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Home My WebLink AboutStructural Engineering Calculations~k਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ STRUCTURAL ENGINEERING CALCULATIONS਍ഀ For:਍ഀ Vail's Front Door਍ഀ Building "E"~਍ഀ The Chalets at the Lodge at Vail਍ഀ Permit B06-0022 thru B06-0029਍ഀ Vail, Colorado਍ഀ M&N #5500.02਍ഀ Vail, Colorado਍ഀ Denver, Colorado਍ഀ Dillon. Colorado਍ഀ These drawings and calculations are the property of Monroe & Newell EnLyIneers, Inc. Any use or਍ഀ reproductions of these calculations without the expressed written permission of Monroe & Newell਍ഀ Engineers, Inc. is strictly prohibited.਍ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.਍ഀ This includes all sheets attached to this cover.਍ഀ April 3, 2006਍ഀ 2006 Platinum Sponsor਍ഀ The Colorado Chapter of਍ഀ The American Institute of Architects਍ഀ www.monroe-newell.com਍ഀ 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202਍ഀ (303) 623-4927 • FAX (303) 623-6602 . email denver@nionroe-newell.com਍ഀ JOB਍ഀ Monroe & Newell਍ഀ SHEET NO਍ഀ OF਍ഀ Engineers, Inc.਍ഀ '਍ഀ .਍ഀ z'"b DATE਍ഀ CALCULATED BY਍ഀ E,਍ഀ - e਍ഀ DATE਍ഀ CHECKED BY਍ഀ SCALE਍ഀ € € i i਍ഀ ........:..............:...........................i..਍ഀ ਍ഀ .._s਍ഀ ............i..--_..਍ഀ ਍ഀ ~7-- €਍ഀ ਍ഀ `t਍ഀ i਍ഀ ਍ഀ .਍ഀ ਍ഀ ਍ഀ .....J...਍ഀ j਍ഀ .,4.-਍ഀ ਍ഀ ਍ഀ .਍ഀ .਍ഀ ਍ഀ vt਍ഀ ਍ഀ ਍ഀ .਍ഀ ਍ഀ !਍ഀ ਍ഀ j਍ഀ r਍ഀ V-1 i਍ഀ !਍ഀ •਍ഀ n਍ഀ ਍ഀ ਍ഀ ..i਍ഀ ਍ഀ N? 4਍ഀ t਍ഀ ਍ഀ n਍ഀ .਍ഀ {਍ഀ ਍ഀ ਍ഀ ਍ഀ S਍ഀ ਍ഀ ਍ഀ L/਍ഀ Pl-਍ഀ _਍ഀ [ ` `਍ഀ ਍ഀ ਍ഀ 15਍ഀ -਍ഀ _਍ഀ rf,.਍ഀ y਍ഀ y਍ഀ E~਍ഀ ਍ഀ ਍ഀ ਍ഀ ਍ഀ ਍ഀ ਍ഀ /਍ഀ i਍ഀ ਍ഀ :........._...4..............._....;਍ഀ ਍ഀ ਍ഀ i.... ....i਍ഀ ਍ഀ j1਍ഀ s਍ഀ ਍ഀ ਍ഀ i਍ഀ ਍ഀ :਍ഀ ਍ഀ z਍ഀ ਍ഀ i਍ഀ ਍ഀ .਍ഀ ਍ഀ ਍ഀ ਍ഀ J਍ഀ (i਍ഀ .਍ഀ s਍ഀ ਍ഀ r਍ഀ ~G਍ഀ ਍ഀ s.਍ഀ <1~਍ഀ i਍ഀ '਍ഀ f਍ഀ be-਍ഀ I਍ഀ r਍ഀ ਍ഀ .਍ഀ ਍ഀ • i~ sri'J't਍ഀ i i਍ഀ i਍ഀ V#਍ഀ ਍ഀ E਍ഀ ਍ഀ pi:਍ഀ ਍ഀ I਍ഀ 4e+਍ഀ V਍ഀ ,t਍ഀ J U਍ഀ It਍ഀ XZC ~ ~ '਍ഀ TC_ 1਍ഀ Y. c 3 9Uf '਍ഀ U XzO.਍ഀ ਍ഀ 'G AUP \ Iv਍ഀ A.~਍ഀ ~4T਍ഀ C਍ഀ L਍ഀ C`਍ഀ a਍ഀ L਍ഀ a.਍ഀ Z਍ഀ u਍ഀ li਍ഀ LABEL਍ഀ J7਍ഀ SPACING਍ഀ 24਍ഀ in਍ഀ DL਍ഀ 30਍ഀ psf਍ഀ LL਍ഀ 100਍ഀ psf਍ഀ I਍ഀ 13.5਍ഀ ft਍ഀ 162਍ഀ in਍ഀ a਍ഀ 0਍ഀ ft਍ഀ 0਍ഀ in਍ഀ EI਍ഀ 290਍ഀ lb-in^2਍ഀ 2਍ഀ Ib-ft^2਍ഀ w DL਍ഀ 60਍ഀ plf਍ഀ 5਍ഀ klf਍ഀ w LL਍ഀ 200਍ഀ plf਍ഀ 17਍ഀ klf਍ഀ R1 =਍ഀ 1755਍ഀ R2 =਍ഀ 1755਍ഀ deft. cent਍ഀ @ x =਍ഀ 3.5਍ഀ ft਍ഀ =਍ഀ -0.491਍ഀ defl. cant਍ഀ @ x1 =਍ഀ 0਍ഀ ft਍ഀ =਍ഀ 0.000਍ഀ lb਍ഀ lb਍ഀ in =L/ 330਍ഀ in =L/ #DIV/0!਍ഀ LABEL਍ഀ J8਍ഀ SPACING਍ഀ 24਍ഀ in਍ഀ DL਍ഀ 60਍ഀ psf਍ഀ LL਍ഀ 160਍ഀ psf਍ഀ 1਍ഀ 8਍ഀ ft਍ഀ a਍ഀ 0਍ഀ ft਍ഀ Ell਍ഀ 290਍ഀ Ib-in^2਍ഀ w DL਍ഀ 120਍ഀ plf਍ഀ w LL਍ഀ 320.਍ഀ plf਍ഀ deft. cent @ x = 3.5਍ഀ defl. cant @ x1 = 0਍ഀ 11T7h x, : 6) -2-਍ഀ v਍ഀ 96਍ഀ in਍ഀ 0਍ഀ in਍ഀ 2਍ഀ I b-ft^2਍ഀ 10਍ഀ klf਍ഀ 27਍ഀ klf਍ഀ R1 =਍ഀ 1760 lb਍ഀ R2 =਍ഀ 1760 lb਍ഀ ft਍ഀ =਍ഀ -0.137 in =L/ 700਍ഀ ft਍ഀ =਍ഀ 0.000 in =L/ #DIV/0!਍ഀ ❑ met਍ഀ ~u਍ഀ `v V c~਍ഀ i ~ NN਍ഀ XIJ`਍ഀ -7~K਍ഀ IJ਍ഀ f T਍ഀ i਍ഀ r I J਍ഀ `.R਍ഀ kf /਍ഀ i it I a=਍ഀ ;਍ഀ ~v਍ഀ Ba਍ഀ f਍ഀ -4` .Rr਍ഀ u਍ഀ ~ i f it਍ഀ t~d\਍ഀ j 1. 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I I I਍ഀ ' 1 I਍ഀ I I I I ' 1 i਍ഀ ~ I਍ഀ I਍ഀ I਍ഀ l V਍ഀ 4~~4;7(14V'਍ഀ I਍ഀ y਍ഀ t `\1 i਍ഀ C t i~਍ഀ ~ l{ t਍ഀ I਍ഀ I਍ഀ ਍ഀ ਍ഀ v I਍ഀ ct਍ഀ ~R.਍ഀ 1਍ഀ t਍ഀ ਍ഀ I਍ഀ i i਍ഀ r਍ഀ I I਍ഀ I ~ 1 I਍ഀ I I I ~਍ഀ I- ~ I਍ഀ f਍ഀ Ct,਍ഀ a~਍ഀ c਍ഀ a~਍ഀ rr,਍ഀ L਍ഀ O਍ഀ 0਍ഀ ❑਍ഀ c N c0਍ഀ co O਍ഀ LL O O਍ഀ U O N਍ഀ LO N਍ഀ > co J਍ഀ QS C਍ഀ O V਍ഀ D-਍ഀ Q਍ഀ N਍ഀ U਍ഀ C਍ഀ .N਍ഀ m~਍ഀ I..L਍ഀ >਍ഀ J਍ഀ d'਍ഀ _U਍ഀ H਍ഀ O n.਍ഀ t0਍ഀ ti਍ഀ t਍ഀ U)਍ഀ ~O O O਍ഀ 00 N N N਍ഀ J਍ഀ C਍ഀ ~<<<਍ഀ O N N N਍ഀ :2 ❑ ❑ ❑਍ഀ O਍ഀ 2਍ഀ 000਍ഀ r- r r਍ഀ N Cl) N਍ഀ o਍ഀ J਍ഀ Oo co 00਍ഀ F-਍ഀ 2 2 2i਍ഀ 01) rn w਍ഀ (D (Y) 00਍ഀ f- (T Cl) N CY)਍ഀ O co OI਍ഀ L਍ഀ O਍ഀ O਍ഀ n LO c0 rN਍ഀ CC i਍ഀ Q > co Cl)਍ഀ N਍ഀ .fl਍ഀ O਍ഀ CC)਍ഀ c~ O਍ഀ O C')਍ഀ J਍ഀ C਍ഀ 3 Q਍ഀ O In਍ഀ ~g ❑਍ഀ O =਍ഀ 2਍ഀ O O O਍ഀ f- cY) CY) 00਍ഀ o N co J਍ഀ co O O਍ഀ C/) co U)਍ഀ :E 2:E਍ഀ CD (0 co਍ഀ F- N LO dN਍ഀ co co co਍ഀ L਍ഀ fl r co N਍ഀ N > co O Ul)਍ഀ O O਍ഀ 0) 0)਍ഀ O਍ഀ O਍ഀ J਍ഀ C਍ഀ 3 Qa਍ഀ O co co਍ഀ :2 ❑ ❑਍ഀ 0 2 2਍ഀ 2਍ഀ RS਍ഀ 0਍ഀ J਍ഀ a਍ഀ 4S਍ഀ V N਍ഀ 1 ` W਍ഀ co cI਍ഀ co (0਍ഀ N a co n਍ഀ co "I"਍ഀ a~਍ഀ U਍ഀ C਍ഀ Q਍ഀ C N CD਍ഀ ~਍ഀ U O਍ഀ tO਍ഀ om਍ഀ > M J਍ഀ ~ RS C਍ഀ o G .a਍ഀ 4. ~਍ഀ G਍ഀ -਍ഀ N N N਍ഀ LO਍ഀ _0਍ഀ OD -਍ഀ 0)਍ഀ O o਍ഀ o਍ഀ O਍ഀ J਍ഀ J਍ഀ J਍ഀ C.਍ഀ C਍ഀ C਍ഀ LD Q Q Q਍ഀ -D Q਍ഀ "O਍ഀ Q Q਍ഀ 0਍ഀ 0 2਍ഀ 0਍ഀ 12਍ഀ =਍ഀ =਍ഀ G 0 0 0਍ഀ G O cc਍ഀ G਍ഀ D I~ . r਍ഀ co co਍ഀ o਍ഀ co co C'')਍ഀ 00 00 00਍ഀ _0਍ഀ C਍ഀ c਍ഀ c਍ഀ V d਍ഀ J਍ഀ co਍ഀ cc cc਍ഀ QI;਍ഀ T 'IT It਍ഀ O_ O O O਍ഀ O_਍ഀ w cn c਍ഀ co 0cn਍ഀ C਍ഀ a)਍ഀ a਍ഀ (n਍ഀ a਍ഀ O co LO਍ഀ n r M਍ഀ d cD 'T਍ഀ N r V਍ഀ v਍ഀ co CO਍ഀ CO r਍ഀ F- ON co N co਍ഀ 0-਍ഀ F- d0਍ഀ f-਍ഀ N਍ഀ co COO਍ഀ Cll਍ഀ J਍ഀ 2਍ഀ 76਍ഀ U਍ഀ 0) co Cn਍ഀ CO CO co਍ഀ Cn CO਍ഀ O਍ഀ Q਍ഀ L਍ഀ L਍ഀ L਍ഀ 0਍ഀ ?r਍ഀ L਍ഀ f0਍ഀ Q)਍ഀ O਍ഀ O਍ഀ = 0 Co t C)਍ഀ Q਍ഀ L਍ഀ = co N 00਍ഀ d O਍ഀ O਍ഀ a਍ഀ N਍ഀ Lr)਍ഀ a਍ഀ i਍ഀ I;਍ഀ co਍ഀ Cl) 7 m਍ഀ >਍ഀ LO਍ഀ CO਍ഀ LO LO਍ഀ >਍ഀ CO਍ഀ >਍ഀ ~t਍ഀ t਍ഀ C\j਍ഀ N਍ഀ N਍ഀ N਍ഀ a~਍ഀ v਍ഀ c਍ഀ a~਍ഀ ;a਍ഀ U)਍ഀ N਍ഀ m਍ഀ 0਍ഀ 0਍ഀ 0 0 C\j਍ഀ (D਍ഀ . o਍ഀ LL o o਍ഀ O N਍ഀ Q਍ഀ U਍ഀ c਍ഀ N਍ഀ J਍ഀ U਍ഀ 0 Q਍ഀ fC਍ഀ d਍ഀ r਍ഀ M਍ഀ w਍ഀ 0 0 0਍ഀ (D਍ഀ p਍ഀ 00 co 00਍ഀ 0~~ N਍ഀ CO਍ഀ N਍ഀ 0਍ഀ 0਍ഀ ਍ഀ J਍ഀ J਍ഀ 0਍ഀ a਍ഀ 0਍ഀ O਍ഀ LO LO LO਍ഀ LD 000਍ഀ C਍ഀ 0਍ഀ Wit]਍ഀ N਍ഀ D਍ഀ =2Z2਍ഀ =2਍ഀ O਍ഀ =਍ഀ =਍ഀ o਍ഀ 00 Cl Cl)਍ഀ C7਍ഀ J਍ഀ J਍ഀ p਍ഀ J਍ഀ CC)V 0:) co਍ഀ c`i rY਍ഀ ~਍ഀ O (0਍ഀ Q CO (D (0਍ഀ C਍ഀ F- F-਍ഀ ~਍ഀ C/) U) Cl)਍ഀ 65 U਍ഀ ) U) co਍ഀ 000 N LO਍ഀ "T C:) 0਍ഀ Y 0਍ഀ 00 O cc਍ഀ v਍ഀ co਍ഀ 0਍ഀ F-N~(cri਍ഀ co਍ഀ F-਍ഀ co਍ഀ CO 00 Co਍ഀ CO m਍ഀ co਍ഀ Lo Co 0)਍ഀ m਍ഀ U) Lo Lo਍ഀ t-, co਍ഀ 4਍ഀ c਍ഀ CL਍ഀ ~C਍ഀ co 't਍ഀ LO਍ഀ d਍ഀ ,਍ഀ 11-਍ഀ Q਍ഀ N਍ഀ IX)਍ഀ LO਍ഀ U਍ഀ C:਍ഀ N਍ഀ U t਍ഀ U਍ഀ A਍ഀ 0਍ഀ 0਍ഀ 0 0਍ഀ LL O O਍ഀ U O N਍ഀ t LoN~਍ഀ > C~7 J਍ഀ C਍ഀ Ql਍ഀ 0਍ഀ ~O00 O਍ഀ M r- r- r- m਍ഀ CD 0)਍ഀ JNNN 0 J°'COr.਍ഀ C C C਍ഀ 0 N N N 0 0 00 LO co਍ഀ :2 0r~ -0- - Qn~਍ഀ = 2 T T To To2TT਍ഀ 0 0 0 0 0 0਍ഀ 0 co Cl) Cl) 0 C co (C'7 0਍ഀ ovvCOVm਍ഀ CL co 00 00਍ഀ a਍ഀ U)਍ഀ 2਍ഀ 2 2 2i਍ഀ c਍ഀ CE਍ഀ v (o (਍ഀ 00 COO਍ഀ Y - N It਍ഀ v C) O O਍ഀ _਍ഀ 00਍ഀ i- N N਍ഀ F- N Cc7਍ഀ I- LO C LO਍ഀ N਍ഀ J਍ഀ "It਍ഀ ~਍ഀ U਍ഀ '਍ഀ CO CO CO਍ഀ CO CO CO਍ഀ % CO co CA਍ഀ p਍ഀ a਍ഀ ~਍ഀ r਍ഀ .c਍ഀ _਍ഀ H਍ഀ 3਍ഀ i਍ഀ Q)਍ഀ _਍ഀ 0਍ഀ CL਍ഀ c਍ഀ CYJ O to਍ഀ C਍ഀ 00਍ഀ -਍ഀ a਍ഀ co C7 O਍ഀ r਍ഀ - N Lo Lo਍ഀ ਍ഀ .਍ഀ co਍ഀ 7 1਍ഀ -਍ഀ > N N N (M਍ഀ a Lo O co਍ഀ > It co ~ Co਍ഀ CD N N਍ഀ > (D d' O਍ഀ (C)਍ഀ 03/30/2006 12:53 9706683789 MONROENEWELLFRISCO PAGE 09਍ഀ MAR--27-2006 19!26਍ഀ KCE INC਍ഀ P.02਍ഀ Koechlein Consulting Engineers, Inc,਍ഀ Consulting Geotechnical Engineers਍ഀ 12364 W. Alameda Pkwy • Suits 115 a Lakewood, CO 80228-2848਍ഀ www.KCEDenver.com਍ഀ L AKEOOd VO ERTHORNE=਍ഀ (303) 989.1223 (970) 949-6009਍ഀ (303) $89-0204 FAX (970) 949.9223 FAX਍ഀ September 11, 2003਍ഀ Dan Feeney਍ഀ Vail Resorts Development Company਍ഀ P.O. Box 959਍ഀ Avon, CO 81620-0959਍ഀ Subject: Rock Dowel Design਍ഀ 'hail's Front Door਍ഀ Vail, Colorado਍ഀ Job No. 03-015਍ഀ As requested by Nicole Lane of Monroe & Newell we provided design, criteria for rock਍ഀ dowels. The dowels are to be installed in rock at the base of footing foundations to resist਍ഀ lateral load.. We understand that the lateral load to be resisted is 10 kips per lineal-foot,਍ഀ We recommend a lateral design load of 10 kips peer 49 bar. The bar should be installed into਍ഀ the bedrock a depth of 2 feet and epoxy grouted.਍ഀ If you have any questions from a geotechr:ical vil vwpoint, please contact us.਍ഀ SULTING ENGINEERS, INC,਍ഀ 4਍ഀ 15962,਍ഀ - z0'. b4.਍ഀ { Uf~UUi111~~~~ r਍ഀ William H. Kvechlein, P.E.਍ഀ President਍ഀ cc. Randy Hart, 42/40 Architecture਍ഀ cc; Doug Thompson, Hyder Cons"ction਍ഀ cc: Jim Ness, Monroe & Newell਍ഀ TOTAL- P.02਍ഀ pa਍ഀ M਍ഀ r Si਍ഀ 1਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ April 3, 2006਍ഀ 4240 Architecture਍ഀ 1621 Eighteenth Street, Suite 200਍ഀ Denver, CO 80202਍ഀ Attn: Randy Hart਍ഀ Re: Vail's Front Door (M&N # 5500.02) Chalets - Building E਍ഀ BUILDING PERMIT B06-0022 thru B06-0029਍ഀ Dear Mr. Hart:਍ഀ Vail, Colorado਍ഀ Denver, Colorado਍ഀ Dillon. Colorado਍ഀ The following are our responses to the structural portions of The Town of Vail Building਍ഀ Department comments for the above building, dated March 10, 2006. We have included the਍ഀ original comment with each response. Our responses are noted with "M&N Response".਍ഀ S1. D S 101 W-S 105 and A 101-A 107, structural grid does not appear to match the grid system਍ഀ provided by the architect, please verify (typical all full vs. partial plans).਍ഀ M&N Response:਍ഀ See revised sheets S 101 W-S 105਍ഀ S2. D S 103E - unit 5 refers to S 152 for framing, however there is no such sheet. Should this਍ഀ reference S 153 for framing? Please verify.਍ഀ M&N Response:਍ഀ See revised sheet S103E਍ഀ S3. D S 116 - possible mis-marked section cuts. Section 16/5013 cut at grids 7 and H, 4/5015਍ഀ cut at grids F & 4.5 and 13/5013 cut at grids F and 2.5 all show roof framing over਍ഀ concrete slab and walls. These details appear not to apply at the locations cut as there਍ഀ are neither concrete slab nor walls shown on plan at these locations, please verify.਍ഀ For details 4/5013 and 13/5013 ' ment is typical for all buildings.਍ഀ 9Ifle,਍ഀ 2006 Platinum Sponsor਍ഀ The Colorado Chapter of਍ഀ The American institute of Architects਍ഀ www.monroe-newell.corn਍ഀ 1701 Wynkoop Street . Suite 200 . Denver, Colorado 80202਍ഀ (303) 623-4927 • FAX (303) 623-6602 • email: denver@monroe-newell.com਍ഀ M&N Response:਍ഀ Please see individual roof framing plans for revised section cut locations. The elevator਍ഀ core walls are indicated at each unit. The slabs over elevator cores are not called out on਍ഀ the plans but are noted on the typical elevator core wall reinforcement detail 19/S013,਍ഀ which refers to the applicable sections for cap slab construction.਍ഀ S4. D/C S115 - a 3-part 11-7/8" LVL spans between grids C & D approximately at grid 4.4਍ഀ which supports a column from above as well as floor joists. No design of this beam is਍ഀ included in the calculation package, but the header that supports this beam on grid D has਍ഀ a shorter span and is designed as W 10 steel beam (ref: calc package 1, 4d' Floor Framing਍ഀ B 16). Please verify the adequacy of this LVL beam.਍ഀ In addition, section 10/S012 is cut at the header as shows steel WF beams framing into it਍ഀ on either side, but there is only an LVL beam framing into it from one side. This detail਍ഀ should show the connection of the LVL beam to the WF; alternatively consider the LVL਍ഀ beam should be revised on plan to be a steel WF.਍ഀ M&N Response:਍ഀ LVL beam to be W10x15 as per S124. Section to be 10/S012 Similar. See attached਍ഀ Calculations.਍ഀ S5. C Ref. Building # 1, 2nd Floor framing beams B 19 (and possibly B 11) do not appear to਍ഀ include the load from the column located approximately at the intersection of B 1 I and਍ഀ B 19 (supports 4d` floor framing B 16). This is a point load of approximately 19.9 kips਍ഀ that is not accounted for. Please verify.਍ഀ M&N Response:਍ഀ Load has been accounted for.਍ഀ S6. C Please note Ref. Building # 1 (vol. 1), in general the calculations for the beams are not਍ഀ provided. A general summary of the loads and reactions are provided, but not the actual਍ഀ calculation (i.e. 2nd floor beams B 11 and B 19). Since it is the shear, moment or਍ഀ deflection that controls the design, we would expect to see this information in the beam਍ഀ summary or the design output of the program used. Please verify member sizes for਍ഀ strength and serviceability, this information can not be reviewed at this time. This਍ഀ comment applies to all buildings.਍ഀ M&N Response:਍ഀ As a single set of similar residences and to provide for ease of construction, beams are਍ഀ sized for the critical condition and sized the same in similar locations.਍ഀ ST C Ref. Building # 1, roof framing - there does not appear to be a design calculation਍ഀ included for the rafters spanning between grids F and G.5 or rafters J7 spanning between਍ഀ grids D & F. Please verify the rafter for strength and serviceability including snow drift਍ഀ and unbalanced snow loads.਍ഀ M&N Response:਍ഀ Calculations for this span have been included and spacing at J7 has been adjusted when਍ഀ roof pitch (crickets) are less than 4/12. Roof framing is designed to comply with the਍ഀ Town of Vail amendments to the 2003 IBC. These amendments do not require and਍ഀ increase in loading due to wind or valleys.਍ഀ S8. C Ref. Building # 1, 4'b floor framing (calc page 1) - drifting snow loads do not seem to be਍ഀ considered at the decks, i.e. joist J9. In addition, joist J9 appears to have stone on it but਍ഀ the dead load considered is 50psf rather than the 55psf specified by the calculation਍ഀ design criteria.਍ഀ M&N Response:਍ഀ Drifting snow load is not required to be used per Town of Vail Amendments to the 2003਍ഀ IBC. Dead load was conservatively taken as 55 psf. Actual dead load is less than 50 psf.਍ഀ S9. D Ref. Building #1, details I/S013 and 9/S012 - there appears to be an alternate unintended਍ഀ load path from the roof to the floor framing. The joists bear on the GL beam shown in਍ഀ 1/S013 and this wall bears on cantilever joists shown in 9/S012. When the GL beam਍ഀ deflects from the load, the joists will bear on the wall which will ultimately load the floor਍ഀ joists shown in 9/S012. Please verify load path. (Typical all buildings).਍ഀ M&N Response:਍ഀ Please see revised connection detail on section 1/S013.਍ഀ S 1.0. D Ref. SO 13. Please verify or provide attachment of the eave framing to the ridge beam or਍ഀ exterior wall has been designed for the required wind uplift forces in sections 1, 6, 8, and਍ഀ 10.਍ഀ M&N Response:਍ഀ Wind uplift has been accounted for in the design.਍ഀ Please see sections 1,3 and 4 on sheet SO 13 which have been revised to clarify the typical਍ഀ rafter and blocking attachment to supports.਍ഀ S 11. D Ref 11/S013. Please provide load path intent and attachment for over-framed dormer਍ഀ framing in section 11/SO13 for both snow load and wind uplift.਍ഀ M&N Response:਍ഀ Section 11/S013 is shown in an area that applies to (2) or (3) rafters. These rafters are਍ഀ adequately supported for both uplift and snow loads through the use of LVL structural਍ഀ sub-fascias and hangers as indicated on plan.਍ഀ S 12.13 Ref 6/S013. Please clarify the intent of section 6/S013. Is the top chord of the I -joist਍ഀ continuous over the LVL beam? If not, strapping on top is required.਍ഀ M&N Response:਍ഀ This is a graphical error. The overhang is supported by use of LVL structural sub-fascia਍ഀ as indicated on plan. Please see revised section 6/S013.਍ഀ S13. D Ref 17/S013 It is unclear how the Z-plate interacts with the supported beam? Is the GLB਍ഀ notched or slotted at the Z-plate so that it can bear on the Z-plate? Also, please clarify਍ഀ the welds required.਍ഀ M&N Response:਍ഀ The supported glu-lam has the Z-plate flange and vertical plate knifed into the beam 6"਍ഀ as indicated in the section. All welds not noted are 3/16" fillets as per general note 10-F.਍ഀ S14. D Ref. S 159, detail 20/SO13 is called out on plan between grids G & H and 1 & 4, but there਍ഀ is no such detail on SO 13. Please clarify.਍ഀ M&N Response:਍ഀ See detail 11/5004਍ഀ S15. D SO 13 Detail 18, please clarify weld required and width of inverted saddle.਍ഀ M&N Response:਍ഀ Welds are 3/16" fillets unless noted otherwise per general note 10-F. Section 18/5013਍ഀ notes the width of the saddle to be 7".਍ഀ S16. D/LS 5013 Detail 5, Simpson A35 clips are specified at the top of the wood columns only. If਍ഀ the columns are being used as wind girts, the lateral connection at the base of the column਍ഀ should be specified. Please verify intent and load path.਍ഀ M&N Response:਍ഀ Please see revised section 5/5013 indicating Simpson clips at the bottom of the columns.਍ഀ S 17. D/C SO 12 Details 12 and 13, in the calculations for B33 and B34 it is assumed the beams਍ഀ work together, however this detail does not show connection between the beams to them਍ഀ act together. Detail 13 does not appear to show a bearing plate under the LVL beam that਍ഀ is located outboard of the column face, if a bearing plate is not provided does beam਍ഀ B34 have sufficient shear capacity to support the loads from both beams. Please verify਍ഀ load path and provide more information. In addition, there is no positive connection of਍ഀ the saddle shown to the 6-part LVL or the length of saddle required. Please verify if lags਍ഀ are required and required end distance to edge of 6-part LVL..਍ഀ M&N Response:਍ഀ On the plan view of detail 13/5013, the interior (3) 12" lvl's running horizontally on the਍ഀ page cantilever over the column below to pick up the (3) 12" lvls running vertically on਍ഀ the page which, in turn, support the outer (3) 12" lvls running horizontally with a''/a"਍ഀ steel T-plate. Please see added section B-B to this detail to clarify the intent and indicate਍ഀ connection between LVL plys.਍ഀ S18. D SOl 1 Detail 4, verify bolt spacing at 2X12 ledgers. It appears that the wood ledger does਍ഀ not have sufficient capacity to carry loads from longer span with bolt size and spacing਍ഀ provided.਍ഀ M&N Response:਍ഀ There is one span in each building where a single ledger will need to be doubled up. See਍ഀ revised sheets S 114, S 122, S 123, S 134, S 142, S 143, S 153, S 155, S 162 and S 164.਍ഀ S 19.LS Re£ all plan sheets, specifically the Shear Wall Schedule. Nailing in Type D & E shear਍ഀ walls appear to be the same, but E has 16% more capacity. Please explain / verify.਍ഀ M&N Response:਍ഀ The shear capacity of the walls themselves is identical but the capacity of the system is਍ഀ limited by the spacing of Simpson clips at the rim or blocking attachment or by spacing਍ഀ of anchor bolts in sill plates.਍ഀ S20. LS/C Ref. Calc sheet L9, The summation of the distributed loads shown on the building do਍ഀ not equal the sum of the reactions. This suggests that a careful check of the lateral load਍ഀ path is necessary. Please explain this apparent discrepancy, and verify other lateral loads਍ഀ equal the assumed reactions.਍ഀ M&N Response:਍ഀ Calculations have been revised. See attached.਍ഀ S21. LS Ref all wood framed levels. Perforated wood shear walls appear to be used at the upper਍ഀ levels of the building. However, detailing of collectors and connections of diaphragm to਍ഀ collectors and collectors to shear wall segments seem to be neglected. Please provide the਍ഀ required construction details to satisfy the assumed load path.਍ഀ M&N Response:਍ഀ Perforated wood shear walls not used. Nailing pattern continued for ease of construction.਍ഀ S22. LS Ref Detail 9/S012. It seems additional detailing is required to transfer shear collected in਍ഀ the wall above over to the wall below. Please provide the load path and/or detailing਍ഀ required.਍ഀ M&N Response:਍ഀ Please see revised section 9/S013 reflecting requirements indicated in shear wall਍ഀ schedule. Also see revised shear wall schedule indicating typical bottom plate attachment਍ഀ to floor sheathing.਍ഀ S23.LS/C Ref Hold down calculations for Buildings 1, 2, specifically sheets L14, L19,L23, and਍ഀ L28. Hold-down calculations show a constant shear wall height of 8'-0". However, rake਍ഀ walls at top story will average much higher than 8'-0". The all the walls on the 2nd and਍ഀ third levels are closer to 9'-0" tall. Some hold-downs and strapping seem inadequate,਍ഀ please verify.਍ഀ M&N Response:਍ഀ Calculations have been revised. See attached.਍ഀ S24. LS Ref. 4d' Level plan sheets, 9 & 12/S012, Please provide detail of attaching strapping਍ഀ where shear walls do not align vertically.਍ഀ M&N Response:਍ഀ Please see revised sections 9 and 11 on sheet SO 12 reflecting location of strap hold-਍ഀ downs indicated in shear wall schedule.਍ഀ S25. LS Ref S 113, near Grids D2. Please provide attachment of MST60 strap to steel beam.਍ഀ Verify the steel beam has been designed for the boundary element reactions in both਍ഀ directions.਍ഀ M&N Response:਍ഀ Please see added detail 22/5013. The overturning moment from the shear walls has been਍ഀ taken into consideration.਍ഀ 526. LS Ref. S 113 Unit B Shear wall spanning from Grid F to D. The shear wall above seems to਍ഀ be terminated at this level. Verify the wood diaphragm is adequate to transfer this shear਍ഀ to the exterior concrete wall. Also, provide the detailing of the attachment of the shear਍ഀ wall to the diaphragm and the diaphragm to the concrete wall allowing for the transfer of਍ഀ this shear.਍ഀ M&N Response:਍ഀ The diaphragm is adequate to transfer shear loads. Please see revision to shear wall਍ഀ schedule indicating typical bottom plate and sill plate attachment to floor sheathing.਍ഀ S27.LS Ref Detail 16/5013. The short wood wall seems to require sheathing to transfer shear਍ഀ from diaphragm to concrete elevator core. Please add sheathing if this is the intent.਍ഀ M&N Response:਍ഀ Please see revised section 16/5013 indicating wall sheathing in this area਍ഀ 528. LS Ref. 5013. Please provide detailing on the attachment of the diaphragm at the ridge਍ഀ beam allowing the diaphragm to be modeled as a continuous diaphragm in detail 5, at the਍ഀ valley beam in detail 4, and the step shown in detail 12.਍ഀ M&N Response:਍ഀ In details 4 and 5 /5013, the shear is transferred into the party walls through blocking.਍ഀ Please see revised sections 5 and 12/5013 indicating blocking and attachment.਍ഀ S29.LS/F Ref S 11 & 2/ 5003:. The elevator core's overturning moment is resolved with the use of਍ഀ epoxied dowels into the bedrock. Also, epoxy dowels are used to drag forces from਍ഀ concrete walls into the supporting soil. Please provide in writing geotechnical engr's਍ഀ acceptance of this lateral load path. Provide documentation that this connection detail is਍ഀ an IBCO tested and approved method, also it seems that a specific epoxy should be਍ഀ identified for this unique application. It is our opinion that of Ag*fy for a #8 bar਍ഀ embedded into gravel & sandstone seems questionable. In addition, sheet S 101 W says਍ഀ dowels are 3'-0 long vs. 2'-0" in the detail. Also, consider differential settlement issues.਍ഀ (Volume 2 comments)਍ഀ M&N Response:਍ഀ Please see attached letter from geotechnical engineer indicating values for #8 bars਍ഀ epoxy-grouted into bed rock. The allowable lateral loads are based on the tension਍ഀ capacity of the bars in bedrock producing shear friction between the rock surface and਍ഀ concrete. Hilti HIT RE 500 epoxy is ICBO approved and is suitable in soft or hard਍ഀ natural stone and in wet or submerged holes. Please note that these bars may not be਍ഀ epoxy-grouted into gravel, only competent bedrock as approved by soils engineer. See਍ഀ revised section 2/5003 with revised embedment depth and indication of specific epoxy.਍ഀ S30. DC/LS/F Ref S 160. Please verify that the dead load (wet concrete stage & post-cure) of the਍ഀ elevator and the major bearing lines of building 6 and the overturning forces of the਍ഀ elevator core were taken into account when designing the concrete tunnel lid. The਍ഀ calculations are unclear and appear not to include these large dead point loads.਍ഀ M&N Response:਍ഀ These loads were taken into account in the design of the tunnel lid.਍ഀ S31. F/DC Ref. all foundation plans. Please provide locations of all shoring walls and state whether਍ഀ they are temporary or permanent structures such that a proper understanding of the਍ഀ lateral soil forces may be achieved.਍ഀ M&N Response:਍ഀ The shoring wall is design-build so there are no drawings reflecting the shoring walls਍ഀ currently. The plan for the shoring walls is to have a permanent wall along the south਍ഀ wall of the residential garage and a temporary wall at the west side. Full lateral earth਍ഀ pressures as indicated in the soils report were used at the west perimeter walls and਍ഀ reduced values for gravel fill between the building wall and shoring wall were used at the਍ഀ south side as per the soils report recommendations.਍ഀ S32. F/DC Ref Mezz & Garage Plans. Please verify that the wet weight of concrete walls and slabs਍ഀ above and all construction live loads have been taken into account during the design of਍ഀ the mezzanine and garage slabs. Calculations are unclear.਍ഀ M&N Response:਍ഀ The wet weight of all concrete beams and slabs were taken into account in designing the਍ഀ garage and mezzanine lids.਍ഀ S33. F Ref. Details 4&6/S002. Calculations show trapezoidal loads on full height of walls.਍ഀ However, part of the wall will actually have a trapezoidal load in the other direction and਍ഀ the sloped slab will cause a point load on the continuous vertical wall. The਍ഀ reinforcement detailing at the intersection of the sloped horizontal slab and the vertical਍ഀ wall shown in the sections seems to create a hinge in the vertical wall as the required਍ഀ reinforcement form the calculations does not pass through this intersection. Suggest also਍ഀ consider the relative stiffness between the roof slab over the walkway vs. the large਍ഀ concrete beam over 30 ft. span. Please address.਍ഀ M&N Response:਍ഀ The large beam indicated in section 6/S002 spans horizontally and will laterally਍ഀ support the top and bottom of the attached walls at the "hinge" location. The beam is਍ഀ continuously supported by the wall below so relative stiffness is not an issue.਍ഀ S34. D/LS/C Ref Calculation pages L25,L29. It seems that the 4`h level reaction on elevator shear wall਍ഀ calculations should be 4354# (from L25) rather than 3840# as shown on L29. Please਍ഀ verify.਍ഀ M&N Response:਍ഀ Calculations have been revised. See attached.਍ഀ S35. LS/C Ref S 112. The reaction of the horizontal concrete beam along Grid 9 spanning from਍ഀ Grid J to G seems to be neglected in the elevator core calculations. Please verify.਍ഀ M&N Response:਍ഀ The added lateral load from the horizontally spanning beam has been considered in the਍ഀ core design for building 1 elevator core. The load is applied to the core at elevation 8198਍ഀ which is at the slab level of unit 1 B and results in a large portion of the lateral load being਍ഀ transmitted to the slab on grade and into the party wall foundation wall.਍ഀ 536. F Ref S 105, 1/A301 Bldg 2. The overhung corner of Building 2 on the mezzanine lid਍ഀ level, best shown in section 1/A301, seems to cause significant moment into the exterior਍ഀ garage wall. No calculations or detailing could be located for this condition. Please਍ഀ verify the wall is designed for bending.਍ഀ M&N Response:਍ഀ The architectural section referenced seems to imply that the walls of buildings 2 and 4਍ഀ are bearing on a slab extended over the garage and mezzanine walls. The actual਍ഀ condition is that the foundation walls for each residence cantilever over the garage and਍ഀ mezzanine walls below. These walls are more than 10 feet tall and will be able to਍ഀ cantilever over the wall adding to the vertical compression force at the walls below but਍ഀ will not transfer significant moments into these walls. See additional detail 9/5004 cut਍ഀ on S 140 reflecting cantilevered wall condition at building 4.਍ഀ 537. F Ref S103E, 1/A302 Bldg 5. The overhung corner of Building 5 is supported by a਍ഀ foundation wall that is bearing on soil retained by a lower shoring wall. Has the lower਍ഀ shoring wall been designed for the surcharge loading the wall imposes? It appears that਍ഀ the shoring walls are a design-build item on the project, not designed be the EOR,਍ഀ however the shoring engineer will need to know what the surcharge requirements are at਍ഀ all areas. Also, typically shoring walls will tend to move somewhat, especially soil਍ഀ nailed walls. Has differential settlement between the two different foundation systems਍ഀ been addressed at this two-tier condition?਍ഀ M&N Response:਍ഀ The surcharge will be coordinated with the shoring subcontractor. The foundation walls਍ഀ have been stiffened and reinforced to account for the possible differential settlement.਍ഀ 538. F Ref 5&6/A304. Concrete retaining walls are bearing directly on structural foam. Verify਍ഀ the bearing pressure at the toe of the footing is less than the foam's allowable pressure.਍ഀ Coordinate with Volume 1 and 2 comments.਍ഀ M&N Response:਍ഀ The site walls will be constructed as per structural detail 13/SO11. The wall has been਍ഀ designed for allowable bearing pressures on the foam fill.਍ഀ S39 D 5001 Section 2&3 (sim.):਍ഀ a) Grids A&B do not seem correct, pls verify.਍ഀ b) This deep concrete beam is CB 18 according to plan S 103 W, suggest coordinate਍ഀ schedule % detail reinf., clarify.