1.00 1.00 1.00 1.00 62.05 1,841.91 2559.73 8.92 115.91 304.75 +D+0.750S 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.750 ft 1 0.572 0.303 1.15 0.927 1.00 1.00 1.00 1.00 1.00 49.36 1,465.17 2559.73 7.10 92.20 304.75 +0.60D 0.927 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.750 ft 1 0.056 0.030 1.60 0.927 1.00 1.00 1.00 1.00 1.00 6.77 200.97 3561.36 0.97 12.65 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."-"Defl Location in Span +D+S 1 0.8294 11.962 0.0000 - i_- 0.000 rill18111101/19/2022 FORCOutG.INKINICE ASPEN j imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.450 10.450 Overall MINimum 8.550 8.550 D Only 1.900 1.900 +D+S 10.450 10.450 +D+0.750S 8.313 8.313 +0.60D 1.140 1.140 S Only 8.550 8.550 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy i.hi ENERCALC.INC.1983-2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM- 2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi E rni nbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Erninbend-yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.135)S(0.72)04 5.5x16 j Span= 18.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=9.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.66R 1 Maximum Shear Stress Ratio = 0.376 : 1 Section used for this span 5.5x16 Section used for this span 5.5x16 fb:Actual = 1.810.22psi fv:Actual = 114.52 psi Fb:Allowable = 2.704.23psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 9.000ft Location of maximum on span = 16.686 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.506 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.615 in Ratio= 351 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.151 0.085 0.90 0.980 1.00 1.00 1.00 1.00 1.00 6.24 319.09 2116.35 1.18 20.19 238.50 +D+S 0.980 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length-18.0 ft 1 0.669 0.376 1.15 0.980 1.00 1.00 1.00 1.00 1.00 35.40 1,810.22 2704.23 6.72 114.52 304.75 +D+0.750S 0.980 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.532 0.298 1.15 0.980 1.00 1.00 1.00 1.00 1.00 28.11 1,437.44 2704.23 5.33 90.93 304.75 +0.60D 0.980 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.051 0.029 1.60 0.980 1.00 1.00 1.00 1.00 1.00 3.74 191.45 3762.40 0.71 12.11 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."-"Defl Location in Span +D+S 1 0.6145 9.066 0.0000 - it-- 0.000 CIU ��'It1KE0 01/19/2022 09/28/2022 FORCOutG.INKINICE ASPEN j imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM- 2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.867 7.867 Overall MINimum 6.480 6.480 D Only 1.387 1.387 +D+S 7.867 7.867 +D+0.750S 6.247 6.247 +0.60D 0.832 0.832 S Only 6.480 6.480 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy i,hi ENERCALC.INC.1983-2020 BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM- 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi E rni nbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Erninbend-yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.18)S(0.96) o 5.5x16 Span= 16nft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=12.0 ft,(ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.693 1 Maximum Shear Stress Ratio = 0.435 : 1 Section used for this span 5.5x16 Section used for this span 5.5x16 fb:Actual = 1.896.66 psi fv:Actual = 132.67 psi Fb:Allowable = 2.736.27psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.000ft Location of maximum on span = 14.715 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.421 in Ratio= 455>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.509 in Ratio= 377>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.152 0.096 0.90 0.991 1.00 1.00 1.00 1.00 1.00 6.37 325.76 2141.43 1.34 22.79 238.50 +D+S 0.991 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length-16.0 ft 1 0.693 0.435 1.15 0.991 1.00 1.00 1.00 1.00 1.00 37.09 1,896.66 2736.27 7.78 132.67 304.75 +D+0.750S 0.991 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.550 0.345 1.15 0.991 1.00 1.00 1.00 1.00 1.00 29.41 1,503.94 2736.27 6.17 105.20 304.75 +0.60D 0.991 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.051 0.032 1.60 0.991 1.00 1.00 1.00 1.00 1.00 3.82 195.45 3806.98 0.80 13.67 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.5087 8.058 0.0000 - it-- 0.000 C�cE��/It1KEC 01/19/2 0 2 2 09/28/2022 FORCOutCLIMvUAllCE ASPEN j imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: RIDGE BM- 3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.273 9.273 Overall MINimum 7.680 7.680 D Only 1.593 1.593 +D+S 9.273 9.273 +D+0.750S 7.353 7.353 +0.60D 0.956 0.956 S Only 7.680 7.680 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06005483 - ` ` - ` , . . DESCRIPTION: H-3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Erninbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Erninbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling -D(2)S(9) D(0.03))S(0.16) c : An 5 5x9 Span=5.250 ft Applied Loads Service loads entered_Load Factors will be applied for calculations_ Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=2.0 ft, (ROOF) Point Load: D=2.0, S=9.0k@2.50 ft, (RIDGE BM) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.881: 1 Maximum Shear Stress Ratio = 0.610 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 2.431.10psi fv: Actual = 186.02 psi Fb:Allowable = 2.760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.510ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 761 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.101 in Ratio= 622>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C ry C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.206 0.143 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.75 444.37 2160.00 1.12 34.06 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.881 0.610 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.04 2,431.10 2760.00 6.14 186.02 304.75 +D+0.7505 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.701 0.486 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.97 1,934.42 2760.00 4.89 148.03 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.069 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 266.62 3840.00 0.67 20.44 424.00 Overall Maximum Deflections �r�v/�� Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell +D+S 1 0.1013 2.587 0.0000 0.000 p �080 01/19/2022 [I\ o9/28/2022 ij FORtmut1Gc ANCE iPU ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H-3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.289 5.765 Overall MINimum 5.134 4.706 D Only 1.155 1.059 +D+S 6.289 5.765 +D+0.750S 5.005 4.589 +0.60D 0.693 0.636 S Only 5.134 4.706 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06005483 - ` ` - ` , . . DESCRIPTION: B- 4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Erninbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Erninbend-yy 850.0ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(4)S(18) D 0.0 S 0.16 A, 5.5x12 ,Ai, Span=5.250 ft H Applied Loads Service loads entered_Load Factors will be applied for calculations_ Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=2.0 ft, (ROOF) Point Load: D=4.0, S=18.0 k @ 2.50 ft, (RIDGE BM) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.969 1 Maximum Shear Stress Ratio = 0.884 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 2.673.36psi fv: Actual = 269.47 psi Fb:Allowable = 2.760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.510ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio= 928>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 758>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FV C i C r C m C t C L M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.226 0.207 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.37 488.30 2160.00 2.17 49.26 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.969 0.884 1.15 1.000 1.00 1.00 1.00 1.00 1.00 29.41 2,673.36 2760.00 11.86 269.47 304.75 +D+0.7505 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.771 0.704 1.15 1.000 1.00 1.00 1.00 1.00 1.00 23.40 2,127.09 2760.00 9.43 214.42 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.076 0.070 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.22 292.98 3840.00 1.30 29.56 424.00 Overall Maximum Deflections � �r� /�� Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl v +D+S 1 0.0831 2.587 0.0000 0.000 p �080 01/19/2022 [I\ o9/28/2022 ij FORtmut1Gc ANCE iPU ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: B- 4 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.060 11.012 Overall MINimum 9.849 8.991 D Only 2.212 2.021 +D+S 12.060 11.012 +D+0.750S 9.598 8.765 +0.60D 1.327 1.213 S Only 9.849 8.991 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project I D: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy I.hi ENERCALC.I NC.1983.2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: B- 5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2000 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1400 psi Ebend-xx 1500ksi Fc-Pill 1500 psi Erninbend-xx 790 ksi Wood Species :AC/AC Fc-Perp 560 psi Ebend-yy 1400 ksi Wood Grade :20E-V12 Fv 265 psi Erninbend-yy 740ksi Ft 925 psi Density 28.72 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o D(0.105)S(0.84) 5.5x9 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.120 ksf, Tributary Width=7.0 ft, (ROOF) DESIGN SUMMARY Desi'n OK Maximum Bending Stress Ratio = 0.537: 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 1.234.58psi fv:Actual = 94.62 psi Fb:Allowable = 2.300.