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11-0936 (RER) Structural CalcsI i '*' e t Patel Burica &Associates, Inc. structural engineering i Structural Building Department Submittal Stee'lbeig Residence i The Hideaways 80-753 Via Pessaro La Quintal CA August 26, 2011 w/ PC Corr: — October 17, 2011 j PBA Job #541 SCA CITY O L' QUIN�TA� BUILDING & SAFETY DEPT.- APPROVED FOR CONSTRUCTION,, WEA6�= B_j&==j Y d FEB 13 ?012 832 W. Town:& Country Road Orange, California 92868 714.547:1115 PH— 714.547:1141 FAX • www.PBAstructural.com `_Table of: Contents_ Patel Burica & Associates, Inc.. 1 ' N -. Description` Pages t ; iProject Information : ; 1 — 4 Plan Check response Ltr - 5 + Gravity Analysis: G1 — G16 Foundation. F1 — F9 - ,. ,,.: ` ` ' Lateral Analysis: , L1 — L14 Excerpts from Soils Report ` - wr 4. E1 — E3 t .. •.`,.. J' . -w1 1•_ -f µ11a F` - .. • .`� -{ , These.bound calculations have been prepared, for. Building Department review only. In.addition to these calculations, the Engineer of Record.has applied professional judgement and'current standards of practice to prepare the i construction drawings. These calculations shall not be used or applied independently of the approved structural 'drawings. Page 1 • None 0 0 ' 'Patel Burica and Associates, Inc. y r 0 , .. Generallnformatron: J ., r'St r. •J b `. .. V ' _ PBA Project #: _' a 'y '_' 541' SCA {. • •. None :._ PBA Designer: _ Mjg • ` , None.. Project Name: : ' :.Steelberg Residence '. Code: 2010 CBC 4 w 0:0 - jurisdiction: r= La Quinta x .Total Floor Dead. Load: s `: 0.0 Basic Wind Speed: 854'° •' - Wind Exposure: Exp CL Soils Report by: Sladden Engineering - ' Soils Report #: 544-09117 "a 'Allowable Bearing {psf) : * 1500 Soils Report Dated: 8/6/2009 ♦ 4, ., SMS = 1.5 , Structural Loadin l f Roof Slope: r4 12 Roof Live Load (psf) Floor Live Load (ps() ♦ 40;. Roof Dead Load (psf) Slope Factor Adjusted Weight. k Concrete tile - 100% boosted 22.0. }. 1.05' . -23.2 1/2" Structural Sheathing k 1.8 1.05 " ~' .1.9, - 6x8 @ 24" o.c. • 4.7 1.05 5:0 . 2x T&G, . ; 4 5, 1.00 - 3 4:5 , None 0.0 100 0.0 None 0.0 ' 1.O0, ' . r 0.0 None ° `.♦ '� ; ..�,. 0.0 1.00 it 0.0 None ° , . ` " ,, 0 `0 - , 1.00 , = .. 10.0 ' • _ Total Roof Dead Load: x ' 34:5 •. •: G Use:. 35.0 psf ' Floor Dead Load (ps) r These.bound calculations have been prepared, for. Building Department review only. In.addition to these calculations, the Engineer of Record.has applied professional judgement and'current standards of practice to prepare the i construction drawings. These calculations shall not be used or applied independently of the approved structural 'drawings. Page 1 • None 0 0 ' . ` None. i : y r 0 , None 0.0 ' Y None ` _ 0 0 ' None :._ `; 0 0 ' None.. :' 0.0 None r 0.0 r. None 0:0 - , .Total Floor Dead. Load: s `: 0.0 Use: 20.0 psf n These.bound calculations have been prepared, for. Building Department review only. In.addition to these calculations, the Engineer of Record.has applied professional judgement and'current standards of practice to prepare the i construction drawings. These calculations shall not be used or applied independently of the approved structural 'drawings. Page 1 • ' Seismic Factor Computations Bdsed on ASCE 7-05 - ; ;'� �. .Page 1•of 2 Response Factor R 6:5 Table 12.2-1 Short Period Response Acceleration: , r r . 1 Second Response Acceleration: • Si' • ' Street: 53-312 Via Bellagio - - Seismic Design Category Address:' _........._........ �. :. City: La Quinta State CA r'•s Zip Table 11.6-1 & 2 Seismicl actoi.com IAO _ Fo ' Site .,, • . Class: D 1F. Occupancy Category: itor II s , Table 11.4-1 Show site on Gooele P. ' l F„ 1 . r ' * {, Structural r-" _ r ;For questions, comments ' •Suis.= F. Ss System: A. BEARINGWALLSYSTEMS Y , 1 email: . SMi = . F„ Si . ° • 0.9 structural panels rated for shear resistance or steel shei (Table 13. Light framed walls sheathed with wood st p •,: • seismiclactor,a,amail.com Spectral Response Acceleration ' ' 12.2-1) Ace - 3 NT r : ; Need Custom Span Structure All other structural systems' •` " Roof Height' 23, feet',Calculates L 2:.