਍ഀ C) See 1/5001 for wall reinf & footing information. Details do not seem similar.਍ഀ M&N Response:਍ഀ a) These grids correspond to building #I grids, not to overall site grid਍ഀ b) Please see note added to schedule on sheet S003.਍ഀ C) Supporting walls below are similar. Reinforcement is the same in the walls਍ഀ below as indicated.਍ഀ S40 D S001 Section 8- Plan Section: ACI requires single leg (hairpin) ties when space between਍ഀ Vt. Beam exceeds 6". Pls check.਍ഀ M&N Response:਍ഀ Please see revised section 8/S001.਍ഀ S41 D S001 Section 4:਍ഀ a) Cont angle supporting stone, should it be galvanized? Pls verify (typical all਍ഀ angle exposed to earth)਍ഀ b) Verify hook length & embedment at #5 dowel - this is not a std. hook & does਍ഀ not appear developed. (sim at 1/S001.)਍ഀ M&N Response:਍ഀ a) General note 16-E indicates all steel exposed to earth be coated with mastic.਍ഀ Galvanized steel angles would be an acceptable alternate.਍ഀ b) The hook length and embedment for the #5 dowels is adequate to resist design਍ഀ loads.਍ഀ S42 F 5002 Section 1: Verify where this section cut is called out on S103W - isn't this a਍ഀ driveway?਍ഀ M&N Response:਍ഀ No, this is above the driveway entrance. Please see S101 W and section 15/SO11 for਍ഀ section at driveway.਍ഀ S43 F S002 Section 3: All elevator pits seem to require sumps; verify drainage requirements.਍ഀ M&N Response:਍ഀ All drainage requirements will be addressed on the M.E.P. drawings. Please see revised਍ഀ section 3/S002 indicating a blocked out opening for sumps.਍ഀ S44 F S002 Section 6:਍ഀ a) This section indicates a large concrete beam with 27 #7 Hz bars. This beam਍ഀ does not appear on any plan, please check਍ഀ b) Clarify the purpose of this beam - see comment S33.਍ഀ C) Clarify how 6/S002 interacts with CB 1.਍ഀ d) Section indicates bars T&B; plan shows bars at hot. only - please verify &਍ഀ suggest coordinate plan and details.਍ഀ M&N Response:਍ഀ a) Please see section added to sheet S 112. The plan has been revised to਍ഀ note this beam.਍ഀ b) Please see response to comment S33.਍ഀ C) The beam bears on CB 1 over the pedestrian tunnel slab at the entrance to unit਍ഀ IA. It bears on the foundation wail below for the rest of the span.਍ഀ d) There are no top bars in this section. Please see revised section 6/S002.਍ഀ S45 D 5002 Section 7: This section is cut at Line B on sheet S 110 which is a foundation plan,਍ഀ however this section does not indicate a footing as shown on S 110.਍ഀ M&N Response:਍ഀ This section is also noted on S 111. The section cut has been removed from S 110.਍ഀ S46 LS 8/S002: Provide lateral connection at top of CMU wall for 5 psf internal pressure.਍ഀ M&N Response:਍ഀ These CMU walls originally shown have the moment capacity to function as਍ഀ cantilevered walls for the required 5 psf interior lateral load with a partial contribution਍ഀ from 9 gage horizontal joint reinforcement. New CMU walls have been added since the਍ഀ original submittal with long horizontal spans and will require a top of wall support in਍ഀ these locations. Please see revised section 8/S002 indicating top of wall support at new਍ഀ CMU wall locations.਍ഀ S47 F S002 Section 10:਍ഀ a)਍ഀ b)਍ഀ M&N Response:਍ഀ a)਍ഀ b)਍ഀ Cuts on S 110, s 111, S 101 W - plans S1 I I & S 101 W seems to show a stair which਍ഀ is not evident in the section, pls review.਍ഀ The beam shown in the detail does not seem to be on the plans, pls define.਍ഀ The section is cut above the stair.਍ഀ This beam has been removed from the detail. Reinforcement in the slab has਍ഀ been designed to carry the wet weight of concrete wall above. See revised਍ഀ section 10/S002.਍ഀ S48 - not used਍ഀ S49 - not used਍ഀ S50 F S002 Section 12: The upper planter walls are not evident on any structural plan. Pls਍ഀ check. Verify line load is considered for slab design.਍ഀ M&N Response:਍ഀ Please see revised S113 indicating location of patio walls. The weight of these walls has਍ഀ been accounted for in design of the slab below.਍ഀ S51 S002 Section 12, 13, 14: Verify numbering with plan call outs.਍ഀ M&N Response:਍ഀ These sections have been re-numbered. Please see revised sheet S002.਍ഀ S52 DC S002 section 14: Consider ground snow load for grade level slab design; apply snow਍ഀ drift due to bldg. geometry (see vol. 2 comments, similar)਍ഀ M&N Response:਍ഀ Grade level slabs have been designed for 100psf live load. Drifting has not been਍ഀ considered as per Town of Vail's amendment to the 2003 I.B.C.਍ഀ S53 not used਍ഀ S54 D S003 Section 9 & 10 & 4-10/SO 11: Verify temporary shoring below slab during casting਍ഀ of concrete walls is not req'd.਍ഀ M&N Response:਍ഀ The mezzanine and garage lid slabs have been designed for the weight of all concrete਍ഀ walls above. The walls are not designed to be self-spanning.਍ഀ S55 - not used਍ഀ S56 LS SO1 14.SO11: Verify typical ledger is adequate for gravity plus lateral loads (wind,਍ഀ seismic, & unbalanced soil)਍ഀ M&N Response:਍ഀ Wind and seismic loads are transferred into concrete walls through anchor bolts and਍ഀ hold-downs applied to the tops of the walls. Ledgers do not need to contribute to਍ഀ seismic or wind load resistance. Typical horizontally spanning foundation walls਍ഀ designed for unbalanced soil loads or the lower level floor diaphragms are in direct਍ഀ compression due to foundation walls on opposite sides of the diaphragm.਍ഀ S57 D S001 Section 9:਍ഀ a) Vertical reinforcing in outside face is not identified.਍ഀ b) Verify #10 corner bars meet minimum cover requirements; what is the function਍ഀ of this #10?਍ഀ M&N Response:਍ഀ a) Please see revised section 9/S001 indicating reinforcement on the outside face of਍ഀ this wall.਍ഀ b) #10 bars take the moment at the wall corners. They have minimum cover as per਍ഀ general note 7-C਍ഀ S58 H/LS SO 12 17/S012: Verify plan cuts are correct; verify dowels/pedestal is designed for shears਍ഀ & moments from wind loads as applicable.਍ഀ M&N Response:਍ഀ Please see added section cuts on sheet S 150. The dowels and pedestal are designed for਍ഀ all applicable wind loads.਍ഀ S59 D S0013 Section 14& 15: Have these thin structural slabs been checked for bending &਍ഀ punching shear?਍ഀ M&N Response:਍ഀ Yes਍ഀ S60 D S0013 Section 19: Plan note 5 says see 13/S013 for cap slab reinforcing. 13/013 for cap਍ഀ slab reinforcing. 13/S013 identifies a 6" slab. There does not appear to be a structural਍ഀ plan of these, please check.਍ഀ M&N Response:਍ഀ The slabs were not indicated on the plans. Section 19/S013 indicates all elevator core਍ഀ reinforcement and notes to refer to section 13/S013 for slab reinforcement and cap slab਍ഀ elevations.਍ഀ S61 LS 4&5/S013: Verify diaphragm continuity; provide valley or ridge pl or clips as required.਍ഀ M&N Response:਍ഀ Please see response to S28.਍ഀ S62 D 15/S013: Detail notes "pack below bearing plate with non-shrink grout." The IBC਍ഀ requires 1" stand off from concrete. Also, Simpson does not indicate higher loads are਍ഀ permissible by grouting underneath. Please comment.਍ഀ M&N Response:਍ഀ The Simpson base specified features a I" stand-off. The C-2006 catalog indicates਍ഀ higher loads are allowed to be used for this base connector per code in note #5 (page 46).਍ഀ S63 D/LS S 101 W: 1'-6x l'-0 column near grid 25 with (6) #9 Vt. Bars needs a tie pattern detail਍ഀ (typical where not identified.)਍ഀ M&N Response:਍ഀ Please see added tie detail on sheet S 101 W.਍ഀ S64 F S 101 W: Footing shown on plan seems to be off center for the 8" conc wall, but in the਍ഀ wrong direction. PLs check (13/S002, 12/S002)਍ഀ M&N Response:਍ഀ Please see revised footing location on plan sheet S 101 W near grids N.8/26.਍ഀ S65 F S 101 W: Concrete piers near gridline 27 are not identified, size, rebar, ties, etc.਍ഀ M&N Response:਍ഀ Please see added tie detail on sheet S 101 W.਍ഀ S66 D S 101 W Section 8/S002 cut at column 27-L.1 is not correct. Suggest fix all detail਍ഀ numbering errors btwn plans & details.਍ഀ M&N Response:਍ഀ See revised section cut on S 101 W to 8/S001.਍ഀ S67 F S 101 W: Refer to L.1 Line 32-31 Plan says l'-6 deep footing with #5 at l'-0 ea way. Are਍ഀ these rebar top or bottom or both? Also what is the top ftg elev. Ftg at west end seems਍ഀ to be at 8208'- 10 while the footing at east end is at 8192'-5, which reflects at 16'-0+/-਍ഀ difference. Pls verify.਍ഀ M&N Response:਍ഀ Please see revised notation for the footing on S 101 W. The 8208'-10" elevation is a top਍ഀ of wall not a top of footing elevation.਍ഀ S68 F S 101 W: Ftg at 31 L.1 is this a type B footing? Pis define.਍ഀ M&N Response:਍ഀ It is a type B footing. See revised S 101 W.਍ഀ S69 - not used਍ഀ S70 D S 101 W: Refer to 10/S002 cut 10'-0 north of N.8 & west of line 32. Section 10/S002਍ഀ does not seem to reflect plan conditions - please clarify.਍ഀ M&N Response:਍ഀ Please see response to item S47.਍ഀ S71 D S 101 W: Refer to hatched area at N.8-29.5 Hatch is not identified, please clarify.਍ഀ M&N Response:਍ഀ Please refer to note # 18 on S 101 W. The hatch indicates a depressed slab.਍ഀ S72 F S 101 W: Refer to section 19/SO 12. Plan does not reflect concrete slabs shown in 9/SO12.਍ഀ M&N Response:਍ഀ See revised note on S 101 W to refer to landscape plans for site wall locations. The਍ഀ concrete element in section 19/SO12 is the footing for the site retaining walls.਍ഀ S73 F S 101 W: Tower crane footing reinforcing does not meet minimum temp & shrinkage਍ഀ ratio of 0.0018. Verify crane over turning has been included in the design of this਍ഀ footing, with the appropriate factors of safety, consider wind loading.਍ഀ M&N Response:਍ഀ Please see revision to note on S 101 W indicating bars are at top and bottom.਍ഀ Temperature and shrinkage reinforcement is not required in footings.਍ഀ S74 F S 101 W: Refer to plan at line 28 north of line Q 1. Plan says " re 13/SOI I for landscape਍ഀ retaining wall info", although there are no such retaining walls shown, pls verify.਍ഀ M&N Response:਍ഀ There are no retaining walls shown on the structural drawings for purposes of clarity.਍ഀ The landscape plan clearly indicates the location of these walls. Please see note added to਍ഀ S 101 W indicating to refer to the landscape plans for locations of site walls.਍ഀ S75 D S 101 W: Refer to conc cols either side of a 22'-2 opening btwn 26 & 25 on skewed wall,਍ഀ Plan says (6) #6 vertical w/#3 ties at 10". It seems the size and tie pattern of these਍ഀ columns needs to be defined.਍ഀ M&N Response:਍ഀ Please see tie detail added to sheet S 101 W.਍ഀ S76 F S 101 E: A note between 22 7 23 says "Footings adjacent to the tunnel must bear on਍ഀ bedrock assumed to be between 8180 & 8190'-field verify" Clarify bearing਍ഀ requirements for footings North of the tunnel and over the tunnel as this material will be਍ഀ fully excavated for parking garage and tunnel construction.਍ഀ M&N Response:਍ഀ North of the tunnel, the structures above bear on the parking garage lid, not soil or਍ഀ bedrock.਍ഀ S77 D S5103 W: Address any similar issues from vol. 2 comments regarding concrete beam &਍ഀ slab designs, i.e. verify compression width of a conc beams & girders account for the਍ഀ many various slab steps, typical all levels. Similar other concrete design comments.਍ഀ M&N Response:਍ഀ These items have been considered in the design.਍ഀ S78 - not used਍ഀ S79 D S5 103W - Section 7/S003: Cut between H2 & J.5, east of line 29 does not seem to਍ഀ reflect actual plan conditions, please review this & all other section cuts. Also, #6 @ 6"਍ഀ top bars over beam CB20 will not work if there is a significant slab step as shown in਍ഀ 7/S003.਍ഀ M&N Response:਍ഀ Please see revised orientation of section cut 7/S003 on sheet S 103 W. Also see revised਍ഀ detail 7/S003 indicating location of top bars indicated on plan.਍ഀ S80 D S5103 W: Beam CB8 at line 31 btwn L.1 and J.5 seems to frame to the un-shaded column਍ഀ discussed in item above. Is his correct? It would appear that beam CB 13 will have a਍ഀ prohibitive shear due to this situation. PLs review. Verify torsion in beam CB 13 & in਍ഀ the column above and below due to different shear reactions from the beams on opposite਍ഀ sides near the support.਍ഀ M&N Response:਍ഀ The un-shaded column shown is a previous column location from the architectural਍ഀ background. See revised plan S 101 W. The CB8 beam frames in to the CB 13 beam and਍ഀ is not on the un-shaded column. The shear and torsion in beam CB13 and the column਍ഀ below has been accounted for.਍ഀ S81 F/D S 103E: Refer to 8" structural slab btwn 22 & 21.4 south of M1: please indicate਍ഀ reinforcing.਍ഀ M&N Response:਍ഀ Please see revised S164 indicating slab reinforcement in this area.਍ഀ S82 D S 105: Refer to bms on line L.1 between 31 & 29 these beams need a mark & a design.਍ഀ Also, detail 11/S002 does not seem to indicate such beams. Please clarify the drawings.਍ഀ Verify torsion is considered at these edge beams.਍ഀ M&N Response:਍ഀ These beams are indicated on S 103W. Section 11/S002 shows the beams below the਍ഀ wall. Torsional loads were taken into account.਍ഀ S83 D S 105: What is thickness of structural slab? Please define.਍ഀ M&N Response:਍ഀ Please see note added to sheet S 105 indicating 8" thick slab unless noted otherwise.਍ഀ S84 D S 105: Refer to col adjacent to elevator at J.5 at 31. It appears that there are (2)਍ഀ indications of this column. Pis review and resolve. Similar to comment S80, verify਍ഀ shear and torsion in this beam and column. Note it appears that the bearing wall above is਍ഀ off- line of the girder Pease verify this has been considered in slab and girder਍ഀ design, there does not appear to be additional slab reinforcement to account for the਍ഀ eccentricity in loading between wall above and supporting slab and girder.਍ഀ M&N Response:਍ഀ As per item #80 above, the column shown not shaded is from a previous version of the਍ഀ plans. The bearing wall above the slab has been modeled as shown on the drawings.਍ഀ The slab reinforcement shown is adequate for this condition.਍ഀ S85 D S 105: Refer to stair shown north of H.2 at 29. 1 presume this stair is below the lid.਍ഀ Suggest you check headroom below beam CB 11. Clarify slab opening.਍ഀ M&N Response:਍ഀ Slab opening size is indicated on sheet S 103 W.਍ഀ S86 F/LS S 105: Appears portions of walls above overhang the concrete walls and slab south of line਍ഀ H.2. Detail 11/SO03 does not address this situation; provide a detail and check the load਍ഀ path. Consider vertical overturning from shear walls above, ref. S 124. Typical all਍ഀ occurrences.਍ഀ M&N Response:਍ഀ Section 11/SO03 is not cut in this location. Please see response to item S36.਍ഀ S87 D S 110: Pis clarify grids with sheet S 101 W.਍ഀ M&N Response:਍ഀ Each building has a separate grid from the overall site grid. Grids have been revised on਍ഀ Sheets S 101 W, S 101 E, S 103 W, S 103E and S105.਍ഀ S88 - not used਍ഀ S89 D S 111 - Plans S 111 &S 112 at Line 9: Refer to rebar callouts at line 9 btwn D& E where it਍ഀ states #5 at 9" centered in slab. Slab is 6" thk. Thickness given rebar placement is only਍ഀ 3". Verify deflections and thickness per ACI Table 9.5A. Note the detail cut at this਍ഀ location (4/SO02) shows a double mat of reinforcing, each way. Define the rebar slab to਍ഀ wall dowels, verify shear friction has been properly calculated and defined in the਍ഀ drawings (11=1.0 vs. ❑=0.60).਍ഀ M&N Response:਍ഀ This slab is 8" thick, see revised plan sheet S l 11. The slab meets maximum deflection਍ഀ requirements and the breakout bars indicated in section 4/SO02 have sufficient capacity਍ഀ for the required loads.਍ഀ S90 D Sill: Refer comment S6: refer to (3) W 10x112 spanning about 27' Verify the਍ഀ deflection in these shallow beams; also verify that bending in the supporting column due਍ഀ to eccentric load @ contractor designed shear tab has been considered. Check bearing at਍ഀ wood or concrete wall below.਍ഀ M&N Response:਍ഀ These steel beams will bear on the columns with a cap plate so there will be no moments਍ഀ in the steel columns. See revised plan with added note to this effect. All beam designs਍ഀ have considered deflection.਍ഀ S91 F S120: Section 17/5012 cut at line H near line 2 indicates a 12x12" concrete column਍ഀ bearing on some kind of structural slab, however Sheet S 120 is a foundation plan. Please਍ഀ show foundations.਍ഀ M&N Response:਍ഀ All of building 2 is above the mezzanine and walls and columns bear on the mezzanine਍ഀ lid so there are no footings.਍ഀ End of Comment Responses.਍ഀ If you have any questions or comments, please call.਍ഀ Very truly yours,਍ഀ MONROE & NEWELL ENGINEERS, INC.਍ഀ Peter D. Monroe, P.E.਍ഀ Principal਍ഀ E1 r~l਍ഀ i਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ May 15, 2006਍ഀ 4240 Architecture਍ഀ 1621 Eighteenth Street, Suite 200਍ഀ Denver, CO 80202਍ഀ Attn: Randy Hart਍ഀ Re: Vail's Front Door (M&N # 5500.02) Chalets - Building E਍ഀ BUILDING PERMIT B06-0022 thru B06-0029਍ഀ Dear Mr. Hart:਍ഀ Vail, Colorado਍ഀ Denver, Colorado਍ഀ Frisco. Colorado਍ഀ Fn ~GG~ D਍ഀ JUL O 6 ZWu਍ഀ TOWN OF VAIL਍ഀ The following are our responses to the structural portions of The Town of Vail Building਍ഀ Department comments for the above building, dated May 8, 2006. We have included the original਍ഀ comment with each response. Our responses are noted with "M&N Response".਍ഀ S3. D S116 -possible mis-marked section cuts. Section 16/S013 cut at grids 7 and H,਍ഀ 4/5015 cut at grids F & 4.5 and 13/5013 cut at grids F and 2.5 all show roof framing over਍ഀ concrete slab and walls. These details appear not to apply at the locations cut as there are਍ഀ neither concrete slab nor walls shown on plan at these locations, please verify. For਍ഀ details 4/S013 and 13/5013 this comment is typical for all buildings.਍ഀ M&N Response:਍ഀ Please see individual roof framing plans for revised section cut locations. The elevator਍ഀ core walls are indicated at each unit. The slabs over elevator cores are not called out on਍ഀ the plans but are noted on the typical elevator core wall reinforcement detail 19/5013,਍ഀ which refers to the applicable sections for cap slab construction.਍ഀ A',਍ഀ 2006 Platinum Sponsor਍ഀ The Colorado Chapter of਍ഀ The American Institute of Architects਍ഀ www.monroe-newell.com਍ഀ 1701 Wynkoop Street . Suite 200 • Denver, Colorado 80202਍ഀ (303) 623-4927 • FAX (303) 623-6602 • email: denver®monroe-newell.com਍ഀ KL&A, 515106: 131S013 on S126, S145, S159 still appears to be cut incorrectly as there਍ഀ are no concrete walls shown on those plans or the plans below. FOR to address as਍ഀ required, comment closed.਍ഀ M&N Response:਍ഀ These section cuts have been removed from the sheets. See revised sheets.਍ഀ S4. D/C S115 - a 3-part 11-7/8" LVL spans between grids C & D approximately at grid 4.4਍ഀ which supports a column from above as well as floor joists. No design of this beam is਍ഀ included in the calculation package, but the header that supports this beam on grid D has a਍ഀ shorter span and is designed as W10 steel beam (ref: calc package 1, 4th Floor Framing਍ഀ B16). Please verify the adequacy of this LVL beam.਍ഀ In addition, section 10/5012 is cut at the header as shows steel WF beams framing into it਍ഀ on either side, but there is only an LVL beam framing into it from one side. This detail਍ഀ should show the connection of the LVL beam to the WF; alternatively consider the LVL਍ഀ beam should be revised on plan to be a steel WE਍ഀ M&N Response:਍ഀ LVL beam to be W10x15 as per 5124. Section to be 10/5012 Similar. See attached਍ഀ Calculations.਍ഀ KL&A, 5/5/06: Verify adequacy of connection in 10/S012 for 16.9k load as indicated਍ഀ by calculations.਍ഀ M&N Response:਍ഀ Double angle connection indicated is adequate for design load.਍ഀ S6. C Please note Ref. Building #1 (vol.1), in general the calculations for the beams are਍ഀ not provided. A general summary of the loads and reactions are provided, but not the਍ഀ actual calculation (i.e. 2°d floor beams B 11 and B 19). Since it is the shear, moment or਍ഀ deflection that controls the design, we would expect to see this information in the beam਍ഀ summary or the design output of the program used. Please verify member sizes for਍ഀ strength and serviceability, this information can not be reviewed at this time. This਍ഀ comment applies to all buildings.਍ഀ M&N Response:਍ഀ As a single set of similar residences and to provide for ease of construction, beams are਍ഀ sized for the critical condition and sized the same in similar locations.਍ഀ KL&A, 515106: No new beam calculations have been provided for our review. Based਍ഀ on the EOR's response, we feel that the FOR has reviewed this statement and based the਍ഀ design on accepted practices and principles of engineering. Comment close&਍ഀ M&N Response:਍ഀ Member sizes have been checked for shear, moment and deflection and are sized਍ഀ appropriately.਍ഀ S 10. D Ref 5013. Please verify or provide attachment of the eave framing to the ridge beam਍ഀ or exterior wall has been designed for the required wind uplift forces in sections 1, 6, 8,਍ഀ and 10.਍ഀ M&N Response:਍ഀ Wind uplift has been accounted for in the design.਍ഀ Please see sections 1,3 and 4 on sheet 5013 which have been revised to clarify the typical਍ഀ rafter and blocking attachment to supports.਍ഀ KL&A, 515106: There does not appear to be any attachment from the blocking to the਍ഀ rafter, please provide attachment.਍ഀ M&N Response:਍ഀ Blocking transfers shear from sheathing to wall plates. Blocking attachment to਍ഀ rafters is toe-nailed as required to keep blocking in place until sheathing is਍ഀ installed. The attachment of the blocking to the rafters is not required for the਍ഀ structural system to function properly.਍ഀ SIT D/C 5012 Details 12 and 13, in the calculations for B33 and B34 it is assumed the beams਍ഀ work together, however this detail does not show connection between the beams to them਍ഀ act together. Detail 13 does not appear to show a bearing plate under the LVL beam that਍ഀ is located outboard of the column face, if a bearing plate is not provided does beam B34਍ഀ have sufficient shear capacity to support the loads from both beams. Please verify load਍ഀ path and provide more information. In addition, there is no positive connection of the਍ഀ saddle shown to the 6-part LVL or the length of saddle required. Please verify if lags are਍ഀ required and required end distance to edge of 6-part LVL..਍ഀ M&N Response:਍ഀ On the plan view of detail 13/5013, the interior (3) 12" lvl's running horizontally on the਍ഀ page cantilever over the column below to pick up the (3) 12" lvls running vertically on਍ഀ the page which, in turn, support the outer (3) 12" lvls running horizontally with a'/4"਍ഀ steel T-plate. Please see added section B-B to this detail to clarify the intent and indicate਍ഀ connection between LVL plys.਍ഀ KL&A, 515106: There still does not appear to be a positive connection where the਍ഀ saddle hangs from the interior 3 -part LVL or where the outer 3 -part LVL's are਍ഀ supported by the by the 3 -part LVL's running vertical on the page.਍ഀ M&N Response:਍ഀ The inverted saddle on the interior 3-part LVL has a'/4" steel back plate which is਍ഀ also the back plate for the outer 3-part LVL that has a knife plate and seat plate as਍ഀ shown in section 12A-A welded directly to it so they are directly connected.਍ഀ S21. LS Ref all wood framed levels. Perforated wood shear walls appear to be used at the਍ഀ upper levels of the building. However, detailing of collectors and connections of਍ഀ diaphragm to collectors and collectors to shear wall segments seem to be neglected.਍ഀ Please provide the required construction details to satisfy the assumed load path.਍ഀ M&N Response:਍ഀ Perforated wood shear walls not used. Nailing pattern continued for ease of construction.਍ഀ KL&A, S/S/06: If perforated shear walls are not used, several of the shear wall਍ഀ segments (between doors and windows) do not meet the code required aspect ratios.਍ഀ Please verify shear wall capacity and comment on shear wall lengths assumed in the਍ഀ calculations.਍ഀ M&N Response:਍ഀ See revised general notes under item 14.G on sheet S001 indicating typical਍ഀ corner reinforcement at perforated shear walls. Also, see detail I5/S003.਍ഀ S22. LS Ref Detail 9/S012. It seems additional detailing is required to transfer shear਍ഀ collected in the wall above over to the wall below. Please provide the load path and/or਍ഀ detailing required.਍ഀ M&N Response:਍ഀ Please see revised section 9/S013 reflecting requirements indicated in shear wall਍ഀ schedule. Also see revised shear wall schedule indicating typical bottom plate attachment਍ഀ to floorsheathing.਍ഀ KL&A, S/S/06: Please provide nailing of sheathing to blocking to complete the lateral load਍ഀ path.਍ഀ M&N Response:਍ഀ Please see revised general notes under item 14.G on sheet S001 indicating typical਍ഀ sheathing fastening requirements for blocking and rim joists.਍ഀ S24. LS Ref. 4`" Level plan sheets, 9 & 12/S012, Please provide detail of attaching਍ഀ strapping where shear walls do not align vertically.਍ഀ M&N Response:਍ഀ Please see revised sections 9 and 11 on sheet SO 12 reflecting location of strap hold-਍ഀ downs indicated in shear wall schedule.਍ഀ KL&A, 5/5/06: Please provide nailing of sheathing to blocking to complete the lateral਍ഀ load path.਍ഀ M&N Response:਍ഀ Please see revised general notes under item 14.G on sheet S001 indicating typical਍ഀ sheathing fastening requirements for blocking and rim joists.਍ഀ S27. LS Ref Detail 16/S013. The short wood wall seems to require sheathing to transfer਍ഀ shear from diaphragm to concrete elevator core. Please add sheathing if this is the intent.਍ഀ M&N Response:਍ഀ Please see revised section 16/S013 indicating wall sheathing in this area਍ഀ KL&A, 5/5/06: The attachment of the I -joist blocking to the top plate & attachment of਍ഀ sheathing to the I -joist blocking is not defined, please show these connections to਍ഀ complete the load path.਍ഀ M&N Response:਍ഀ Please see revision to general notes under item 14.G for sheathing attachment.਍ഀ Blocking in these areas will be attached to wall plates with (3) 8d toe-nails as per਍ഀ IBC table 2304.9.1 as referenced in the general notes.਍ഀ S28. LS Ref. SO 13. Please provide detailing on the attachment of the diaphragm at the਍ഀ ridge beam allowing the diaphragm to be modeled as a continuous diaphragm in detail 5,਍ഀ at the valley beam in detail 4, and the step shown in detail 12.਍ഀ M&N Response:਍ഀ In details 4 and 5 /SO 13, the shear is transferred into the parry walls through blocking.਍ഀ Please see revised sections 5 and 12/S013 indicating blocking and attachment.਍ഀ KL&A, 5/5/06: Please provide nailing of sheathing to blocking to complete the lateral਍ഀ load path. Explain the nailing of blocking to glulam in details 5 & 12, and how the਍ഀ shim will affect the connection.਍ഀ M&N Response:਍ഀ See revision to general notes under item 14.G for sheathing attachment. See਍ഀ revision to sections 5/5013 and 12/5013 indicating plywood shim attachment to਍ഀ glu-lam beam. Blocking attachment to plywood shim will be as per IBC table਍ഀ 2304.9.1.਍ഀ 529. LS/F Ref S I I & 2/ S003% The elevator core's overturning moment is resolved with the਍ഀ use of epoxied dowels into the bedrock. Also, epoxy dowels are used to drag forces from਍ഀ concrete walls into the supporting soil. Please provide in writing geotechnical engr's਍ഀ acceptance of this lateral load path. Provide documentation that this connection detail is਍ഀ an IBCO tested and approved method, also it seems that a specific epoxy should be਍ഀ identified for this unique application. It is our opinion that of Ag*fy for a #8 bar਍ഀ embedded into gravel & sandstone seems questionable. In addition, sheet S 101 W says਍ഀ dowels are 3'-0 long vs. 2'-0" in the detail. Also, consider differential settlement issues.