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 7.270 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.155 in Ratio= 617>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.177 in Ratio= 543>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.083 0.048 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.92 148.52 1800.00 0.38 11.38 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.537 0.310 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.64 1,234.58 2300.00 3.12 94.62 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.419 0.242 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.96 963.07 2300.00 2.44 73.81 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.028 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.55 89.11 3200.00 0.23 6.83 424.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."-"Defl Location in Span +D+S 1 0.1766 4.029 0.0000 --it-- 0.000 CIU ��'It1KE0 01/19/2022 09/28/2022 FORCOutG.INKINICE ASPEN j imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: B- 5 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.819 3.819 Overall MINimum 3.360 3.360 D Only 0.459 0.459 +D+S 3.819 3.819 +D+0.750S 2.979 2.979 +0.60D 0.276 0.276 S Only 3.360 3.360 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy I.hi ENERCALC.I NC.1983.2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H- 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.24)S(1.28) d b 6 b ,, 3-2x8 Span=40tt Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=16.0 ft,(ROOF) DESIGN SUMMARY Desi'n OK Maximum Bending Stress Ratio = 0.749 1 Maximum Shear Stress Ratio = 0.475 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 929.68psi fv:Actual = 98.40 psi Fb:Allowable = 1.242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio= 1479>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.039 in Ratio= 1240>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.155 0.098 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.49 150.42 972.00 0.35 15.92 162.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.749 0.475 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.05 929.68 1242.00 2.14 98.40 207.00 +D+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.592 0.376 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.41 734.86 1242.00 1.69 77.78 207.00 +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.052 0.033 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.30 90.25 1728.00 0.21 9.55 288.00 Overall Maximum Deflections Load Combination Span Max."."Defl Location in Span Load Combination Max."-"Defl Location in Span +D+S 1 0.0387 2.015 0.0000 - it-- 0.000 CIU ��'It1KE0 01/19/2022 09/28/2022 FORCOutG.INKINICE ASPEN 3 imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H- 1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.054 3.054 Overall MINimum 2.560 2.560 D Only 0.494 0.494 +D+S 3.054 3.054 +D+0.750S 2.414 2.414 +0.60D 0.296 0.296 S Only 2.560 2.560 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy i.hi ENERCALC.INC.1983-2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H- 2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2600 psi Ebend-xx 1900ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.5)S(2.5) ) a o 0 8 s D(0.075)L(0.2) a o- a a D(0.15v S(0.8) c o- a a ,fir, 2 1.75x7.25 Span=4.Oft J Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=10.0 ft,(ROOF) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft,(FLOOR) Point Load: D=0.50, S=2.50 k @ 2.0 ft,(HDR ABV) Uniform Load: D=0.0150 ksf, Tributary Width=12.0 ft,(WALL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.710 1 Maximum Shear Stress Ratio = 0.577 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 2.123.11 psi fv:Actual = 189.11 psi Fb:Allowable = 2.990.00 psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.049 in Ratio= 972>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.066 in Ratio= 725>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ C i Cr Cm C t CL M fb F'b V Iv Pv D Only 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.222 0.191 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.32 518.49 2340.00 0.83 48.94 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.260 0.230 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.72 675.04 2600.00 1.11 65.51 285.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.710 0.577 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.42 2,123.11 2990.00 3.20 189.11 327.