^.: Table? ' ti? 0 6 Equation 11:4-4 , Type: �, Try ww�,v.snanwood.com , 'rte•` .T I• - I:)etermine Embedment o1• Period Parameter 2 ` .:. 0.75 a Pile pproximate Fundamental Period (sec) Site Latitude: 33.6594790 :y E Site Longitude: =116.2564000'-, Equation 12.8-7 Coefficient for Upper Limit Importance Factor' 1 , I } 1 Tables,l-1 & 11.5-1 Response Factor R 6:5 Table 12.2-1 Short Period Response Acceleration: Ss _ 1.5 Section 11.4.1 1 Second Response Acceleration: • Si' 0.6 Section 11.4.1 Seismic Design Category D: Table 11.6-1 & 2 Site Coefficient Fo 1._• Table 11.4-1 Site Coefficient F„ 4.' 1:5 Table 11.4-2 ' Max Considered Short Earthquake, •Suis.= F. Ss 1.5 Equation 11.4-1 Max Considered l second Earthquake ; . SMi = . F„ Si . ° • 0.9 Equation 1.1.4-2 Spectral Response Acceleration .. , 2 ', SDs =` SMs; ;1' . ' Equation 11.4-3 3 r : ; 2 Spectral Response Acceleration, ]s ' ` C SDi. Sti�i ' ti? 0 6 Equation 11:4-4 , 3 , Period Parameter 1C, .02 Table 12:8-2 Period Parameter 2 ; ' ' x 0.75 Table 12.2-2 pproximate Fundamental Period (sec) T.-=-, C, h„X x 0.21 Equation 12.8-7 Coefficient for Upper Limit C;; ; 1.4 r Table 12.8-1 Actual Building Period _ ! n/a n/a Section 12.8.2 ' Upper Limit on Fundamental Period C„Ta 0.294., Section 12.8.2 on -Buildin Transition Period (sec)' TL 8 1?i ure 22-15 Period sec T, 0.21 Section 12.8-2 r } SDS • r :Cs = - „ 0.1,A Equation 12.8-2 * .. ., aP • �k' 'SDI r CSn'ux , 0.439 S Equation 12.8-3 SDITi "■ Y Seismic Response Factor , T <= TL Equation 12.8-4 0.5 Si - CSMIN:= 0_.0,46 Equation 12.8-6 ° Cs'"IN - " ", 0.01 E uation 12.8- •� http://www.seismicfactor.com/default.aspx + , a • ' Y i � t I http://www.seismicfactor.com/default.aspx ~'~' ,' ^ 8/25/2011 as a� as r a� a as r as -a �a as as �■a a - is as at a� -. *General Notes: All shear panels shall be"nailed with common nails F A351 shall be installed with long direction parallel to plates - 3/8" lag screws shall have a minimum 3" penetration into connecting members and minimum 3/4" edge distance SDS screws shall have a minimum'2" penetration into connecting members and minimum 3/8" edge distance Predrill nail holes if wood splitting occurs (or use alternate connectors, per schedule) Use 8d x 2.5" long nail if A35, LTP4 or LTP5 are installed over sheathing Footnotes: A. APA Struct I rated sheathing regiured for all 15/32" panels B. Stagger shear panel edge nailing where spacing is 3" o.c. or less C. Offset adjoining panel edges on opposing faces of the wall D. Acceptable to use shot pins @ 24" o.c. at interior non4ear.walls Page lei r f Shear Schedule - 2010 CBC . Shear wall designation None 6 41 3 2 1 D3 D21 D1 Capacity (lf) 260 350. 490 640 870 980 12801 1740 Footnotes D B B A,B B,C . B,C A,B,C Connection at Concrete Anchor diameter 5/8 5/8 5/8 5/8 5/8 5/8 5/8 3/4 3/4 Anchor spacing 48 16 16 16 16 12 12 16 12 Sill Plate 2x 2x 2xi 3x •3x 3x 3x �3x 3x Plate washer size 2 x 2 3 x 3 3 x 3 3 x 3 3 x 3 3 x 3 3 x 3 3 x 3 3x"3 Plate washer thickness 3/16 0.229 0.229 0.229 0.229 0.2291-, 0.229 0.229 0.229 Pariel and Framing , .;. , APA Rated Sheathing - 3/8" 3/8" 3/8" - 3/8" 15/32" 3/8" 3/8" 15/32" Sides 1 1 _ 1 1 1 2 2 2 Panel Edge Nailing• , - 8d @-6" 8d @ 4" 8d @ 3" 8d @ 2„ , 10d @ 2" 8d @ 3" �8d @ 2" 10d @ 2" Panel Field Nailing - , 88 @ 12" 8d @•12" 8d @ 12" 8d @ 12" 10d @ 12" 8d @ 12" 8d @ 12" 10d @ 12" Adjoining Panel Edges -` - 2x ` 2x "''= ` 3x ,-,>- 3x 3x 3x 3x 3x Sole Plate 2x 2x 2x 2x 2x 2x , 3x 3x 3x c: Shear transfer ' spacing, inches,.. o.c. • .. t 4 h , 12d 8 6 4 3 2 2 2 1.5 1 16d` _` 8. 6 41 3 2 2 2 1.5 1 A35 - 32 32 24 -17 13 10 9 7 5 LTP4 48.. 31 23 ' 16 ., 13 9 . 