਍ഀ (Volume 2 comments)਍ഀ M&N Response:਍ഀ Please see attached letter from geotechnical engineer indicating values for #8 bars਍ഀ epoxy-grouted into bed rock. The allowable lateral loads are based on the tension਍ഀ capacity of the bars in bedrock producing shear friction between the rock surface and਍ഀ concrete. Hilti HIT RE 500 epoxy is ICBO approved and is suitable in soft or hard਍ഀ natural stone and in wet or submerged holes. Please note that these bars may not be਍ഀ epoxy-grouted into gravel, only competent bedrock as approved by soils engineer. See਍ഀ revised section 2/5003 with revised embedment depth and indication of specific epoxy.਍ഀ KL&A, 515106: It appears critical that RE-500 epoxy is identified on the drawings,਍ഀ please call out the epoxy type in the details. Please explain the increased dowel਍ഀ embedment at the elevator core West side on SI01 W. If increased capacity was used for਍ഀ this longer embedment, please provide geotechnical approval in writing. Please address਍ഀ the potential corrosion of the rebar at the interface of bedrock and concrete, suggest a਍ഀ liquid membrane or other means to protect this location for a few inches up into the਍ഀ concrete. ICC report ESR-1682 for Hild HIT RE-500 does not specifically address the਍ഀ use of this epoxy for embedment in stone, please confirm that Hild has accepted this਍ഀ usage of this product. We suggest holding a meeting to discuss and resolve this issue,਍ഀ as requireiL਍ഀ M&N Response:਍ഀ Please see note added to section 2/S003 indicating epoxy type and corrosion਍ഀ protection of rebar to 3" above bedrock. The Hilti catalog indicates this product਍ഀ as suitable in natural stone per application since natural stone may be of variable਍ഀ quality. The geotechnical engineer will be observing the drilled holes and਍ഀ verifying the suitability of the bedrock for this application prior to installing਍ഀ rebar. Please see attached letter from soils engineer indicating required਍ഀ embedment depth. We are of the opinion that further discussion on this issue is਍ഀ not warranted.਍ഀ S31. F/DC Re£ all foundation plans. Please provide locations of all shoring walls and state਍ഀ whether they are temporary or permanent structures such that a proper understanding of਍ഀ the lateral soil forces may be achieved.਍ഀ M&N Response:਍ഀ The shoring wall is design-build so there are no drawings reflecting the shoring walls਍ഀ currently. The plan for the shoring walls is to have a permanent wall along the south਍ഀ wall of the residential garage and a temporary wall at the west side. Full lateral earth਍ഀ pressures as indicated in the soils report were used at the west perimeter walls and਍ഀ reduced values for gravel fill between the building wall and shoring wall were used at the਍ഀ south side as per the soils report recommendations.਍ഀ KL&A, 5/5/06: Verify that movement of the shoring wall compressing into the EPS /਍ഀ gravel will not overload the chalet structures by forcing soil lateral loads where they਍ഀ have not been intended to react. Verify height of gravel has not increased on਍ഀ Architectural sections A301 A303 from last set of drawings. See also comment S56.਍ഀ M&N Response:਍ഀ All lateral soil pressures used in design were obtained from the soils report which਍ഀ specifically indicates loads to be used where permanent shoring is installed. See਍ഀ page 43 of soils report. Please see attached letter from soils engineer indicating਍ഀ that movement of the permanent shoring wall will not be an issue as far as adding਍ഀ lateral pressures to the foundation walls. The height of gravel was changed on the਍ഀ architectural plans to match what was previously coordinated with the contractor.਍ഀ The height of gravel used in design was to the top of the mezzanine lid.਍ഀ S52 DC S002 section 14: Consider ground snow load for grade level slab design; apply snow਍ഀ drift due to bldg. geometry (see vol. 2 comments, similar)਍ഀ M&N Response:਍ഀ Grade level slabs have been designed for 100psf live load. Drifting has not been਍ഀ considered as per Town of Vail's amendment to the 2003 I.B.C.਍ഀ KL&A, 515106: Whether or not drifting loads are seen as applicable, snow is sure to slide off਍ഀ of the roof structure and pile up outside the structures on the structural levels at grade.਍ഀ Further, a new sheet C41.0 shows snow storage areas on top of the parking structure਍ഀ lid It seems the 100 psf loading may be exceeded in these two instances. Please show਍ഀ with calculations that these areas of the lid structure are not overloaded due to locally਍ഀ higher snow loading.਍ഀ M&N Response:਍ഀ In all locations where the snow may slide off of the roof and accumulate at grade level਍ഀ adjacent to the structure, the depth of soil and foam fill is sufficient to spread the load਍ഀ over an area that would include the location of the foundation wall which would have਍ഀ been carrying the snow that may slide off. The mezzanine and garage lids are reinforced਍ഀ uniformly based on worst case conditions, so they are designed to withstand this਍ഀ variability of location of snow storage and sliding snow loads.਍ഀ S56 LS SO11 4.SO11: Verify typical ledger is adequate for gravity plus lateral loads਍ഀ (wind, seismic, & unbalanced soil)਍ഀ M&N Response:਍ഀ Wind and seismic loads are transferred into concrete walls through anchor bolts and਍ഀ hold-downs applied to the tops of the walls. Ledgers do not need to contribute to਍ഀ seismic or wind load resistance. Typical horizontally spanning foundation walls਍ഀ designed for unbalanced soil loads or the lower level floor diaphragms are in direct਍ഀ compression due to foundation walls on opposite sides of the diaphragm.਍ഀ KL&A, 515106. Ref. concrete retaining walls, lines E & 32: These walls are quite long (100+਍ഀ feet, etc.) without any wall corners or perpendicular buttress walls, spanning਍ഀ horizontally is not realistic in terms of the vertical span stiffness and the horizontal਍ഀ span stiffness. Verify 1 unreinforced nonstructural topping can resist the soil਍ഀ lateral loading as middle span support reactions from soil loading are often quite large,਍ഀ on the order of several kips per fool. Regarding the lateral load transfer issue, due to਍ഀ the stepping/sloping aspect of the surrounding grade, our concern is that any soil਍ഀ lateral loads in an unbalanced condition (higher soil lateral loads at the south side than਍ഀ the north side) would need to be transferred to the side walls through diaphragm shear,਍ഀ please verb designs.਍ഀ M&N Response:਍ഀ The 100+ foot long walls at grids E and 32 have 8" concrete slabs at the garage਍ഀ and mezzanine lid levels that function as diaphragms to resist the soils loads and਍ഀ allow the foundation walls to span vertically. The 1 1/2" topping slabs are only਍ഀ at the residence floors and where soil loads are too high, such as at the west wall਍ഀ of building #2, the foundation walls are designed to span horizontally. The south਍ഀ sides of the residences have foam backfill between the foundation walls and the਍ഀ permanent shoring wall. The soils report indicates that the equivalent fluid਍ഀ pressures for foam to be provided by the EPS consultant. The EPS consultant has਍ഀ indicated that the foam will not induce any lateral pressures on the wall but a਍ഀ minimal lateral pressure was used in the design of the foundation walls anyway.਍ഀ The current design is adequate to resist all lateral loads induced from foam਍ഀ backfill including areas where there is an unbalanced condition.਍ഀ S61 LS 4&5/5013: Verify diaphragm continuity; provide valley or ridge pl or clips as਍ഀ required.਍ഀ M&N Response:਍ഀ Please see response to 528.਍ഀ KL&A, 515106: See S28.਍ഀ M&N Response:਍ഀ Please see response to S28.਍ഀ S65 F S 101 W: Concrete piers near gridline 27 are not identified, size, rebar, ties, etc.਍ഀ M&N Response:਍ഀ Please see added tie detail on sheet S 101 W.਍ഀ KL&A, 5/5/06: No tie detail is shown, FOR to verify this information is provided for਍ഀ construction. Comment closed.਍ഀ M&N Response:਍ഀ It is not clear which piers near Grid 27 are being referred to. The piers between਍ഀ L.3 and K.4 are noted on the unit plans on S 130. The piers at Grids F and H. I are਍ഀ typical garage columns as noted on the column at Grids H. I and 30 on S 101 W.਍ഀ We feel that the information is provided adequately.਍ഀ S79 D S5103 W - Section 7/S003: Cut between H2 & J.5, east of line 29 does not seem਍ഀ to reflect actual plan conditions, please review this & all other section cuts. Also, #6 @਍ഀ 6" top bars over beam CB20 will not work if there is a significant slab step as shown in਍ഀ 7/5003.਍ഀ M&N Response:਍ഀ Please see revised orientation of section cut 7/5003 on sheet S 103 W. Also see revised਍ഀ detail 7/S003 indicating location of top bars indicated on plan.਍ഀ KL&A, 5/5/06: No. 6 bars are shown straight on the plan, not stepped over the beam from਍ഀ slab to slab. Please verify your response.਍ഀ M&N Response:਍ഀ The bars are shown straight on the plan to indicate the bars are required on each਍ഀ side of the step. These bars do not need to be Z bars extending though the beam.਍ഀ The location of the bars and required hooks and lap splices are clearly indicated਍ഀ on section 7/5003.਍ഀ S90 D S 111: Refer comment S6: refer to (3) W 10x112 spanning about 27'+/-. Verify਍ഀ the deflection in these shallow beams; also verify that bending in the supporting column਍ഀ due to eccentric load @ contractor designed shear tab has been considered. Check਍ഀ bearing at wood or concrete wall below.਍ഀ M&N Response:਍ഀ These steel beams will bear on the columns with a cap plate so there will be no moments਍ഀ in the steel columns. See revised plan with added note to this effect. All beam designs਍ഀ have considered deflection.਍ഀ KMA, 515106: Confirm if web stiffener is required at the W10 beam end, due to column਍ഀ point load above. Typical all locations, all buildings.਍ഀ M&N Response:਍ഀ We have verified that web stiffeners are not required at beam ends.਍ഀ End of Comment Responses.਍ഀ If you have any questions or comments, please call.਍ഀ Very truly yours,਍ഀ MONRO NEWELL ENGINEERS, INC.਍ഀ A A~ \w~਍ഀ Peter D. Monroe, P.E.਍ഀ Principal਍ഀ 111111///"਍ഀ NA~LDDq਍ഀ ~N;1਍ഀ C oa਍ഀ 05„11/2006 15:03 9706683789਍ഀ MAY-10-2006 19:58 KCE INC਍ഀ May 10, 2006਍ഀ Koechloin਍ഀ MONROENEWELLFRISCO PAGE 02਍ഀ P.02਍ഀ Consulting Engineers, Inc%਍ഀ Consulting G otechnical Engineers਍ഀ 12364 W. Alameda Pkwy a Suite 118 • Lakewood, CO 80228.2645਍ഀ www.KCB Denver.corn਍ഀ L6K94OOQ਍ഀ (303) 9891223਍ഀ (303) 989-0204 FAX਍ഀ Rick Caudel਍ഀ Vail Resorts Developm=t Company਍ഀ 1',O. Sort 959਍ഀ Avon; CO 9162b-p959਍ഀ 6XQN (LVER'C.Up NE਍ഀ (970) 9495009਍ഀ (970) 949-9223 FAX਍ഀ Subject: Town of Vail Comments -Rock Dowels and Sboring Defleedon਍ഀ Vail's Front Door ;਍ഀ Vail, Colorado਍ഀ Job No. 03-015਍ഀ As requested, we have reviewed our Soils and Foundation Investigation Report, Job No. 03-015, dated August 19,਍ഀ 2003 and subsequent consuhation letters With regard to mock dowels and lateral earth pressures concerns raised by਍ഀ the T6wn of Vail (TOV) comments. The purpose of this latter is to present our understanding of the TOY corrttrn.tits਍ഀ and our conclusions and recommendations with regard to these comments.਍ഀ The first coenntent from'tbe TOV was with regard to the epoxied length of the rock dowels. We understand that਍ഀ retie dowels are designed for a working lead of 27 kips. TA order to $~eve a working load of 27 kips, we਍ഀ rceornmend tbat the dowels be installed and epoxied for a minitoum length of 40 inches, This recornmendatian is਍ഀ based on the dowels being installed in competent bedrock. A repremtative from our oft a should observe the਍ഀ bedrock prior to the installation of the epoxied dowels in order to verify our design criteria.਍ഀ Th0 second comment from the TOV was with repW to the potential for additional lateral loading from the shoring਍ഀ system whotl the Aorittg system deflacted, It is our opinion that if the shoring system deft", the deflacsioo, will਍ഀ occur prior to the installation of the backfUl. Our opinion is based on fits shoring system being constructed with਍ഀ tensioned tie-backs and the baakfillittgprocesa not begming for at lease 6 months after the shoring system has been਍ഀ innalled. Because the sb ring system will defloot prior to installation of the backffll, it is our opinion that the਍ഀ sbaring "an will not add any additional lateral loading to the proposed foundation walls.਍ഀ If you have sty questions from a ,geot+echnical viewpoint please contact us.਍ഀ K0 CHLEIN਍ഀ $con B. Myers;਍ഀ Senior Engineer਍ഀ TINO ENGINEERS, INC,਍ഀ cc: Randy 11M 4240 Architeeture਍ഀ cc: Mark Cee, Monroe & No well਍ഀ l਍ഀ -F-਍ഀ ~ I,਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ STRUCTURAL ENGINEERING CALCULATIONS਍ഀ For:਍ഀ Vail's Front Door਍ഀ Building "E"਍ഀ The Chalets at the Lodge at Vail਍ഀ Vail, Colorado਍ഀ M&N # 5500.02਍ഀ II਍ഀ 1,01 0 La਍ഀ These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or਍ഀ reproductions of these calculations without the expressed written permission of Monroe & Newell਍ഀ Engineers, Inc. is strictly prohibited.਍ഀ Vail, Colorado਍ഀ Denver, Colorado਍ഀ Dillon. Colorado਍ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.਍ഀ This includes all sheets attached to this cover.਍ഀ January 10, 2006਍ഀ IN. 7111k i਍ഀ 2005 Platinum Slmnsor਍ഀ I he Colorado Chalxa of਍ഀ The /American Institute of ;A1CllkCcts਍ഀ www.monroe-newell.com਍ഀ 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202਍ഀ (303) 623-4927 • FAX (303) 623-6602 . email: denver@monroe-newell.com 11਍ഀ MONROE & NEWELL ENGINEERS, INC.਍ഀ DESIGN CRITERIA-COMMERCIAL਍ഀ Project Name: Vail's Front Door Building E਍ഀ The Chalets at The Lodge at Vail਍ഀ Location: Vail, Colorado਍ഀ Building Department: Town of Vail, Colorado਍ഀ Contact:਍ഀ Live Loads:਍ഀ See Attached General Notes਍ഀ Wind:਍ഀ Speed 100 MPH * Exposure B਍ഀ Seismic Zone: See Attached General Notes਍ഀ Foundation Criteria:਍ഀ Soils Engineer: Koechlein Consulting Engineers, Inc.਍ഀ Report Date: August 19, 2003਍ഀ Foundation Design Criteria:਍ഀ Allowable bearing (DL+LL) 5000 psf on soils਍ഀ 20000 psf on bedrock਍ഀ Wall span required 10 FT਍ഀ Soil modulus (vertical) 200 PCI਍ഀ Lateral:਍ഀ Date: January 2006਍ഀ Project#: 5500.02਍ഀ Phone:਍ഀ Building Code/Year: 2003 IBC਍ഀ Frost depth: 48 inches਍ഀ Report 03-015਍ഀ Active (unrestrained) 40 PCF (on-site soils) 35 PCF (imported gravel)਍ഀ At rest (restrained) 55 PCF (on-site soils) 45 PCF (imported gravel)਍ഀ Passive 300 PCF (on-site soils) 350 PCF (imported gravel)਍ഀ Sliding friction, coefficient 0.4਍ഀ PROJECT: VAIL'S FRONT DOOR਍ഀ M&N 5500.02਍ഀ DATE: JANUARY 04, 2006਍ഀ GENERALNOTES਍ഀ NOTE:਍ഀ THESE GENERAL NOTES INCLUDE THE REQUIREMENTS FOR ALL BUILDINGS਍ഀ OF THE VAIL'S FRONT DOOR PROJECT. THEREFORE NOT ALL SECTIONS OF਍ഀ THE NOTES MAY APPLY TO EACH BUILDING-਍ഀ 1 . LIVE LOADS USED IN DESIGN:਍ഀ A.਍ഀ PARKING GARAGE AND TUNNEL਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. ROOF (TRUCK TRAFFIC)਍ഀ AASHTO HS-20਍ഀ 3. UPPER LEVEL PARKING਍ഀ 40 PSF਍ഀ 4. MID-LEVEL PARKING਍ഀ 40 PSF਍ഀ 5. MID-LEVEL TUNNEL਍ഀ AASHTO HS-20਍ഀ 6. POOL (5'-0" DEPTH MAX)਍ഀ .320 PSF਍ഀ B.਍ഀ SPA਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. RESIDENCE LEVEL਍ഀ 40 PSF਍ഀ 3. SPA LEVELS਍ഀ 100 PSF਍ഀ C.਍ഀ SKI CLUB਍ഀ 1. ROOF (SNOW)਍ഀ 80 PSF਍ഀ 2. GROUND LEVEL FLOOR਍ഀ 100 PSF਍ഀ 3. MID LEVEL FLOOR਍ഀ 125 PSF਍ഀ D.਍ഀ SKIER SERVICES਍ഀ 1. ROOF(SNOW) 4/12 & GREATER SLOPE਍ഀ 80 PSF਍ഀ 2. ROOF SNOW LESS THAN 4/12 SLOPE਍ഀ 100 PSF਍ഀ 3. GROUND LEVEL FLOOR਍ഀ 100 PSF਍ഀ 4. LOWER LEVEL਍ഀ 125 PSF਍ഀ E.਍ഀ RESIDENCE'S PARKING GARAGE਍ഀ 1. ROOF (SNOW)਍ഀ 100 PSF਍ഀ 2. MECHANICAL AND STORAGE LEVEL਍ഀ 125 PSF਍ഀ F.਍ഀ RESIDENCES਍ഀ 1. ROOF (SNOW)਍ഀ 80 PSF਍ഀ 2. FLOORS਍ഀ 40 PSF਍ഀ 3. EXTERIOR DECKS (SNOW)਍ഀ 100 PSF਍ഀ G.਍ഀ IMPORTANCE FACTORS਍ഀ CATEGORY਍ഀ II਍ഀ SEISMIC FACTOR IE਍ഀ 1.0਍ഀ SNOW FACTOR IS਍ഀ 1.0਍ഀ WIND FACTOR Iv„਍ഀ 1.0਍ഀ 1਍ഀ H. WIND਍ഀ 3 SECOND GUST 100 MPH਍ഀ FASTEST MILE 80 MPH਍ഀ EXPOSURE B਍ഀ SEISMIC਍ഀ a. PARKING GARAGE & TUNNEL/SITE CLASS਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SDS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ SEISMIC਍ഀ b. SPA਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SDS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS MASONRY SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 2.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ c. SKI CLUB਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ S, 0.068਍ഀ SDS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.5਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ d. SKIER SERVICES਍ഀ SITE CLASS D਍ഀ CATEGORY B਍ഀ SS 0.284਍ഀ Si 0.068਍ഀ SDS 0.298਍ഀ SDI 0.045਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066਍ഀ RESPONSE MODIFICATION FACTOR 4.0਍ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE਍ഀ RESIDENCE AND GARAGE਍ഀ SITE CLASS਍ഀ CATEGORY਍ഀ SS਍ഀ S,਍ഀ SDS਍ഀ SD1਍ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS਍ഀ SEISMIC RESPONSE COEFFICIENTS CS਍ഀ RESPONSE MODIFICATION FACTOR਍ഀ ANALYSIS PROCEDURE USED਍ഀ B਍ഀ B਍ഀ 0.35਍ഀ 0.08਍ഀ 0.23਍ഀ 0.053਍ഀ LIGHT FRAME SHEAR WALLS਍ഀ 0.058਍ഀ 4਍ഀ EQUIVALENT LATERAL FRAME਍ഀ LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.਍ഀ DEFERRED SUBMITTAL਍ഀ A. DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDING਍ഀ OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.਍ഀ B. DEFERRED SUBMITTALS ARE:਍ഀ PREFABRICATED FLOOR TRUSSES/JOISTS਍ഀ C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE LICENSED਍ഀ PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS.਍ഀ TESTING. INSPECTIONS AND OBSERVATIONS:਍ഀ A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.਍ഀ STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE਍ഀ CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED਍ഀ INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL਍ഀ INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL਍ഀ BUILDING CODE.਍ഀ B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS਍ഀ SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.਍ഀ SOIL PREPARATION਍ഀ EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL਍ഀ AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE਍ഀ WITH THE APPROVED REPORT.਍ഀ 2. CONCRETE CONSTRUCTION਍ഀ a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING POST-TENSIONING਍ഀ TENDONS AND PLACEMENT.਍ഀ b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT.਍ഀ C. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER਍ഀ THAN ASTM A706.਍ഀ d. CONTINUOUS INSPECTION OF REINFORCING STEEL-RESISTING FLEXURAL AND਍ഀ AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY਍ഀ ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR਍ഀ REINFORCEMENT.਍ഀ e. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR਍ഀ TO AND DURING PLACEMENT OF CONCRETE.਍ഀ f. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX.਍ഀ g. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO਍ഀ FABRICATE SPECIMANS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR਍ഀ CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE.਍ഀ h. CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR਍ഀ PROPER APPLICATION TECHNIQUES.਍ഀ i. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE਍ഀ AND TECHNIQUES.਍ഀ j. CONTINUOUS INSPECTION OF APPLICATION OF POST-TENSIONING FORCES.਍ഀ k. PERIODIC VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING਍ഀ OF TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OF਍ഀ SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.਍ഀ STEEL CONSTRUCTION਍ഀ a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION਍ഀ EXCEPT THE FOLLOWING:਍ഀ 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN਍ഀ ACCORDANCE WITH SECTION 1704.3.਍ഀ b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT਍ഀ DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,਍ഀ WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE਍ഀ VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE਍ഀ MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS਍ഀ IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP਍ഀ WELDING.਍ഀ 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.਍ഀ 2. FLOOR AND ROOF DECK WELDING.਍ഀ 3. WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM.਍ഀ 4. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING਍ഀ MEMBERS SUCH AS STUDS AND JOISTS.਍ഀ 5. WELDING OF STAIRS AND RAILING SYSTEMS.਍ഀ c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND਍ഀ MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED.਍ഀ d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH਍ഀ THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH਍ഀ AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER APPLICATION OF਍ഀ JOINT DETAILS AT EACH CONNECTION.਍ഀ e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS਍ഀ SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND਍ഀ MANUFACTURER'S CERTIFIED MILL TEST REPORTS.਍ഀ f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR਍ഀ CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED਍ഀ CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF਍ഀ COMPLIANCE.਍ഀ g. CONTINUOUS INSPECTION OF SLIP-CRITICAL CONNECTION WITH HIGH STRENGTH਍ഀ BOLTS. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH਍ഀ STRENGTH BOLTS.਍ഀ WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL਍ഀ DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND਍ഀ PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH਍ഀ STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENSIONING, THE਍ഀ SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING AND਍ഀ CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY਍ഀ 4਍ഀ THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATIONS,਍ഀ DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN਍ഀ DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE਍ഀ INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR਍ഀ INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS਍ഀ REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE਍ഀ SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED਍ഀ MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED.਍ഀ MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTED਍ഀ TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUT਍ഀ METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT TENSION਍ഀ INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFF਍ഀ BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BE਍ഀ INSPECTED ONLY ON A PERIODIC BASIS.਍ഀ 4. MASONRY CONSTRUCTION਍ഀ a. THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL BE AS਍ഀ FOLLOWS:਍ഀ FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWING਍ഀ SHALL BE VERIFIED TO ENSURE COMPLIANCE:਍ഀ a. PROPORTIONS OF SITE-PREPARED MORTAR AND GROUT.਍ഀ (PERIODICALLY)਍ഀ b. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION. OF MORTAR਍ഀ JOINTS. (PERIODICALLY)਍ഀ C. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGES਍ഀ (PERIODICALLY)਍ഀ d. GROUT SPACE PRIOR TO GROUTING. (CONTINUOUSLY)਍ഀ e. PLACEMENT OF GROUT. (CONTINUOUSLY)਍ഀ 2. THE INSPECTION PROGRAM SHALL VERIFY:਍ഀ a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. (PERIODICALLY)਍ഀ b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER਍ഀ DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS,਍ഀ FRAMES OR OTHER CONSTRUCTION. (CONTINUOUSLY)਍ഀ C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.਍ഀ (PERIODICALLY)਍ഀ d. WELDING OF REINFORCEMENT. (PERIODICALLY)਍ഀ e. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE਍ഀ BELOW 40 DEGREES F) OR HOT WEATHER (TEMPERATURE ABOVE 90਍ഀ DEGREES F).਍ഀ (PERIODICALLY)਍ഀ PREPARATION OF ANY REQURED GROUT SPECIMENS, MORTAR SPECIMENS਍ഀ AND/OR PRISMS SHALL BE OBSERVED. (CONTINUOUSLY)਍ഀ 4. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE਍ഀ CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE਍ഀ VERIFIED. (PERIODICALLY)਍ഀ 4. FOUNDATIONS਍ഀ A. MAXIMUM SOIL DESIGN PRESSURE਍ഀ 1. BED ROCK 20,000 PSF਍ഀ 2. SOIL 5,000 PSF਍ഀ B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 03-015਍ഀ BY KOECHLEIN CONSULTING ENGINEERS, INC. DATED 19 AUGUST 2003.਍ഀ C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING਍ഀ ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY਍ഀ CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS਍ഀ SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE.਍ഀ D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR਍ഀ PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL਍ഀ SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM਍ഀ D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE਍ഀ ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL਍ഀ REPORT FOR DESCRIPTION OF BEARING SOIL).਍ഀ E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12਍ഀ INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER਍ഀ TO SOILS REPORT FOR BACKFILL MATERIAL.਍ഀ F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER਍ഀ LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED.਍ഀ CONCRETE SLABS SHALL BE PROPERLY CURED.਍ഀ G. CENTER ALL FOOTINGS, ON COLUMNS OR GRID LINES UNLESS NOTED OTHERWISE਍ഀ ON PLANS.਍ഀ H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED਍ഀ FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.਍ഀ I. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY਍ഀ BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.਍ഀ SLAB ON GRADE਍ഀ A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT਍ഀ ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE਍ഀ CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION਍ഀ REQUIREMENTS TO THE GEOTECHNICAL ENGINEER.਍ഀ B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED਍ഀ TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION਍ഀ DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE਍ഀ REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE਍ഀ RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH਍ഀ THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.਍ഀ 6. CONCRETE਍ഀ A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE 1/II PORTLAND CEMENT,਍ഀ STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:਍ഀ CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ.਍ഀ 6਍ഀ FOOTINGS &FOUNDATION WALLS 4000 psi STD਍ഀ INTERIOR SLABS ON GRADE 4000 psi STD 0.50਍ഀ INTERIOR STRUCTURAL SLABS,਍ഀ BEAMS, WALLBEAMS AND COLUMNS 5000 psi STD 0.50਍ഀ SLABS ON METAL DECK 3500 psi STD 0.50਍ഀ 7਍ഀ EXTERIOR CONCRETE 4000 psi STD 0.45 6%-8%਍ഀ -K.F MAXIMUM SLUMP SHALL NOT EXCEED 4"਍ഀ B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH਍ഀ LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY਍ഀ OF ALL CONCRETE SHALL EXCEED WC1.5 33 4F'C (OR 57,000 ~F'C NORMAL WEIGHT਍ഀ CONCRETE).਍ഀ C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS਍ഀ SHALL BE SPACED 15'-0 FEET MAXIMUM AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16"਍ഀ WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH਍ഀ JOINT.਍ഀ D. SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY਍ഀ STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS਍ഀ AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL਍ഀ BE AS DETAILED OR AS REVIEWED BY THE ENGINEER.਍ഀ E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE਍ഀ WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE਍ഀ STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF਍ഀ CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.਍ഀ REINFORCEMENT਍ഀ A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM਍ഀ A615, GRADE 60 EXCEPT TIES.਍ഀ B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE਍ഀ LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.਍ഀ C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE:਍ഀ 1. CONCRETE POURED AGAINST EARTH 3"਍ഀ 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"਍ഀ 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2"਍ഀ 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4"਍ഀ D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH਍ഀ SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION.਍ഀ E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR਍ഀ AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL਍ഀ BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A਍ഀ MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED਍ഀ OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS.਍ഀ F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN਍ഀ CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT਍ഀ EACH CORNER.਍ഀ 7਍ഀ G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS਍ഀ FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS.਍ഀ 8. POST-TENSIONING਍ഀ A. TENDONS FOR POST-TENSIONING SHALL BE UNCOATED SEVEN WIRE STRESS RELIEVED਍ഀ STEEL STRAND HAVING AN ULTIMATE STRENGTH OF 270 KSI AND SHALL MEET ASTM਍ഀ STANDARDS A416. OIL TEMPERED WIRES SHALL NOT BE USED. STRAND SHALL BE COATED਍ഀ WITH A RUST PREVENTATIVE GREASE AND ENCLOSED IN AN EXTRUDED PLASTIC SLIPPAGE਍ഀ SHEATHING.਍ഀ B. COUPLINGS SHALL BE USED ONLY AT LOCATIONS INDICATED AND/OR AS REVIEWED BY਍ഀ THE STRUCTURAL ENGINEER.਍ഀ C. POST-TENSIONING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE CYLINDERS,਍ഀ CURED UNDER JOB-SITE CONDITIONS, HAVE BEEN TESTED AND INDICATED 3000 PSI਍ഀ COMPRESSIVE STRENGTH.਍ഀ D. CALCIUM CHLORIDE AND FLYASH SHALL NOT BE USED. .਍ഀ E. ALL REINFORCING AND POST-TENSIONING TENDONS SHALL BE FIRMLY SECURED TO਍ഀ PREVENT DISPLACEMENT DURING POURING OF CONCRETE. STAPLE ALL CHAIRS਍ഀ MINIMUM TWO STAPLES EACH.਍ഀ F. POST-TENSIONING TENDON SUPPLIER TO INCREASE FORCES SHOWN AS NECESSARY਍ഀ TO OVERCOME FRICTION FORCES AS PER LATEST POST-TENSIONING DESIGN਍ഀ INSTITUTE RECOMMENDATIONS. ALL FORCES SHOWN ARE FINAL EFFECTIVE.਍ഀ G. ALL POST-TENSIONING TENDONS SHALL BE NO LESS THAN 4" FROM ANY OPENING.਍ഀ H. ALL POST-TENSIONING TENDONS TO BE BENT AROUND OPENING SHALL EXTEND A਍ഀ MINIMUM OF 2'-0" PAST THE OPENING BEFORE STARTING CURVE.਍ഀ 1. HORIZONTAL SLOPE OF POST-TENSIONING TENDONS SHALL BE LIMITED TO 1:6.਍ഀ J. UNIFORM TENDONS SHALL BE STRESSED PRIOR TO BANDED TENDONS. STRESS SLAB਍ഀ TENDONS BEFORE STRESSING BEAM TENDONS.਍ഀ K. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO VERIFY BY APPLICABLE METHODS,਍ഀ LOCATIONS OF TENDONS PRIOR TO INSTALLATION OF ANY SLAB PENETRATIONS਍ഀ GREATER THAN 3/4" DEEP.਍ഀ L. ALL JACKING OF TENDONS SHALL BE DONE WITH AN AUTOMATIC POWER SEATING JACK.਍ഀ M. NOTIFY ENGINEER AT LEAST 72 HOURS IN ADVANCE OF CONCRETE POUR SO THAT਍ഀ STEEL AND TENDON PLACEMENT MAY BE OBSERVED PRIOR TO CONCRETE POUR.਍ഀ N. PROVIDE 244 BACKUP BARS AT ALL TENDON ANCHORAGES. BARS SHALL EXTEND਍ഀ MINIMUM 2'-0 EACH SIDE OF ANCHORAGE.਍ഀ 0. TENSILE STRESS IN PRESTRESSING TENDONS SHALL NOT EXCEED THE FOLLOWING.਍ഀ 1. DUE TO TENDON JACKING FORCE 0.94 fpy BUT NOT GREATER THAN 0.85 fpu OR਍ഀ MAXIMUM VALUE RECOMMENDED BY MANUFACTURERS OF PRESTRESSING਍ഀ TENDONS OR ANCHORAGES.਍ഀ 2. IMMEDIATELY AFTER PRESTRESS TRANSFER 0.82 fpy BUT NOT GREATER THAN਍ഀ 8਍ഀ 0.74 fpu.਍ഀ POST-TENSIONING TENDONS, AT ANCHORAGES AND COUPLERS IMMEDIATELY਍ഀ AFTER TENDON ANCHORAGE 0.70 fpu.਍ഀ P. RECORDS OF ALL TENDON JACKING FORCES AND ELONGATION SHALL BE SUBMITTED਍ഀ TO THE STRUCTURAL ENGINEER. ELONGATION MEASUREMENT SHALL BE OBSERVED BY਍ഀ A PARTY INDEPENDENT OF THE COMPANY RESPONSIBLE FOR TENDON ELONGATION.਍ഀ MASONRY਍ഀ A. ALL MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTIONS PER CHAPTER 17 OF THE਍ഀ INTERNATIONAL BUILDING CODE.਍ഀ B. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. BRICK SHALL਍ഀ FULFILL ASTM C62, C216 OR C652. MORTAR SHALL BE ASTM C270 TYPE S OR M.਍ഀ C. MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVE਍ഀ STRENGTH OF F', OF 1900 PSI BASED ON NET AREA.਍ഀ D. WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGE਍ഀ MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALL਍ഀ REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND਍ഀ CORNERS.਍ഀ E. UNLESS NOTED OTHERWISE, MASONRY WALLS SHALL ALSO BE REINFORCED WITH਍ഀ ONE #5 VERTICALLY AT WALL ENDS, CORNERS, EACH SIDE OF DOOR OR WINDOW਍ഀ OPENINGS AND AT NOT OVER 4'-0" ON CENTER TYPICALLY. REINFORCEMENT਍ഀ SHALL BE FULLY GROUTED IN PLACE. GROUT SHALL DEVELOP 3000 PSI IN 28 DAYS AND਍ഀ MEET ASTM C476.਍ഀ ALL CMU WALLS REQUIRE A MINIMUM OF 245 IN BOND BEAM ABOVE ALL DOORS AND਍ഀ WINDOWS, AT FLOOR AND ROOF LINES, AND TOP OF PARAPETS UNLESS OTHERWISE਍ഀ NOTED.਍ഀ G. REFER TO ARCHITECTURAL DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS.਍ഀ H. FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCE਍ഀ OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHER਍ഀ CONCENTRATED LOADS UNLESS NOTED OTHERWISE.਍ഀ I. CMU SHALL BE FULLY GROUTED BELOW GRADE.਍ഀ J. PROVIDE A THICKENED CONCRETE SLAB UNDER ALL MASONRY PARTITION WALLS. SEE਍ഀ ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF WALLS AND FOR਍ഀ OPENINGS, ALL OF WHICH REQUIRE LINTELS. SEE LOOSE LINTEL SCHEDULE FOR਍ഀ FRAMING OVER NON-BEARING OPENINGS IF NOT SHOWN ON STRUCTURAL DRAWINGS.਍ഀ SEE MECHANICAL DRAWINGS FOR THOSE OPENINGS WHICH REQUIRE LINTELS.਍ഀ K. ALL MULTIPLE WYTHE MASONRY WALLS SHALL BE GROUTED SOLID BETWEEN EACH਍ഀ WYTHE WITH ASTM C476 GROUT.਍ഀ L. WHERE MASONRY LINTELS CROSS EXPANSION CONTROL JOINTS IN MASONRY, INSTALL਍ഀ LINTELS SO THAT THE LINTEL MAY SLIDE ON ONE END.਍ഀ M. PROVIDE MASONRY TIES WHERE MASONRY ABUTS CONCRETE.਍ഀ 9਍ഀ 10. STRUCTURAL STEEL਍ഀ A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS਍ഀ WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH਍ഀ SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST਍ഀ EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.਍ഀ MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL.਍ഀ B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT਍ഀ CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED਍ഀ OTHERWISE.਍ഀ C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE਍ഀ LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION."਍ഀ D. EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PER.਍ഀ AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC "SIMPLE SHEAR਍ഀ CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADS਍ഀ INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN, SELECT਍ഀ CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OF਍ഀ STEEL CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITE਍ഀ MEMBERS. FOR COMPOSITE MEMBERS, CONNECTIONS SHALL SUPPORT 75% OF THE਍ഀ TOTAL CAPACITY FOR EACH BEAM AND SPAN.਍ഀ SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL਍ഀ ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEEL਍ഀ FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL਍ഀ DRAWINGS AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS.਍ഀ E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY਍ഀ STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1.਍ഀ F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS਍ഀ FILLET UNLESS NOTED OTHERWISE.਍ഀ G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT਍ഀ SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES).਍ഀ H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PER਍ഀ LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONE਍ഀ END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FOR਍ഀ ELONGATION AND SHORTENING.਍ഀ 1. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT਍ഀ DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH਍ഀ ARCHITECTURAL CONTROL AND EXPANSION JOINTS.਍ഀ J. PROVIDE ANCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISE਍ഀ NOTED.਍ഀ K. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL਍ഀ STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL਍ഀ LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS਍ഀ AND DECKS ARE IN PLACE.਍ഀ STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP਍ഀ 10਍ഀ DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS਍ഀ TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.਍ഀ M. UNLESS NOTED OTHERWISE, WHENEVER MASONRY RESTS ON STEEL BEAMS WITH਍ഀ FLANGES NARROWER THAN ACTUAL MASONRY THICKNESS, WELD 1/4" THICK਍ഀ CONTINUOUS PLATE TO BEAM FLANGE. WIDTH OF PLATE TO BE 1/2" NARROWER THAN਍ഀ MASONRY THICKNESS.਍ഀ 11. METAL DECK਍ഀ A. UNLESS NOTED OTHERWISE, DECK SHALL BE SHOP-PAINTED STEEL, SHALL BE OF਍ഀ THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO SPAN MINIMUM WHERE਍ഀ POSSIBLE.SINGLE SPAN DECK CONDITIONS SHALL BE SHORED. DECK SUPPLIER SHALL VERIFY਍ഀ COMPATIBILITY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS.਍ഀ B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN਍ഀ ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS਍ഀ EXCEPT AS NOTED OTHERWISE. -਍ഀ C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON DRAWINGS.਍ഀ 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH 5/8"਍ഀ PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM).਍ഀ 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS (SIDELAPS) SHALL਍ഀ BE SCREWED PER MANUFACTURER RECOMMENDATIONS AT 3 LOCATION PER SPAN.਍ഀ 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8"਍ഀ DIAMETER PUDDLE WELDS AT 12" ON CENTER.਍ഀ 4. ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH਍ഀ INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH਍ഀ 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED.਍ഀ 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE਍ഀ FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH #10 TEK SCREW FASTEN FLOOR਍ഀ DECK TO PARALLEL AND PERIMETER BEAMS AT 12"ON CENTER.਍ഀ 6. HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMS਍ഀ THROUGH DECK.਍ഀ 12. LIGHT GAGE FRAMING਍ഀ A. LIGHT-GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE਍ഀ DRAWINGS.਍ഀ B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570,਍ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI.਍ഀ C. FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570,਍ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI.਍ഀ D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR਍ഀ LIGHT GAGE METAL FRAMING.਍ഀ 13. NON-SHRINK GROUT਍ഀ A. NON-SHRINK GROUT SHALL BE PROVIDED:਍ഀ 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS.਍ഀ 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY਍ഀ SUPPORTS.਍ഀ 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH਍ഀ 11਍ഀ OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.਍ഀ 14. WOOD਍ഀ A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY਍ഀ WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDING਍ഀ CODE AS FOLLOWS:਍ഀ 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI਍ഀ 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI਍ഀ 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI਍ഀ NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO਍ഀ ALLOWABLE STRESS INCREASES.਍ഀ B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND਍ഀ NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER)..਍ഀ C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE.਍ഀ D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS.਍ഀ SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS਍ഀ IS REQUIRED.਍ഀ E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE਍ഀ TABLE 2304-9.1 UNLESS NOTED OTHERWISE.਍ഀ F. LAMINATED BEAMS਍ഀ 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12਍ഀ PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN਍ഀ ARE NET.਍ഀ 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE਍ഀ WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF਍ഀ STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC.਍ഀ 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS਍ഀ MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT. MEMBERS.਍ഀ MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY਍ഀ STAMPED ON EACH MEMBER.਍ഀ 4. RE: ARCH FOR FINISH REQUIREMENTS.਍ഀ G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD.਍ഀ 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL਍ഀ BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD਍ഀ ASSOCIATION.਍ഀ 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE਍ഀ AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF਍ഀ U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS਍ഀ WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE਍ഀ WEATHER SHALL BE OF THE EXTERIOR TYPE.਍ഀ 1 FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED਍ഀ WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG਍ഀ INTERMEDIATE SUPPORTS.਍ഀ 4. FOR ROOF USE 5/8" (40/20 SPAN RATING)(UNLESS NOTED OTHERWISE) EXPOSURE I਍ഀ SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND਍ഀ AT 12" ALONG INTERMEDIATE SUPPORTS.਍ഀ 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR਍ഀ OSB SHEATHING NAILED WITH 8d NAILS AT 6" ON CENTER ALONG PANEL਍ഀ 12਍ഀ EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE਍ഀ AND REFER TO SHEAR WALL SCHEDULE. ALL PANEL EDGES SHALL BE BLOCKED.਍ഀ FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN਍ഀ PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.਍ഀ INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND਍ഀ GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS.਍ഀ H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND਍ഀ SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CASCADE CORPORATION.਍ഀ ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED,਍ഀ ALTERNATES SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION਍ഀ EQUAL TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING਍ഀ AND BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER.਍ഀ LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS਍ഀ CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT UP਍ഀ MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS'਍ഀ RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR਍ഀ 5 1/4" WIDE MEMBERS.਍ഀ 15. NON-STRUCTURAL ELEMENTS਍ഀ A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR਍ഀ SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND਍ഀ OTHER STRUCTURAL MOVEMENTS.਍ഀ B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET਍ഀ ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE਍ഀ ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED਍ഀ UNRESTRAINED UNLESS NOTED OTHERWISE.਍ഀ 16. GENERAL਍ഀ A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS.਍ഀ B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND਍ഀ ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND਍ഀ REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.਍ഀ C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER਍ഀ ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS਍ഀ AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON਍ഀ ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR਍ഀ SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF਍ഀ HIS ITEMS.਍ഀ D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,਍ഀ MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED਍ഀ ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED਍ഀ BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36.਍ഀ E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH.਍ഀ F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE਍ഀ REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS, WOOD਍ഀ IJ਍ഀ JOISTS, AND METAL DECK. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO਍ഀ WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR.਍ഀ G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE਍ഀ ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.਍ഀ H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR਍ഀ WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.਍ഀ 1. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND਍ഀ ARCHITECTURAL DRAWINGS.਍ഀ J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS਍ഀ ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER.਍ഀ K. PRE/MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL HAVE ALL਍ഀ ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND SHALL BE SUBMITTED਍ഀ FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN TH਍ഀ STATE OF COLORADO. STAIRS SHALL BE DESIGNED TO SUPPORT ALIVE LOAD OF 100 PSF. SEE਍ഀ ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA.਍ഀ 14਍ഀ The Chalets at the Lodge at Vail਍ഀ Building E਍ഀ (M & N #5500.02)਍ഀ Index਍ഀ Building #1਍ഀ • Roof Framing਍ഀ • Level 4 Framing਍ഀ • Level 3 Framing਍ഀ • Level 2 Framing਍ഀ • Foundation਍ഀ Building #2਍ഀ • Roof Framing਍ഀ • Level 4 Framing਍ഀ • Level 3 Framing਍ഀ • Level 2 Framing਍ഀ • Foundation਍ഀ Building #3਍ഀ • Roof Framing- See Building 42਍ഀ • Level 4 Framing Plan- See Building 42਍ഀ • Level 3 Framing Plan- See Building 42਍ഀ • Level 2 Framing Plan਍ഀ • Foundation਍ഀ Building #4਍ഀ 0 See Building 42਍ഀ Building #5਍ഀ • Unit A- See Building 42਍ഀ • Unit B- Roof Framing਍ഀ • Unit B- Level 4 Framing਍ഀ • Unit B- Level 3 Framing਍ഀ • Unit B- Level 2 Framing਍ഀ • Foundation਍ഀ • Unit C- See Building #2਍ഀ Building #6਍ഀ • See Building 92਍ഀ Residence Garage਍ഀ • S105 Mezzanine Lid਍ഀ • S103 Garage Lid਍ഀ • Individual Beams਍ഀ • Garage Foundation਍ഀ The Chalets at the Lodge at Vail਍ഀ Building E਍ഀ (M & N #5500.02)਍ഀ Building #1 Calculations.਍ഀ Monroe & Newell਍ഀ JOB਍ഀ Engineers, Inc.਍ഀ SHEET NO. OF_਍ഀ CALCULATED BY DATE਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ 4-~- S c z-਍ഀ 13Z ALL਍ഀ tSz3਍ഀ a9਍ഀ b਍ഀ -਍ഀ ter"਍ഀ 318਍ഀ 333਍ഀ a~਍ഀ e l l਍ഀ 63~਍ഀ ਍ഀ $7A਍ഀ i33$-਍ഀ /3~`਍ഀ ~z,਍ഀ j33b਍ഀ j3,o਍ഀ /3ZS'਍ഀ 133'਍ഀ 1312਍ഀ 32~਍ഀ (333r~਍ഀ Aif਍ഀ 0ifA਍ഀ .3਍ഀ 811,਍ഀ l3 ?rc~਍ഀ q+਍ഀ all਍ഀ 64Z਍ഀ ,3 ~T*-਍ഀ 37,਍ഀ 04,3਍ഀ f3-4 ~਍ഀ S1-"!਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB਍ഀ ,a /਍ഀ SHEET NO. OF਍ഀ t DATE D 3਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ DATE਍ഀ PRODUCT 201-1 ISimle Shads) 2051 (Padded)਍ഀ S r,pp. 6z-਍ഀ Monroe & Newell਍ഀ Engineers, Inc. SHEET਍ഀ CALCULATED BY.਍ഀ CHECKED BY_਍ഀ j11-~਍ഀ OF਍ഀ DATE 0 3J ti 5਍ഀ DATE਍ഀ ref :਍ഀ A Monroe & Newell JOB਍ഀ Engineers, Inc. SHEET NO. OF਍ഀ CALCULATED BY DATE਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ PRODUCT 204-1(S41t Sheets) 205-1 (Padded)਍ഀ <S,5 00਍ഀ JOB਍ഀ Monroe & Newell OF਍ഀ SHEET NO.਍ഀ Engineers, Inc.਍ഀ A CALCULATED BY ' - ` DATE਍ഀ CHECKED BY DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ NMI lf.T 704-1 ISM. Shnehl 7(B-1 fNdda਍ഀ rJ✓©G z਍ഀ JOB -:7-਍ഀ CALCULATED SHEET NO. BY~਍ഀ CHECKED BY਍ഀ 1- 1਍ഀ OF਍ഀ DATE E 1਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ Rnnunr 711E-1 ismw Shw16 9MG IP dM-਍ഀ JOB਍ഀ SHEET NO. g਍ഀ CALCULATED BY਍ഀ CHECKED BY-਍ഀ . AI F਍ഀ OF _਍ഀ DATE i਍ഀ DATE਍ഀ Monroe & Newell JOB਍ഀ Engineers, Inc. SHEET N0. OF yt~)਍ഀ CALCULATED BY A DATE਍ഀ r਍ഀ CHECKED BY DATE਍ഀ Sr.Ai F਍ഀ I/਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ 5500.0&਍ഀ SHEET NO. f਍ഀ CALCULATED BY /4f਍ഀ CHECKED BY਍ഀ SCALE਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ JOB਍ഀ Monroe & Newell਍ഀ Engineers, Inc. SHEET NO. OF਍ഀ A CALCULATED BY 1 DATE I਍ഀ CHECKED BY DATE਍ഀ I1਍ഀ k Monroe & Newell਍ഀ JOB਍ഀ 1਍ഀ Engineers, Inc.਍ഀ SHEET NO. OF਍ഀ ~਍ഀ CALCULATED BY DATE /਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ 51਍ഀ ਍ഀ c iftUC_਍ഀ w '਍ഀ - ,਍ഀ .਍ഀ f .F਍ഀ -਍ഀ kr .਍ഀ 'r਍ഀ 19਍ഀ i਍ഀ ਍ഀ r਍ഀ , r਍ഀ ਍ഀ a਍ഀ ,਍ഀ v਍ഀ :਍ഀ l਍ഀ ਍ഀ .t਍ഀ ਍ഀ ਍ഀ .਍ഀ t਍ഀ jj~਍ഀ _ . _਍ഀ .਍ഀ .਍ഀ A7i਍ഀ 3 `V਍ഀ ਍ഀ d਍ഀ f਍ഀ 1 t..._ _਍ഀ _਍ഀ f..਍ഀ q ^ ~਍ഀ ਍ഀ ~਍ഀ 1਍ഀ _਍ഀ ,਍ഀ ਍ഀ ~D_T......਍ഀ ਍ഀ t..._਍ഀ ਍ഀ GFt, = ? Z਍ഀ ਍ഀ .਍ഀ ਍ഀ .਍ഀ ਍ഀ '਍ഀ ~P¢਍ഀ 1 t਍ഀ I਍ഀ ਍ഀ U਍ഀ L਍ഀ la k-਍ഀ ਍ഀ .਍ഀ .-U਍ഀ ਍ഀ ਍ഀ ਍ഀ CIS J਍ഀ ਍ഀ ਍ഀ f਍ഀ T.਍ഀ ਍ഀ i਍ഀ L !਍ഀ ਍ഀ ਍ഀ ਍ഀ ਍ഀ 'j _G .਍ഀ :਍ഀ L 7--਍ഀ /L~ 6.਍ഀ n J06਍ഀ Y Monroe & Newell ?਍ഀ SHEET NO. OF਍ഀ Engineers, Inc.਍ഀ ਍ഀ CALCULATED BY DATE਍ഀ CHECKED BY DATE਍ഀ 'Sr' a©, 0 2਍ഀ Monroe & Newell JOB਍ഀ 0਍ഀ Engineers, Inc. SHEET NO. A CALCULATED BY਍ഀ CHECKED BY਍ഀ OF /਍ഀ DATE 7਍ഀ DATE਍ഀ Monroe & Newell JOB਍ഀ Engineers, Inc. SHEET NO.਍ഀ d .z਍ഀ z਍ഀ ਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ cnm F਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B3 MUMMENEM਍ഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Beam Width਍ഀ Beam Depth਍ഀ Member Type਍ഀ Bm Wt. Added to Loads਍ഀ Load Dur. Factor਍ഀ Beam End Fixity਍ഀ Wood Density਍ഀ Center Span਍ഀ 26.25 ft .....Lu 2.00 ft਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ 7.50ft .....Lu 7.50 ft਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ 35.000 pcf਍ഀ E਍ഀ 1,700.0 ksi਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left਍ഀ 285.00 #/ft਍ഀ LL @ Left਍ഀ 950.00 #/ft਍ഀ Start Loc਍ഀ 0.000 ft਍ഀ DL @ Right਍ഀ 258.00 #/ft਍ഀ LL @ Right਍ഀ 950.00 #/ft਍ഀ End Loc਍ഀ 10.000 ft਍ഀ #2 DL @ Left਍ഀ 210.00 #/ft਍ഀ LL @ Left਍ഀ 560.00 #/ft਍ഀ Start Loc਍ഀ 10.000 ft਍ഀ DL @ Right਍ഀ 210.00 #/ft਍ഀ LL @ Right਍ഀ 560.00 #/ft਍ഀ End Loc਍ഀ 33.750 ft਍ഀ Beam Design OK਍ഀ Span= 26.25ft, Right Cant਍ഀ = 7.50ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.617 : 1਍ഀ Maximum Moment਍ഀ 78.8 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 21.2 k਍ഀ Allowable਍ഀ 127.8 k-ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 78.77 k-ft at਍ഀ 11.712 ft Shear:਍ഀ @ Left਍ഀ 14਍ഀ 12 k਍ഀ Max. Negative Moment਍ഀ -7.25 k-ft at਍ഀ 26.250 ft਍ഀ @ Right਍ഀ .਍ഀ 12.46 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000 in਍ഀ Max @ Right Support਍ഀ -23.00 k-ft਍ഀ @ Center਍ഀ 0.256 in਍ഀ Max. M allow਍ഀ 127.75਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ 0.173 in਍ഀ fb 1,280.34 psi਍ഀ fv 107.59 psi਍ഀ Left DL 3.61 k਍ഀ Max਍ഀ 14.12 k਍ഀ Fb 2,076.50 psi਍ഀ Fv 240.00 psi਍ഀ Right DL 5.70 k਍ഀ Max਍ഀ 18.60 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load e਍ഀ 1"otal Load਍ഀ Left Cantilever...਍ഀ Dead d Lo Loaad਍ഀ Total Load਍ഀ Deflection਍ഀ -0.171 in਍ഀ -0.688 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 12.654 ft਍ഀ 12.788 ft਍ഀ ...Length/Defl਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 1,843.8਍ഀ 458.15਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ 0.116 in਍ഀ 0਍ഀ 569 in਍ഀ @ Center਍ഀ 0.256 in਍ഀ ...Length/Deft਍ഀ 1,556.9਍ഀ .਍ഀ 316਍ഀ 4਍ഀ @ Left਍ഀ 0.000 in਍ഀ .਍ഀ @ Right਍ഀ 0.173 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 15.444 ft਍ഀ Sxx਍ഀ 738.281 in3 Area਍ഀ 196.875 in2਍ഀ Cv 0.871 Rb਍ഀ 7.381਍ഀ CI਍ഀ 0.998਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 78.77 k-ft਍ഀ 453.12 in3਍ഀ 2,086.10 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,089.24 psi਍ഀ @ Right Support਍ഀ 23.00 k-ft਍ഀ 132.93 in3਍ഀ 2,076.50 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 21.18 k਍ഀ 18.69 k਍ഀ Area Required਍ഀ 88.260 in2਍ഀ 77.887 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 14.12 k਍ഀ Bearing Length Req'd਍ഀ 2.483 in਍ഀ Max. Right Reaction਍ഀ 18.60 k਍ഀ Bearing Length Req'd਍ഀ 3.270 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003਍ഀ General Timber Beam਍ഀ Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ s126d.ecw:Calculations਍ഀ Description B3਍ഀ Query Values਍ഀ M, V, & D @ Specified Locatwns਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 13.52 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 13.52 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description :਍ഀ Scope :਍ഀ Rev: 580004਍ഀ User: KW-0606238,Ver 5.8.0,1•Dec-2003 General Timber Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B5਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span਍ഀ 10.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 90.00 #/ft LL 240.00 #/ft਍ഀ Left Cantilever , DL #/ft LL #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Span= 10.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Beam Design OK਍ഀ Max Stress Ratio਍ഀ 0.487 : 1਍ഀ Maximum Moment਍ഀ 4.2 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 2.5 k਍ഀ Allowable਍ഀ 8.6 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 4.19 k-ft਍ഀ at਍ഀ 5.000 ft਍ഀ Shear:਍ഀ @ Left਍ഀ 1.68 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft਍ഀ at਍ഀ 10.000 ft਍ഀ @ Right਍ഀ 1.68 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.069in਍ഀ Max. M allow਍ഀ 8.60਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000 in਍ഀ fb 1,221.93 psi਍ഀ fv਍ഀ 120.92 psi਍ഀ Left DL਍ഀ 0.48 k਍ഀ Max਍ഀ 1,68 k਍ഀ Fb 2,510.60 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL਍ഀ 0.48 k਍ഀ Max਍ഀ 1.68 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.046 in਍ഀ -0.162 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 5.000 ft਍ഀ 5.000 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 2,603.5਍ഀ 738.60਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 *਍ഀ D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.069 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 4.118 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000਍ഀ Rb 13.846਍ഀ Cl਍ഀ 0.966਍ഀ Max Moment਍ഀ Sxx Reo'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 4.19 k-ft਍ഀ 20.02 in3਍ഀ 2,510.60 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 2.51 k਍ഀ 2.51 k਍ഀ Area Required਍ഀ 8.817 in2਍ഀ 8.817 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 1.68 k਍ഀ Bearing Length Req'd਍ഀ 1.276 in਍ഀ Max. Right Reaction਍ഀ 1.68 k਍ഀ Bearing Length Req'd਍ഀ 1.276 in਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ mom਍ഀ Description B5਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ General Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 2਍ഀ s 126d. ecw: Calculations਍ഀ L Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 1.68 k਍ഀ 0਍ഀ 0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ .਍ഀ 0਍ഀ 0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ .਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ L(c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B7਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 26.33 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ 7.50 It .....Lu 7.50 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 210.00 #/ft LL 630.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL 210.00 #/ft LL 630.00 #/ft਍ഀ Beam Design OK਍ഀ Span= 26.33ft, Right Cant਍ഀ = 7.50ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.574 : 1਍ഀ Maximum Moment਍ഀ 73.4 k-ft਍ഀ Maximum Shear * 1਍ഀ .5਍ഀ 19.0 k਍ഀ Allowable਍ഀ 127.7 k-ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 73.36 k-ft at਍ഀ 12.827 ft Shear:਍ഀ @ Left਍ഀ 11.41 k਍ഀ Max. Negative Moment਍ഀ -7.25 k-ft at਍ഀ 26.330 ft਍ഀ @ Right਍ഀ 12.64 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000 in਍ഀ Max @ Right Support਍ഀ -24.97 k-ft਍ഀ @ Center਍ഀ 0.239in਍ഀ Max. M allow਍ഀ 127.71਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ 0.162 in਍ഀ fb 1,192.33 psi਍ഀ fv 96.28 psi਍ഀ Left DL 3.12 k਍ഀ Max਍ഀ 11.41 k਍ഀ Fb 2,075.88 psi਍ഀ Fv 240.00 psi਍ഀ Right DL 5.60 k਍ഀ Max਍ഀ 19.30 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.159 in਍ഀ -0.642 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 12.692 ft਍ഀ 13.097 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 1,984.4਍ഀ 492.49਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.108 in਍ഀ 0.536 in਍ഀ @ Center਍ഀ 0.239 in਍ഀ ...Length/Deft਍ഀ 1,665.7਍ഀ 335.6਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.162 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584਍ഀ Le 15.444 ft਍ഀ Sxx਍ഀ 738.281 in3 Area਍ഀ 196.875 in2਍ഀ Cv 0.870਍ഀ Rb 7.381਍ഀ Cl਍ഀ 0.998਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 73.36 k-ft਍ഀ 422.10 in3਍ഀ 2,085.46 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,088.61 psi਍ഀ @ Right Support਍ഀ 24.97 k-ft਍ഀ 144.35 in3਍ഀ 2,075.88 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 17.12 k਍ഀ 18.96 k਍ഀ Area Required਍ഀ 71.332 in2਍ഀ 78.981 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 11.41 k਍ഀ Bearing Length Req'd਍ഀ 2.007 in਍ഀ Max. Right Reaction਍ഀ 19.30 k਍ഀ Bearing Length Req'd਍ഀ 3.393 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope:਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ "'V` oc"""4 Page਍ഀ 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Genera! Timber Beam (c)1983-2003 ENERCALC Engineerina Software s126d.ecw:Calculations਍ഀ Description B7਍ഀ (query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ • Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 10.74 k਍ഀ 0.0000 in਍ഀ • Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 10.74 k਍ഀ 0.0000 in਍ഀ Q Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (01983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B7A਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 14.25 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ 6.50ft .....Lu 6.50 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Sm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000 pcf਍ഀ E਍ഀ 1,700.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 210.00 #/ft LL 700.00 #/ft਍ഀ Left Cantilever DL 210.00 #/ft LL 700.