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.i i I i r Length=4.0 ft 1 0.196 0.172 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.62 635.90 3250.00 1 : i7, 'FED +D+0.750L+0.7505 1.000 1.00 1.00 1.00 1.00 1.00 0.00 r,11 .t IA i i Length=4.0 ft 1 0.615 0.508 1.15 1.000 1.00 1.00 1.00 1.00 1.00 . 0 „ ?l-- a ,-�2990.00 2.82 166.50 3 7.75 I09m/28/12022 7mofU 01/19/2022 imricasia,wINCE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H- 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.075 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.79 311.09 4160.00 0.50 29.37 456.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0662 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.925 3.925 Overall MINimum 2.850 2.850 D Only 1.075 1.075 +D+L 1.475 1.475 +D+S 3.925 3.925 +D+0.750L 1.375 1.375 +D+0.750L+0.7505 3.512 3.512 +0.60D 0.645 0.645 L Only 0.400 0.400 S Only 2.850 2.850 RECEIVED memB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project I D: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software coy i,hi ENERCALC.I NC.1983.2020.BuiId:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H-3.1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi E rni nbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Erninbend-yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 8 D(0.21)S(1.12) 5.5x9 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, S=0.080 ksf, Tributary Width=14.0 ft,(ROOF) DESIGN SUMMARY Desi'n OK Maximum Bending Stress Ratio = 0.62a 1 Maximum Shear Stress Ratio = 0.436 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 1.733.47psi fv:Actual = 132.86 psi Fb:Allowable = 2.760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 7.270 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.173 in Ratio= 556>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.207 in Ratio= 464>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.132 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.77 285.39 2160.00 0.72 21.87 238.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.628 0.436 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.73 1,733.47 2760.00 4.38 132.86 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.497 0.345 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.49 1,371.45 2760.00 3.47 105.11 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.045 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.06 171.23 3840.00 0.43 13.12 424.00 Overall Maximum Deflections _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."-"Defl Location in Span +D+S 1 0.2066 4.029 0.0000 -.it-- 0.000 CIU ��'It1KE0 01/19/2022 09/28/2022 FORCOutimcc�NNYNCE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam File:ENERCALC-VERT.ec6 Software Coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: H-3.1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.363 5.363 Overall MINimum 4.480 4.480 D Only 0.883 0.883 +D+S 5.363 5.363 +D+0.750S 4.243 4.243 +0.60D 0.530 0.530 S Only 4.480 4.480 RECEIVED remB 01/19/2022 09/28/2022 FORCOitailMNICE ASPEN imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:ENERCALC-VERT.ec6 LIC#-KW-06015235,Build 2021-12.1 ECLIPSE ENGINEERING,P-C. (c)ENERCALC INC 1983-2021 DESCRIPTION: 3x8 Loft Joists CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05)L(0.08) D(0.03)L(0.12) b b D(0.03)L(0.12)v o (. ) ) Ailk 3x8 Ak 3x8 Span=10,0 ft Span=3.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.010, L=0.040 ksf, Tributary Width =3.0 ft Load for Span Number 2 Uniform Load : D=0.010, L=0.040 ksf, Tributary Width =3.0 ft Point Load : D=0.050, L=0.080 k @ 3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.700 1 Maximum Shear Stress Ratio = 0.355 : 1 Section used for this span 3x8 Section used for this span 3x8 fb:Actual = 756.29 psi fv:Actual = 63.95 psi Fb:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.302ft Location of maximum on span = 9.441 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.148 in Ratio= 809>=360 Span: 1 : L Only Max Upward Transient Deflection -0.072 in Ratio= 1002>=360 Span:2: L Only Max Downward Total Deflection 0.178 in Ratio= 674>=180 Span: 1 :+D+L Max Upward Total Deflection -0.074 in Ratio= 976>=180 Span:2:+D+L Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.161 0.083 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.29 156.16 972.00 0.16 13.39 162.00 Length=3.0 ft 2 0.161 0.083 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.29 156.16 972.00 0.12 13.39 162.