8.' h 6 5 LTPS 32 25 19 13 .10 8 '7 _ 5 4 1/4" SDS . • °.17 13 - q 7 5 5 3 3 3/8" Lags, "- '. .. s 241 18 - 13 ,10 7 6 51 3.5 -. *General Notes: All shear panels shall be"nailed with common nails F A351 shall be installed with long direction parallel to plates - 3/8" lag screws shall have a minimum 3" penetration into connecting members and minimum 3/4" edge distance SDS screws shall have a minimum'2" penetration into connecting members and minimum 3/8" edge distance Predrill nail holes if wood splitting occurs (or use alternate connectors, per schedule) Use 8d x 2.5" long nail if A35, LTP4 or LTP5 are installed over sheathing Footnotes: A. APA Struct I rated sheathing regiured for all 15/32" panels B. Stagger shear panel edge nailing where spacing is 3" o.c. or less C. Offset adjoining panel edges on opposing faces of the wall D. Acceptable to use shot pins @ 24" o.c. at interior non4ear.walls Page lei r f -. *General Notes: All shear panels shall be"nailed with common nails F A351 shall be installed with long direction parallel to plates - 3/8" lag screws shall have a minimum 3" penetration into connecting members and minimum 3/4" edge distance SDS screws shall have a minimum'2" penetration into connecting members and minimum 3/8" edge distance Predrill nail holes if wood splitting occurs (or use alternate connectors, per schedule) Use 8d x 2.5" long nail if A35, LTP4 or LTP5 are installed over sheathing Footnotes: A. APA Struct I rated sheathing regiured for all 15/32" panels B. Stagger shear panel edge nailing where spacing is 3" o.c. or less C. Offset adjoining panel edges on opposing faces of the wall D. Acceptable to use shot pins @ 24" o.c. at interior non4ear.walls Page lei r Anchor Bolt apacity in 2x sills r S acin Bolt Diameter - Capacity in 3x (lbs:) • Factor "' 12" o.c. - 16"-o.c. Spacing Bolt Diameter Capacity in 2x (lbs.) Factor 12" o.c. , 16" O.C. 24" o.c. 32" o.c. 48" ox., 5/8" 890 1.33 1184 888 592 334 223 3/4" 1220 1`33 - 1623 1217 "'811 458 305 7/8" 1610 , 1.33 --' 2141 .1606 '1071 604 403 Anchor Bolt Ca aci ., in 3x sills ~ ' r S acin Bolt Diameter - Capacity in 3x (lbs:) • Factor "' 12" o.c. - 16"-o.c. 24'' o.c. 1 32" o.c.` 48" o.c. ' 5/8" '1140 1.33 1516 1137 758 428 285 3/4" 1480 1.33 1968 1476 984. 555 370 ' 7/8" - _ 1870 _ ',;; ,- `1.33 ,: -, _ - 2487 1865 ' ` 1244 ' ` " �' 701: 468 l J r , 260 350 490 640 870 980 1280 1740 A35 695 32.1 23.8 17.0 13.0 9.6 8.5 6.5 4.8 RBC 445 20.5 15.3 10.9 8.3 6.1 5.4 4.2 3.1 LTP4 670 30.9 23.0 16.4 12.6 9.2 8.2 6.3 4.6 •! 1�� � �` 13.3 10.2 7.5 -6-71 5.1 .,! � f - , , � .0 ! Y -fit.• .�,r ,i{ � ti� 'J �.. � � 4 =!�J .. .� .�.' `�• � -. _ ,4ri . _' Anchor Bolt Ca aci ., in 3x sills ~ ' r S acin Bolt Diameter - Capacity in 3x (lbs:) • Factor "' 12" o.c. - 16"-o.c. 24'' o.c. 1 32" o.c.` 48" o.c. ' 5/8" '1140 1.33 1516 1137 758 428 285 3/4" 1480 1.33 1968 1476 984. 555 370 ' 7/8" - _ 1870 _ ',;; ,- `1.33 ,: -, _ - 2487 1865 ' ` 1244 ' ` " �' 701: 468 l J r , 260 350 490 640 870 Anchor Bolt Ca aci ., in 3x sills ~ ' _ S acin Bolt Diameter - Capacity in 3x (lbs:) • Factor "' 12" o.c. - 16"-o.c. 24'' o.c. 1 32" o.c.` 48" o.c. ' 5/8" '1140 1.33 1516 1137 758 428 285 3/4" 1480 1.33 1968 1476 984. 555 370 ' 7/8" - _ 1870 _ ',;; ,- `1.33 ,: -, _ - 2487 1865 ' ` 1244 ' ` " �' 701: 468 v •Y:.ar .. � � .- t: �� . tir � .'1, p +' S. r •f - � _ �. - .. t� . ',{_ i'r� ' a iF 4 - , � �`i Required Load l Connector Eq. Capacity (lbs.)' 260 350 490 640 870 980 1280 1740 A35 695 32.1 23.8 17.0 13.0 9.6 8.5 6.5 4.8 RBC 445 20.5 15.3 10.9 8.3 6.1 5.4 4.2 3.1 LTP4 670 30.9 23.0 16.4 12.6 9.2 Page 1 Simpson Connector Required Spacing (inches o.c.) Required Load l Connector Eq. Capacity (lbs.)' 260 350 490 640 870 980 1280 1740 A35 695 32.1 23.8 17.0 13.0 9.6 8.5 6.5 4.8 RBC 445 20.5 15.3 10.9 8.3 6.1 5.4 4.2 3.1 LTP4 670 30.9 23.0 16.4 12.6 9.2 8.2 6.3 4.6 LTP5 545 25.2 18.7 13.3 10.2 7.5 -6-71 5.1 3.8 1/4" SDSI 372 17.21 12.81 9.11 7.01 5.11 4.61 3.51 2.6 Patel Burica & Associates, Inc: ' • , - - '-C r U C C `U r .1 1 ,- l'. n. R L Il e 1. I 1 n r k October 17, 2011 , John W. Thompson, PE City of La Quinta i zP s ' Building & Safety Department Subject: Steelberg Residence a ,. ' 80=753 Via Pessaro ' The Hideaways '> _ �, , La Quinta, CA Re: Structural Plan Check Corrections September .13, 2011,.. Plan Check Number 1.1-936 Dear Mr. Thompson,- ^7 We haver - +r received and reviewed�the structural plan check corrections for the subject project., Below, please find a list of responses to each item on the correction list. T. See added calculation L-13 for fireplace seismic, load. Connector specified in . , Detai1.18, D3.