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Beam Design OK਍ഀ Span= 14.25ft, Left Cant= 6.50ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.262 : 1਍ഀ Maximum Moment਍ഀ 21.7 k-ft਍ഀ Maximum Shear * 1.5਍ഀ 12.4 k਍ഀ Allowable਍ഀ 135.9 k-ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 21.67 k-ft at਍ഀ 7.539 ft Shear:਍ഀ @ Left਍ഀ 8.24 k਍ഀ Max. Negative Moment਍ഀ -5.45 k-ft at਍ഀ 0.000 ft਍ഀ @ Right਍ഀ 6.44 k਍ഀ Max @ Left Support਍ഀ -20.23 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.004in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.013 in਍ഀ Max. M allow਍ഀ 135.87਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 352.15 psi,਍ഀ fv 62.82 psi਍ഀ Left DL 3.90 k਍ഀ Max਍ഀ 14.47 k਍ഀ Fb 2,208.49 psi਍ഀ Fv 240.00 psi਍ഀ Right DL 1.45 k਍ഀ Max਍ഀ 6.44 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.009 in਍ഀ -0.055 in਍ഀ Deflection਍ഀ -0.003 in਍ഀ -0.077 in਍ഀ ...Location਍ഀ 7.953 ft਍ഀ 7.291 ft਍ഀ ...Length/Deft਍ഀ 53,509.8਍ഀ 2,020.4਍ഀ ...Length/Deft਍ഀ 19,780.0਍ഀ 3,137.39਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.013 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.004 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 13.385 ft਍ഀ Sxx਍ഀ 738.281 in3 Area਍ഀ 196.875 in2਍ഀ Cv 0.925 Rb਍ഀ 6.872਍ഀ Cl਍ഀ 0.998਍ഀ Max Moment਍ഀ Sxx Reo'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 21.67 k-ft਍ഀ 117.25 in3਍ഀ 2,217.29 psi਍ഀ @ Left Support਍ഀ 20.23 k-ft਍ഀ 109.95 in3਍ഀ 2,208.49 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,220.85 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 12.37 k਍ഀ 9.66 k਍ഀ Area Required਍ഀ 51.529 in2਍ഀ 40.265 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 14.47 k਍ഀ Bearing Length Req'd਍ഀ 2.544 in਍ഀ Max. Right Reaction਍ഀ 6.44 k਍ഀ Bearing Length Req'd਍ഀ 1.133 in਍ഀ 4਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ -਍ഀ Rev :਍ഀ 580004਍ഀ U er਍ഀ s: K 060623਍ഀ W-8, Ver5.8.0, 1•Dec-2003਍ഀ General ~Timb~erBea~਍ഀ ਍ഀ (-)183203 ENERCALC Engineering Software਍ഀ ਍ഀ Description 67A਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft -20.23 k-ft਍ഀ 8.24 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft -20.23 k-ft਍ഀ 8.24 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ CV. JOUVU4਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineerina Software s126d.ecw:Calculations਍ഀ Description B10਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined਍ഀ Section Name MicroLam: 5.25x11.87਍ഀ Center Span਍ഀ 4.50 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 5.250 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Point Loads਍ഀ uead Load 5,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs਍ഀ Live Load 13,700.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs਍ഀ ...distance 2.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft਍ഀ Beam Design OK਍ഀ Span= 4.50ft, Beam Width਍ഀ = 5.250in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0818 : 1਍ഀ Maximum Moment਍ഀ 21.8 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 14.5 k਍ഀ Allowable਍ഀ 26.7 k-ft਍ഀ Allowable਍ഀ 17.8 k਍ഀ Max. Positive Moment਍ഀ 21.75 k-ft਍ഀ at਍ഀ 2.250 It਍ഀ Shear:਍ഀ @ Left਍ഀ 9.68 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft਍ഀ at਍ഀ 4.500 ft਍ഀ @ Right਍ഀ 9.68 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.020 in਍ഀ Max. M allow਍ഀ 26.73਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000 in਍ഀ fb 2,115.35 psi਍ഀ fv਍ഀ 233.00 psi਍ഀ Left DL਍ഀ 2.83 k਍ഀ Max਍ഀ 9.68 k਍ഀ Fb 2,600.00 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL਍ഀ 2.83 k਍ഀ Max਍ഀ 9.68 k਍ഀ Deflections਍ഀ Center Span... Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection -0.013 in਍ഀ -0.046 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location 2.250 ft਍ഀ 2.250 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Defl 4,060.8਍ഀ 1,184.62਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center 0.020 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left 0.000 in਍ഀ @ Right 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le 0.000 ft਍ഀ Sxx਍ഀ 123.389 in3 Area਍ഀ 62.344 in2਍ഀ Cf 1.000 Rb 0.000਍ഀ Cl਍ഀ 9684.094਍ഀ Max Moment਍ഀ Sxx Reg'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 21.75 k-ft਍ഀ 100.39 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 14.53 k਍ഀ 14.53 k਍ഀ Area Required਍ഀ 50.969 in2਍ഀ 50.969 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 9.68 k਍ഀ Bearing Length Req'd਍ഀ 2.459 in਍ഀ Max. Right Reaction਍ഀ 9.68 k਍ഀ Bearing Length Req'd਍ഀ 2.459 in਍ഀ s t z਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ USer KW-0606236, Vef$.8.0, 1-0ec-2003਍ഀ General Timber Beam਍ഀ Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Sokware਍ഀ s126d.ecw:Calculations਍ഀ Description B10਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 9.68 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User a(;906238, V., 5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ NOMMIZEM਍ഀ Description 1311਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x15਍ഀ Center Span਍ഀ 14.00 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ 2.50ft .....Lu 2.50 ft਍ഀ Beam Depth਍ഀ 15.000 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 200.00 #/ft LL 675.00 #/ft਍ഀ Left Cantilever DL 200.00 #/ft LL 675.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ ga.-:਍ഀ Beam Design OK਍ഀ Span= 14.00ft, Left Cant= 2.50ft, Beam Width = 8.750in x Depth = 15.in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.346 : 1਍ഀ Maximum Moment਍ഀ 21.9 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 9.8 k਍ഀ Allowable਍ഀ 63.3 k-ft਍ഀ Allowable਍ഀ 31.5 k਍ഀ Max. Positive Moment਍ഀ 21.86 k-ft਍ഀ at਍ഀ 7.033 ft਍ഀ Shear:਍ഀ @ Left਍ഀ 6.55 k਍ഀ Max. Negative Moment਍ഀ -0.72 k-ft਍ഀ at਍ഀ 0.000 ft਍ഀ @ Right਍ഀ 6.30 k਍ഀ Max @ Left Support਍ഀ -2.83 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.034in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.066in਍ഀ Max. M allow਍ഀ 63.26਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 799.38 psi਍ഀ fv਍ഀ 74.87 psi਍ഀ Left DL਍ഀ 2.25 k਍ഀ Max਍ഀ 8.82 k਍ഀ Fb 2,313.63 psi਍ഀ Fv਍ഀ 240.00 psi਍ഀ Right DL਍ഀ 1.57 k਍ഀ Max਍ഀ 6.30 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ NFMNZM~_ __7਍ഀ Total Load Left Cantilever...਍ഀ Dead Load਍ഀ Mm਍ഀ Total Load਍ഀ Deflection਍ഀ -0.044 in਍ഀ -0.184 in Deflection਍ഀ 0.023 in਍ഀ 0.101 in਍ഀ ...Location਍ഀ 7.099 ft਍ഀ 7.033 ft ...Length/Deft਍ഀ 2,622.9਍ഀ 596.4਍ഀ ...Length/Deft਍ഀ 3,796.6਍ഀ 914.54 Right Cantilever...਍ഀ Camber ( using 1.5 D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.066 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.034 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Cal :s਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 5.148 ft਍ഀ Sxx 328.125 in3 Area 131.250 in2਍ഀ Cv 0.965 Rb਍ഀ 3.480਍ഀ Cl 0.999਍ഀ Max Moment਍ഀ Sxx Reo'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 21.86 k-ft਍ഀ 113.21 in3਍ഀ 2,316.85 psi਍ഀ @ Left Support਍ഀ 2.83 k-ft਍ഀ 14.70 in3਍ഀ 2,313.63 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,316.85 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 9.83 k਍ഀ 9.44 k਍ഀ Area Required਍ഀ 40.942 in2਍ഀ 39.353 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 8.82 k਍ഀ Bearing Length Req'd਍ഀ 1.550 in਍ഀ Max. Right Reaction਍ഀ 6.30 k਍ഀ Bearing Length Req'd਍ഀ 1.107 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope:਍ഀ Rev: 580004਍ഀ User: KW-0606238. Ver 6.6A, -Dec-2003਍ഀ General Timber Beam Page 2਍ഀ (c)19833.2 .2003 3 ENE ENERCALC Engineering g Software s126d.ecw:Calculations਍ഀ Description 1311 MWERMEMINMEMM਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ @ Center Span Location =਍ഀ @ Right Cant. Location =਍ഀ @ Left Cant. Location =਍ഀ Moment਍ഀ Shear਍ഀ 0.00 ft -2.83 k-ft਍ഀ 6.55 k਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.00 ft -2.83 k-ft਍ഀ 6.55 k਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d ecw Calculations਍ഀ Description B14਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x1਍ഀ 5਍ഀ Center Span 14.00ft .....Lu਍ഀ 0਍ഀ 00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever 2.75 ft Lu਍ഀ .਍ഀ 2਍ഀ 75 ft਍ഀ Beam Depth਍ഀ 15.000 in਍ഀ Right Cantilever It ..Lu਍ഀ .਍ഀ 0਍ഀ 00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ .਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow 650.0 psi਍ഀ Wood Density਍ഀ 35.000 pcf਍ഀ E 1,700.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center਍ഀ DL _ 145.00 #/ft LL 475.00 #/ft਍ഀ Left Cantilever਍ഀ DL 145.00 #/ft LL 475.00 #/ft਍ഀ Right Cantilever਍ഀ DL਍ഀ 9/ft LL #/ft਍ഀ ::3਍ഀ Beam Design OK਍ഀ 0ft, Left Cant਍ഀ 7਍ഀ = 2.75ft, Beam Wi਍ഀ dth = 8.750in x Depth = 15.in, Ends are Pin-Pin਍ഀ MMax਍ഀ ss Ratio਍ഀ 0.247 : 1਍ഀ Moment਍ഀ 15.6 k-ft Maximum Sh ear * 1.5਍ഀ .7.1 k਍ഀ Allowable਍ഀ 63.3 k-ft Allowable਍ഀ 31.5 k਍ഀ Max. Positive Moment਍ഀ Max. Negative Moment਍ഀ 15.64 k-ft਍ഀ -0਍ഀ 67 k-ft਍ഀ at 7.100 ft Shear: @ Left਍ഀ 4.74 k਍ഀ .਍ഀ at 0.000 ft @ Right਍ഀ 4.52 k਍ഀ Max @ Left Support਍ഀ -2.46 k-ft਍ഀ Camber: @ Left਍ഀ 0਍ഀ 028in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ .਍ഀ 0.050in਍ഀ Max. M allow਍ഀ 63.25਍ഀ Reactions... @ Right਍ഀ ਍ഀ 0.000in਍ഀ fb 571.93 psi਍ഀ fV਍ഀ 54.16 psi Left DL 1.77 k Max਍ഀ 6਍ഀ 53 k਍ഀ Fb 2,313.30 psi਍ഀ Fv਍ഀ 240.00 psi Right DL 1.19 k Max਍ഀ .਍ഀ 4.52 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load Left Cantilever... Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.033 in਍ഀ -0.131 in Deflection 0.018 in਍ഀ 0਍ഀ 079 in਍ഀ ...Location਍ഀ 7.100 ft਍ഀ 7.033 ft ...Length/Deft 3,578.2਍ഀ .਍ഀ 838਍ഀ 0਍ഀ ...Length/Deft਍ഀ 5,064.7਍ഀ 1,279.52 Right Cantilever...਍ഀ .਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection 0਍ഀ 000 in਍ഀ 0਍ഀ 000 in਍ഀ @ Center਍ഀ 0.050 in਍ഀ .਍ഀ ...Length/Deft 0.0਍ഀ .਍ഀ 0਍ഀ 0਍ഀ @ Left਍ഀ 0.028 in਍ഀ .਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ - -਍ഀ Ck 21.584 Le਍ഀ C਍ഀ 5.663 ft਍ഀ Sxx 328.125 in3 Area 131.250 in2਍ഀ v 0.965 Rb਍ഀ 3.649਍ഀ Cl 0.998਍ഀ Max Moment਍ഀ Sxx Rea'd Allowable fb਍ഀ @ Center਍ഀ 15.64 k-ft਍ഀ 81.00 in3 2,316.85 psi਍ഀ @ Left Support਍ഀ 2.46 k-ft਍ഀ 12.79 in3 2,313.30 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3 2,316.85 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 7.11 k਍ഀ 6.77 k਍ഀ Area Required਍ഀ 29.621 in2਍ഀ 28.222 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 6.53 k਍ഀ Bearing Length Req'd 1.149 in਍ഀ Max. Right Reaction਍ഀ 4.52 k਍ഀ Bearing Length Req'd 0.794 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope:਍ഀ [LRev 0004 Page000 6238, Ver5.6.0, 1-Dec-2003 General Timber Beam s126d.ecw:Cal2003 ENERCALC Engineering Software਍ഀ Description B14਍ഀ Query Values਍ഀ Shear਍ഀ 4.74 k਍ഀ 0.00 k਍ഀ 4.74 k਍ഀ M, V, & D C Specified Locations਍ഀ Q Center Span Location =਍ഀ @ Right Cant. Location =਍ഀ Q Left Cant. Location =਍ഀ 0.00 ft਍ഀ 0.00 ft਍ഀ 0.00 ft਍ഀ Moment਍ഀ -2.46 k-ft਍ഀ 0.00 k-ft਍ഀ -2.46 k-ft਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope:਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ _g i, Em਍ഀ Description 131 4A਍ഀ Multi-Span Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s126d.ecw:Calculations਍ഀ 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Code Ref: 1997/2001 NDS਍ഀ General Information਍ഀ ,਍ഀ 24F - V8਍ഀ Douglas Fir਍ഀ Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi਍ഀ ,਍ഀ Spans Considered Continuous Over Support਍ഀ Fv : Basic Allow 240.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span ft਍ഀ 2.75਍ഀ 4.75 9.25਍ഀ Timber Section਍ഀ 8.75x15਍ഀ 8.75x15 8.75x15਍ഀ Beam Width in਍ഀ 8.750਍ഀ 8.750 8.750਍ഀ Beam Depth in਍ഀ 15.000਍ഀ 15.000 15.000਍ഀ End Fixity਍ഀ Free - Pin਍ഀ Pin - Pin Pin - Pin਍ഀ Le: Unbraced Length It਍ഀ 2.75਍ഀ 4.75 3.00਍ഀ Member Type਍ഀ GluLam਍ഀ GluLam GluLam਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes Yes਍ഀ Dead Load #/ft਍ഀ 130.00਍ഀ 130.00 130.00਍ഀ Live Load #/ft਍ഀ 440.00਍ഀ 440.00 440.00਍ഀ Point #1 Dead Load Ibs਍ഀ 1,500.00਍ഀ Live Load Ibs਍ഀ 4,900.00਍ഀ @ X ft਍ഀ 7.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ @X=਍ഀ ft਍ഀ Max @ Left End਍ഀ in-k਍ഀ Max @ Right End਍ഀ in-k਍ഀ fb : Actual਍ഀ psi਍ഀ Fb : Allowable਍ഀ psi਍ഀ Shear @ Left਍ഀ k਍ഀ Shear @ Right਍ഀ k਍ഀ fv : Actual਍ഀ psi਍ഀ Fv : Allowable਍ഀ psi਍ഀ 0.0਍ഀ 0.0਍ഀ 158.8਍ഀ 0.00਍ഀ 0.00਍ഀ 6.97਍ഀ 0.0਍ഀ -25.9਍ഀ -104.2਍ഀ -25.9਍ഀ -104.2਍ഀ 0.0਍ഀ 78.8਍ഀ 317.6਍ഀ 484.1਍ഀ 2,396.2਍ഀ 2,393.3਍ഀ 2,395.8਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ 0.00਍ഀ 0.02਍ഀ 5.13਍ഀ 1.57਍ഀ 2.73਍ഀ 6.54਍ഀ 9.7਍ഀ 22.9਍ഀ 66.3਍ഀ 240.0਍ഀ 240.0਍ഀ 240.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions & Deflection਍ഀ 777-ft k਍ഀ 0.00 LL਍ഀ 0.35਍ഀ 1.81਍ഀ LL @ Left k਍ഀ 0.00਍ഀ 1.20਍ഀ 6.05਍ഀ Total @ Left k਍ഀ 0.00਍ഀ 1.55਍ഀ 7.86਍ഀ DL @ Right k਍ഀ 0.35਍ഀ 1.81਍ഀ 1.52਍ഀ LL @ Right k਍ഀ 1.20਍ഀ 6.05਍ഀ 5.02਍ഀ Total @ Right k਍ഀ 1.55਍ഀ 7.86਍ഀ 6.54਍ഀ Max. Deflection in਍ഀ -0.010਍ഀ 0.005਍ഀ -0.034਍ഀ @ X = ft਍ഀ 0.00਍ഀ 2.69਍ഀ 5.36਍ഀ Query Values਍ഀ cation਍ഀ ft਍ഀ Moment਍ഀ in-k਍ഀ Shear਍ഀ k਍ഀ eflection਍ഀ 0.00 0.00 0.00਍ഀ 0.0 -25.9 -104.2਍ഀ i 0.0 -0.0 5.1਍ഀ in -0.0105 0.0000 0.0000਍ഀ Title : VAUS FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: Kw-0606238, Ver5.8.0,1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B17਍ഀ Multi-Span Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s 126d.ecw: Calculations਍ഀ 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Code Ref: 1997/2001 NDS਍ഀ General Information਍ഀ ,਍ഀ 24F V8਍ഀ Douglas Fir਍ഀ Fb :Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksl਍ഀ ,਍ഀ Spans Considered Continuous Over Support਍ഀ Fv : Basic Allow 240.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span ft਍ഀ 25.75਍ഀ 5.50 7.50਍ഀ Timber Section਍ഀ 8.75x22.5਍ഀ 8.75x22.5 8.75x22.5਍ഀ Beam Width in਍ഀ 8.750਍ഀ 0.000 8.750਍ഀ Beam Depth in਍ഀ 22.500਍ഀ 0.000 22.500਍ഀ End Fixity਍ഀ Pin - Pin਍ഀ Pin - Pin Pin - Free਍ഀ Le: Unbraced Length ft਍ഀ 6.00਍ഀ 5.50 7.50਍ഀ Member Type਍ഀ GluLam਍ഀ Sawn GluLam਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ #/ft਍ഀ 310.00਍ഀ 310.00਍ഀ Live Load਍ഀ #/ft਍ഀ 1,025.00਍ഀ 1,025.00਍ഀ Dead Load਍ഀ #/ft਍ഀ -਍ഀ 310.00਍ഀ Live Load਍ഀ #/ft~਍ഀ 1,025.00਍ഀ Start਍ഀ End਍ഀ ft਍ഀ ft਍ഀ 25.750਍ഀ 5.500਍ഀ 4.000਍ഀ Dead Load @ Left਍ഀ #/ft਍ഀ 210.00਍ഀ Dead Load @ Right਍ഀ #/ft਍ഀ 210.00਍ഀ Live Load @ Left਍ഀ #/ft਍ഀ 700.00਍ഀ Live Load @ Right਍ഀ #/ft਍ഀ 700.00਍ഀ Start਍ഀ ft਍ഀ 4.000਍ഀ End਍ഀ ftI਍ഀ 25.750਍ഀ 5.500਍ഀ 7.500਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ 746.9਍ഀ 0.0਍ഀ 0.0਍ഀ @ X =਍ഀ ft਍ഀ 9.61਍ഀ 0.00਍ഀ 0.00਍ഀ Max @ Left End਍ഀ in-k਍ഀ l 0.0਍ഀ -1,327.8਍ഀ -347.9਍ഀ Max @ Right End਍ഀ in-k਍ഀ ~ -1,327.8਍ഀ -347.9਍ഀ 0.0਍ഀ fb:Actual਍ഀ psi਍ഀ 1,798.5਍ഀ 0.0਍ഀ 471.3਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,083.2਍ഀ 0.0਍ഀ 2,351.5਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Shear @ Left਍ഀ k਍ഀ 12.89਍ഀ 18.52਍ഀ 8.52਍ഀ Shear @ Right਍ഀ k਍ഀ 21.49਍ഀ 11.18਍ഀ 0.00਍ഀ fv : Actual਍ഀ psi਍ഀ 144.5਍ഀ 0.0਍ഀ 46.1਍ഀ Fv : Allowable਍ഀ psi਍ഀ 1 240.0਍ഀ 0.0਍ഀ 240.0਍ഀ 1 Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions& Deflection਍ഀ _ y._..਍ഀ DL @ Left਍ഀ k਍ഀ 2.99਍ഀ 9.29਍ഀ -0.62਍ഀ LL @ Left਍ഀ k਍ഀ 9.90਍ഀ 30.71਍ഀ -2.03਍ഀ Total @ Left਍ഀ k.਍ഀ 12.89਍ഀ 40.00਍ഀ -2.65਍ഀ DL @ Right਍ഀ k਍ഀ 9.29਍ഀ -0.62਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 30.71਍ഀ -2.03਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 40.00਍ഀ -2.65਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.389਍ഀ 0.000਍ഀ 0.000਍ഀ @ X =਍ഀ ft਍ഀ 10.81਍ഀ 0.00਍ഀ 7.50਍ഀ Querv Values਍ഀ cation਍ഀ -਍ഀ _਍ഀ ft਍ഀ Moment਍ഀ in-k਍ഀ Shear਍ഀ k਍ഀ eflection਍ഀ ਍ഀ 0.00 0.00 0.00਍ഀ 0.0 -1,327.8 -347.9਍ഀ 12.9 18.5 8.5਍ഀ in 0.0000 3671.2500 1074.2887਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B16਍ഀ Multi-Span Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s126d.ecw: Calculations਍ഀ 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Code Ref: 1997/2001 NDS਍ഀ General Information਍ഀ ,਍ഀ 24F - V8਍ഀ Douglas Fir਍ഀ W Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi਍ഀ ,਍ഀ Spans Considered Continuous Over Support਍ഀ Fv : Basic Allow 240.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span ftl਍ഀ 6.75਍ഀ 6.00 3.75਍ഀ Timber Section਍ഀ 8.75x22.5਍ഀ 8.75x22.5 8.75x22.5਍ഀ Beam Width in਍ഀ 8.750਍ഀ 0.000 8.750਍ഀ Beam Depth in਍ഀ 22.500਍ഀ 0.000 22.500਍ഀ End Fixity਍ഀ Pin - Pin਍ഀ Pin - Pin Pin - Free਍ഀ Le: Unbraced Length ft਍ഀ 0.00਍ഀ 0.00 0.00਍ഀ Member Type਍ഀ GluLam਍ഀ Sawn GluLam਍ഀ Loads਍ഀ Live Load Used This Span ? Yes Yes Yes਍ഀ Dead Load #/ft 340.00 340.00 340.00਍ഀ Live Load #/ft 1 1,125.00 1,125.00 1,125.00਍ഀ Results y਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ 56.3਍ഀ 0.0਍ഀ 0.0਍ഀ @ X =਍ഀ ft਍ഀ 2.52਍ഀ 0.00਍ഀ 0.00਍ഀ Max @ Left End਍ഀ in-k਍ഀ 0.0਍ഀ -100.1਍ഀ -123.6਍ഀ Max @ Right End਍ഀ in-k਍ഀ -100.1਍ഀ -123.6਍ഀ 0.0਍ഀ fb : Actual਍ഀ psi਍ഀ 135.6਍ഀ 0.0਍ഀ 167.4਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,393.2਍ഀ 0.0਍ഀ 2,400.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Shear @ Left਍ഀ k਍ഀ 3.71਍ഀ 4.07਍ഀ 5.49਍ഀ Shear @ Right਍ഀ k਍ഀ 6.18਍ഀ 4.72਍ഀ 0.00਍ഀ fv : Actual਍ഀ psi਍ഀ 26.0਍ഀ 0.0਍ഀ 20.9਍ഀ Fv : Allowable਍ഀ psi਍ഀ 240.0਍ഀ 0.0਍ഀ 240.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions & Deflection਍ഀ DL @ Left k਍ഀ 0.86਍ഀ 2.38਍ഀ 2.37਍ഀ LL @ Left k਍ഀ 2.85਍ഀ 7.87਍ഀ 7.84਍ഀ Total @ Left k਍ഀ 3.71਍ഀ 10.25਍ഀ 10.21਍ഀ DL @ Right k਍ഀ 2.38਍ഀ 2.37਍ഀ 0.00਍ഀ LL @ Right k਍ഀ 7.87਍ഀ 7.84਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 10.25਍ഀ 10.21਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ -0.002਍ഀ 0.000਍ഀ 0.000਍ഀ @ X - ft਍ഀ 2.83਍ഀ 0.00਍ഀ 3.75਍ഀ Query Values਍ഀ cation਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ in-k਍ഀ 0.0਍ഀ -100.1਍ഀ -123.6਍ഀ Shear਍ഀ k਍ഀ 3.7਍ഀ 4.1਍ഀ 5.5਍ഀ Deflection਍ഀ in਍ഀ I਍ഀ 0.0000਍ഀ 4395.0000਍ഀ 3433.5937਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ EMENEUMMMMEM ME=਍ഀ Description B1 7A਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s 126d.ecw:Calculations਍ഀ General Timber Beam਍ഀ General Information਍ഀ Section Name 8.75x22.5਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Member Type਍ഀ GluLam਍ഀ Bm Wt. Added to Loads਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowaoles are user uew ieu਍ഀ Center Span 18.25 ft .....Lu 2.00 ft਍ഀ Left Cantilever 3.25 ft .....Lu 3.25 ft਍ഀ Right Cantilever ft .....Lu 0.00 ft਍ഀ Douglas Fir, 24F - V8਍ഀ Fb Base Allow 2,400.0 psi਍ഀ Fv Allow 240.0 psi਍ഀ Fc Allow 650.0 psi਍ഀ E 1,700.0 ksi਍ഀ Full Length Uniform Is Center DL #/ft LL #/ft਍ഀ Left Cantilever DL 203.00 #/ft LL 675.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left਍ഀ 203.00 #/ft਍ഀ LL @ Left਍ഀ 675.00 #/ft Start Loc਍ഀ DL @ Right਍ഀ 203.00 #/ft਍ഀ LL @ Right਍ഀ 675.00 #/ft End Loc਍ഀ #2 DL @ Left਍ഀ 310.00 #/ft਍ഀ LL @ Left਍ഀ 1,025.00 #/ft Start Loc਍ഀ DL @ Right਍ഀ 310.00 #/ft਍ഀ LL @ Right਍ഀ 1,025.00 #/ft End Loc਍ഀ =Summary _਍ഀ Span= 18.25ft, Left Cant= 3.25ft, Beam਍ഀ Width = 8.750in x D਍ഀ epth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.362 : 1਍ഀ Maximum Moment਍ഀ 47.1 k-ft਍ഀ Maximum Shear' 1.਍ഀ Allowable਍ഀ 133.0 k-ft਍ഀ Allowable਍ഀ Max. Positive Moment਍ഀ 47.12਍ഀ k-ft at 10.02਍ഀ 5 ft Shear:਍ഀ Max. Negative Moment਍ഀ -1.32਍ഀ k-ft at 0.000 ft਍ഀ Max @ Left Support਍ഀ -4.89਍ഀ k-ft਍ഀ Camber:਍ഀ Max @ Right Support਍ഀ 0.00਍ഀ k-ft਍ഀ Max. M allow਍ഀ 132.95਍ഀ Reactions...਍ഀ fb 765.90 psi਍ഀ fv਍ഀ 86.98 psi਍ഀ Left DL 3.40 k਍ഀ Fb 2,160.98 psi਍ഀ Fv਍ഀ 240.00 psi਍ഀ Right DL 2.93 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever... DE਍ഀ Deflection਍ഀ -0.050 in਍ഀ -0.198 in਍ഀ Deflection਍ഀ ...Location਍ഀ 9.339 ft਍ഀ 9.339 ft਍ഀ ...Length/Deft਍ഀ ...Length/Defl਍ഀ 4,394.1਍ഀ 1,105.49਍ഀ Right Cantilever...਍ഀ Camber (using 1.5 * D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ @ Center਍ഀ 0.075 in਍ഀ ...Length/Dell਍ഀ @ Left਍ഀ 0.038 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ 0.000 ft਍ഀ 9.500 ft਍ഀ 9.500 ft਍ഀ 18.250 ft਍ഀ Beam Design OK਍ഀ 17.1 k਍ഀ 47.3 k਍ഀ @ Left਍ഀ 9.67 k਍ഀ @ Right਍ഀ 11.42 k਍ഀ @ Left਍ഀ 0.038 in਍ഀ @ Center਍ഀ 0.075 in਍ഀ @ Right਍ഀ O.000in਍ഀ Max਍ഀ 12.68 k਍ഀ Max਍ഀ 5਍ഀ 11.42 k਍ഀ 0.025 in 0.106 in਍ഀ 3,089.2 735.0਍ഀ 0.000 in 0.000 in਍ഀ 0.0 0.0਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam s126d.ecw:Calculations਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B1 7A਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 6.692 ft਍ഀ Cv 0.903 Rb਍ഀ 4.859਍ഀ Max Moment਍ഀ @ Center਍ഀ 47.12 k-ft਍ഀ @ Left Support਍ഀ 4.89 k-ft਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ Design Shear਍ഀ 14.51 k਍ഀ Area Required਍ഀ 60.468 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 12.68 k਍ഀ Max. Right Reaction਍ഀ 11.42 k਍ഀ Sxx 738.281 1n3਍ഀ Cl 0.998਍ഀ Sxx Req'd਍ഀ 261.39 in3਍ഀ 27.15 in3਍ഀ 0.00 in3਍ഀ @ Right Support਍ഀ 17.12 k਍ഀ 71.350 in2਍ഀ 240.00 psi਍ഀ Bearing Length Req'd਍ഀ Bearing Length Req'd਍ഀ Area 196.875 in2਍ഀ Allowable fb਍ഀ 2,163.20 psi਍ഀ 2,160.98 psi਍ഀ 2,166.58 psi਍ഀ 2.230 in਍ഀ 2.007 in਍ഀ FN-਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ -4.89 k-ft਍ഀ 9.67 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ -4.89 k-ft਍ഀ 9.67 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ General Timber Beam਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B18਍ഀ General Information਍ഀ Section Name 8.75x22.5਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Member Type਍ഀ GluLam਍ഀ Bm Wt. Added to Loads਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Center Span਍ഀ 9.50 ft .....Lu 2.00 ft਍ഀ Left Cantilever਍ഀ 3.75 ft .....Lu 3.75 ft਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Douglas Fir, 24F - V8਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ E਍ഀ 1,700.0 ksi਍ഀ full Length Uniform Loads਍ഀ Center DL 125.00 #/ft LL 420.00 #/ft਍ഀ Left Cantilever DL 125.00 #/ft LL 420.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ MWKgM %II -V,਍ഀ summary਍ഀ Span= 9.50ft, Left Cant= 3.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio 0.103 : 1਍ഀ Maximum Moment 6.1 k-ft Maximum Shear * 1.E਍ഀ Allowable 141.8 k-ft Allowable਍ഀ Max. Positive Moment 6.09 k-ft at 4.961 ft Shear:਍ഀ Max. Negative Moment -1.22 k-ft at 0.000 ft਍ഀ -417 k-ft Camber:਍ഀ Max @ Left Support਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ Max. M allow਍ഀ 141.83਍ഀ Reactions...਍ഀ fb 99.06 psi਍ഀ fv਍ഀ 24.80 psi਍ഀ Left DL 1.60 k਍ഀ Fb 2,305.31 psi਍ഀ Fv਍ഀ 240.00 psi਍ഀ Right DL 0.69 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Deflection਍ഀ -0.001 in਍ഀ -0.007 in਍ഀ Deflection਍ഀ ...Location਍ഀ 5.119 ft਍ഀ 4.803 ft਍ഀ ...Length/Defl਍ഀ ...Length/Deft਍ഀ 80,574.7਍ഀ 16,624.02਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Deft )਍ഀ Deflection਍ഀ @ Center਍ഀ 0.002 in਍ഀ ...Length/Deft਍ഀ @ Left਍ഀ 0.001 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ @ Left਍ഀ @ Right਍ഀ @ Left਍ഀ @ Center਍ഀ @ Right਍ഀ Max਍ഀ Max਍ഀ rage 1਍ഀ s126d.ecw: Calcu lations਍ഀ Beam Design OK਍ഀ 4.9 k਍ഀ 47.3 k਍ഀ 3.25 k਍ഀ 2.69 k਍ഀ 0.001 in਍ഀ 0.002 in਍ഀ 0.000 in਍ഀ 5.48 k਍ഀ 2.69 k਍ഀ 0.001 in਍ഀ 0.007 in਍ഀ 166,821.5਍ഀ 12,422.8਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ 0.0਍ഀ 0.0਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 7.722 ft਍ഀ Cv 0.964 Rb਍ഀ 5.219਍ഀ Max Moment਍ഀ @ Center਍ഀ 6.09 k-ft਍ഀ @ Left Support਍ഀ 4.17 k-ft਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ Design Shear਍ഀ 4.88 k਍ഀ Area Required਍ഀ 20.343 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 5.48 k਍ഀ Max. Right Reaction਍ഀ 2.69 k਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Sxx 738.281 in3਍ഀ Area 196.875 in2਍ഀ Cl 0.998਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ 31.67 in3਍ഀ 2,308.89 psi਍ഀ 21.70 in3਍ഀ 2,305.31 psi਍ഀ 0.00 in3਍ഀ 2,312.75 psi਍ഀ @ Right Support਍ഀ 4.03 k਍ഀ 16.801 in2਍ഀ 240.00 psi਍ഀ Bearing Length Req'd਍ഀ 0.963 in਍ഀ Bearing Length Req'd਍ഀ 0.473 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr; NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: saoooa Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam s126d.ecw:Calculations਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B18਍ഀ Query Values਍ഀ V, & D Specified Locations਍ഀ M਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ ,਍ഀ Q Center Span Location = 0.00 ft਍ഀ 4.17 k-ft਍ഀ 3.25 k਍ഀ 00 k਍ഀ 0਍ഀ 0.0000 in਍ഀ 0000 in਍ഀ 0਍ഀ Q Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ .਍ഀ 25 k਍ഀ 3਍ഀ .਍ഀ 0000 in਍ഀ 0਍ഀ Q Left Cant. Location = 0.00 ft਍ഀ -4.17 k-ft਍ഀ .਍ഀ .਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ 7 ;t a਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Scope :਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B19਍ഀ General Timber Beam਍ഀ Page 1਍ഀ s 126d.ecw:Calcu lations਍ഀ General Information਍ഀ Section Name 3-2x10਍ഀ Beam Width਍ഀ 4.500 in਍ഀ Beam Depth਍ഀ 9.250 in਍ഀ Member Type਍ഀ Sawn਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Code Ref: 1997/2001 NDS, 2000/200਍ഀ 3 IBC, 2003 NFPA 5000. Base anowaDles are user uenneu਍ഀ Center Span਍ഀ 7.00 ft .....Lu 0.00 ft਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Fb Base Allow਍ഀ 900.0 psi਍ഀ Fv Allow਍ഀ 180.0 psi਍ഀ Fc Allow਍ഀ 625.0 psi਍ഀ E਍ഀ 1,600.0 ksi਍ഀ Full Length Uniform Loads਍ഀ _਍ഀ Center DL਍ഀ 60.00 #/ft LL 200.00 #/ft਍ഀ Left Cantilever DL਍ഀ #/ft LL #/ft਍ഀ Right Cantilever DL਍ഀ #/ft LL #/ft਍ഀ Summary਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Beam Width =਍ഀ 4.500in x Dept਍ഀ h = 9.25in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.276 : 1਍ഀ *਍ഀ 1 k਍ഀ 1਍ഀ Maximum Moment਍ഀ 1.6 k-ft Maximum Shea਍ഀ r਍ഀ 1.5਍ഀ .਍ഀ Allowable਍ഀ 5.8 k -ft Allowable਍ഀ 7.5 k਍ഀ Max. Positive Moment਍ഀ 1.59 k-ft਍ഀ at 3.500 ft Shear:਍ഀ f਍ഀ @ Left਍ഀ @ Right਍ഀ 0.91 k਍ഀ 0.91 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft਍ഀ t਍ഀ at 7.000਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber਍ഀ : @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ @ Right਍ഀ 0.010 in਍ഀ 0.000 in਍ഀ Max. M allow਍ഀ 5.78਍ഀ Reactions...਍ഀ fb 297.79 psi਍ഀ fv਍ഀ 25.71 psi Left DL 0.21 k਍ഀ Max਍ഀ 0.91 k਍ഀ Fb 1,080.00 psi਍ഀ Fv 1਍ഀ 80.00 psi Right DL 0.21 k਍ഀ Max਍ഀ 0.91 k਍ഀ Deflections਍ഀ Center Span... Dead Load਍ഀ Total Load Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.007 in਍ഀ -0.030 in Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 3.500 ft਍ഀ 3.500 ft ...Length/Defl਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Defl 1਍ഀ 2,306.7਍ഀ 2,840.00 Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.010 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 34.195 Le਍ഀ 0.000 ft਍ഀ Sxx 64.172 in3 Area਍ഀ 41.625 in2਍ഀ Cf 1.200 Rb਍ഀ 0.000਍ഀ Cl 910.000਍ഀ Max Moment਍ഀ Sxx Req'd Allowable fb਍ഀ @ Center਍ഀ 1.59 k-ft਍ഀ 17.69 in3਍ഀ 1,080.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 1,080.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 1,080.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support @ Right Support਍ഀ Design Shear਍ഀ 1.07 k਍ഀ 1.07 k਍ഀ Area Required਍ഀ 5.945 in2਍ഀ 5.945 in2਍ഀ Fv: Allowable਍ഀ 180.00 psi਍ഀ 180.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 0.91 k਍ഀ Bearing Length Req'd਍ഀ 0.324 in਍ഀ Max. Right Reaction਍ഀ 0.91 k਍ഀ Bearing Length Req'd਍ഀ 0.324 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B19਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ @ Center Span Location =਍ഀ @ Right Cant. Location =਍ഀ @ Left Cant. Location =਍ഀ Moment਍ഀ Shear਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.91 k਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B20਍ഀ General Information਍ഀ Section Name 8.75x22.5਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Member Type਍ഀ GluLam਍ഀ Bm Wt. Added to Loads਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ Full Length Uniform Loads਍ഀ Center DL਍ഀ Left Cantilever DL਍ഀ Right Cantilever DL਍ഀ General Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Center Span਍ഀ Left Cantilever਍ഀ Right Cantilever਍ഀ Douglas Fir, 24F - V8਍ഀ Fb Base Allow਍ഀ Fv Allow਍ഀ Fc Allow਍ഀ E਍ഀ 26.50 ft .....Lu਍ഀ ft .....Lu਍ഀ 7.75 ft .....Lu਍ഀ 2,400.0 psi਍ഀ 240:0 psi਍ഀ 650.0 psi਍ഀ 1,700.0 ksi਍ഀ 220.00 #/ft LL 725.00 #/ft਍ഀ #/ft LL #/ft਍ഀ 220.00 #/ft LL 725.00 #/ft਍ഀ @ Left਍ഀ @ Right਍ഀ @ Left਍ഀ @ Center਍ഀ @ Right਍ഀ Max਍ഀ Max਍ഀ Beam Design OK਍ഀ Span= 26.50ft, Right Cant= 7.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.652 ; 1਍ഀ 2 k-ft਍ഀ 83਍ഀ Maximum Shear * 1.5਍ഀ Maximum Moment਍ഀ Allowable਍ഀ .਍ഀ 127.6 k-ft਍ഀ Allowable਍ഀ Max. Positive Moment਍ഀ 83.18਍ഀ k-ft at 12.97਍ഀ 7 ft Shear:਍ഀ Max. Negative Moment਍ഀ -8.04਍ഀ k-ft at 26.50਍ഀ 0 ft਍ഀ Max @ Left Support਍ഀ 0.00਍ഀ k-ft਍ഀ Camber:਍ഀ Max @ Right Support਍ഀ -29.82਍ഀ k-ft਍ഀ Max. M allow਍ഀ 127.60਍ഀ Reactions...