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.700 0.355 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.38 756.29 1080.00 0.77 63.95 180.00 Length=3.0 ft 2 0.540 0.355 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.07 583.53 1080.00 0.49 63.95 180.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0 +.t t 0 Length=10.0 ft 1 0.445 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.10 600.79 1350.00 0 E ...., t Length=3.0 ft 2 0.353 0.228 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.87 476.69 1350.00 0. rill .4 s +0.60D 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 V * � 01/19/2022 09/28/2022 FOROutcuiPLIANCE ASPEN a imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:ENERCALC-VERT.ec6 LIC#-KW-06015235,Build2021-12.1 ECLIPSE ENGINEERING,P-C. (c)ENERCALC INC 1983-2021 DESCRIPTION: 3x8 Loft Joists Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=10.0 ft 1 0.054 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.17 93.69 1728.00 0.10 8.03 288.00 Length=3.0 ft 2 0.054 0.028 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.17 93.69 1728.00 0.07 8.03 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1778 4.693 0.0000 0.000 2 0.0000 4.693 +D+L -0.0738 3.000 Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.644 1.437 Overall MINimum 0.522 1.118 D Only 0.122 0.319 +D+L 0.644 1.437 +D+0.750L 0.513 1.157 +0.60D 0.073 0.191 L Only 0.522 1.118 RECEIVED emB 01/19/2022 09/28/2022 RoacasC pwuw ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Column File:POST.ec6 Software co y I.hi ENERCALC,INC.198 3-2020,Buikl:1 2.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top &Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Used for non slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 P Area 41.250 in"2 Cf or Cv for Compression 1.0 Fb+ 750.0 psi Fv 170.0 psi Ix Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi 103.989 in"4 ly 103.984 i1„4 Cm:Wet Use Factor 1.0 Fc-Pill 700.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=8.0 ft,K=1.( Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered_Load Factors will be applied for calculations_ Column self weight included :71.523 lbs `Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, D=4.20,S= 17.0 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7801 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only.fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 21.272k for load combination: nPa Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 661.04 psi Applied My 0.0 k-ftfor load combination: nPa Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allov,rable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.868 0.1893 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.821 0.7801 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.7505 1.150 0.821 0.6242 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D 1.600 0.732 0.07577 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note!Only non-zero reactions are listed_ X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top .272+D+S RECEIVED 21.272 RECEIVED +D+0.750S 17.022 F 01/19/2022 /28/2022 J FORtmut1Gc IMPUNICE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Column File:POST.ec6 Software coy i ht ENERCALC,INC.1983-2020,Btild:12.20.8.24 Lic.#:KW-06005483 ECLIPSE ENGINEERING,P.C. DESCRIPTION: --None-- Maximum Reactions I lote:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 2.563 S Only 17.000 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Sketches 2121* 2I21:1. +X • Load 1 0 +Y 6x8 5.50in RECEIVED IUC ��'� 1 � 01/19/2022 o9,2a,2o22 FORCOrltiCNPUNICE ASPEN BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Column Project File:POST.ec6 LIC#-KW-06015235,Build 2021-12-16 ECLIPSE ENGINEERING,P-C. (c)ENERCALC INC 1983-2021 DESCRIPTION: ridge beam post Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 8x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16 ft Wood Member Type Sawn (Used for non-slender calcular ons Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 7.50 Wood Grade No.2 Exact Depth 7,50 in Cf or Cv for Bending 1.0 Fb+ 750.0 psi Fv 170.0 psi Area 56.250 inA2 Cf or Cv for Compressiol 1.0 lx 263.672 inA4 Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 263.672 inM4 Cm:Wet Use Factor 1.0 Fc-PrIl 700.0 psi Density 31.210 pcf Ct:Temperature Fact 1.0 Fc Perp 625.0 psi Cfu: Flat Use Factor 1.0 E: Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis= 1( Y-Y(depth)axis: Unbraced Length for buckling ABOUT X XAxis= 1( Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 195.063 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 16.0 ft, D=4.20,S= 17.