- 2. 3. 2: The empty, detail bubble was removed. Detai1'21/SDI has been added to the foundation plans and is also'referenced;in-the foundation legend, item #3: '3. See added calculation L-14 for roof rafter anchorage design. Detail 1/SD2+- requires two toe nails at each rafter.--. 4. "' -Redlines have been addressed; see responses in blue on plans. •:. ray �, .1 vt " �. If you have any questions, "pleasecall me`at`(714) 547=11.15 eitension 102.- Sincerely, 02. Sincerely ' .�,• ' •' , Patel Burica & Associates, Inca ' Michael J..Burica, PE °, P:\Projects\541 SCA Steelberg Residence\541 SCA PCC 0Ldoc .f 832 W. Town & Country Road Orange C il&)'rnl i 92868 s' Tel: 714.547.1115 ."Fax: 714.547. 1141 .v.... PBAstnlctural ulnl ` TYP 12'-0' - SD2 SD2 1 1 TYP - SD 4 S - — — -- - -- - - — -- - NOTE ADD CJ PER - SD2 ARCH PIAN PER - -- - I DETAIL 11/SD2 ( . e e X 14 I �— CS16 X 8'-0' LONG - 4 2S J�T 0/ 2X BLOCKING AT SMEAR WAIL j J o EXTEND 2'TYP -0' TO SIDE .OF RR I y�l`���„ I ' j x LJ✓ 17 x xl N I m 1 16'-0' � 0+• _ e m SD S12 4 4 I I BI L - m - _T:� 8 0HF SMEAR - °D• I- -- --- - . — — — — RR (TYP) - n. .#4 ..I �. TYP I _ I' I - ALL AROU 10 I 19 - TYP I _ 8 8 ° Yf I 15 CHIMNEY SD2 SD2 17 I CEILING BEAM 1Ob SD2 CONT RIDGE SD2 1 II _�{ w TYP W/ 2-2% MI 0 -� — - 1 BFhM B % 10 _-- _II I, I EACH SIDE , t\; i •-,m I : � - L.• vC'i •..... - 15 WRAP "CHIMNEY WITH SD2 CS16 AND EXTEND r— I' 2 L;! - 0/ ROOF SHEATHING x. SD2 ij 10 a I ` B 6'-0' MIN EACH SIDEI ao '. SD2 I t� 6 X 6 USE Bd X' tY�� NAILS l0 TYP 4 !..d {ti hll; :Jc�' r' - - - - -- - o`*0rt7 13 SD2 4 --.7 SD2 x �. : 6X 14 :502 u3• SD2 W/ 2-2X TRIM I 8 X 14 �• NOTE: ADD CJ PER --r .c -_ -. — _ — o --1 I , %; I —_ _ ARCH PLAN PER - Typ 33 _- DETAIL 11/SD2 i 20 I SD2 SD2 I - - SD2 1 2 19 SD2 2 4 -7-'- 2 - - ?APER ENDS OF SD2 - - — — — 1 4 CEILING BEAM TO FIT 3 -0' TYP ;-Typ-- — 2'-6' i 4'-8'/4080/2'-11' SD2 S02 JUST BELOW ROOF SIM % dYP-- ` -SHEATHING (�) 1 AT CEILING BEAM -;� O moi`_ 18 S -271 o SD2 ROOF FRAMING PLAN�y' ROOF FRAMING PLAN - SCALE: 1/4'=1' � L ' BEAM / HEADER CALCULATION"'y a _ t� 'Beam No. 01 .DESCRIPTION: Ridge Beam'at Outdoor Living SPAN LENGTH: 6 ft :Compression,side braced? Y ' LOADING: DL s LL s `'- 'Trib ft. DL I LL I Total plf Roof: 35 ' 20 3 8 - 280 160 , ' "Wall:15►. 0 , y. ', 0 .. 0 .0 Misc: 35 40 s` ti 0A 0 p , ' Self Weight: j, 13 V .. '` r 293 160 453 q t ''Reaction (I b):; 879 . 480 1359 ► Moment (ftlb.) , 1318 720 " ,. 2038 TRIAL SIZE: ..," 8x8 DF#1 4;: SUPPORT: 2x6 DF#2 ` ' M1 Plies: 1 �r �a'. r R� �s Plies `y ,1' BEAM PROPERTIES: ' + ; A �' STRESS FACTORS: ; Width inchesz Cp "' rr { .:' . "' 1.25, ^ Depth . ; 7.5'"inches' t Cy. ; `it .' 4 , ~. 1.00 ; ' Density _• 33, pcf,,; C, ,`X j i 1.00 =" �� Fb s, ; 1200 .psiM�, CM �' ' , ' 1.00 . JyCv`1 . F„ 4 170 psi c�L* 1.00 . E <. 1600000 psi, ,•:CF �� + 1.00 Fc (perp) - ^as - N �; 625 'psi C, �. 1:00 SECTION PROPERTIES: �; ` �t F DEFLECTIONS: ; a Required i Actua t !% used yArea (int) 7.6 •:' 56.3 r 13% Section Modulus (in 3) = 16.3. ' 70.3 • = ' ; X23% DL+LL for U240 (in 27.5-' :263:7 , , 10%----->` TL (in.) ( ) ( ) 0.03 s r (LL) for U360 (in4)14.6 ,- "" 263.7 ' a. - -6%---==--> LL (in.) 0.01' �• S r. (DL) for U480 (in°) 35:6 "263.7 r , :` 13%° =-> DL (in.) ..0.02 , Bearing Area, (int) , 2.2 , '�� 8:25 26% , ' Use (min.) Plies Beam 8x8 DF #11 Support ' 2x6 DF#2 ♦ BEAM / HEADER CALCULATION - Beam No. 02 DESCRIPTION: ' Header at Fireplace at Outdoor Dining SPAN LENGTH: 7 ft. Compression side braced? _ N UNIFORM LOAD: ' ' DL` s LLs Trib. ft. ' DL (plf) LL (plf) ., Total plf Roof: r 35 20. _ . 0 0 0 Floor: 25 40- '0"". o. ; i 0 Wall: 15 0°. ` K 6 90 0 Misc: 35 40: _' 0 -0 0 Self Weight: ,. ,� `+ - -9- 99 99 0 99 PART UNIF. LOAD 1: j ." From x= 0- To x= 0 DL s ,•; .LL (psf) Trib. ft. DL 1 LL (plf) Total plf Roof: 35 ' ::-1 20 OS'"', 0 ' 0 Floor: 25 40 0, 0 . 