਍ഀ fb 1,351.97 psi਍ഀ fv਍ഀ 108.80 psi਍ഀ Left DL 3.25 k਍ഀ Fb 2,074.08 psi਍ഀ Fv਍ഀ 240.00 psi਍ഀ Right DL 5.93 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever... DE਍ഀ Deflection਍ഀ -0.168 in਍ഀ -0.737 in਍ഀ Deflection਍ഀ ...Location਍ഀ 12.840 ft਍ഀ 13.113 ft਍ഀ ...Length/Deft਍ഀ ...Length/Dell਍ഀ 1,898.3਍ഀ 431.45਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 D.L਍ഀ . Defl )਍ഀ Deflection਍ഀ @ Center਍ഀ 0.251 in਍ഀ ...Length/Deft਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.168 in਍ഀ Page 1਍ഀ s 126d. ecw:Calculations਍ഀ 2.00 ft਍ഀ 0.00 ft਍ഀ 7.75 ft਍ഀ 21.4 k਍ഀ 47.3 k਍ഀ 12.85 k਍ഀ 14.28 k਍ഀ 0.000 in਍ഀ 0.251 in਍ഀ 0.168 in਍ഀ 12.85 k਍ഀ 21.98 k਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ 0.0਍ഀ 0.0਍ഀ 0.112 in਍ഀ 0.639 in਍ഀ 1,659.4਍ഀ 291.1਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ Cv 0.870 Rb਍ഀ @ Center਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Shear Analysis਍ഀ Design Shear਍ഀ Area Required਍ഀ Fv: Allowable਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ Max. Right Reaction਍ഀ 15.959 ft਍ഀ Sxx 738.281 in3਍ഀ 7.503਍ഀ Cl 0.998਍ഀ Max Moment਍ഀ Sxx Reo'd਍ഀ 83.18 k-ft਍ഀ 478.92 in3਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 29.82 k-ft਍ഀ 172.51 in3਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ 19.28 k਍ഀ 21.42 k਍ഀ 80.323 in2਍ഀ 89.253 in2਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ 12.85 k਍ഀ Bearing Length Req'd਍ഀ 21.98 k਍ഀ Bearing Length Req'd਍ഀ Area 196.875 in2਍ഀ Allowable fb਍ഀ 2,084.12 psi਍ഀ 2,087.26 psi਍ഀ 2,074.08 psi਍ഀ 2.260 in਍ഀ 3.864 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam s126d.ecw:Calculations਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B20਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ @ Center Span Location =਍ഀ @ Right Cant. Location =਍ഀ Q Left Cant. Location =਍ഀ Moment਍ഀ Shear਍ഀ 0.00 ft 0.00 k-ft਍ഀ 12.03 k਍ഀ 0.00 ft 0.00 k-ft਍ഀ 12.03 k਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ user: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B21਍ഀ General Timber Beam਍ഀ 4.;'~r਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s126d. ecw: Calculations਍ഀ Code਍ഀ 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Ref: 1997/2001 NDS਍ഀ General Information਍ഀ ,਍ഀ Section Name MicroLam: 5.25x11.87਍ഀ Center Span 4.50 ft .....Lu 0.00 ft਍ഀ 00 ft਍ഀ Lu 0਍ഀ ft਍ഀ Beam Width਍ഀ Beam Depth਍ഀ 5.250 in਍ഀ 11.875 in਍ഀ .਍ഀ ਍ഀ Left Cantilever਍ഀ Right Cantilever ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E 1,900.0ksi਍ഀ Point Loads਍ഀ Dead Load 5,928.0 Ibs਍ഀ Ibs Ibs Ibs਍ഀ Ibs਍ഀ Ibs਍ഀ Ibs਍ഀ Ibs IDS਍ഀ Ibs Ibs਍ഀ Live Load 16,047.0 Ibs਍ഀ ...distance 2.250 ft਍ഀ Ibs Ibs਍ഀ 0.000 ft 0.000 ft 0.000 ft 0.਍ഀ 000 ft 0.000 ft 0.000 ft਍ഀ Summary਍ഀ Beam Design OK਍ഀ via=਍ഀ Span= 4.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.930 : 1਍ഀ *਍ഀ 5 k਍ഀ 16਍ഀ Maximum Moment਍ഀ 1.5਍ഀ 24.8 k-ft Maximum Shear਍ഀ .਍ഀ 17਍ഀ 8 k਍ഀ Allowable਍ഀ 26.7 k-ft Allowable਍ഀ .਍ഀ Max. Positive Moment਍ഀ 24.76 k-ft at 2.250 ft Shear:਍ഀ @ Left਍ഀ @ Right਍ഀ 11.02 k਍ഀ 11.02 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft at 4.500 ft਍ഀ Max @ Left Support਍ഀ 0.00 k-ft Camber: @ Left਍ഀ @ Center਍ഀ 0.000in਍ഀ 0.021 in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Right਍ഀ 0.000 in਍ഀ Max. M allow਍ഀ 26.73 Reactions...਍ഀ fb 2,408.02 psi਍ഀ fv 265.18 psi Left DL 3.00 k਍ഀ Max਍ഀ 11.02k਍ഀ Fb 2,600.00 psi਍ഀ Fv 285.00 psi Right DL 3.00 k਍ഀ Max਍ഀ 11.02 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load Total Load Left Cantilever...y਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.014 in -0.052 in Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ 0਍ഀ 0਍ഀ ...Location਍ഀ 2.250 ft 2.250 ft ...Length/Dell਍ഀ 0.0਍ഀ .਍ഀ ...Length/Deft਍ഀ 3,837.7 1,040.69 Right Cantilever...਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl ) Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.021 in ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 0.000 ft Sxx 123.389 in3 Area਍ഀ 62.344 in2਍ഀ Cf 1.000 Rb਍ഀ 0.000 Cl Al਍ഀ R਍ഀ 'd਍ഀ lowable fb਍ഀ eo਍ഀ Max Moment Sxx਍ഀ @ Center਍ഀ 24.76 k-ft 114.28 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support @ Right Support਍ഀ Design Shear਍ഀ 16.53 k 16.53 k਍ഀ Area Required਍ഀ 58.008 in2 58.008 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi 285.00 psi਍ഀ Bearing @ Supports਍ഀ Left Reaction਍ഀ Max਍ഀ 11.02 k Bearing Length Req'd਍ഀ 2.799 in਍ഀ .਍ഀ Max. Right Reaction਍ഀ 11.02 k Bearing Length Req'd਍ഀ 2.799 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 - Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (01983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B21਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 11.02 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B25਍ഀ Timber Member Information਍ഀ DescriDtion I਍ഀ Span ft਍ഀ Timber Section਍ഀ Beam Width in਍ഀ Beam Depth in਍ഀ End Fixity਍ഀ Le: Unbraced Length ft਍ഀ Member Type਍ഀ Multi-Span Timber Beam਍ഀ 26.50਍ഀ 7.25਍ഀ 7.75਍ഀ 8.75x22.5਍ഀ •8.75x22.5਍ഀ 8.75x22.5਍ഀ 8.750਍ഀ 0.000਍ഀ 8.750਍ഀ 22.500਍ഀ 0.000਍ഀ 22.500਍ഀ Pin - Pin਍ഀ Pin - Pin਍ഀ Pin - Free਍ഀ 7.00਍ഀ 7.25਍ഀ 7.75਍ഀ GluLam਍ഀ Sawn਍ഀ GluLam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s 126d.ecw: Calculations਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Dead Load਍ഀ #/ft਍ഀ Live Load਍ഀ #/ft਍ഀ Dead Load @ Left਍ഀ #/ft਍ഀ Dead Load @ Right਍ഀ #/ft਍ഀ Live Load @ Left਍ഀ #/ft਍ഀ Live Load @ Right਍ഀ #/ft਍ഀ Start਍ഀ ft਍ഀ End਍ഀ ft਍ഀ Yes Yes Yes਍ഀ 295.00 295.00 295.00਍ഀ 780.00 780.00 780.00਍ഀ 195.00਍ഀ 195.00਍ഀ 11.250 7.250 7.750਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ 703.0਍ഀ 0.0਍ഀ 0.0਍ഀ @ X =਍ഀ ft j਍ഀ 9.54਍ഀ 0.00਍ഀ 7.75਍ഀ Max @ Left End਍ഀ in-k਍ഀ 0.0਍ഀ -1,199.7਍ഀ -387.4਍ഀ Max @ Right End਍ഀ in-k਍ഀ -1,199.7਍ഀ -387.4਍ഀ 0.0਍ഀ fb:Actual਍ഀ psi਍ഀ 1,625.0਍ഀ 0.0਍ഀ 524.7਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,075.5਍ഀ 0.0਍ഀ 2,343.2਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Shear @ Left਍ഀ k਍ഀ 12.20਍ഀ 13.23਍ഀ 8.33਍ഀ Shear @ Right਍ഀ k਍ഀ 18.48਍ഀ 5.44਍ഀ 0.00਍ഀ fv : Actual਍ഀ psi਍ഀ 124.9਍ഀ 0.0਍ഀ 48.2਍ഀ Fv : Allowable਍ഀ psi਍ഀ 240.0਍ഀ 0.0਍ഀ 240.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ li-teactlons do ueTlecTlon਍ഀ DL @ Left਍ഀ k਍ഀ 2.93਍ഀ 8.31਍ഀ 1.01਍ഀ LL @ Left਍ഀ k਍ഀ 9.27਍ഀ 23.41਍ഀ 1.89਍ഀ Total @ Left਍ഀ ki਍ഀ 12.20਍ഀ 31.72਍ഀ 2.89਍ഀ DL @ Right਍ഀ k਍ഀ 8.31਍ഀ 1.01਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 23.41਍ഀ 1.89਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 31.72਍ഀ 2.89਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.382਍ഀ 0.000਍ഀ 0.000਍ഀ @ X =਍ഀ ft਍ഀ 11.13਍ഀ 0.00਍ഀ 7.75਍ഀ Query values਍ഀ _਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ in-k਍ഀ 0.0਍ഀ -1,199.7਍ഀ -387.4਍ഀ Shear਍ഀ k;਍ഀ 12.2਍ഀ 13.2਍ഀ 8.3਍ഀ Deflection਍ഀ inl਍ഀ 0.0000਍ഀ 3896.8750਍ഀ 5207.0312਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: aeoooa Page 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d ecw:Calculations਍ഀ Description B26਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 12.50 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ 7.25 ft .....Lu 7.25 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left਍ഀ 375.00 #/ft਍ഀ LL @ Left਍ഀ 1,250.00 #/ft਍ഀ Start Loc਍ഀ -7.250 ft਍ഀ DL @ Right਍ഀ 375.00 #/ft਍ഀ LL @ Right਍ഀ 1,250.00 #/ft਍ഀ End Loc਍ഀ -4.750 It਍ഀ #2 DL @ Left਍ഀ 290.00 #/ft਍ഀ LL @ Left਍ഀ 965.00 #/ft਍ഀ Start Loc਍ഀ -4.750 ft਍ഀ DL @ Right਍ഀ 135.00 #/ft਍ഀ LL @ Right਍ഀ 450.00 #/ft਍ഀ End Loc਍ഀ 5.750 ft਍ഀ #3 DL @ Left਍ഀ 135.00 #/ft਍ഀ LL @ Left਍ഀ 450.00 #/ft਍ഀ StartLoc਍ഀ 5.750 It਍ഀ DL @ Right਍ഀ 235.00 #/ft਍ഀ LL @ Right਍ഀ 790.00 #/ft਍ഀ End Loc਍ഀ 12.500 ft਍ഀ Beam Design OK਍ഀ Span= 12.50ft, Left Cant= 7.25ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio 0.304 : 1਍ഀ Maximum Moment -38.7 k-ft Maximum Shear * 1.਍ഀ Allowable 137.6 k-ft Allowable਍ഀ Max. Positive Moment 10.66 k-ft at 7.469 ft Shear:਍ഀ Max. Negative Moment -9.89 k-ft at 0.000 ft਍ഀ Max @ Left Support -38.65 k-ft Camber:਍ഀ Max @ Right Support 0.00 k-ft਍ഀ Max. M allow 137.55 Reactions...਍ഀ fb 628.22 psi fv 72.92 psi Left DL਍ഀ Fb 2,235.80 psi Fv 240.00 psi Right DL਍ഀ Deflections਍ഀ 14.4 k਍ഀ 47.3 k਍ഀ @ Left਍ഀ 9.57 k਍ഀ @ Right਍ഀ 4.54 k਍ഀ @ Left਍ഀ 0.056in਍ഀ @ Center਍ഀ 0.007 in਍ഀ @ Right਍ഀ 5਍ഀ 0.000in਍ഀ 4.70 k Max 17.86 k਍ഀ 0.67 k Max 4.54 k਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Lett c:anmever..,਍ഀ uedu Ludu਍ഀ VICU LUau਍ഀ Deflection਍ഀ 0.004 in਍ഀ -0.019 in਍ഀ Deflection਍ഀ -0.037 in਍ഀ -0.190 in਍ഀ ...Location਍ഀ 3.695 ft਍ഀ 6.761 ft਍ഀ ...Length/Deft਍ഀ 4,669.9਍ഀ 915.6਍ഀ ...Length/Deft਍ഀ 34,037.8਍ഀ 8,013.55਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 *਍ഀ D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.007 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.056 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584਍ഀ Le 14.929 ft਍ഀ Sxx਍ഀ 738.281 in3 Area਍ഀ 196.875 in2਍ഀ Cv 0.938਍ഀ Rb 7.257਍ഀ Cl਍ഀ 0.998਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 10.66 k-ft਍ഀ 56.97 in3਍ഀ 2,246.49 psi਍ഀ @ Left Support਍ഀ 38.65 k-ft਍ഀ 207.44 in3਍ഀ 2,235.80 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,250.15 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 14.36 k਍ഀ 6.82 k਍ഀ Area Required਍ഀ 59.819 in2਍ഀ 28.397 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 17.86 k਍ഀ Bearing Length Req'd਍ഀ 3.140 in਍ഀ Max. Right Reaction਍ഀ 4.54 k਍ഀ Bearing Length Req'd਍ഀ 0.799 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ WE=਍ഀ Description B26਍ഀ General Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 2਍ഀ s126d.ecw:Calculations਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ -38.65 k-ft਍ഀ 8.21 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ • Left Cant. Location = 0.00 ft਍ഀ -38.65.k-ft਍ഀ 8.21 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B27਍ഀ General Timber Beam਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 10.75 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Point Loads਍ഀ _਍ഀ 932.0 Ibs਍ഀ Dead Load 2਍ഀ ^ 666.0 Ibs Ibs Ibs਍ഀ Ibs਍ഀ Ibs Ibs਍ഀ ,਍ഀ Live Load 9,689.0 Ibs਍ഀ 000 ft਍ഀ di਍ഀ 7਍ഀ 3,878.0 Ibs Ibs Ibs਍ഀ 000 ft 0.000 ft 0.਍ഀ 250 ft 0਍ഀ 7਍ഀ Ibs Ibs Ibs਍ഀ 000 ft 0.000 ft 0.000 ft਍ഀ stance਍ഀ .਍ഀ ਍ഀ .਍ഀ .਍ഀ Summary਍ഀ Beam Design OK਍ഀ Span= 10.75ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.366 : 1਍ഀ Maximum Moment਍ഀ 41.7 k-ft Maximum Shear ` 1.5਍ഀ 17.3 k਍ഀ Allowable਍ഀ 140.5 k-ft Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 41.74 k-ft at 7.009 it Shear:਍ഀ @ Left਍ഀ 6.14 k਍ഀ 54 k਍ഀ 11਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft at 10.750 ft਍ഀ @ Right਍ഀ .਍ഀ Max @ Left Support਍ഀ 0.00 k-ft Camber: @ Left਍ഀ 0.000 in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.017in਍ഀ @ Right਍ഀ O.000in਍ഀ Max. M allow਍ഀ 140.54 Reactions...਍ഀ fb 678.47 psi਍ഀ fV 87.92 psi Left DL 1.50 k਍ഀ Max਍ഀ 6.14 k਍ഀ Fb 2,284.34 psi਍ഀ Fv 240.00 psi Right DL 2.62 k਍ഀ Max਍ഀ 11.54 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load Total Load Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.011 in -0.049 in Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 5.805 ft 5.805 ft ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 11,718.1 2,657.11 Right Cantilever...਍ഀ Camber ( using 1.5 D.L.਍ഀ Defl ) Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.017 in ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ 0.000 ft Sxx 738.281 in3 Area਍ഀ 196.875 in2਍ഀ Cv 0.952 Rb਍ഀ 0.000 Cl 6139.319਍ഀ Max Moment Sxx Reo'd Allowable fb਍ഀ @ Center਍ഀ 41.74 k-ft 219.27 in3਍ഀ 2,284.34 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft 0.00 in3਍ഀ 2,284.34 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft 0.00 in3਍ഀ 2,284.34 psi਍ഀ Shear Analysis਍ഀ @ Left Support @ Right Support਍ഀ Design Shear਍ഀ 9.21 k 17.31 k਍ഀ Area Required਍ഀ 38.371 in2 72.126 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 6.14 k Bearing Length Req'd਍ഀ 1.079 in਍ഀ Max. Right Reaction਍ഀ 11.54 k Bearing Length Req'd਍ഀ 2.029 in਍ഀ rage I਍ഀ s 126d.ecw:Calculations਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ ME=਍ഀ Description B27਍ഀ General Timber Beam਍ഀ Page 2਍ഀ s 126d. ecw:Calculations਍ഀ Query Values਍ഀ EMT=਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 6.14 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B28਍ഀ General Timber Beam਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are use਍ഀ defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 20.17 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ 7.25 ft .....Lu 7.25 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Sim Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Full Length Uniform Loads਍ഀ zvaa~਍ഀ Center਍ഀ DL਍ഀ 170.00 #/ft਍ഀ LL 565.00 #/ft਍ഀ Left Cantilever਍ഀ DL਍ഀ #/ft਍ഀ LL #/ft਍ഀ Right Cantilever਍ഀ DL਍ഀ #/ft਍ഀ LL #/ft਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left਍ഀ 295.00 #/ft਍ഀ LL @ Left਍ഀ 990.00 #/ft਍ഀ Start Loc਍ഀ -7.250 ft਍ഀ DL @ Right਍ഀ 295.00 #/ft਍ഀ LL @ Right਍ഀ 990.00 #/ft਍ഀ End Loc਍ഀ -1.250 ft਍ഀ #2 DL @ Left਍ഀ 170.00 #/ft਍ഀ LL @ Left਍ഀ 565.00 #/ft਍ഀ Start Loc਍ഀ -1.250 ft਍ഀ DL @ Right਍ഀ 170.00 #/ft਍ഀ LL @ Right਍ഀ 565.00 #/ft਍ഀ End Loc਍ഀ 0.000 ft਍ഀ Point Loads਍ഀ Dead Load 1,497.OIbs Ibs Ibs ibs Ibs Ibs Ibs਍ഀ Live Load 4,642.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs਍ഀ ...distance 12.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft਍ഀ Beam Design OK਍ഀ Span= 20.17ft, Left Cant਍ഀ = 7.25ft, Beam Width = 8.750in x Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.483 ; 1਍ഀ Maximum Moment਍ഀ 63.3 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 17.9 k਍ഀ Allowable਍ഀ 131.2 k-ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 63.32 k-ft at਍ഀ 12.497 ft Shear:਍ഀ @ Left਍ഀ 11.94k਍ഀ Max. Negative Moment਍ഀ -8.91 k-ft at਍ഀ 0.000 ft਍ഀ @ Right਍ഀ 11.26 k਍ഀ Max @ Left Support਍ഀ -34.60 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.040in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.089in਍ഀ Max. M allow਍ഀ 131.17਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 1,029.14 psi਍ഀ fv 91.01 psi਍ഀ Left DL 5.54 k਍ഀ Max਍ഀ 20.92 k਍ഀ Fb 2,132.05 psi਍ഀ Fv 240.00 psi਍ഀ Right DL 2.68 k਍ഀ Max਍ഀ 11.26 k਍ഀ Deflections਍ഀ Center Span... Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load T਍ഀ Total Load-਍ഀ Deflection -0.059 in਍ഀ -0.298 in਍ഀ Deflection਍ഀ 0.027 in਍ഀ 0.287 in਍ഀ ...Location 10.962 ft਍ഀ 10.523 ft਍ഀ ...Length/Deft਍ഀ 6,489.5਍ഀ 606.1਍ഀ ...Length/Deft 4,088.2਍ഀ 813.32਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center 0.089 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left 0.040 in਍ഀ @ Right 0.000 in਍ഀ Page 1਍ഀ s 126d. ecw:Calculations਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Pa e 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam g਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:CalcuIations਍ഀ Description B28਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le 14.929 ft Sxx 738.281 in3 Area 196.875 in2਍ഀ Cv 0.894 Rb 7.257 Cl 0.998਍ഀ Max Moment਍ഀ Sxx Reo'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 63.32 k-ft਍ഀ 354.76 in3਍ഀ 2,141.70 psi਍ഀ @ Left Support਍ഀ 34.60 k-ft਍ഀ 194.73 in3਍ഀ 2,132.05 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,145.02 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 17.92 k਍ഀ 16.89 k਍ഀ Area Required਍ഀ 74.655 in2਍ഀ 70.361 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 20.92 k਍ഀ Bearing Length Req'd਍ഀ 3.678 in਍ഀ Max. Right Reaction਍ഀ 11.26 k਍ഀ Bearing Length Req'd਍ഀ 1.979 in਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft਍ഀ -34.60 k-ft਍ഀ 11.94 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft਍ഀ -34.60 k-ft਍ഀ 11.94 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Multi-Span Timber Beam਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B29 W਍ഀ 46~/ /਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 1਍ഀ s 126d.ecw:Calculations਍ഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ 3਍ഀ Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi਍ഀ Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span ft਍ഀ Timber Section਍ഀ 26.25 7.75 4.00਍ഀ 8.75x22.5 8.75x22.5 8.75x22,5਍ഀ Beam Width਍ഀ in਍ഀ 8.750਍ഀ 0.000਍ഀ 8.750਍ഀ Beam Depth਍ഀ in਍ഀ 22.500਍ഀ 0.000਍ഀ 22.500਍ഀ End Fixity਍ഀ Pin - Pin਍ഀ Pin - Pin਍ഀ Pin - Free਍ഀ Le: Unbraced Length਍ഀ ft਍ഀ 7.00਍ഀ 7.75਍ഀ 4.00਍ഀ Member Type਍ഀ GluLam਍ഀ Sawn਍ഀ GluLam਍ഀ Loads਍ഀ Live Load Used This Span ? I਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ #/ft਍ഀ 295.00਍ഀ 295.00਍ഀ 295.00਍ഀ Live Load਍ഀ #/ft਍ഀ 990.00਍ഀ 790.00਍ഀ 790.00਍ഀ Dead Load਍ഀ #/ft਍ഀ 75.00਍ഀ Live Load਍ഀ #/ft਍ഀ I਍ഀ 250.00਍ഀ Start਍ഀ ft਍ഀ End਍ഀ ft I਍ഀ 11.250਍ഀ 7.750਍ഀ 4.000਍ഀ Results਍ഀ = 77@ Cntr਍ഀ in-k਍ഀ 857.2਍ഀ 0.0਍ഀ 0.0਍ഀ @ X =਍ഀ ft਍ഀ 9.45਍ഀ 0.00਍ഀ 4.00਍ഀ Max @ Left End਍ഀ in-k਍ഀ 0.0਍ഀ -1,440.2਍ഀ -104.2਍ഀ Max @ Right End਍ഀ in k਍ഀ -1,440.2਍ഀ -104.2਍ഀ 0.0਍ഀ fb : Actual਍ഀ psi਍ഀ 1,950.8਍ഀ 0.0਍ഀ 141.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,077.4਍ഀ 0.0਍ഀ 2,391.4਍ഀ Shear @ Left਍ഀ k਍ഀ Shear @ Right਍ഀ k਍ഀ fv : Actual਍ഀ psi਍ഀ Fv : Allowable਍ഀ psi਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ 15.17਍ഀ 18.57਍ഀ 4.34਍ഀ 22.22਍ഀ 10.16਍ഀ 0.00਍ഀ 150.5਍ഀ 0.0਍ഀ 17.6਍ഀ 240.0਍ഀ 0.0਍ഀ 240.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions& Deflection਍ഀ DL @ Left kI਍ഀ 3.48਍ഀ 9.50਍ഀ -0.93਍ഀ LL @ Left k਍ഀ 11.68਍ഀ 31.29਍ഀ -4.89਍ഀ Total @ Left kI਍ഀ 15.17਍ഀ 40.79਍ഀ -5.82਍ഀ DL @ Right k਍ഀ 9.50਍ഀ -0.93਍ഀ 0.00਍ഀ LL @ Right k~਍ഀ 31.29਍ഀ -4.89਍ഀ 0.00਍ഀ Total @ Right k਍ഀ 40.79਍ഀ -5.82਍ഀ 0.00਍ഀ Max. Deflection in਍ഀ -0.455਍ഀ 0.000਍ഀ 0.000਍ഀ @ X = ft਍ഀ 10.85਍ഀ 0.00਍ഀ 4.00਍ഀ (query Values਍ഀ Location ft 0.00 0.00 0.00਍ഀ Moment in-k 0.0 -1,440.2 -104.2਍ഀ Shear. k 15.2 18.6 4.3਍ഀ Deflection in 0.0000 4204.3750 2712.5000਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238. V e r਍ഀ General Timber Beam਍ഀ Page 1਍ഀ s126d.ecw:Calculations਍ഀ Description B30਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 3.5x11.875਍ഀ Center Span਍ഀ 10.00 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 3.500 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft਍ഀ DL @ Right 210.00 #/ft LL @ Right 700.00 #/ft End Loc 0.000 ft਍ഀ Beam Design OK਍ഀ Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.391 : 1਍ഀ Maximum Moment਍ഀ 6.0 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 4.6 k਍ഀ Allowable਍ഀ 17.8 k-ft਍ഀ Allowable਍ഀ 11.8 k਍ഀ Max. Positive Moment਍ഀ 5.96 k-ft at਍ഀ 5.760 ft Shear:਍ഀ @ Left਍ഀ 1.57 k਍ഀ Max. Negative Moment਍ഀ -0.00 k-ft at਍ഀ 10.000 ft਍ഀ @ Right਍ഀ 3.08 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.042 in਍ഀ Max. M allow਍ഀ 17.82਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 869.58 psi਍ഀ fv 111.30 psi਍ഀ Left DL 0.40 k਍ഀ Max਍ഀ 1.57k਍ഀ Fb 2,600.00 psi਍ഀ Fv 285.00 psi਍ഀ Right DL 0.75 k਍ഀ Max਍ഀ 3.08 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.028 in਍ഀ -0.113 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 5.160 ft਍ഀ 5.200 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 4,293.6਍ഀ 1,062.33਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.042 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 0.000 ft਍ഀ Sxx਍ഀ 82.259 in3 Area਍ഀ 41.563 in2਍ഀ Cf 1.000਍ഀ Rb 0.000਍ഀ Cl਍ഀ 1567.176਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 5.96 k-ft਍ഀ 27.51 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 2.35 k਍ഀ 4.63 k਍ഀ Area Required਍ഀ 8.248 in2਍ഀ 16.231 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 1.57 k਍ഀ Bearing Length Req'd਍ഀ 0.597 in਍ഀ Max. Right Reaction਍ഀ 3.08 k਍ഀ Bearing Length Req'd਍ഀ 1.175 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ ME਍ഀ Description B30਍ഀ General Timber Beam਍ഀ Page 2਍ഀ s126d.ecw: Calculations਍ഀ Query Values਍ഀ I਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 1.57 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B32਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 14.00 ft ...Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ 2.00ft .....Lu 2.00 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ 3.00ft .....Lu 3.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center਍ഀ DL਍ഀ #/ft਍ഀ LL #/ft਍ഀ Left Cantilever਍ഀ DL਍ഀ #/ft਍ഀ LL #/ft਍ഀ Right Cantilever਍ഀ DL਍ഀ 60.00 #/ft '਍ഀ LL 200.00 #/ft਍ഀ Trapezoidal Loads਍ഀ #1 DL @ Left਍ഀ #/ft਍ഀ LL @ Left਍ഀ #/ft਍ഀ Start Loc਍ഀ -2.000 ft਍ഀ DL @ Right਍ഀ 210.00 #/ft਍ഀ LL @ Right਍ഀ 700.00 #/ft਍ഀ End Loc਍ഀ 5.000 ft਍ഀ #2 DL @ Left਍ഀ 60.00 #/ft਍ഀ LL @ Left਍ഀ 200.00 #/ft਍ഀ StartLoc਍ഀ 10.500 ft਍ഀ DL @ Right਍ഀ 60.00 #/ft਍ഀ LL @ Right਍ഀ 200.00 #/ft਍ഀ End Loc਍ഀ 14.000 ft਍ഀ #3 DL @ Left਍ഀ #/ft਍ഀ LL @ Left਍ഀ 700.00 #/ft਍ഀ Start Loc਍ഀ 5.000 ft਍ഀ DL @ Right਍ഀ 210.00 #/ft਍ഀ LL @ Right਍ഀ 700.00 #/ft਍ഀ End Loc਍ഀ 10.500 ft਍ഀ Point Loads਍ഀ Dead Load 401.0 Ibs਍ഀ 658.0 Ibs਍ഀ Ibs Ibs਍ഀ Ibs਍ഀ lbs Ibs਍ഀ Live Load 1,166.0lbs਍ഀ 2,626.0lbs਍ഀ Ibs Ibs਍ഀ Ibs਍ഀ Ibs Ibs਍ഀ ...distance -2.000 ft਍ഀ 10.500 ft 0.000 ft 0.000 ft 0.000਍ഀ ft 0.000 ft 0.000 ft਍ഀ Summary਍ഀ Beam Design OK਍ഀ Span= 14.00ft, Left Cant= 2਍ഀ .00ft, Right Cant= 3.00ft, B਍ഀ eam Width = 8.750in x Depth = 22.5in਍ഀ , Ends are Pin਍ഀ -Pin਍ഀ Max Stress Ratio਍ഀ 0.214 : 1਍ഀ Maximum Moment਍ഀ 23.8 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 10.1 k਍ഀ Allowable਍ഀ 136.5 k-ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 23.85 k-ft at਍ഀ 7.989 ft Shear:਍ഀ @ Left਍ഀ 5.72 k਍ഀ Max. Negative Moment਍ഀ -0.94 k-ft at਍ഀ 0.000 ft਍ഀ @ Right਍ഀ 6.73 k਍ഀ Max @ Left Support਍ഀ -3.40 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.006in਍ഀ Max @ Right Support਍ഀ -1.39 k-ft਍ഀ @ Center਍ഀ 0.016 in਍ഀ Max. M allow਍ഀ 136.54਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.011 in਍ഀ fb 387.65 psi਍ഀ fv 51.31 psi਍ഀ Left DL 1.87 k਍ഀ Max਍ഀ 7.65 k਍ഀ Fb 2,219.35 psi਍ഀ Fv 240.00 psi਍ഀ Right DL 1.80 k਍ഀ Max਍ഀ 7.66 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.011 in਍ഀ -0.059 in਍ഀ Deflection਍ഀ 0.004 in਍ഀ 0.024 in਍ഀ ...Location਍ഀ 7.304 ft਍ഀ 7.228 ft਍ഀ ...Length/Deft਍ഀ 11,765.6਍ഀ 1,964.5਍ഀ ...Length/Deft਍ഀ 15,584.2਍ഀ 2,850.75਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.007 in਍ഀ 0.040 in਍ഀ @ Center਍ഀ 0.016 in਍ഀ ...Length/Deft਍ഀ 9,980.3਍ഀ 1,793.5਍ഀ @ Left਍ഀ 0.006 in਍ഀ @ Right਍ഀ 0.011 in਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-਍ഀ (c)1983.2003 ENERCALC Engineerin਍ഀ Description B32਍ഀ 7 C-,਍ഀ Title: : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope :਍ഀ General Timber Beam Page 2਍ഀ va~r.JJ VQIV'਍ഀ Bending Analysis਍ഀ Ck 21.584 Le਍ഀ C਍ഀ 6.178 ft Sxx਍ഀ v 0.927 Rb਍ഀ 4.668 Cl਍ഀ Max Moment਍ഀ @ Center਍ഀ 23.85 k-ft਍ഀ @ Left Support਍ഀ 3.40 k-ft਍ഀ @ Right Support਍ഀ 1.39 k-ft਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ Design Shear਍ഀ 8.58 k਍ഀ Area Required਍ഀ 35.768 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 7.65 k਍ഀ Max. Right Reaction਍ഀ 7.66 k਍ഀ Query Values਍ഀ 'R਍ഀ &34Z9RL01਍ഀ M, V, & D @ Specified Locations਍ഀ @ Center Span Location =਍ഀ 0.00 ft਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft਍ഀ 738.281 in3਍ഀ 0.998਍ഀ Sxx Read਍ഀ 128.85 in3਍ഀ 18.39 in3਍ഀ 7.49 in3਍ഀ @ Right Support਍ഀ 10.10 k਍ഀ 42.087 in2਍ഀ 240.00 psi਍ഀ Bearing Length Req'd਍ഀ Bearing Length Req'd਍ഀ Moment਍ഀ -3.40 k-ft਍ഀ -3.40 k-ft਍ഀ -3.40 k-ft਍ഀ Area 196.875 in2਍ഀ Allowable fb਍ഀ 2,221.22 psi਍ഀ 2,221.22 psi਍ഀ 2,219.35 psi਍ഀ 1.344 in਍ഀ 1.346 in਍ഀ Shear਍ഀ 5.66 k਍ഀ 5.66 k਍ഀ 5.66 k਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ _ s126d.ecw:Calculations਍ഀ Description B33਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 5.25x9.5਍ഀ Center Span 5.00 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 5.250 in਍ഀ Left Cantilever ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 9.500 in਍ഀ Right Cantilever ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E 1,900.0ksi਍ഀ Point Loads਍ഀ vedu LDau I,25U4.U IDS IDs IDS Ibs Ibs Ibs Ibs਍ഀ Live Load 5,854.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs਍ഀ ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft਍ഀ Beam Design OK਍ഀ Span= 5.00ft, Beam Width਍ഀ = 5.250in x Depth = 9.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.562 : 1਍ഀ Maximum Moment਍ഀ 9.6 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 5.8 k਍ഀ Allowable਍ഀ 17.1 k-ft਍ഀ Allowable਍ഀ 14.2 k਍ഀ Max. Positive Moment਍ഀ 9.61 k-ft at਍ഀ 2.500 ft਍ഀ Shear:਍ഀ @ Left਍ഀ 3.86 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft at਍ഀ 5.000 ft਍ഀ @ Right਍ഀ 3.86 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.017in਍ഀ Max. M allow਍ഀ 17.11਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ O.000in਍ഀ fb 1,460.38 psi਍ഀ fV 116.07 psi਍ഀ Left DL਍ഀ 0.93 k਍ഀ Max਍ഀ 3.86 k਍ഀ Fb 2,600.00 psi਍ഀ Fv 285.00 psi਍ഀ Right DL਍ഀ 0.93 k਍ഀ Max਍ഀ 3.86 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ --.;Q਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.012 in਍ഀ -0.049 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 2.500 ft਍ഀ 2.500 ft਍ഀ ...Length/Defl਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 5,159.2਍ഀ 1,234.78਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.017 in਍ഀ ...Length/Defl਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 0.000 ft਍ഀ Sxx਍ഀ 78.969 in3 Area਍ഀ 49.875 in2਍ഀ Cf 1.000 Rb਍ഀ 0.000਍ഀ Cl਍ഀ 3859.306਍ഀ Max Moment਍ഀ Sxx Rea'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 9.61 k-ft਍ഀ 44.36 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 5.79 k਍ഀ 5.79 k਍ഀ Area Required਍ഀ 20.312 in2਍ഀ 20.312 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 3.86 k਍ഀ Bearing Length Req'd਍ഀ 0.980 in਍ഀ Max. Right Reaction਍ഀ 3.86 k਍ഀ Bearing Length Req'd਍ഀ 0.980 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003਍ഀ General Timber Beam਍ഀ Page 2਍ഀ (c) 1983-2003 ENERCALC Engineering Software਍ഀ s126d.ecw:Calculations਍ഀ Description B33਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 3.86 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft 0.00 k -ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 1਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (01983.2003 ENERCALC Enqineerinq Software s126d.ecw:Calculations਍ഀ Description B34਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ ਍ഀ Section Name 8.75x22.5਍ഀ Center Span਍ഀ 14.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 8.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 22.500 in਍ഀ Right Cantilever਍ഀ 3.00ft .....Lu 3.00 ft਍ഀ Member Type਍ഀ GluLam਍ഀ Douglas Fir, 24F - V8਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,400.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 240.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 650.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,700.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL਍ഀ 150.00 #/ft਍ഀ LL 500.00 #/ft਍ഀ Left Cantilever DL਍ഀ #/ft਍ഀ LL #/ft਍ഀ Right Cantilever DL਍ഀ 150.00 #/ft਍ഀ LL 500.00 #/ft਍ഀ Point Loads਍ഀ Dead Load 2,867.0 Ibs਍ഀ Ibs Ibs਍ഀ Ibs Ibs਍ഀ Ibs Ibs਍ഀ Live Load 5,638.0 Ibs਍ഀ Ibs Ibs਍ഀ Ibs Ibs਍ഀ Ibs Ibs਍ഀ ...distance 5.000 ft਍ഀ 0.000 ft 0.000 ft਍ഀ 0.000 ft 0.000 ft਍ഀ 0.000 ft 0.000ft਍ഀ Summary਍ഀ Beam Design OK਍ഀ Span= 14.00ft, Right Cant= 3.00ft, Bea਍ഀ m Width = 8.750in x਍ഀ Depth = 22.5in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.327 : 1਍ഀ Maximum Moment਍ഀ 42.7 k-ft਍ഀ Maximum Shear * 1.5਍ഀ 15.4 k਍ഀ Allowable਍ഀ 136.5 k-.ft਍ഀ Allowable਍ഀ 47.3 k਍ഀ Max. Positive Moment਍ഀ 42.67਍ഀ k-ft at 5.02਍ഀ 9 ft Shear:਍ഀ @ Left਍ഀ 10.29 k਍ഀ Max. Negative Moment਍ഀ -0.89਍ഀ k-ft at 14.000 ft਍ഀ @ Right਍ഀ 8.15 k਍ഀ Max @ Left Support਍ഀ 0.00਍ഀ k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ -3.14਍ഀ k-ft਍ഀ @ Center਍ഀ 0.043in਍ഀ Max. Mallow਍ഀ 136.54਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.025 in਍ഀ fb 693.58 psi਍ഀ fv਍ഀ 78.39 psi਍ഀ Left DL 3.16 k਍ഀ Max਍ഀ 10.29 k਍ഀ Fb 2,219.35 psi਍ഀ Fv਍ഀ 240.00 psi਍ഀ Right DL 3.07 k਍ഀ Max਍ഀ 10.24 k਍ഀ Deflections਍ഀ Center Span... Dead Load਍ഀ Total Load਍ഀ Left Cantilever... Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.029 in਍ഀ -0.095 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 6.592 ft਍ഀ 6.660 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 5,849.0਍ഀ 1,776.86਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.017 in਍ഀ 0.058 in਍ഀ @ Center਍ഀ 0.043 in਍ഀ ...Length/Dell਍ഀ 4,253.3਍ഀ 1,239.2਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.025 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ (c)1983.2003 ENERCALC Engineering Software਍ഀ Description B34਍ഀ General Timber Beam਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 2਍ഀ s 126d.ecw: Calculations਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.584 Le 6.178 ft Sxx 738.281 in3 Area 196.875 in2਍ഀ Cv 0.927 Rb 4.668 Cl 0.998਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 42.67 k-ft਍ഀ 230.53 in3਍ഀ 2,221.22 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,224.79 psi਍ഀ @ Right Support਍ഀ 3.14 k-ft਍ഀ 16.98 in3਍ഀ 2,219.35 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 15.43 k਍ഀ 12.22 k '਍ഀ Area Required਍ഀ 64.305 in2਍ഀ 50.917 in2਍ഀ Fv: Allowable਍ഀ 240.00 psi਍ഀ 240.