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8204: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 21.395k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 463.60 psi for load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 16.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.668 0.1858 PASS 0.0 ft 0.0 PASS 16.0 ft +D+S 1.150 0.576 0.8204 PASS 0.0 ft 0.0 PASS 16.0 ft +D+0.7505 1.150 0.576 0.6575 PASS 0.0 ft 0.0 PASS 16.0 ft +0.60D 1.600 0.452 0.09264 PASS 0.0 ft 0.0 PASS 16.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base ©Top @ Base ©Base ©Top ©Base ©Top Only .395+ RECEIVED D+S 21.395 +D+0.750S 17.145 109/28/2022 _ � 01/19/2022 PO' a"PUNICE ASPEN a imp BUILDING DEPARTMENT Project Title: Engineer: Project ID: Project Descr: Wood Column Project File:POST.ec6 LIC#-KW-06015235,Build20.21.12.16 ECLIPSE ENGINEERING,P.C. (c)ENERCALC INC 1983-2021 DESCRIPTION: ridge beam post Maximum Reactions Flote:Only non-zero reactions are listed. X X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 2.637 S Only 17.000 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+O 750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches 21 20h 212* s Load 1 +X 0 u, N- a I. 8x8 7.50 in RECEIVED nL 01/19/2022 09/28/2022 I ia,rvuw ASPEN BUILDING DEPARTMENT 6/1/2021 ATC Hazards by Location ATCHazards by Location Search Information Rifle Springs Avon "Fr;Eeo o 24 Breckenridge Address: 309 Oak Ln,Aspen, CO 81611, USA Basalt 7954 ft Coordinates: 39.1926304,-106.8113621 zas Snowmasso As n Elevation: 7954 ft Village Q Timestamp: 2021-06-01 T23:53:01.807Z Hazard Type: Seismic dge 0 Crested Butte Buena Vis:a Reference ASCE7-16 Google Map data©2021 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 0.50 0.30 0.40 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 Period(s) Basic Parameters Name Value Description Ss 0.399 MCER ground motion(period=0.2s) Si 0.084 MCER ground motion(period=1.0s) SMS 0.59 Site-modified spectral acceleration value SM1 0.203 Site-modified spectral acceleration value SDS 0.394 Numeric seismic design value at 0.2s SA SD1 0.135 Numeric seismic design value at 1.0s SA vAdditional Information Name Value Description SDC C Seismic design category Fa 1.481 Site amplification factor at 0.2s RECEIVED F„ 2.4 Site amplification factor at 1.0s D}�'11 �1 01/19/2022 1A 09/28/2022FORCOMUMFUNICE https:llhazards.atcouncil.org/#/seismic?lat=39.1926304&Ing=-106.8113621&address=309 Oak Ln%2C n ('O 81611%2C USA ASPEN / BUILDING DEPARTMENT 6/1/2021 ATC Hazards by Location CRs 0.928 Coefficient of risk(0.2s) CRi 0.935 Coefficient of risk(1.0s) PGA 0.252 MCEG peak ground acceleration FPGA 1.348 Site amplification factor at PGA PGAM 0.34 Site modified peak ground acceleration TL 4 Long-period transition period (s) SsRT 0.399 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.429 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.084 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.09 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. 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RECEIVEt CIU ���I � l 01/19/2 0 2 2 09/28/2022FORCOUtallialiACE https://hazards.atcouncil.org/#/seismic?lat=39.1926304&Ing=-106.8113621&address=309 Oak Ln%2C Asp rt%A 81611%2C USA ASPEN 3UILDING DEPARTMENT 6/1/2021 ATC Hazards by Location ATCHazards by Location � Search Information rifle Sprongs Avon °Frisco Rif, 2a Breckenridge Address: 309 Oak Ln,Aspen, CO 81611, USA Basalt 7954 ft ° Coordinates: 39.1926304, 106.8113621 zas Elevation: 7954 ft Snowmass° As n Village Timestamp: 2021-06-01 T23:52:08.777Z Hazard Type: Wind to za Crested Buttea Buena Vista G0 gle Map data©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 76 mph MRI 10-Year 76 mph ASCE 7-05 Wind Speed 90 mph MRI 25-Year 83 mph MRI 25-Year 84 mph MRI 50-Year 87 mph MRI 50-Year 90 mph MRI 100-Year 92 mph MRI 100-Year 96 mph Risk Category I 99 mph Risk Category I 105 mph Risk Category II 104 mph Risk Category II 115 mph Risk Category III 111 mph Risk Category III-IV 120 mph Risk Category IV 114 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC a 4 D not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowle in the field of practice, nor to substitute for the standard of care required of such professio n,p. '.g and applying the r suits of the l2 vU' 'juch report provided by this website. Users of the information from this website assume all liabi use. Use t O9/28 022 this wet-Alta does not imnly annroval by the novernino hUlldina code bodies resnonsihle fn.it p ,r„! nnroval and intemret�tl(pq.fllr,the https:llhazards.atcouncil.org/#/wind?Iat=39.1926304&Ing=-106.8113621&address=309 Oak Ln%2C Aspen%20C0 81611%2C USA BUILDING DEPARTMENT