0 Wall: 15�-* .0 - , 0 �: "• 0 0 Misc. -35 40 +' w ` o o 0 _ 0 0 0* PART UNIF. LOAD 2: - '4 From x= 0 y± To x- 0 =� DL (psf) LL(Psf) '' Trib. ft. DL (p_lf) LL I Total plf Roof: '35. 20 0- ti 0 0 Floor: 25 t : 40 .0 0. Wall; s•� 15 0 0 *'s 0 Misc. y 35 40-. , 0, 0 0 ' t 0` 0 0 POINT LOAD 1: s Atex 3.5 Span of supported member (ft) _ 2 DLs •LL s Trib: ft. . DL (plf) LL (plf) Total ♦ Roof:. 35 , 20 ► 0 0 0 Floor- t 25' 40 0 P o 0 Wall: 15 0 J, , 0' 0 0 Misc. 879 480 5 2 < 1757 960 Member Line load (plf): • 1,757 960 2717 _ aPoint Load to supporting beam (Ib) ' : 4757 .' , 960 - ` 2717 POINT LOAD 2: At x— 0 Span of supported member (ft) = 0 - `DL s 'LL (psf) Trib. (ft.),_ DL (plf) LL I Total 4 Roof: 35 20 ' .,k; "0 0 s 0' r Floor: 25 y 40 ` 0 0 • 0 Wall: 15 0 0- 0 0 Misc. 35 40 M P -0 0 _ 0 Member Line load,(plf): -",' 0 0 0 Point Load to supporting beam(Ib): 0 0 0 ' ? BEAM / HEADER CALCULATION (Cont'd) ti ; DESCRIPTION: Header at Fiiepla6i Jat Outdoor Dining `' y DL LL Totaf ` LOAD RESULTS: Left Reaction (lb): `" 1227 ` 480 1707 • -k s f Right Reaction (Ib): ! ,1227 ` 480 1707 Y . i�,•' * Max Moment.(ft Ib) 3685 •. 1680 5365 •- , ' `(Totalmoment maybe less than DL + LC due to loading configurations) TRIAL SIZE: 6x8 DF #1 `' SUPPORT: ' 2x6 DF#2 •' Plies: 1' Plies %' 1 ' • 4 BEAM PROPERTIES: ° 4 „ STRESS, FACTORS: ' Width 5.5'- inches Co • " 1.25 Depth ; 7.5 • inches Ce" °� -, z , 1.00 Density .. ,5 . '33 .pcf ._ C, M • ` 1.00 F .Fb . •1200 psi CM F� ; _ 170, psi Cv E• °'' ♦' 1600000'psi:". CF' `,,_'�. 1.00 F° (Perp) �.+� 625 psi C� , , '1.00 SECTION PROPERTIES: f'"' r° a `. -�" DEFLECTIONS: t Required �'-TActual % used. Area (int) J �• : 41 6,', '` 41.3 r 28% E Section Modulus , '' 43 1 ` 84% �A ' (in3) t¢ ,r F -51.6 (DL+LL) for U240 (in°) 69 5 .193.4• ''36% --------> 'TL (in.) 0.13 " (LL) for U360 (in') .193.4 ;, .16%.-- --== > LL (in.) 0.04 ' z I (DL) for U480 (in') a 96 7X50%!�— -=> DL (in:) 0.09 Bearing Area, (int) `2.7 aA • 8:25 _ Y i330/0_ ' . '' ,...j >"r - �• - Use(min.) Plies , • �: '''�, Beam__ 6x8 DF #1 1 T- , , . Support 2x6 DF#2 ----- ------� ---- ♦ ¢ • G-t ' h• .. e: BEAM / HEADER CALCULATION;j. 'Beam No. 03 DESCRIPTION: Ceiling Beam Supporting Ridge at Outdoor Living Room , SPAN LENGTH: 16A., Compression side braced? N74' UNIFORM LOAD:} _'DLs • LL (W) Trib: ft. ": DL I - LL- (plf) 'Total pif Roof:,- 35- ;'^ 20 0 0 N 0 ` ,Floor. 25- ;j '` 40 0 _ 0. r Wall - 15 0 `�.0 { r 0 0` Misc. Self Weight,. ., 35 ' ' 40 - 0 0 r t 16 0 ' 16 0, t;. 16 PART UNIF. LOAD 1: ' "From x.=To x= 0, ,O DL (Psf)' _ LL (psf)' Trib. (k)" • DL I LL (plf) Total plf Roof: Floor: 35 a . " '20;.0 . 0 25 40 .. 0:_y' 0 0 0 , ; } • Wall: 15 0 .. 0 ; ` 0 0 Misc._ 35 �, 40 0. 0 0 .. .� 0 0 f, ,0 PART UNIF. LOAD 2: #1 _. From, x= 0 To x= U DL s LL (psD Trib. ft ' " DL I LL I Total plf Roof: 35 20 _ O', . 0. r ` 0 , `Floor: . 25 40- "0. l 0 .0 , Wall. t 15 K= . 0 '. .0 0 �, 0 t Misc: 35 40 0 w 0 0 t Y 0 0 0 POINT LOAD 1 At x .= 8 Span of supported member (ft) = 2 Roof: DL+ s LL., s = Trib. (ft.)' DL (plf) ' 35 26- 0. 0 LL (plf) 0 F • Total' �. Floor:. 25 ` r 40 0 0 O Wall: 15 0 - 0. �:;' 0 0 ' Misc"' 879 480 2. 1757, 960 Member Line load;(plf):. �: 1757 - 960 2717' Point Load to supporting beam (lb): :1757 960 2717 • POINT LOAD 2: At x =,o .v Span of supported member (ft) = 0. DL s "LL s Trib. ft. ' DL (plf) LL I Total Roof: i 35 20 0 ° , 0 0 Floor 25', 40 0 0 0 1. r . -Wall: 15 ° ~' 0 6! 0 0 V Y Misc. F 35, 40 '0 0 - .0 Member Line load (plf): : , 0 . 0 0 ', 4' Point Load to supporting beam (lb): 0 • ' _ 0 4 p - BEAM / HEADER CALCULATION _(Cont d) ' DESCRIPTION: Ceiling Beam Supporting Ridge at Outdoor Living Room ` Y` DL LL' Total .. ' LOAD RESULTS: ,''Left Reaction (lb):' "'1009' 480 1489 Right Reaction (Ib): .1009 480 1489 r -Max Moment (ft -lb.) ..' 