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 10.29 k਍ഀ Bearing Length Req'd਍ഀ 1.809 in਍ഀ Max. Right Reaction਍ഀ 10.24 k਍ഀ Bearing Length Req'd਍ഀ 1.800 in਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft਍ഀ 0.00 k-ft਍ഀ 10.13 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft਍ഀ 0.00 k-ft਍ഀ 10.13 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ C-%~/਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description :਍ഀ Scope਍ഀ Rev: 580004਍ഀ user: KW-0606238,Ver 5.8.0, 1-Dec-2003 Multi-Span Timber Beam Page 1਍ഀ (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calcu1ations਍ഀ Description B35਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Douglas Fir, 24F - V8਍ഀ Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi਍ഀ Spans Considered Continuous Over Support਍ഀ Fv :਍ഀ Basic Allow 240.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span ft਍ഀ 9.00਍ഀ 7.75਍ഀ 4.00਍ഀ Timber Section਍ഀ 8.75x22.5਍ഀ 8.75x22.5਍ഀ 835x22.5਍ഀ Beam Width in਍ഀ 8.750਍ഀ 0.000਍ഀ 8.750਍ഀ Beam Depth in਍ഀ 22.500਍ഀ 0.000਍ഀ 22.500਍ഀ End Fixity਍ഀ Pin - Pin਍ഀ Pin - Pin਍ഀ Pin - Free਍ഀ Le: Unbraced Length ft਍ഀ 2.00਍ഀ 2.00਍ഀ 4.00਍ഀ Member Type਍ഀ GluLam਍ഀ Sawn਍ഀ GluLam਍ഀ Loads਍ഀ Live Load Used This Span ?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ #/ft਍ഀ 135.00਍ഀ 135.00਍ഀ Live Load਍ഀ #/ft~਍ഀ 450.00਍ഀ 450.00਍ഀ Dead Load਍ഀ #/ft਍ഀ 135.00਍ഀ Live Load਍ഀ #/ft਍ഀ 450.00਍ഀ Start਍ഀ ft਍ഀ 5.000਍ഀ End਍ഀ ft਍ഀ 9.000਍ഀ 7.750਍ഀ 4.000਍ഀ Dead Load @ Left਍ഀ #/ft;਍ഀ 75.00਍ഀ Dead Load @ Right਍ഀ #/ft਍ഀ Live Load @ Left਍ഀ #/ft਍ഀ 250.00਍ഀ Live Load @ Right਍ഀ #/ft਍ഀ Start਍ഀ ft਍ഀ End਍ഀ ft਍ഀ 5.000਍ഀ 7.750਍ഀ 4.000਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ 15.5਍ഀ 4.2਍ഀ 0.0਍ഀ @ X =਍ഀ ft਍ഀ 4.38਍ഀ 3.62਍ഀ 4.00਍ഀ Max @ Left End਍ഀ in-k਍ഀ 0.0਍ഀ -41.3਍ഀ -56.2਍ഀ Max @ Right End਍ഀ in-k਍ഀ -41.3਍ഀ -56.2਍ഀ 0.0਍ഀ fb : Actual਍ഀ psi਍ഀ 56.0਍ഀ 0.0਍ഀ 76.1਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,321.4਍ഀ 0.0਍ഀ 2,391.4਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Shear @ Left਍ഀ k਍ഀ 0.80਍ഀ 2.11਍ഀ 2.34਍ഀ Shear @ Right਍ഀ k਍ഀ 2.35਍ഀ 2.43਍ഀ 0.00਍ഀ fv : Actual਍ഀ psi਍ഀ 9.4਍ഀ 0.0਍ഀ 9.5਍ഀ Fv : Allowable਍ഀ psi਍ഀ 240.0਍ഀ 0.0਍ഀ 240.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions & Deflection਍ഀ DL @ Left਍ഀ k਍ഀ 0.18਍ഀ 1.03਍ഀ 1.10਍ഀ LL @ Left਍ഀ k਍ഀ 0.61਍ഀ 3.43਍ഀ 3.67਍ഀ Total @ Left਍ഀ k਍ഀ 0.80਍ഀ 4.46਍ഀ 4.77਍ഀ DL @ Right਍ഀ k਍ഀ 1.03਍ഀ 1.10਍ഀ 0.00਍ഀ LL @ Right਍ഀ k਍ഀ 3.43਍ഀ 3.67਍ഀ 0.00਍ഀ Total @ Right਍ഀ k਍ഀ 4.46਍ഀ 4.77਍ഀ 0.00਍ഀ Max. Deflection਍ഀ in਍ഀ -0.001਍ഀ 0.000਍ഀ 0.000਍ഀ @ X =਍ഀ ft਍ഀ 4.08਍ഀ 0.00਍ഀ 4.00਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ l਍ഀ in-k਍ഀ 0.0਍ഀ -41.3਍ഀ -56.2਍ഀ Shear਍ഀ k਍ഀ 0.8਍ഀ 2.1਍ഀ 2.3਍ഀ Deflection਍ഀ in l਍ഀ 0.0000਍ഀ 2266.8750਍ഀ 1462.5000਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 1 ffl਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 ~~G~eneral Timber Beam s126d.ecw:Calculations਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ Description B36਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user aerlnea਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span਍ഀ 7.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ 3.50ft .....Lu 3.50 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 45.00 #/ft LL 150.00 #/ft਍ഀ Left Cantilever DL 45.00 #/ft LL 150.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Summary 1,਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Left Cant=਍ഀ 3.50ft, Beam Width = 1.750in x De਍ഀ pth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.222 : 1਍ഀ Maximum Moment਍ഀ -1.2 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 1.3 k਍ഀ Allowable਍ഀ 8.1 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 1.08 k-ft਍ഀ at 3.73਍ഀ 1 ft Shear:਍ഀ @ Left਍ഀ 0.88 k਍ഀ 66 k਍ഀ 0਍ഀ Max. Negative Moment਍ഀ -0.31 k-ft਍ഀ at 0.000 ft਍ഀ @ Right਍ഀ .਍ഀ Max @ Left Support਍ഀ -1.23 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.005in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.004in਍ഀ @ Right਍ഀ 0.000in਍ഀ Max. M allow਍ഀ 8.05਍ഀ Reactions...਍ഀ fb 357.50 psi਍ഀ fv਍ഀ 6317 psi਍ഀ Left DL 0.39 k਍ഀ Max਍ഀ 1.58 k਍ഀ Fb 2,349.14 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL 0.13 k਍ഀ Max਍ഀ 0.66 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Load਍ഀ Dead਍ഀ Tota਍ഀ l Loa਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ in਍ഀ 0਍ഀ in਍ഀ -0.020਍ഀ Deflection਍ഀ -0.003਍ഀ i਍ഀ in਍ഀ -0.042 in਍ഀ ...Location਍ഀ 4.066 ft਍ഀ 3.563 ft਍ഀ ...Length/Deft਍ഀ 24,278.1਍ഀ 2,017.4਍ഀ ...Length/Deft਍ഀ 34,659.9਍ഀ 4,240.90਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.004 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.005 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 7.207 ft਍ഀ Sxx਍ഀ 41.130 in3 Area 20.781 in2਍ഀ 000 Rb਍ഀ Cf 1਍ഀ 18.316਍ഀ Cl਍ഀ 0.966਍ഀ .਍ഀ Max Moment਍ഀ Sxx Read਍ഀ @ Center਍ഀ 1.08 k-ft਍ഀ 5.15 in3਍ഀ @ Left Support਍ഀ 1.23 k-ft਍ഀ 6.26 in3਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 1.31 k਍ഀ 0.98 k਍ഀ Area Required਍ഀ 4.606 in2਍ഀ 3.455 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 1.58 k਍ഀ Bearing Length Req'd਍ഀ Max. Right Reaction਍ഀ 0.66 k਍ഀ Bearing Length Req'd਍ഀ Allowable fb਍ഀ 2,510.60 psi਍ഀ 2,349.14 psi਍ഀ 2,600.00 psi਍ഀ 1.200 in਍ഀ 0.500 in਍ഀ t/ a਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ User; KW-0606238, Ve, 1-Dec-2003਍ഀ (c)19833-2 -2003 3 ENE ENERCALC LC En Engineering Software਍ഀ General Timber Beam਍ഀ Page 2਍ഀ s126d ecw Calculations਍ഀ Description B36਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment r਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location =਍ഀ 0.00 ft 1.23 k-ft਍ഀ 0.88 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 it 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft 1.23 k-ft਍ഀ 0.88 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 1਍ഀ User: KW-0606238• Ver5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software _ s126d_ecw:Calculations਍ഀ Description B37਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span਍ഀ 7.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ 3.00ft .....Lu 3.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000 pcf਍ഀ E਍ഀ 1,900.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 45.00 #/ft LL 150.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL 105.00 #/ft LL 350.00 #/ft਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Right Cant= 3.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.345 : 1਍ഀ Maximum Moment਍ഀ -2.1 k-ft਍ഀ Maximum Shear * 1.਍ഀ 5਍ഀ 2.0 k਍ഀ Allowable਍ഀ 8.3 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 0.99 k-ft਍ഀ at਍ഀ 3.160 ft Shear:਍ഀ @ Left਍ഀ 0.63 k਍ഀ Max. Negative Moment਍ഀ -0.50 k-ft਍ഀ at਍ഀ 7.000 ft਍ഀ @ Right਍ഀ 1.36 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000in਍ഀ Max @ Right Support਍ഀ -2.07 k-ft਍ഀ @ Center਍ഀ 0.001 in਍ഀ @ Right਍ഀ 0.013 in਍ഀ Max. M allow਍ഀ 8.29਍ഀ Reactions...਍ഀ fb 604.01 psi਍ഀ fv਍ഀ 98.29 psi਍ഀ Left DL 0.10 k਍ഀ Max਍ഀ 0.63 k਍ഀ Fb 2,417.97 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL 0.58 k਍ഀ Max਍ഀ 2.38 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ ueaa Loaa਍ഀ I oral Loaa਍ഀ Deflection਍ഀ 0.001 in਍ഀ -0.018 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 5.760 ft਍ഀ 3.360 ft਍ഀ ...Length/Dell਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 94,607.0਍ഀ 4,750.62਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 *਍ഀ D.L. Defl )਍ഀ Deflection਍ഀ -0.009 in਍ഀ -0.063 in਍ഀ @ Center਍ഀ 0.001 in਍ഀ ...Length/Deft਍ഀ 8,069.9਍ഀ 1,150.7਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.013 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 6.178 It਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000਍ഀ Rb 16.958਍ഀ Cl਍ഀ 0.966਍ഀ Max Moment਍ഀ Sxx Rep'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 0.99 k-ft਍ഀ 4.73 in3਍ഀ 2,510.60 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 2.07 k-ft਍ഀ 10.27 in3਍ഀ 2,417.97 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 0.94 k਍ഀ 2.04 k਍ഀ Area Required਍ഀ 3.313 in2਍ഀ 7.167 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 0.63 k਍ഀ Bearing Length Req'd਍ഀ 0.480 in਍ഀ Max. Right Reaction਍ഀ 2.38 k਍ഀ Bearing Length Req'd਍ഀ 1.810 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (,IIQa20nna cnicorni r ❑„~~„oo.t.,,. snkwa.c s 126d.ecw: Calculations਍ഀ Description B37਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.40 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.40 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ &0 , I਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Rev: 580004 Page 1਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Multi-Span Timber Beam਍ഀ (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B38਍ഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Truss Joist - MacMillan, Microl-am 1.9 E Fb : Basic Allow 2,600.0 psi Elastic Modulus 1,900.0 ksi਍ഀ Spans Considered Continuous Over Support Fv : Basic Allow 285.0 psi Load Duration Factor 1.000਍ഀ Timber Member Information਍ഀ Description਍ഀ Span਍ഀ ft਍ഀ 6.00਍ഀ 4.50਍ഀ 5.00਍ഀ Timber Section਍ഀ Microl-am:਍ഀ 5.25x11.8਍ഀ Beam Width਍ഀ in਍ഀ 5.250਍ഀ 0.000਍ഀ 0.000਍ഀ Beam Depth਍ഀ in਍ഀ 11.875਍ഀ 0.000਍ഀ 0.000਍ഀ End Fixity਍ഀ Free - Pin਍ഀ Pin - Pin਍ഀ Pin - Pin਍ഀ Le: Unbraced Length਍ഀ ft਍ഀ 6.00਍ഀ 4.00਍ഀ 0.00਍ഀ Member Type਍ഀ Sawn਍ഀ Sawn਍ഀ Loads਍ഀ Live Load Used This Span?਍ഀ Yes਍ഀ Yes਍ഀ Yes਍ഀ Dead Load਍ഀ #/ft਍ഀ 120.00਍ഀ 120.00਍ഀ 120.00਍ഀ Live Load਍ഀ #/ft;਍ഀ 400.00਍ഀ 400.00਍ഀ 400.00਍ഀ Dead Load਍ഀ #/ft 1਍ഀ 175.00਍ഀ Live Load਍ഀ #/ft਍ഀ 575.00਍ഀ Start਍ഀ ft਍ഀ End਍ഀ ft਍ഀ 3.000਍ഀ 4.500਍ഀ 5.000਍ഀ Point #1 Dead Load਍ഀ Ibs਍ഀ 1,800.00਍ഀ Live Load਍ഀ Ibs਍ഀ 5,900.00਍ഀ @ X਍ഀ ft਍ഀ 2.500਍ഀ Results਍ഀ Mmax @ Cntr਍ഀ in-k਍ഀ 0.0਍ഀ 0.0਍ഀ 131.0਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 2.50਍ഀ Max @ Left End਍ഀ in-k਍ഀ 0.0਍ഀ -233.8਍ഀ -8.0਍ഀ Max @ Right End਍ഀ in-k਍ഀ -233.8਍ഀ -8.0਍ഀ 0.0਍ഀ fb : Actual਍ഀ psi਍ഀ 1,895.0਍ഀ 0.0਍ഀ 0.0਍ഀ Fb : Allowable਍ഀ psi਍ഀ 2,578.6਍ഀ 0.0਍ഀ 0.0਍ഀ Bending OK਍ഀ Bending OK਍ഀ Bending OK਍ഀ Shear @ Left਍ഀ k'਍ഀ ~਍ഀ 0.00਍ഀ 5.35਍ഀ 5.28਍ഀ 02਍ഀ 5਍ഀ Shear @ Right਍ഀ k਍ഀ 5.37਍ഀ 3.01਍ഀ .਍ഀ fv : Actual਍ഀ psi਍ഀ 116.7਍ഀ 0.0਍ഀ 0.0਍ഀ Fv : Allowable਍ഀ psi਍ഀ 285.0਍ഀ 0.0਍ഀ 0.0਍ഀ Shear OK਍ഀ Shear OK਍ഀ Shear OK਍ഀ Reactions & Deflection਍ഀ DL @ Left਍ഀ k਍ഀ 0.00਍ഀ 2.48਍ഀ 0.53਍ഀ LL @ Left਍ഀ k਍ഀ 0.00਍ഀ 8.24਍ഀ 1.74਍ഀ Total @ Left਍ഀ k਍ഀ 0.00਍ഀ 10.72਍ഀ 2.27਍ഀ DL @ Right਍ഀ k਍ഀ 2.48਍ഀ 0.53਍ഀ 1.17਍ഀ LL @ Right਍ഀ k਍ഀ ' 8.24਍ഀ 1.74਍ഀ 185਍ഀ Total @ Right਍ഀ k਍ഀ 10.72਍ഀ 2.27਍ഀ 5.02਍ഀ Max. Deflection਍ഀ in਍ഀ -0.233਍ഀ 0.000਍ഀ 0.000਍ഀ @ X =਍ഀ ft਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Query Values਍ഀ Location਍ഀ ft਍ഀ s;਍ഀ 0.00਍ഀ 0.00਍ഀ 0.00਍ഀ Moment਍ഀ in-k਍ഀ 0.0਍ഀ -233.8਍ഀ -8.0਍ഀ Shear਍ഀ k਍ഀ 0.0਍ഀ 5.4਍ഀ 5.3਍ഀ Deflection਍ഀ in਍ഀ -0.2334਍ഀ 1170.0000਍ഀ -਍ഀ Y਍ഀ 1300.0000਍ഀ t t! ~i਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B38A਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span 8.00 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever ft ..Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever ft ...Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E 1,900.0ksi਍ഀ Full Lenqth Uniform Loads਍ഀ Center DL 55.00 Wit LL 175.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Beam Design OK਍ഀ Span= 8.00ft, Beam Width਍ഀ = 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.238 : 1਍ഀ Maximum Moment਍ഀ 1.9 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 1.4 k਍ഀ Allowable਍ഀ 8.9 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 1.88 k-ft਍ഀ at਍ഀ 4.000 ft਍ഀ Shear:਍ഀ @ Left਍ഀ 0਍ഀ 94 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft਍ഀ at਍ഀ 0.000 It਍ഀ @ Right਍ഀ .਍ഀ 0.94 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000 in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.018 in਍ഀ Max. M allow਍ഀ 8.91਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 548.63 psi਍ഀ fv਍ഀ 67.86 psi਍ഀ :Left DL਍ഀ 0.24 k਍ഀ Max਍ഀ 0.94 k਍ഀ Fb 2,600.00 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL਍ഀ 0.24 k਍ഀ Max਍ഀ 0.94 k਍ഀ De਍ഀ flections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.012 in਍ഀ -0.047 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 4.000 ft਍ഀ 4.000 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 8,048.8਍ഀ 2,056.31਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 ' D.L.਍ഀ Dell )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0਍ഀ 000 in਍ഀ @ Center਍ഀ 0.018 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ .਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 0.000 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000 Rb਍ഀ 0.000਍ഀ Cl਍ഀ 940.204਍ഀ Max Moment਍ഀ Sxx Req'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 1.88 k-ft਍ഀ 8.68 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 1.41 k਍ഀ 1.41 k਍ഀ Area Required਍ഀ 4.948 in2਍ഀ 4.948 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 0.94 k਍ഀ Bearing Length Req'd਍ഀ 0.716 in਍ഀ Max. Right Reaction਍ഀ 0.94 k਍ഀ Bearing Length Req'd਍ഀ 0.716 in਍ഀ ,9~ 6,਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ 119V: bauuu4 Page 2਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam਍ഀ (c)1983-2003 ENERCALC Enqineerinq Software s126d.ecw:Calculations਍ഀ Description B38A਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.94 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ • Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ i਍ഀ 9W-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam਍ഀ 3-2003 ENERCALC Engineering Software਍ഀ Description B39਍ഀ Page 1਍ഀ s 126d.ecw: Calculations਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span਍ഀ 7.00 ft .....Lu 0.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center . DL 30.00 #/ft LL 100.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.120 : 1਍ഀ Maximum Moment਍ഀ 0.8 k-ft਍ഀ Maximum Shear * 1.਍ഀ Allowable਍ഀ 8.9 k-ft਍ഀ Allowable਍ഀ Max. Positive Moment਍ഀ 0.83 k-ft at 3.500 ft਍ഀ Shear:਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft at 7.000 ft਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ Max. M allow 8.91 Reactions...਍ഀ fb 241.34 psi fv 34.12 psi Left DL਍ഀ Fb 2,600.00 psi Fv 285.00 psi Right DL਍ഀ Deflections਍ഀ 0.7 k਍ഀ 5.9 k਍ഀ @ Left਍ഀ 0.47 k਍ഀ @ Right਍ഀ 0.47 k਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.006 in਍ഀ @ Right਍ഀ 5਍ഀ 0.000in਍ഀ 0.12 k Max 0.47 k਍ഀ 0.12 k Max 0.47 k਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.004 in਍ഀ -0.016 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 3.500 ft਍ഀ 3.500 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 20,583.9਍ഀ 5,342.31਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.006 in਍ഀ ...Length/Dell਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 0.000 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000਍ഀ Rb 0.000਍ഀ Cl਍ഀ 472.678਍ഀ Max Moment਍ഀ Sxx Rea'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 0.83 k-ft਍ഀ 3.82 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 0.71 k਍ഀ 0.71 k਍ഀ Area Required਍ഀ 2.488 in2਍ഀ 2.488 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 0.47 k਍ഀ Bearing Length Req'd਍ഀ 0.360 in਍ഀ Max. Right Reaction਍ഀ 0.47 k਍ഀ Bearing Length Req'd਍ഀ 0.360 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ ~ ~,)G /਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B39਍ഀ query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ mommoomomm਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.47 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B40਍ഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam:1.75x11.87਍ഀ Center Span਍ഀ 7.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ 3.50ft ...Lu 3.50 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ It ...Lu 0.00 ft਍ഀ Member Type Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000 pcf਍ഀ E਍ഀ 1,900.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL਍ഀ Left Cantilever DL਍ഀ Right Cantilever DL਍ഀ 115.00 Wit LL 375.00 #/ft਍ഀ 115.00 #/ft LL 375.00 #/ft਍ഀ #/ft LL #/ft਍ഀ '਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Left Cant= 3.50ft, Beam Width = 1.750in਍ഀ x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.549 : 1਍ഀ Maximum Moment਍ഀ -3.0 k-ft਍ഀ Maximum Shear "਍ഀ 1.5਍ഀ 3.2 k਍ഀ Allowable਍ഀ 8.1 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 2.68 k-ft at਍ഀ 3.731 ft Shear:਍ഀ @ Left਍ഀ 2਍ഀ 17 k਍ഀ Max. Negative Moment਍ഀ -0.74 k-ft at਍ഀ 0.000 ft਍ഀ @ Right਍ഀ .਍ഀ 1.63 k਍ഀ Max @ Left Support਍ഀ -3.03 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.012in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.009in਍ഀ Max. M allow਍ഀ 8.05਍ഀ Reactions...਍ഀ ਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 884.67 psi਍ഀ fv 156.33 psi਍ഀ Left DL 0.95 k:਍ഀ Max਍ഀ 3.90k਍ഀ Fb 2,349.14 psi਍ഀ Fv 285.00 psi਍ഀ Right DL 0.32 k਍ഀ Max਍ഀ 1.63 k਍ഀ De਍ഀ flections .਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.006 in਍ഀ -0.049 in਍ഀ Deflection਍ഀ -0.008 in਍ഀ -0.103 in਍ഀ ...Location਍ഀ 4.066 ft਍ഀ 3.563 ft਍ഀ ...Length/Dell਍ഀ 10,121.9਍ഀ 811.8਍ഀ ...Length/Deft਍ഀ 14,450.2਍ഀ 1,704.57਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0਍ഀ 000 in਍ഀ @ Center਍ഀ 0.009 in਍ഀ ...Length/Defl਍ഀ 0.0਍ഀ .਍ഀ 0਍ഀ 0਍ഀ @ Left਍ഀ 0.012 in਍ഀ .਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 7.207 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000 Rb਍ഀ 18.316਍ഀ Cl਍ഀ 0.966਍ഀ Max Moment਍ഀ Sxx Rea'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 2.68 k-ft਍ഀ 12.79 in3਍ഀ 2,510.60 psi਍ഀ @ Left Support਍ഀ 3.03 k-ft਍ഀ 15.49 in3਍ഀ 2,349.14 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 3.25 k਍ഀ 2.44 k਍ഀ Area Required਍ഀ 11.399 in2਍ഀ 8.566 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 3.90 k਍ഀ Bearing Length Req'd਍ഀ 2.970 in਍ഀ Max. Right Reaction਍ഀ 1.63 k਍ഀ Bearing Length Req'd਍ഀ 1.240 in਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003਍ഀ _(c)1983.2003 ENERCALC Engineering Software਍ഀ Description B40਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ General Timber Beam਍ഀ ~ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ @ Center Span Location = 0.00 ft਍ഀ -3.03 k-ft਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ -3.03 k-ft਍ഀ Shear਍ഀ 2.17 k਍ഀ 0.00 k਍ഀ 2.17 k਍ഀ -e~ 4~1 , r਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Page 2਍ഀ s 126d.ecw:Calculations਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Fiev: stiooua਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (61983-2003 ENERCALC Enaineerina Software s126d.ecw:Calculations਍ഀ Description B41਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span਍ഀ 7.00 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever਍ഀ ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever਍ഀ 3.00ft .....Lu 3.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow਍ഀ 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow਍ഀ 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow਍ഀ 750.0 psi਍ഀ Wood Density਍ഀ 35.000pcf਍ഀ E਍ഀ 1,900.0ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 115.00 #/ft LL 375.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL 115.00 #/ft LL 375.00 #/ft਍ഀ Beam Design OK਍ഀ Span= 7.00ft, Right Cant= 3.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0.519 : 1਍ഀ Maximum Moment਍ഀ 2.8 k-ft਍ഀ Maximum Shear * 1.਍ഀ Allowable਍ഀ 8.3 k-ft਍ഀ Allowable਍ഀ Max. Positive Moment਍ഀ 2.77 k-ft at 3.360 ft਍ഀ Shear:਍ഀ Max. Negative Moment਍ഀ -0.54 k-ft at 7.000 ft਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ Max @ Right Support਍ഀ -2.23 k-ft਍ഀ Max. M allow਍ഀ fb 807.60 psi਍ഀ Fb 2,417.97 psi਍ഀ 8.29਍ഀ fv 148.04 psi਍ഀ Fv 285.00 psi਍ഀ Reactions...਍ഀ Left DL਍ഀ Right DL਍ഀ 3.1 k਍ഀ 5.9 k਍ഀ @ Left਍ഀ 1.66 k਍ഀ @ Right਍ഀ 2.05 k਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.012 in਍ഀ @ Right਍ഀ 5਍ഀ 0.001 in਍ഀ 0.34 k Max 1.66k਍ഀ 0.86 k Max 3.54 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.008 in਍ഀ -0.051 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 3.160 ft਍ഀ 3.440 ft਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 10,615.4਍ഀ 1,631.36਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 *਍ഀ D.L. Defl )਍ഀ Deflection਍ഀ 0.001 in਍ഀ 0.060 in਍ഀ @ Center਍ഀ 0.012 in਍ഀ ...Length/Deft਍ഀ 114,458.6਍ഀ 1,204.9਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.001 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 6.178 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000਍ഀ Rb 16.958਍ഀ Cl਍ഀ 0.966਍ഀ Max Moment਍ഀ Sxx Reg'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 2.77 k-ft਍ഀ 13.23 in3਍ഀ 2,510.60 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 2.23 k-ft਍ഀ 11.06 in3਍ഀ 2,417.97 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 2.48 k਍ഀ 3.08 k਍ഀ Area Required਍ഀ 8.713 in2਍ഀ 10.794 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 1.66 k਍ഀ Bearing Length Req'd਍ഀ 1.261 in਍ഀ Max. Right Reaction਍ഀ 3.54 k਍ഀ Bearing Length Req'd਍ഀ 2.694 in਍ഀ 4 s f' '਍ഀ \ J਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description :਍ഀ Scope :਍ഀ Rev: 580004 2਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Genera! Timber Beam Page਍ഀ (c)1983.2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B41਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ • Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 1.41 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 1.41 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1਍ഀ (c)1983-2003 ENERCALC Engineering Software s 1 26d.ecw:Calculations਍ഀ Description B42਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87਍ഀ Center Span 16.50 ft .....Lu 2.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Left Cantilever ft .....Lu 0.00 ft਍ഀ Beam Depth਍ഀ 11.875 in਍ഀ Right Cantilever ft .....Lu 0.00 ft਍ഀ Member Type਍ഀ Manuf/So.Pine਍ഀ Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt. Added to Loads਍ഀ Fb Base Allow 2,600.0 psi਍ഀ Load Dur. Factor਍ഀ 1.000਍ഀ Fv Allow 285.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin਍ഀ Fc Allow 750.0 psi਍ഀ Wood Density਍ഀ 35.000 pcf਍ഀ E 1,900.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL 45.00 #/ft LL 150.00 #/ft਍ഀ Left Cantilever DL #/ft LL #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ "••'•••G'r਍ഀ Beam Design OK਍ഀ ਍ഀ Span= 16.50ft, Beam Width਍ഀ = 1.750in x Depth = 11.8਍ഀ 75in, Ends are Pin-Pin਍ഀ Max Stress Ratio਍ഀ 0791 : 1਍ഀ Maximum Moment਍ഀ 6.8 k-ft਍ഀ Maximum Shear *਍ഀ 1.5਍ഀ 2.5 k਍ഀ Allowable਍ഀ 8.6 k-ft਍ഀ Allowable਍ഀ 5.9 k਍ഀ Max. Positive Moment਍ഀ 6.81 k-ft਍ഀ at਍ഀ 8.250 ft Shear:਍ഀ @ Left਍ഀ 1.65 k਍ഀ Max. Negative Moment਍ഀ 0.00 k-ft਍ഀ at਍ഀ 16.500 ft਍ഀ @ Right਍ഀ 1.65 k਍ഀ Max @ Left Support਍ഀ 0.00 k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.000 in਍ഀ Max @ Right Support਍ഀ 0.00 k-ft਍ഀ @ Center਍ഀ 0.270 in਍ഀ Max. M allow਍ഀ 8.60਍ഀ ਍ഀ Reactions...਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 1,986.30 psi਍ഀ fv਍ഀ 119.13 psi਍ഀ Left DL 0.41 k਍ഀ Max਍ഀ 1.65 k਍ഀ Fb 2,510.60 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL 0.41 k਍ഀ Max਍ഀ 1.65 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ Deflection਍ഀ -0.180 in਍ഀ -0.719 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Location਍ഀ 8.250 ft਍ഀ 8.250 ft਍ഀ ...Length/Dell਍ഀ 0.0਍ഀ 0.0਍ഀ ...Length/Deft਍ഀ 1,100.7਍ഀ 275.38਍ഀ Right Cantilever...਍ഀ Camber ( using 1.5 D.L. Defl )਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Center਍ഀ 0.270 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Left਍ഀ 0.000 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924਍ഀ Le 4.118 ft਍ഀ Sxx਍ഀ 41.130 in3 Area਍ഀ 20.781 in2਍ഀ Cf 1.000਍ഀ Rb 13.846਍ഀ Cl਍ഀ 0.966਍ഀ Max Moment਍ഀ Sxx Read਍ഀ Allowable fb਍ഀ @ Center਍ഀ 6.81 k-ft਍ഀ 32.54 in3਍ഀ 2,510.60 psi਍ഀ @ Left Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 2.48 k਍ഀ 2.48 k਍ഀ Area Required਍ഀ 8.686 in2਍ഀ 8.686 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 1.65 k਍ഀ Bearing Length Req'd਍ഀ 1.257 in਍ഀ Max. Right Reaction਍ഀ 1.65 k਍ഀ Bearing Length Req'd਍ഀ 1.257 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope:਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software s126d.ecw:Calculations਍ഀ Description B42਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ Shear਍ഀ Deflection਍ഀ @ Center Span Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 1.65 k਍ഀ 0.0000 in਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR਍ഀ Dsgnr: NRH਍ഀ Description਍ഀ Scope :਍ഀ Full Length Uniform Is਍ഀ Center਍ഀ DL 30.00 #/ft LL 100.00 #/ft਍ഀ Left Cantilever DL 30.00 #/ft LL 100.00 #/ft਍ഀ Right Cantilever DL #/ft LL #/ft਍ഀ Point Loads਍ഀ User: KW-0606238, Ve, -Dec-2003਍ഀ _(c)19633.2 .2003 3 ENE ENERCALC LC Engineering g Software਍ഀ General Timber Beam Page 1਍ഀ Description B43਍ഀ s126d ecw Calculations਍ഀ General Information਍ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined਍ഀ Section Name MicroLam: 1.75x11.87 Center Span 12.00 ft Lu 0.00 ft਍ഀ Beam Width਍ഀ 1.750 in਍ഀ Beam Depth 11.875 in਍ഀ Left Cantilever 3.00ft .....Lu 3.00 ft਍ഀ Right Cantilever ft਍ഀ Member Type Manuf/So.Pine਍ഀ .....Lu 0.00 ft਍ഀ Truss Joist - MacMillan਍ഀ MicroLam 1਍ഀ 9 E਍ഀ Bm Wt. Added to Loads਍ഀ ,਍ഀ .਍ഀ Fb Base Allow 2਍ഀ 600.0 psi਍ഀ Load Dur. Factor 1.000਍ഀ ,਍ഀ Fv Allow 285.0 psi਍ഀ Beam End Fixity Pin-Pin਍ഀ Fc Allow 750.0 psi਍ഀ Wood Density 35.000pcf਍ഀ E 1,900.0ksi਍ഀ +vv.v iu5 IDs Ibs Ibs Ibs਍ഀ Live Load 1,300.0 Ibs Ibs Ibs Ibs Ibs਍ഀ ...distance -3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft਍ഀ ;Ummary਍ഀ Span= 12.00ft, Left Cant= 3.00ft, Beam Width= 1.750in x Depth = 11.875in, Ends are Pin-Pin਍ഀ Max Stress Ratio 0.689 : 1਍ഀ Maximum Moment -5.7 k-ft Maximum Shear * 1.5਍ഀ Allowable 8.3 k-ft Allowable਍ഀ Max Positive Moment 1਍ഀ Deflections਍ഀ Center Span...਍ഀ Dead Load਍ഀ Deflection਍ഀ 0.015 in਍ഀ ...Location਍ഀ 3.240 ft਍ഀ ...Length/Deft਍ഀ 9,749.6਍ഀ Camber ( using 1.5 * D.L. Defl )਍ഀ @ Center਍ഀ 0.022 in਍ഀ @ Left਍ഀ 0.070 in਍ഀ @ Right਍ഀ 0.000 in਍ഀ Max. M allow 8.29਍ഀ Reactions...਍ഀ fb 1,665.29 psi fv 151.37 psi Left DL 0.83 k਍ഀ Fb 2,417.97 psi Fv 285.00 psi Right DL 0.10 k਍ഀ Job # 5500.02਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Ibs Ibs਍ഀ 0.000 ft 0.000 ft਍ഀ Beam Design OK਍ഀ .80 k-ft at 6.840 ft Shear: @ Left਍ഀ Max. Negative Moment -1.36 k-ft at 0.000 ft @ Right਍ഀ Max @ Left Support -5.71 k-ft Camber: @ Left਍ഀ Max @ Right Support 0.00 k-ft਍ഀ @ Center਍ഀ @ Right਍ഀ Max਍ഀ Max਍ഀ 3.1 k਍ഀ 5.9 k਍ഀ 2.10k਍ഀ 0.70 k਍ഀ 0.070 in਍ഀ 0.022 in਍ഀ 0.000 in਍ഀ 3.39 k਍ഀ 0.70 k਍ഀ -0.091 in Deflection਍ഀ 1-਍ഀ -0.046 in਍ഀ vial Loaa਍ഀ -0.284 in਍ഀ 6.360 ft ...Length/Deft਍ഀ 1,549.0਍ഀ 253਍ഀ 1਍ഀ 1,586.44 Right Cantilever...਍ഀ .਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ Title : VAIL'S F਍ഀ RONT DOOR਍ഀ Job # 5500.02਍ഀ Dsgnr: NRH਍ഀ Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver5.8.0, 7•Dec-2003 Genera! T(c)198323 ENERCAL-5 Egineoftware਍ഀ Description B43਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ Cf਍ഀ 6.178 ft਍ഀ Sxx 41.130 in3 Area 20.781 in਍ഀ 2਍ഀ 1.000 Rb਍ഀ 16.958਍ഀ Cl 0.930਍ഀ Max Moment਍ഀ Sxx Rea'd਍ഀ Allowable fb਍ഀ @ Center਍ഀ 1.80 k-ft਍ഀ 8.31 in3਍ഀ 2,600.00 psi਍ഀ @ Left Support਍ഀ 5.71 k-ft਍ഀ 28.33 in3਍ഀ 2,417.97 psi਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ @ Right Support਍ഀ Design Shear਍ഀ 3.15 k਍ഀ 1.05 k਍ഀ Area Required਍ഀ 11.037 in2਍ഀ 3.669 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 3.39 k਍ഀ Bearing Length Req'd਍ഀ 2.584 in਍ഀ Max. Right Reaction਍ഀ 0.70 k਍ഀ Bearing Length Req'd਍ഀ 0.531 in਍ഀ Query Values਍ഀ M, V, & D @ Specified Locations਍ഀ Moment਍ഀ f਍ഀ Shear਍ഀ Deflection਍ഀ j @ Center Span Location =਍ഀ 0.00 ft਍ഀ -5.71 k-ft਍ഀ 1.29 k਍ഀ 0਍ഀ 0000 in਍ഀ @ Right Cant. Location =਍ഀ 0.00 ft਍ഀ 0.00 k-ft਍ഀ 0.00 k਍ഀ .਍ഀ 0਍ഀ 0000 in਍ഀ @ Left Cant. Location =਍ഀ 0.00 ft਍ഀ -5.71 k-ft਍ഀ 1.29 k਍ഀ .਍ഀ 0.0000 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description :਍ഀ Scope਍ഀ Rav: 580004਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 ~Ge~neral~er Beam Page 1਍ഀ (c)1 9 83.2 ENE਍ഀ R003 CALC Engineering Software਍ഀ 5126d.ecw:Calculations਍ഀ Description B44਍ഀ General Information਍ഀ Code Ref: 1997/2001 LADS਍ഀ 2000/2003 IBC਍ഀ 2003 NFPA 5000਍ഀ B਍ഀ ,਍ഀ ,਍ഀ .਍ഀ ase allowables are user defined਍ഀ Section Name MlcroLam: 5.25x11.87 Center Span਍ഀ Beam Width਍ഀ 10.00 ft .....Lu਍ഀ 0.00 ft਍ഀ Beam Depth਍ഀ 8.250 in Left Cantilever਍ഀ 11.875 in Right Cantilever਍ഀ 6.00ft .....Lu਍ഀ 6.00 ft਍ഀ ft .....Lu਍ഀ Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E਍ഀ Bm Wt਍ഀ Added to Loads਍ഀ 0.00 ft਍ഀ .