7552 3840 11392" (Total moment may be less than DL +'LL due. to loading configurations) TRIAL SIZE: • ' 8x10 DF#1 ' SUPPORT: - 2x6 DF#2 Plies 1Plies: , .. .1 PROPERTIES: STRESS FACTORS: a 'BEAM t Width 7.5 inches Cp z ,%' Depth r 9.5 inches +" C -1.00 ' Density ' 33 pcf Ct x '1.00 ' . r Fb t200 psi . �''C ' 4 `,� - 1.00. 1 M' " F„.' •170f tw _ psi Cv '� _1.00 E 1600000.'psi CF 1.00 r F° (pefp) 625 ,psi x'. , G�. 0.99. , F 1 SECTION PROPERTIES. 4, -� '� DEFLECTIONS , - , Required .. Actual /o used Area (int) 10.4 71.3 15% ,Section Modulus (in') 91.8 �' 112.8- 81% (DL+LL) for U240 (in4) 4 :�.,_ �t' 62%'-= ------> TL (in.) �' 0.50 (LL) for U360 (in°) i .-331.18535.9. .165:9 535.9 ' 31% ----------> LL (in.) 0.17 (DL) for U480 (in ' a 442.5 ; - 535.9 83%a "-------->. DL (,in.). ' 0.33 Bearing Area, (int) 2.4 ,. 8.25 .. 29% Use (min.) Plies �, ... ..:'Beam -8x10_ DF#1 1 f� Support-, T---- 2x6 DF#2 ----- ------1----- t + w . BEAM /HEADER CALCULATION t _ Beam No. 04 DESCRIPTION: , " . 3 Ceiling Beam at Outdoor Living Room • SPAN LENGTH: - 18: ft., ' Compression side braced? . Y UNIFORM LOAD: DL (gsf) : k LL. (psf) . , Trib. ft. ,,.DL (plf) EL (plf) Total plf. Roof _ 351, 20 ., 6- 210 120 t, . Floor` 25 40 r 0 0`.. 0 Wall: 15 -4• 0-, 0 uk 0 Misc. " . 35 _ '40 .0 0 0 Self Weight: .; �, _ 23 233 120 353 PART UNIF. LOAD 1: -From x= 0 To x= 0 QL (psf) , "- , LL (psf) Trib. ft. '• DL (plf) LL (plf) Total plf ° Roof" 35 20 07 0 0 Floor: 25 ..uV ..40 ; r w U a 0 , 0', Wall: 15 x- 0 U r� 0 0 Misc.3 40 °•c 0 ­0 0 PART UNIF. LOAD 2:' From x= `0 "', To x= 0 ` DL:(pst1 : ` LL'(gsfl .: Trib. ft. k.. DL : I LL (plf) Total plf _ Roof:. 35 20 Y k 0 .. 0 0 Floor _ ` ' '` " 2540' 00 ~ p r ' Wall:' 15 ` 0 p ' 0.. Misc. 35 40 _ f 0= 0 0 POINT LOAD 1: At x = •6 Span of supported member (ft) = 2 - DL s LL (psf) Trib. ft. DL (plf) LL (plf) Total r Roof:, 35 20 ` 0 0, 0 Floor: 25 40 - 0 . ; 0 0 Wall: 15 :0° 0'0 0 Misc." ;..'_ 1000 ' . z W, 480 . 1 . 1009 ' 480 Member Line load (plf): ° 1009- 480 1489' Point Load to supporting beam (lb): ` 1009 • 480 1489 . POINT LOAD 2: At x 12 Span of sup member (ft) = 2+ DL (psf) 'Ll_ . s i Trib. ft. DL (plf) LL (I Total ` Roof: - . 35 20 t 70- 0 10 . Floor: 25 40 r 0 r `2 0 0 Wall: 150 0 .:' 0 0 ' Misc. 1009. 480,+ 1009. 480 Member Line load (plf). = 1009 480 1489 . Point Load to supporting beam (lb)-­ 1009 '480 ' . 1489' • re ' = BEAM /HEADER CALCULATION (Cont'd) ' DESCRIPTION.Ceiling Beam at Outdoor Living Room DL LL w' Total LOAD RESULTS:. ►' � 'r Left Reaction (Ib): 3108 1560 4668 Right Reaction (Iti): k 3108- 1560 4668 -Max Moment (ft -Ib.),, 15501 7740 23241 (Total moment may be less than DL + LL'due to loading configurations) TRIAL SIZE: ' ' 8x14 DF41 SUPPORT. 2z6 DF#2 -' ' Plies: -1 Plies: 1 ` BEAM PROPERTIES: STRESS FACTORS: Width 7.5 inchest, Co" 1.25 , _ Depth , j '; 13:5 inches ' 1.00 .. Density ,,33 pcf C, a. t . 1.00 ' Fb fr ;1350 psi` CM .. 1.00 r , Fv-~170 psis ' Cv - � . ' ' " 1.00 E _ 1600000 , psi ,, CF' ;,r 0.99 ' F°(perp) 3.4 625 psi C�. ~ y 1.00 # SECTION PROPERTIES ' ';n �M • - DEFLECTIONS: �;' Y i Required '$Actual % used',.' Area (int) 30.1 01 3 - 30% F Section Modulus (in3) t .. , . ' 167.41 ` 227 8, • 74% "` k , DL+LL ( for U240 (in4)"::.949.3 �' 1537•:7. 62% 7 ----> TL (in.) 0.56 ' • I (LL) for U360 (in°) _474.1 .1537.7 r' :;� 31% LL (in.) : 0.18 T ' F (DL) for U480 (in4)' : 1266.4'' 1537.7 _. `' 820/6 ' " - ; -> DL (in.) 0.37 Bearing Area, (int) ` 7.5 8.25, _ Use(min.) Plies r;. Beam, 8x14 DF#1 1 Support ` 2x6 DF#2 4 10 G4 16 , BEAM / HEADER CALCULATION r Beam No. 05 DESCRIPTION: Beam -at Bar Lounge - SPAN LENGTH: Y. - 21 ft. Compressionside braced?, - _ LOADING: i•' LOADING:' ` DL s yLL s - ` . Trib. ft. D (p f) LL I Total plf Roof 35 20 t: 55 : 193""110 ' f Floor 25 40' 0 0 0 'Wall: • . t 15" 0 0 0 0. ., Misc: 35c 40 0 0 0 Self Weight: • 27 219 110 329 Reaction (lb): 2301 1155 3456 , Moment (ftlb.) 12080 6064 18144 4� TRIAL SIZE: - 8x16 DF#1`'t.i ,SUPPORT: '2x6 DF#2: ` Plies: 1 ';- r, Plies- -,,j2,, BEAM PROPERTIES: STRESS FACTORS: Width -7:5 _ inches' O :Co 7 ` p 1.25 , Depth 15:'5 inches ' Cr,.,'; 1.00 Density, . - `., . 33 pct ~ " C, 1.00' n f. # Fb 13501 psi CM 1.00 4 F„ R 170 psi Cv Ry 10 1.00 E � - „�- � 1600000psi ._,_ 0.97 CF r F, (Pete) •'' _ - 625 psi C� -1.00 " toT y, . t - SECTION PROPERTIES: `� DEFLECTIONS: tt' , Required r Actual' 4 %` used 1 Area (int)" 21.4 ' .146,3-'180/( Section Modulus (in3) y = 132.7 300:3 ' `T 44% (DL+LL) for U240 (in') 857.3 -.2327A ' 37% -- '----'> TL (in.) 0.39 (LL) for U360 (in') ,� 5 � ` 429.8 2327.4"' f 18% -------- ',> LL (in.) 0.13 (DL) for U480 (in') ,. _. 1141`6 .2327.4 '. 49% :-=-----> DL (in.) 0.26 Bearing Area, (int) µ" 5.51. . 16.5 µ _ , , '34W ­ Use (min.) Plies ' ;.' Beam 8x16 DF#1 1 ' _ • BEAM/ HEADER CALCULATION Beam No. 06 , ESCRIPTION: ;Ridge DESCRIPTION:.,. Beam.'at Bar Lounge .. SPAN LENGTH: ' 16.5. ft Y = • Compression side braced? Y , ,' ° s LOADING: " DL s �AJ•LL s , Trib. ft. DL- I LL I Total plf f Roof:' '35 ,Y . 20 r. 5 175'-- 100 ' ',.Floor: ' 25 + 40. 0 y 0; 0 Wall: 15 ''0 �. '0 0 0 - r: °J Misc:+, 35 40 0:„ 0 ., 0 ' Self Weight: t` 3;. �,`:.,, 14 - rf j * .. • 189 100 289 r . Reaction (lb): 1563. 825„ 2388 r Moment (ftlb) 6449 3403 ` 9852 j• R ' TRIAL SIZE: '; '° 612 DF#1 ', -SUPPORT: 2x6.DF#2 • Plies: 1 Plies:'' 1 �, • BEAM PROPERTIES: ' ., > STRESS FACTORS: ' • Width , } , 5.5' inches Co .. 1.25 f , Depth _T ; f 811.5^ inches . C,x: x 1.00 + Density. A' 33 , pc k . " Cc ;; k, ` „. 1.00 ' Fb s 1350 psi ' ,1:00 r FVi : ; 170, psi ,Cur y 1.00 •.� • ~ T-� � ; } 1600000 psi yCF 1.003 E r �� �. , F° (perp) ;' 625' psi '. Cie .. • �'t; •�s ;1.00 , .. SECTION PROPERTIES ' h= ' J , ' DEFLECTIONS: • ., >, Required Actual` % used; Area (int) 633. 24% Section Modulus.(in3) r l .: .701 .`' , �-121.2 � -.X58% _ . (DL+LL) for U240 (in • } 365.8 �' r 697.1 ' " `52%--=--=> TL (in.) :. 0.43 r I (LL) for U360-(in4) ; • u 189.5 697 1 > 3 27% ->r LL (in.) . 0.15 (DL) for U480 (in4) 478.8 �.': 697.1 `69% =---> DL (in.) ' 0.28 Bearing Area, (int) f 3.8 8.25 r� . - ' 1, ; , A.f • - -Use (min.) Plies - =sr Beam-------6x12 DF#1 1 { t Support ! --:2x6 DF#2 ---- ------------ . '. � ``- ''. � ' �� yid ••ih F. • ' S - � ri -'h . l �'+ i . • ;` - BEAM / HEADER CALCULATION Beam No. 07, DESCRIPTION: r Intermediate Bearing Beam at Bar Lounge - SPAN LENGTH: 17.5 ft. Compression side braced? Y LOADING: - Y P `I DL s ` -:LL s ' Trib. ft. DL I LL I Total PI ' Roof:: A 35 20 ° 6.5' 228 130 Floor: -25 �� 40 0 0 0 Wall:*y 15- . 0 ,0 00 r Misc: , 35 .' . 40 *0 0 0 ' ,- Self Weight: ��' vF ,. 17 130 375 . -'Reaction (lb): ' 2140 1138 3277 ' Moment.(ftlb:) 9360 4977 14337 TRIAL SIZE: • 6x14 DF#1 t' SUPPORT: ' 2x6 DF#2 1 ' Plies:'l. Plies T 1 ti BEAM PROPERTIES: e STRESS FACTORS: y _ Width 5.5 ,inches �Co : 1.25 Depth x'13.5 . nciies C� 1.00 Density`.pcf ,r- Cc r' 1.00 } Fb '' 1350 ^psi ,'� CM sry '1.00 F� = 170' psi ' Cv 1.00 E" .. 1600000 psi _" CF �; r_1 0.99 Fc (perp) 625-psi .: CL . ', 1.00 �,a �� , SECTION PROPERTIES: DEFLECTIONS: ` + ' Required : Actual %used Area (ih2) 20.2 .. 74.3 27% , Section Modulus (in3) 103.3 at 167:1 62% (DL+LL) for U240 (in°) - ' -----564.5 ' )127.7--' un,<< 500X0 --=---->` TL (in.) 0.44 (LL) for U360 (in4) ' 293.9 ," 1127.7 ' r' ` ',, '26% > LL (in.) 0.15 (DL) for L1480 (in4) =737.1- '. -1127.7 65%' > DL (in;) 0.29 Bearing Area, (in2), 5.2 . ': 64% r ,,'8.25 „� Use (min.) Plies ' Beam6x14 DF#1 1 , - ------ - -------------------------- - Support 2x6 DF#2 --- 1 + • , _ G-1) BEAM /,HEADER CALCULATION Beam No. 08 DESCRIPTION: Ceiling Beam. at Bah-"' + 'Compression _ SPAN LENGTH: 11 5,yft., , side braced? N UNIFORM LOAD: DL s , nLL s . -- Trib: (ft.)' DL (plf) . LL (plf) Total plf Roof: 35 • 20 -'0". 0 0 Floor: 25 40 ; .F p 0. p z Wall: 15, '` 0 , 0 . 0' A , F Misc: 35 " l40 > 0 ' 0' r 0 ' r Self Weight: 13 13 0 13 , `x= •, PART UNIF. LOAD 1 From 0 To x= 0 , DL -(Ps ;LL (Psf),, -Trib. ft. DL I LL I Total Pif ' • Roof:35 20 'O' 0 0 Floor: 25- 40 '` 0.• 0 r ,0 , Wall: , 15 '0 0; p 0 k Misc. 35 X40 F 0 .. 0 01 `r ' PART UNIF. LOAD 2: From X-0' : ° : To x=' 0' ' ; • ` : DL(psf) -LL (psf) ,Trib: ft. � I DL I , LL I Total plf Roof: ". -35: 20 ,*, - . 