਍ഀ Load Dur. Factor਍ഀ Fb Base Allow਍ഀ 1.000 Fv Allow਍ഀ 2,600.0 psi਍ഀ Beam End Fixity਍ഀ Pin-Pin Fc Allow਍ഀ 285.0 psi਍ഀ 750਍ഀ 0 psi਍ഀ Wood Density਍ഀ 35.000 pcf E਍ഀ .਍ഀ 1,900.0 ksi਍ഀ Full Length Uniform Loads਍ഀ Center DL਍ഀ Left Cantilever DL਍ഀ 45.00 #/ft LL਍ഀ 225਍ഀ 00 #/ft LL਍ഀ 150.00 #/ft਍ഀ Right Cantilever DL਍ഀ .਍ഀ .਍ഀ #/ft LL਍ഀ 750.00 #/ft਍ഀ #/ft਍ഀ Point Loads਍ഀ Dead Load 800.0 Ibs਍ഀ Live Load 2਍ഀ 600.0 Ibs਍ഀ Ibs Ibs਍ഀ Ib਍ഀ Ibs Ibs਍ഀ Ibs E਍ഀ Ibs਍ഀ ,਍ഀ ...distance ` -6.000 ft਍ഀ s lbs਍ഀ 0.000 ft 0.000 ft਍ഀ Ibs Ibs਍ഀ 0.000 ft 0.000 ft਍ഀ Ibs Ibs਍ഀ 0.000 ft 0.000 ft਍ഀ ਍ഀ Beam Design OK਍ഀ Span= 10.00ft, Left Can਍ഀ t= 6.00ft, Bea਍ഀ m Width = 8.250in x Depth = 11.875in, Ends are Pin-Pi਍ഀ n਍ഀ Max Stress Ratio਍ഀ 0.916 :1਍ഀ Maximum Moment਍ഀ -38.4 k-ft਍ഀ Maximum Shear *਍ഀ 1਍ഀ 5਍ഀ 14਍ഀ 0 k਍ഀ Allowable਍ഀ 41.9 k-ft਍ഀ Allowable਍ഀ .਍ഀ .਍ഀ 27਍ഀ 9 k਍ഀ Max. Positive Moment਍ഀ Max. Negative Moment਍ഀ 0.06 k-ft at 9.236 ft Shear:਍ഀ -9਍ഀ 28 k-ft਍ഀ @ Left਍ഀ .਍ഀ 9.33 k਍ഀ Max @ Left Support਍ഀ .਍ഀ at 0.000 ft਍ഀ -38਍ഀ 38 k-ft਍ഀ @ Right਍ഀ 3.49 k਍ഀ Max @ Right Support਍ഀ .਍ഀ 0.00਍ഀ k-ft਍ഀ Camber:਍ഀ @ Left਍ഀ 0.313 in਍ഀ @ Center਍ഀ 0.060in਍ഀ Max. M allow਍ഀ 41,88਍ഀ Reactions਍ഀ @ Right਍ഀ 0.000in਍ഀ fb 2,375.20 psi਍ഀ Fb਍ഀ fv਍ഀ 142.83 psi਍ഀ ਍ഀ Left DL 3.56 k਍ഀ Max਍ഀ 14਍ഀ 32 k਍ഀ 2,592.02 psi਍ഀ Fv਍ഀ 285.00 psi਍ഀ Right DL -0.58 k਍ഀ Max਍ഀ .਍ഀ -2.74 k਍ഀ Deflections਍ഀ Center Span...਍ഀ Deflection਍ഀ Dead Load਍ഀ Total Load਍ഀ Left Cantilever...਍ഀ Dead Load਍ഀ Total Load਍ഀ ...Location਍ഀ 0.040 in਍ഀ 4.076 ft਍ഀ 0.026 in਍ഀ 3.567 ft਍ഀ Deflection਍ഀ -0.209 in਍ഀ 68਍ഀ 0.908 in਍ഀ ...Length/Deft਍ഀ 2,986.3਍ഀ 4਍ഀ 660਍ഀ 52਍ഀ 9.7਍ഀ 158.5਍ഀ Camber ( using 1.5 * D.L.਍ഀ Defl )਍ഀ ,਍ഀ .਍ഀ Right Cantilever...਍ഀ @ Center਍ഀ 0਍ഀ 060 in਍ഀ Deflection਍ഀ 0.000 in਍ഀ 0.000 in਍ഀ @ Left਍ഀ .਍ഀ 0.313 in਍ഀ ...Length/Deft਍ഀ 0.0਍ഀ 0.0਍ഀ @ Right਍ഀ 0.000 in਍ഀ Title : VAIL'S FRONT DOOR Job # 5500.02਍ഀ Dsgnr: NRH Date: 7:27AM, 16 JAN 06਍ഀ Description਍ഀ Scope਍ഀ Rev: 580004਍ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2਍ഀ (c)1983-2003 ENERCALC Engineering Software਍ഀ s 7 26d.ecw:Calculations਍ഀ Description B44਍ഀ Stress Calcs਍ഀ Bending Analysis਍ഀ Ck 21.924 Le਍ഀ 12.355 ft਍ഀ Cf 1.000 Rb਍ഀ 5.087਍ഀ Max Moment਍ഀ @ Center਍ഀ 9.28 k -ft਍ഀ @ Left Support਍ഀ 38.38 k-ft਍ഀ @ Right Support਍ഀ 0.00 k-ft਍ഀ Shear Analysis਍ഀ @ Left Support਍ഀ Design Shear਍ഀ 13.99 k਍ഀ Area Required਍ഀ 49.097 in2਍ഀ Fv: Allowable਍ഀ 285.00 psi਍ഀ Bearing @ Supports਍ഀ Max. Left Reaction਍ഀ 14.32 k਍ഀ Max. Right Reaction਍ഀ -2.74 k਍ഀ Sxx 193.896 in3਍ഀ Area 97.969 in2਍ഀ Cl 0.997਍ഀ Sxx Rea'd਍ഀ Allowable fb਍ഀ 42.82 in3਍ഀ 2,600.00 psi਍ഀ 177.68 in3਍ഀ 2,592.02 psi਍ഀ 0.00 in3਍ഀ 2,600.00 psi਍ഀ @ Right Support਍ഀ 5.24 k਍ഀ 18.388 in2਍ഀ 285.00 psi਍ഀ Bearing Length Req'd਍ഀ 2.315 in਍ഀ Bearing Length Req'd਍ഀ 0.443 in਍ഀ vrucry va1UCJ਍ഀ M, V, & D @ Specified Locations਍ഀ @ Center Span Location = 0.00 ft਍ഀ @ Right Cant. Location = 0.00 ft਍ഀ @ Left Cant. Location = 0.00 ft਍ഀ Moment਍ഀ -38.38 k-ft਍ഀ 0.00 k-ft਍ഀ -38.38 k-ft਍ഀ Shear਍ഀ 4.93 k਍ഀ 0.00 k਍ഀ 4.93 k਍ഀ Deflection਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ 0.0000 in਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ SCALE਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ :79M-1 f9hnk'JIM11905-1 (N&i )਍ഀ --d਍ഀ JOB \~j ~UJ~~ N~~5~fL~ Ss~d aZ਍ഀ SHEET NO. OF਍ഀ CALCULATED BY 6 Al L਍ഀ CHECKED BY਍ഀ erne o਍ഀ DATE [ - r Z-KOL਍ഀ DATE਍ഀ DL-1 ,'a਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB v o- bVC1. ` 4 M;-rj p "'t_eC,਍ഀ SHEET NO.਍ഀ OF਍ഀ CALCULATED BY 0 L DATE < -1.3 - 005-਍ഀ CHECKED BY਍ഀ PRODUCT 204.1(Sm9le Sheets) 205-1 (Padded)਍ഀ . Al F਍ഀ DATE਍ഀ O O O O > O O਍ഀ -I-.Y I -i-.Y .Y/E b-.b lIa ! ..Y/: b-.E `O _@-.OI : ,,.,..Irv..਍ഀ N I m p _Q I਍ഀ pgg਍ഀ Y e :਍ഀ U xz0. ! ~n 4਍ഀ o )Q< r g W਍ഀ \ l/~l . 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ZQ~਍ഀ .~0 aI OI਍ഀ > I਍ഀ X--਍ഀ .1 - - - - - - -਍ഀ I਍ഀ I I I਍ഀ a਍ഀ 0਍ഀ 4਍ഀ a਍ഀ L਍ഀ Q਍ഀ )TL਍ഀ L਍ഀ ll਍ഀ C਍ഀ C਍ഀ 11਍ഀ I-') L, f~ Ll i਍ഀ > U਍ഀ J਍ഀ w Xs°਍ഀ p P)਍ഀ m0਍ഀ 0 Q਍ഀ r0 Q i I਍ഀ I਍ഀ I਍ഀ a, z਍ഀ .1a,OI਍ഀ IW !਍ഀ IJ J.'਍ഀ 2਍ഀ a~਍ഀ to਍ഀ 3਍ഀ Q਍ഀ i y ~ a ma਍ഀ ~as~im਍ഀ I , J਍ഀ J਍ഀ I d~ I Ti w਍ഀ I F~ °਍ഀ I ~ P ~ zw ~਍ഀ J za rl਍ഀ Jm h I਍ഀ ,II਍ഀ 11 J - i-- -਍ഀ =4਍ഀ w਍ഀ a਍ഀ ~o of਍ഀ I o W਍ഀ J~ I਍ഀ ZQ~਍ഀ ~ Sa OI਍ഀ c~਍ഀ a਍ഀ Q਍ഀ L਍ഀ D਍ഀ fl਍ഀ C਍ഀ Li਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB Vol Z਍ഀ SHEET NO.਍ഀ CALCULATED BY ~!A L.਍ഀ CHECKED BY਍ഀ OF਍ഀ DATE 61- LZ-Z"49O'5਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ X06°, `s r~~e - ~s:oC 2਍ഀ SHEET NO.਍ഀ CALCULATED BY G M I-.਍ഀ CHECKED BY਍ഀ ctg `J-'soo oz਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ BOiSE-਍ഀ rC,,,! v p .,1 l.:%~ 1਍ഀ BC CALC® 9.1 DESIGN REPORT - US Tuesday, September 13, 2005 10:59਍ഀ B਍ഀ Single 11 7/8" BCI® 450਍ഀ -1.9 DF਍ഀ CC : J01਍ഀ File Name: Joist਍ഀ Job Name: Vail's Front Door - Residences਍ഀ Description:਍ഀ ldress:਍ഀ Specifier:਍ഀ State, Zip: Vail, CO਍ഀ y਍ഀ Designer: GML਍ഀ ,਍ഀ customer:਍ഀ Company: Monroe & Newell Engineers਍ഀ Code reports: ESR-1336਍ഀ Misc:਍ഀ i਍ഀ 03-00-00 Iii਍ഀ 13-06-00਍ഀ 62਍ഀ 61, 5-1/4"਍ഀ LL 360 Ibs਍ഀ LL 538 Ibs਍ഀ DL 227 Ibs਍ഀ DL 566 Ibs਍ഀ Total Horizontal Product Length = 16-06-00਍ഀ General Data਍ഀ Load Summary਍ഀ Version: US Imperial਍ഀ ID Description Load Type Ref.਍ഀ Start End Type਍ഀ Value਍ഀ OCS Dur.਍ഀ 1 Dead Load / LivUnf. Area Left਍ഀ 00-00-00' 16-06-00 Live਍ഀ 40 psf਍ഀ 16" 100%਍ഀ Member Type: Joist਍ഀ Number of Spans: 2਍ഀ 2 Wall Dead LoacConc. Lin. Left਍ഀ Dead਍ഀ 00-00-00 00-00-00 Dead਍ഀ 30 psf਍ഀ 100 plf਍ഀ 16" 90%਍ഀ 16" 90%਍ഀ Left Cantilever: Yes਍ഀ Right Cantilever: No਍ഀ Controls Summary਍ഀ Control Type Value਍ഀ % Allowable Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Slope:਍ഀ Moment 1846 ft-Ibs਍ഀ Pos਍ഀ 49.3% 100%਍ഀ 16਍ഀ 2 - Internal਍ഀ OC Spacing: 16"਍ഀ .਍ഀ Neg. Moment -820 ft-Ibs਍ഀ 21.9% 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Repetitive: Yes਍ഀ End Reaction 587 Ibs਍ഀ 57.3% 100%਍ഀ 16਍ഀ 2 - Right਍ഀ Construction Type: Glued਍ഀ Reaction 1063 Ibs਍ഀ Int਍ഀ 40.1% 100%਍ഀ 1਍ഀ 2 - Left਍ഀ .਍ഀ Cont. Shear 670 Ibs਍ഀ 41.3% 100%਍ഀ 1਍ഀ 2 - Left਍ഀ sclosure਍ഀ Total Load Defl. L/848 (0.191਍ഀ 42.5%਍ഀ 16਍ഀ 2਍ഀ ne completeness and accuracy of਍ഀ Live Load Defl. L/1253 (0.129")਍ഀ 57.4%਍ഀ 16਍ഀ 2਍ഀ the input must be verified by anyon(਍ഀ Total Neg. Defl. -0.091"਍ഀ 18.2%਍ഀ 16਍ഀ 1 - Cantilever਍ഀ who would rely on the output as਍ഀ Max Defl. 0.191"਍ഀ 19.1%਍ഀ 16਍ഀ 2਍ഀ evidence of suitability for a਍ഀ Span / Depth 13.6਍ഀ n/a਍ഀ 2਍ഀ particular application. The output਍ഀ above is based upon building਍ഀ Bearing Supports਍ഀ code-accepted design properties਍ഀ % Allow਍ഀ % Allow਍ഀ and analysis methods. Installation਍ഀ Name Type Dim. (L x W)਍ഀ Value Support਍ഀ Member਍ഀ Material਍ഀ of BOISE engineered wood਍ഀ B1 Beam 5-1/4" x 1-3/4"਍ഀ 1104 Ibs 13.4%਍ഀ n/a਍ഀ Versa-Lam DF਍ഀ products must be in accordance਍ഀ B2 Hanger Load n/a਍ഀ 587 Ibs n/a਍ഀ n/a਍ഀ Hanger਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ Cautions਍ഀ To obtain an Installation Guide or if਍ഀ Design assumes Top and Bottom flanges਍ഀ to be restrained at cantilever.਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ Notes਍ഀ product installation.਍ഀ Design meets User specified (L/360) Total਍ഀ load deflection criteria.਍ഀ BCI@਍ഀ BC FRAMER਍ഀ BC CALCO਍ഀ Design meets User specified (L/720) Live load deflection criteria.਍ഀ ,਍ഀ ,਍ഀ ,਍ഀ BC OSB RIM਍ഀ BC RIM BOARD TM਍ഀ Design meets arbitrary (1") Maximum load਍ഀ deflection criteria.਍ഀ ,਍ഀ BOARD TM, BOISE GLULAMT""਍ഀ Connector Manufacturer: Simpson Strong-Tie, Inc.਍ഀ VERSA-LAMO, VERSA-RIM@,਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM,਍ഀ VERSA-STUD, ALLJOISTO and਍ഀ AJST"' are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Page 1 of 1਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB Va S `~~FA+ 1~Of~r ~PS''G`L/tCis. JSV ,C~+਍ഀ -71਍ഀ SHEET NO.਍ഀ OF਍ഀ CALCULATED BY 6 M t- DATE ` S WO'5'਍ഀ CHECKED BY਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ V"਍ഀ yr 'R-eG,:'~[ t਍ഀ JOB w o਍ഀ SHEET NO.਍ഀ OF਍ഀ CALCULATED BY 61111 DATE 9r17-?-'g4s-਍ഀ CHECKED BY਍ഀ DATE਍ഀ Monroe & Newell JD਍ഀ Engineers, Inc. SHEET NC. of A CALCULATED BY L' DATE਍ഀ CHECKED BY DATE਍ഀ .1 o਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ Il਍ഀ JOB਍ഀ SHEET NO. / OF਍ഀ CALCULATED BY '0M਍ഀ CHECKED BY਍ഀ ccai c਍ഀ DATE '7441- ze.4S਍ഀ DATE਍ഀ BOISE"਍ഀ BC CALC® 9.1 DESIGN REPORT - US਍ഀ Wednesday, September 14, 2005 07:53਍ഀ Single 11 718" BCI® 450-1.9 DF File Name: BC CALC Project: J01਍ഀ Job Name:਍ഀ Description:਍ഀ '\ddress:਍ഀ Specifier:਍ഀ ity, State, Zip: ,਍ഀ Designer:਍ഀ .:ustomer:਍ഀ Company:਍ഀ Code reports: ESR-1336਍ഀ Misc:਍ഀ 14-03-00 03-06-00਍ഀ BO, 3-1/2"਍ഀ LL 713 Ibs਍ഀ DL 335 Ibs਍ഀ Total of Horizontal Design Spans = 17-09-00਍ഀ B1, 5-1/4"਍ഀ LL 1105lbs਍ഀ DL 553 Ibs਍ഀ General Data਍ഀ Version: US Imperial਍ഀ Member Type: Joist਍ഀ Number of Spans: 2਍ഀ Left Cantilever: No਍ഀ Right Cantilever: Yes਍ഀ Slope:਍ഀ OC Spacing: 12"਍ഀ Repetitive: No਍ഀ Construction Type: Glued਍ഀ sclosure਍ഀ . oe completeness and accuracy of਍ഀ the input must be verified by anyon(਍ഀ who would rely on the output as਍ഀ evidence of suitability for a਍ഀ particular application. The output਍ഀ above is based upon building਍ഀ code-accepted design properties਍ഀ and analysis methods. Installation਍ഀ of BOISE engineered wood਍ഀ products must be in accordance਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ To obtain an Installation Guide or if਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER, BCI®,਍ഀ BC RIM BOARDTM, BC OSB RIM਍ഀ BOARD M , BOISE GLULAMT"^਍ഀ VERSA-LAM®, VERSA-RIM®,਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM਍ഀ VERSA-STUD, ALLJOIST® and਍ഀ AJSTm are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Load Summary਍ഀ ID Description਍ഀ Load Type Ref.਍ഀ Start End਍ഀ Type਍ഀ Value਍ഀ OCS Dur.਍ഀ 1 Deck Load਍ഀ Unf. Area Left਍ഀ 00-00-00 17-09-00 Live਍ഀ 100 psf਍ഀ 12" 100%਍ഀ Dead਍ഀ 50 psf਍ഀ 12" 90%਍ഀ Controls Summary਍ഀ Control Type਍ഀ Value਍ഀ % Allowable਍ഀ Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Pos. Moment਍ഀ 3656 ft-Ibs਍ഀ 97.6%਍ഀ 100%਍ഀ 14਍ഀ 1 - Internal਍ഀ Neg. Moment਍ഀ -919 ft-Ibs਍ഀ 24.5%਍ഀ 100%਍ഀ 1਍ഀ 2 - Left਍ഀ End Reaction਍ഀ 1036 Ibs਍ഀ 72.7%਍ഀ 100%਍ഀ 14਍ഀ 1 - Left਍ഀ Int. Reaction਍ഀ 1593 Ibs਍ഀ 60.1%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Cont. Shear਍ഀ 1100 Ibs਍ഀ 67.7%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Total Load Defl.਍ഀ L/390 (0.439")਍ഀ 92.3%਍ഀ 14਍ഀ 1਍ഀ Live Load Defl.਍ഀ L/557 (0.307")਍ഀ 129.2%਍ഀ 14਍ഀ 1਍ഀ Total Neg. Defl.਍ഀ -0.282"਍ഀ 56.4%਍ഀ 14਍ഀ 2 - Cantilever਍ഀ Max Defl.਍ഀ 0.439"਍ഀ 43.9%਍ഀ 14਍ഀ 1਍ഀ Span / Depth਍ഀ 14.4਍ഀ n/a਍ഀ 1਍ഀ Cautions਍ഀ Design assumes Top and Bottom flanges਍ഀ to be restrained at਍ഀ cantilever.਍ഀ Notes਍ഀ Design meets User specified (L/360) Total load deflection criteria.਍ഀ Design meets (L/360) but not (L/720) Live load deflection criteria.਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ Minimum bearing length for BO is 3-1/2".਍ഀ Minimum bearing length for B1 is 5-1/4".਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min, end bearing + 1/2 intermediate bearing਍ഀ Page 1 of 1਍ഀ i_- . `1 )਍ഀ BC CALC® 9.1 DESIGN REPORT - US Wednesday, September 14, 2005 08:11਍ഀ BOISE"਍ഀ Double 11 7/8" BCI® 450-1.9 DF File Name: BC CALC Project : J01਍ഀ Job Name: Description:਍ഀ ddress Specifier:਍ഀ ty, State, Zip:, Designer:਍ഀ customer: Company:਍ഀ Code reoorts: ESR-1336 Misc:਍ഀ i~਍ഀ 14-03-00 03-06-00਍ഀ BO, 3-1/2" B1, 5-1/4"਍ഀ LL 950 Ibs LL 1474 Ibs਍ഀ DL 446 Ibs DL 737 Ibs਍ഀ Total of Horizontal Design Spans = 17-09-00਍ഀ General Data਍ഀ Version: US Imperial਍ഀ Member Type: Joist਍ഀ Number of Spans: 2਍ഀ Left Cantilever: No਍ഀ Right Cantilever: Yes਍ഀ Slope:਍ഀ OC Spacing: 16"਍ഀ Repetitive: No਍ഀ Construction Type: Glued਍ഀ sclosure਍ഀ . oe completeness and accuracy of਍ഀ the input must be verified by anyonf਍ഀ who would rely on the output as਍ഀ evidence of suitability for a਍ഀ particular application. The output਍ഀ above is based upon building਍ഀ code-accepted design properties਍ഀ and analysis methods. Installation਍ഀ of BOISE engineered wood਍ഀ products must be in accordance਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ To obtain an Installation Guide or if਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER, BCI®,਍ഀ BC RIM BOARD TM, BC OSB RIM਍ഀ BOARD TM, BOISE GLULAMT"਍ഀ VERSA-LAM®, VERSA-RIM®,਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM਍ഀ VERSA-STUD, ALLJOIST® and਍ഀ AJSTm are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Load Summary਍ഀ ID Description Load Type Ref. Start End Type Value OCS Dur.਍ഀ 1 Deck Load Unf. Area Left 00-00-00 17-09-00 Live 100 psf 16" 100%਍ഀ Dead 50 psf 16" 90%਍ഀ Controls Summary਍ഀ Control Type਍ഀ Value਍ഀ % Allowable਍ഀ Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Pos. Moment਍ഀ 4874 ft-Ibs਍ഀ 65.1%਍ഀ 100%਍ഀ 14਍ഀ 1 -Internal਍ഀ Neg. Moment਍ഀ -1225 ft-Ibs਍ഀ 16.4%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ End Reaction਍ഀ 1382 Ibs਍ഀ 48.5%਍ഀ 100%਍ഀ 14਍ഀ 1 -Left਍ഀ Int. Reaction਍ഀ 2123 Ibs਍ഀ 40.1%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Cont. Shear਍ഀ 1467 Ibs਍ഀ 45.1%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Total Load Defl.਍ഀ L/531 (0.322")਍ഀ 67.9%਍ഀ 14਍ഀ 1਍ഀ Live Load Defl.਍ഀ L/759 (0.225")਍ഀ 94.8%਍ഀ 14਍ഀ 1਍ഀ Total Neg. Defl.਍ഀ -0.181਍ഀ 36.3%਍ഀ 14਍ഀ 2 - Cantilever਍ഀ Max Defl.਍ഀ 0.322"਍ഀ 32.2%਍ഀ 14਍ഀ 1਍ഀ Span / Depth਍ഀ 14.4਍ഀ n/a਍ഀ 1਍ഀ Cautions਍ഀ Design assumes਍ഀ Top and Bottom flanges to be restrained a਍ഀ t cantilever.਍ഀ Notes਍ഀ Design meets User specified (L/360) Total load deflection criteria.਍ഀ Design meets User specified (L/720) Live load deflection criteria.਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ Minimum bearing length for BO is 3-1/2".਍ഀ Minimum bearing length for B1 is 5-1/4".਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing਍ഀ Page 1 of 1਍ഀ BOI4, 2005 08:13਍ഀ ~SE" BC CALC® 9.1 DESIGN REPORT - US Wednesday, September 1਍ഀ Double 9 1/2" BCI® 450-1.9 DF File Name: BC CALC Project : J02਍ഀ Job Name: Description:਍ഀ ddress: Specifier:਍ഀ ;y, State, Zip:, Designer:਍ഀ „ustomer: Company:਍ഀ Code reports: ESR-1336 Misc:਍ഀ ~ I ( ~1 1 . T਍ഀ Ahl 14-03-00 AL 03-06-00਍ഀ BO, 3-1/2"਍ഀ LL 713 Ibs਍ഀ DL 335 Ibs਍ഀ B1, 5-1/4"਍ഀ LL 1105lbs਍ഀ DL 553 Ibs਍ഀ Total of Horizontal Design Spans = 17-09-00਍ഀ General Data਍ഀ Version: US Imperial਍ഀ Member Type: Joist਍ഀ Number of Spans: 2਍ഀ Left Cantilever: No਍ഀ Right Cantilever: Yes਍ഀ Slope:਍ഀ OC Spacing: 12"਍ഀ Repetitive: No਍ഀ Construction Type: Glued਍ഀ sclosure਍ഀ . ,ie completeness and accuracy of਍ഀ the input must be verified by anyon(਍ഀ who would rely on the output as਍ഀ evidence-of suitability for a਍ഀ particular application. The output਍ഀ above is based upon building਍ഀ code-accepted design properties਍ഀ and analysis methods. Installation਍ഀ of BOISE engineered wood਍ഀ products must be in accordance਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ To obtain an Installation Guide or if਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER, BCI®,਍ഀ BC RIM BOARDTM, BC OSB RIM਍ഀ BOARD TM, BOISE GLULAMTM਍ഀ VERSA-LAM®, VERSA-RIM®,਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM਍ഀ VERSA-STUD, ALLJOIST® and਍ഀ AJSTM are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Load Summary਍ഀ ID Description Load Type Ref. Start End Type Value OCS Dur.਍ഀ 1 Deck Load Unf. Area Left '00-00-00 17-09-00 Live 100 psf 12" 100%਍ഀ Dead 50 psf 12" 90%਍ഀ Controls Summary਍ഀ Control Type਍ഀ Value਍ഀ % Allowable਍ഀ Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Pos. Moment਍ഀ 3656 ft-Ibs਍ഀ 62.9%਍ഀ 100%਍ഀ 14਍ഀ 1 -Internal਍ഀ Neg. Moment਍ഀ -919 ft-Ibs਍ഀ 15.8%਍ഀ 100%਍ഀ 1਍ഀ 2 - Left਍ഀ End Reaction਍ഀ 1036 Ibs਍ഀ 46.1%਍ഀ 100%਍ഀ 14਍ഀ 1 - Left਍ഀ Int. Reaction਍ഀ 1593 Ibs਍ഀ 30.9%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Cont. Shear਍ഀ 1100 Ibs਍ഀ 40.0%਍ഀ 100%਍ഀ 1਍ഀ 1 -Right਍ഀ Total Load Defl.਍ഀ L/440 (0.389")਍ഀ 81.8%਍ഀ 14਍ഀ 1਍ഀ Live Load Defl.਍ഀ L/629 (0.272")਍ഀ 114.4%਍ഀ 14਍ഀ 1਍ഀ Total Neg. Defl.਍ഀ -0.236"਍ഀ 47.3%਍ഀ 14਍ഀ 2 - Cantilever਍ഀ Max Defl.਍ഀ 0.389"਍ഀ 38.9%਍ഀ 14਍ഀ 1਍ഀ Span / Depth਍ഀ 18.0਍ഀ n/a਍ഀ 1਍ഀ Cautions਍ഀ Design assumes Top and Bottom flanges to be restrained a਍ഀ t cantilever.਍ഀ Notes਍ഀ Design meets User specified (L/360) Total load deflection criteria.਍ഀ Design meets (L/360) but not (L/720) Live load deflection criteria.਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ Minimum bearing length for BO is 3-1/2".਍ഀ Minimum bearing length for B1 is 5-1/4".਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing਍ഀ Page 1 of 1਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY L਍ഀ CHECKED BY਍ഀ crei r਍ഀ OF਍ഀ DATE਍ഀ DATE਍ഀ r਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB " ~j T rr I19r - gee, e, (j Z.਍ഀ SHEET NO. 3਍ഀ CALCULATED BY G M਍ഀ CHECKED BY਍ഀ 1- 1਍ഀ OF p਍ഀ DATE 1 / /਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB V"4`਍ഀ SHEET NO.਍ഀ Fr~A. d &W- pe-S਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ ecni F਍ഀ OF਍ഀ i,,Yl:::s i~਍ഀ DATE ~Ia~~Za~J਍ഀ DATE਍ഀ yI਍ഀ I਍ഀ {਍ഀ v਍ഀ _ h਍ഀ Q਍ഀ n਍ഀ i਍ഀ i਍ഀ I਍ഀ I I਍ഀ X?C਍ഀ ~5 I਍ഀ mV0 i਍ഀ !i਍ഀ I I~I 1 I਍ഀ I I ~I n਍ഀ j 'I' I I Q਍ഀ i ,਍ഀ 9 yi~ X~਍ഀ r l I = _ nl਍ഀ I r' I i ~ ~1਍ഀ AA _ ! f਍ഀ I ~ -਍ഀ i਍ഀ a I਍ഀ 'J I਍ഀ ;may:. / 'Ij਍ഀ o਍ഀ wJ਍ഀ ii਍ഀ i਍ഀ z=0਍ഀ I cjC਍ഀ m6<਍ഀ M•਍ഀ CS2_ _l਍ഀ 7਍ഀ - ~I p I਍ഀ 1 e਍ഀ J\਍ഀ ossn'~e .ea IJ w i਍ഀ I਍ഀ - - -਍ഀ i਍ഀ I਍ഀ r਍ഀ z_-਍ഀ m c xZ਍ഀ oan਍ഀ 9J~nJ਍ഀ e-z਍ഀ 193਍ഀ wC ~(-0 I਍ഀ ~~0 ao4਍ഀ ice' p਍ഀ 0 0 O 0 0 J਍ഀ jai I਍ഀ J K_O i਍ഀ 0 mUQ਍ഀ i਍ഀ I \ I਍ഀ I਍ഀ :਍ഀ b a > ln-1 .6~L -u-r~> ~ i਍ഀ 10 04 ------F:਍ഀ ਍ഀ Oz =j a਍ഀ 10I l I = I I ~਍ഀ \ 100 I਍ഀ r J :਍ഀ ~ ~11~ of I i IJ I I਍ഀ m 1~- _ -O tJ- t਍ഀ 3- - I਍ഀ XW਍ഀ 3਍ഀ I਍ഀ -nl-U-਍ഀ ! _~94 ti I C਍ഀ ਍ഀ \Q਍ഀ m ~ ~i ap ~Im਍ഀ 0 \ L਍ഀ op m਍ഀ m I ~ Y~਍ഀ ਍ഀ J ~ 0 1~~4 t਍ഀ O I਍ഀ I II I_! I - I਍ഀ tvd਍ഀ 7-1਍ഀ aZ mJ J mJ J ~ I ~਍ഀ I ~p ~m~m~ mONo E - ~਍ഀ ' I t mJ 3nOBV 11VM j ~਍ഀ W਍ഀ J, -ID OUl਍ഀ ~a 0 t7 m! aSZ਍ഀ I I਍ഀ Ost/1'76..@/L i w਍ഀ Q਍ഀ - In਍ഀ a਍ഀ 01,਍ഀ po FXT.਍ഀ ~s .p am ~0 moySC਍ഀ 10~ w~ mJ~nJ਍ഀ wQ਍ഀ WI਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB V'4~਍ഀ SHEET NO. 9 OF਍ഀ am L DATE 9 ' 141-2.0D-T਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB Va ~~S (fr/~" ~dy~ ~53DP~e U2਍ഀ SHEET NO. Yi਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ OF਍ഀ DATE - l-਍ഀ DATE਍ഀ s®isE BC CALC® 9.1 DESIGN REPORT - US Wednesday, September 14, 2005 16:58਍ഀ ਍ഀ Single 11 7/8" BCI® 450-1.9 DF File Name: Joist 4b.BCC : J02਍ഀ Job Name: Vail's Front Door- Residences Description:਍ഀ 'dress: Specifier:਍ഀ .y, State, Zip: Vail, CO Designer: GML਍ഀ Gustomer: Company: Monroe & Newell Engineers਍ഀ Code reports: ESR-1336 Misc:਍ഀ A 1 07-00-00 08-00-00 B0, 1-3/4" B1, 3-1/2"਍ഀ LL 502 Ibs਍ഀ LL 165 Ibs਍ഀ DL 99 Ibs DL 376 Ibs਍ഀ Total of Horizontal Design Spans = 15-00-00਍ഀ 62, 1-3/4"਍ഀ LL 185 Ibs਍ഀ DL 124 Ibs਍ഀ General Data਍ഀ Version: US Imperial਍ഀ Load Summary਍ഀ ID Description . Load Type Ref. Start End Type਍ഀ Value OCS Dur.਍ഀ "਍ഀ 1 Unf. Area Left 00-00-00 15-00-00 Live਍ഀ 100%਍ഀ 40 psf 16਍ഀ Member Type: Joist਍ഀ Dead਍ഀ 30 psf 16" 90%਍ഀ Number of Spans: 2਍ഀ Left Cantilever: No਍ഀ Controls Summary਍ഀ Right Cantilever: No਍ഀ Control Type Value % Allowable Duration਍ഀ Load Case Span Location਍ഀ Moment 512 ft-Ibs 13.7% 100%਍ഀ Pos਍ഀ 16 2 -internal਍ഀ Slope:਍ഀ .਍ഀ Neg. Moment -665 ft-Ibs 17.8% 100%਍ഀ 1 2 - Left਍ഀ OC Spacing: 16"਍ഀ End Reaction 302 Ibs 29.5% 100%਍ഀ 16 2 - Right਍ഀ Repetitive: No਍ഀ Reaction 851 Ibs 36.6% 100%਍ഀ Int਍ഀ 1 2 - Left਍ഀ Construction Type: Glued਍ഀ .਍ഀ Cont. Shear 443 Ibs 27.3% 100%਍ഀ 1 2 - Left਍ഀ Total Load Defl. L/4298 (0.022") 8.4%਍ഀ 16 2਍ഀ sclosure਍ഀ Live Load Defl. L/7436 (0.013") 9.7%਍ഀ 16 2਍ഀ ne completeness and accuracy of਍ഀ Total Neg. Defl. -0.002" 0.5%਍ഀ 16 1਍ഀ the input must be verified by anyone਍ഀ Max Defl. 0.022" 2.2%਍ഀ 16 2਍ഀ who would rely on the output as਍ഀ Span / Depth 8.1 n/a਍ഀ 2਍ഀ evidence of suitability for a਍ഀ particular application. The output਍ഀ Notes਍ഀ above is based upon building਍ഀ Design meets User.specified (L/360) Total load deflection criteria.਍ഀ code-accepted design properties਍ഀ Design meets User specified (L/720) Live load deflection criteria.਍ഀ and analysis methods. Installation਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ of BOISE engineered wood਍ഀ Minimum bearing length for BO is 1-3/4".਍ഀ products must be in accordance਍ഀ Minimum bearing length for B1 is 3-1/2".਍ഀ with the current Installation Guide਍ഀ Minimum bearing length for B2 is 1-3/4".਍ഀ and the applicable building codes.਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing਍ഀ To obtain an Installation Guide or if਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER, BCI®,਍ഀ BC RIM BOARD TM, BC OSB RIM਍ഀ BOARD M , BOISE GLULAMT"਍ഀ VERSA-LAM®, VERSA-RIM®,਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM,਍ഀ VERSA-STUD, ALLJOIST® and਍ഀ AJSTm are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Page 1 of 1਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ U~ ~'SroR7' bads - ~e~ C S 5~00~ OZ~਍ഀ JOB਍ഀ SHEET NO. 1਍ഀ CALCULATED BY t਍ഀ CHECKED BY਍ഀ OF p t਍ഀ DATE t ~,J ZQ©਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB vp I's਍ഀ SHEET NO. OF਍ഀ CALCULATED BY 0/0 1਍ഀ CHECKED BY਍ഀ crel P਍ഀ DATE਍ഀ DATE਍ഀ BOISE .਍ഀ Double 11 7/8" BCI® 450-1.9 DF਍ഀ Job Name: Vail's Front Door- Residences਍ഀ ddress:਍ഀ ,ty, State, Zip: Vail, CO਍ഀ Customer:਍ഀ Code reports: ESR-1336਍ഀ BC CALC® 9.1 DESIGN REPORT-US Thursday, September 15, 2005 08:14਍ഀ File Name: Deck Joists.BCC : J04਍ഀ Description:਍ഀ Specifier:਍ഀ Designer: GML਍ഀ Company: Monroe & Newell Engineers਍ഀ Misc:਍ഀ 73,਍ഀ \27 747਍ഀ 13-00-00 Ao 03-00-00਍ഀ BO, 3-1/2"਍ഀ LL 1255 Ibs਍ഀ DL 604 Ibs਍ഀ General Data਍ഀ Version:਍ഀ US Imperial਍ഀ Member Type:਍ഀ Joist਍ഀ Number of Spans:਍ഀ 2਍ഀ Left Cantilever:਍ഀ No਍ഀ Right Cantilever:਍ഀ Yes਍ഀ Slope:਍ഀ OC Spacing:਍ഀ .16"਍ഀ Repetitive:਍ഀ No਍ഀ Construction Type਍ഀ : Glued਍ഀ sclosure਍ഀ ne completeness and accuracy of਍ഀ the input must be verified by anyone਍ഀ who would rely on the output as਍ഀ evidence of suitability for a਍ഀ particular application. The output਍ഀ above is based upon building਍ഀ code-accepted design properties਍ഀ and analysis methods. Installation਍ഀ of BOISE engineered wood਍ഀ products must be in accordance਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ To obtain an Installation Guide or if਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER, BCI®,਍ഀ BC RIM BOARD TM, BC OSB RIM਍ഀ BOARD TM, BOISE GLULAMT"਍ഀ VERSA-LAM®, VERSA-RIM(E),਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND T"'਍ഀ VERSA-STUD, ALLJOIST® and਍ഀ AJSTm are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ B1, 5-114"਍ഀ LL 1524 Ibs਍ഀ DL 762 Ibs਍ഀ Total of Horizontal Design Spans = 16-00-00਍ഀ Load Summary਍ഀ ID Description਍ഀ Load Type਍ഀ Ref.਍ഀ Start਍ഀ End਍ഀ Type਍ഀ Value਍ഀ OCS਍ഀ Dur.਍ഀ 1 Deck Load਍ഀ Unf. Area਍ഀ Left਍ഀ 00-00-00਍ഀ 16-00-00਍ഀ Live਍ഀ 100 psf਍ഀ 16"਍ഀ 100%਍ഀ Dead਍ഀ 50 psf਍ഀ 16"਍ഀ 90%਍ഀ 2਍ഀ Conc. Pt.਍ഀ Left਍ഀ 00-06-00਍ഀ 00-06-00਍ഀ Live਍ഀ 200 Ibs਍ഀ Na਍ഀ 100%਍ഀ Dead਍ഀ 100lbs਍ഀ n/a਍ഀ 90%਍ഀ 3਍ഀ Conc. Pt.਍ഀ Left਍ഀ 04-00-00਍ഀ 04-00-00਍ഀ Live '਍ഀ 200 Ibs਍ഀ n/a਍ഀ 100%਍ഀ Dead਍ഀ 100lbs਍ഀ n/a਍ഀ 90%਍ഀ 4਍ഀ Conc. Pt.਍ഀ Left਍ഀ 09-03-00਍ഀ 09-03-00਍ഀ Live਍ഀ 200 Ibs਍ഀ n/a਍ഀ 100%਍ഀ Dead਍ഀ 100lbs਍ഀ n/a਍ഀ 90%਍ഀ Controls Summary਍ഀ Control Type਍ഀ Value਍ഀ % Allowable਍ഀ Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Pos. Moment਍ഀ 5317 ft-Ibs਍ഀ 71.0%਍ഀ 100%਍ഀ 14਍ഀ 1 -internal਍ഀ Neg. Moment਍ഀ -900 ft-Ibs਍ഀ 12.0%਍ഀ 100%਍ഀ 16਍ഀ 1 - Right਍ഀ End Reaction਍ഀ 1845 Ibs਍ഀ 64.7%਍ഀ 100%਍ഀ 14਍ഀ 1 - Leff਍ഀ Int. Reaction਍ഀ 2199 Ibs਍ഀ 41.5%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Cont. Shear਍ഀ 1643 Ibs਍ഀ 50.5%਍ഀ 100%਍ഀ 1਍ഀ 1 - Right਍ഀ Total Load Defl.਍ഀ L/502 (0.311਍ഀ 71.7%਍ഀ 14਍ഀ 1਍ഀ Live Load Defl.਍ഀ L/730 (0.214")਍ഀ 98.7%਍ഀ 14਍ഀ 1਍ഀ Total Neg. Defl.਍ഀ -0.16"਍ഀ 32.0%਍ഀ 14਍ഀ 2 - Cantilever਍ഀ Max Defl.਍ഀ 0.311"਍ഀ 31.1%਍ഀ 14਍ഀ 1਍ഀ Span / Depth਍ഀ 131਍ഀ n/a਍ഀ 1਍ഀ Cautions਍ഀ Design assumes਍ഀ Top and Bottom flanges to be restrained a਍ഀ t cantilever.਍ഀ Notes਍ഀ Design meets User specified (L/360) Total load deflection criteria.਍ഀ Design meets User specified (L/720) Live load deflection criteria.਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ Minimum bearing length for BO is 3-1/2".਍ഀ Minimum bearing length for B1 is 5-1/4".਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 m+n. end bearing + 112 intermediate bearing਍ഀ Page 1 of 1਍ഀ 1C0®SE਍ഀ BC CALC® 9.1 DESIGN REPORT - US਍ഀ Thursday, September 15, 2005 08:33਍ഀ Double 11 7/8" BCi® 450-1.9 DF਍ഀ File Name: Deck Joists.BCC : J05਍ഀ lob Name: Vail's Front Door - Residences਍ഀ Description:਍ഀ dress:਍ഀ Specifier:਍ഀ Ly, State, Zip:Vail, CO਍ഀ Designer: GML਍ഀ Company: Monroe & Newell Engineers਍ഀ Customer:਍ഀ Misc:਍ഀ Code reports: ESR-1336਍ഀ =7_7_1਍ഀ 1਍ഀ A,਍ഀ BO, 1-3/4"਍ഀ LL 983 Ibs਍ഀ DL 492• Ibs਍ഀ B1, 3-1/2਍ഀ LL 983 Ibs਍ഀ DL 492 Ibs਍ഀ Total of Horizontal Design Spans = 14-09-00਍ഀ General Data਍ഀ Version:. US Imperial਍ഀ Member Type: Joist਍ഀ Number of Spans: 1਍ഀ Left Cantilever: No਍ഀ Right Cantilever: No਍ഀ Slope:਍ഀ OC Spacing: 16"਍ഀ Repetitive: No਍ഀ Construction Type: Glued਍ഀ sclosure਍ഀ The completeness and accuracy of਍ഀ the input must be verified by anyonE਍ഀ who would rely on the output as਍ഀ evidence of suitability for a਍ഀ particular application. The output਍ഀ above is. based upon building਍ഀ code-accepted design properties਍ഀ and analysis methods. Installation਍ഀ of BOISE engineered wood਍ഀ products must be in accordance਍ഀ with the current Installation Guide਍ഀ and the applicable building codes.਍ഀ To obtain an Installation Guide or if,਍ഀ you have any questions, please call਍ഀ (800)232-0788 before beginning਍ഀ product installation.਍ഀ BC CALC®, BC FRAMER), BCI),਍ഀ BC RIM BOARD TM, BC OSB RIM਍ഀ BOARD TM, BOISE GLULAMT"਍ഀ VERSA-LAM), VERSA-RIM),਍ഀ VERSA-RIM PLUS,਍ഀ VERSA-STRAND TM਍ഀ VERSA-STUD), ALLJOIST) and਍ഀ AJSTm are trademarks of਍ഀ Boise Cascade Corporation.਍ഀ Load Summary਍ഀ ID Description਍ഀ Load Type Ref.਍ഀ Start End਍ഀ Type਍ഀ Value਍ഀ OCS Dur.਍ഀ 1 Standard Load Unf. Area Left਍ഀ 00-00-00 14-0਍ഀ 9-00 Live਍ഀ 100 psf਍ഀ 16" 100%਍ഀ Dead਍ഀ 50 psf਍ഀ 16" 90%਍ഀ Controls Summary਍ഀ Control Type਍ഀ Value਍ഀ % Allowable਍ഀ Duration਍ഀ Load Case਍ഀ Span Location਍ഀ Moment਍ഀ Pos਍ഀ 5439 ft-Ibs਍ഀ 72.6%਍ഀ 100%਍ഀ 1਍ഀ 1 - Internal਍ഀ .਍ഀ Neg. Moment਍ഀ -0 ft-Ibs਍ഀ n/a਍ഀ 90%਍ഀ 1਍ഀ 1 - Right਍ഀ Left਍ഀ 1਍ഀ End Reaction਍ഀ 1460 Ibs਍ഀ 71.2%਍ഀ 100%਍ഀ -਍ഀ Total Load Defl.਍ഀ L/464 (0.382")਍ഀ 77.6%਍ഀ 1਍ഀ 1਍ഀ Live Load Deft.਍ഀ LI696 (0.254")਍ഀ 10__.5%0਍ഀ 1਍ഀ E਍ഀ Max Defl.਍ഀ 0.382"਍ഀ 38.2%਍ഀ 1਍ഀ 1਍ഀ Span / Depth਍ഀ 14.9਍ഀ n/a਍ഀ 1਍ഀ Notes਍ഀ Design meets User specified (L/360) Total load deflection criteria.਍ഀ Design meets (L/360) but not (L/720) Live load deflection criteria.਍ഀ Design meets arbitrary (1") Maximum load deflection criteria.਍ഀ Minimum bearing length for BO is 1-3/4".਍ഀ Minimum bearing length for B1 is 3-1/2".਍ഀ Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing਍ഀ Page 1 of 1਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ J j ` ; y_ _t^5਍ഀ V~ Ave਍ഀ JOB਍ഀ SHEET NO.਍ഀ CALCULATED BY U~਍ഀ CHECKED BY਍ഀ 1- 1਍ഀ OF਍ഀ DATE q-),5--'2 00-S'਍ഀ DATE਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB I's ~ of >ooyt ` te®~ ~-t4 ,'t.਍ഀ SHEET NO. 3 OF਍ഀ CALCULATED BY !h਍ഀ CHECKED BY਍ഀ SCALE਍ഀ DATE ( - I S-2005਍ഀ DATE਍ഀ SCALE਍ഀ N਍ഀ 1਍ഀ `!I਍ഀ 1਍ഀ D਍ഀ ~i਍ഀ ~L਍ഀ i਍ഀ /~Al਍ഀ V਍ഀ 0਍ഀ 0਍ഀ 0 0਍ഀ 0 0਍ഀ i਍ഀ ~਍ഀ I਍ഀ i਍ഀ J਍ഀ I li਍ഀ J਍ഀ Xz0਍ഀ m00z਍ഀ ,਍ഀ mUQ਍ഀ mOQ਍ഀ 1਍ഀ Y E ~਍ഀ L-L਍ഀ I਍ഀ OLZ਍ഀ Xyo਍ഀ I਍ഀ Tu਍ഀ 7਍ഀ V਍ഀ 'y7਍ഀ 1਍ഀ t਍ഀ V►਍ഀ h਍ഀ 7਍ഀ I਍ഀ I਍ഀ I਍ഀ i਍ഀ i it਍ഀ rl਍ഀ I -਍ഀ i਍ഀ f f=਍ഀ I =਍ഀ o~Q਍ഀ ~ i aryo਍ഀ - ttvQ਍ഀ i਍ഀ i਍ഀ 0 i਍ഀ 9਍ഀ Y਍ഀ i਍ഀ I਍ഀ I਍ഀ i਍ഀ .9਍ഀ .B-.OI਍ഀ O O_਍ഀ I਍ഀ I਍ഀ i਍ഀ ! ,XV jO I'll਍ഀ moo਍ഀ !r਍ഀ ~b=I-1O਍ഀ ~OSb/1'JE .4/L II਍ഀ .਍ഀ Ot 1A਍ഀ A਍ഀ ~r਍ഀ C'~CJUf਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ fLf਍ഀ ~਍ഀ 0਍ഀ JOB +'"'I਍ഀ SHEET NO. ' OF਍ഀ CALCULATED BY ----G M L DATE Z Ll' 1?106r਍ഀ CHECKED BY DATE਍ഀ SCALE਍ഀ L& I਍ഀ g਍ഀ Z਍ഀ lL3਍ഀ Monroe & Newell SOB Vctk t`.5 E-fo, ~es SOO,02਍ഀ Emsineers_ Tnr_ SHEET NO. 2 nF਍ഀ A Monroe & Newell਍ഀ Engineers, Inc.਍ഀ JOB ym~~lej'I-f0,\-,਍ഀ SHEET NO.਍ഀ CALCULATED BY਍ഀ CHECKED BY਍ഀ SCALE਍ഀ L) 64਍ഀ OF )਍ഀ DATE e --e ~਍ഀ DATE਍ഀ LL਍ഀ