0 u ° 0 " 0 Floor: » 25 . f40, . } ` 0 . r 0: 0 Wall: 15 " a 0. 6,' .� " 0 0 `. ' Misc. 35,• '40 0 0 01 r POINT LOAD 1: At z = ' 5.25 .i Span of supported member (ft) .= 1 DL4 s LL s , 'Trib. ft. ' ,. DL (pIf) LL (plf) Total . R6of: 35 '20 36 1260 720 • Floor. 25• . ` 40 U 0, 0 . Wall: • It 15 0 -ti 0 0 0 'Misc _ 35 - 20 - ,4: 0,. '0 0 A- + * . .Member Line load (plf); -: _ 1260 720 1980 ' Point Load to _- supporting beam (lb) 630 360 990 POINT LOAD 2: At x = 0 Span of supported member (ft)•= 0 ' ' DL` s ` LL s - Trib. (ft.), DL I LL I ,Total Roof:. 35 20 . _ ; .. 0 0 10 - Floor: 25 40 0 0 0 ' Wall: .15 �0. } ! +0' .. 0 M 0 . Misc. 35 40 ` 0 0 0' Member Line load (pif):, 0 � 0 0 . Point Load to supporting beam (Ib):' 7Z • '0 0 0 BEAM / HEADER CALCULATION(Cont'd) DESCRIPTION:,Ceiling Beam it Bath ' + DL'' • LL" Total LOAD RESULTS: Left Reaction (Ib) � 417 196 612 _' ',} •.� �" Right Reaction (lb): ' 362 164 526 s - Max Moment(ft-lb.) ` ' 1998 1021, may be less_ 3018 (Total moment than DL +,.LL due to loading configurations) TRIAL SIZE: '8x8 DF#1 SUPPORT: 2x6 DF#2 F Plies: 1 .:, ` " ; .Plies: J; BEAM PROPERTIES:, --Z .� ",,' STRESS FACTORS:­ Width 75 7.5 inches �- Co * 1.25 ' Depth 7 5 in �. Y C� ` 1.00 Density 33, 'cf , ' C, _' 1.00 { Fb 1200spsi ;, Cnn -1.00 ' ' F„ t ' a _ ' 170 ;psi ; - ~"C:; . r ,��- 1.00 . E 1600000,,PS . ' , ` _ CF r p a 1.00 Fc (perp); -625 p •si �Y CLa . 1.00 SECTION PROPERTIES. ; ' r _ . - ` ', r " R`� •` -DEFLECTIONS: Required; Actual • ' % used _. Q. Area (in2) : 4.3 ' 56.3 '� > Y Y 8%t• j Section Modulus (in) s 24 2 70.3 34% .. y' (DL+LL) for U240 (in4) -63.8 -= 263.7 $`� ? ,' 249/6 -------.-> TL (in.). 0.14 , (LL) for U360 (in 31>:8 ' ; 263 7 ,"%,12'%"-- -- '-"-> LL (in.) 0.05 ' I (DL) for U480 (in°)85.3'4 y 263:7, ; . ` 32%°6:. 4 ------> DL (in.) 0.09 Bearing Area, (in2) ` 8.25. 12% \ Yom. .,� Use (min.) Plies - Beam 8x8 DF #1 1 ` ----------------------------------------------------- Support. 2x6 DF#2 1 • •'' fir •��. ,� . Y .. _' �'• "•( - - _, � �' ,} $ ' c -s!3 BEAM/ HEADER CALCULATION r' , Beam No. 09 DESCRIPTION: �`x Roof Rafters (RRV -,2x6 at 24" o.c. f SPAN LENGTH: ° " a $ Compression side braced? ' 6 ft. , LOADING: DL s LL (Psf)' °. x Tnb.`. ft. '- `DL I LL I Total plf , Roof: ., 35 ,: 20 2 70 40 r h Floor: -25 : 40.. _ *. 0.- 0 0 ; t WAIL 15. 0 4r,0 :;� 0 0. Misc: ;: '40, �,,� 0 0.� 0 . Self Weight:. ,'35 2 _ 72 ., 40, 112.. _ Reaction (Ib):" 216 " ' 120 336 Moment (ftlb.)'324 180 504 TRIAL SIZE:~ V 2x6 DF#2 - +i c;. SUPPORT: 'r,2x4 Stud 'Plies: '1 1 Plies: 3 ? 1 BEAM PROPERTIES. -4w' u ' .`«_ ''WRESS FACTORS: Width , .*�� '� . 1.5 inches CD s 1:25 r Depth 5 5 inches ;; C� ` • s 1.15 , • h s • . - { Density i r 33 pcf = Ccs ' ' 1.00 - .. . Fb -., 900rpsi��' CM �. . 1.00 14 : FV ' n: 180 ipsi...� "CV , - - 1.00 ' 'E +` '. `1600000 psi 'CF .,f-'�! 1.30 ' F° (Pere) _.. ti'625 psi -:F: •�.• CL ;1.00 SECTION PROPERTIES t, . _ . = f =r DEFLECTIONS:. IRequired Actual %`used �. Area (int) ' • - 1.9 _ ,: 8.3: t < ,23% • , . Section Modulus (in3)w L e 3.6 A 7 6 48% (DL+LL) for U240 (in4) 6.8 20.8 33% ------- >' TL (in.) ' 0.10 1. (LL) for U360 (in°) s 3.6 °"' ; 20.8 , `"`;s 18%• -,-=--> L L (in.) 0.04 t (DL) for U480 (in 4) � ' s --- r; x.48.7 " t� y; 20.8. " ;;42% "-> DL (in.) 0.06 :• . r, Bearing Area, (int) "• 0.5 " 5.25 ., 10% . .. ° Use Plies _(min.) ' Beam2x6 DF#2 1 . Support a----- ---2x4 Stud------ -----1 ---- d G-1 N ,. � Y' to ` � r - ' . • . - ' BEAM./ HEADER CALCULATION Beam No. 10 DESCRIPTION Roof Rafters.(RR2) -'6x8 at'24" ox,., ' SPAN LENGTH:- , ` 13 ft. ' Compression side braced? Y LOADING: 4 , _ F: � v •; _ _ � ,+ ` ` . ; -- DL �s. ' " LL s Trib. ft. 'DL I LL I Total plf Roof:_ Floor: . 35 :: ` 20 2 . - ` - • .� • 4041 " 70 40 n 0 0 Wall: :25 I,0 15 0 0 .. 0 0 Misc: 35 40 �+ 0, 0 Self Weight: ti N;,',- , : r" 9 79 40 119 Reaction (16): 516 260 776 f' h '• Moment''(ftlb.),,, 1678 845 .2523 TRIAL SIZE: 6x8 DF #1 ` . SUPPORT: 2x4 Stud 'Plies: ".1' Plies: `1 ` J' BEAM PROPERTIES: ' ' 'STRESS FACTORS: Width 5.5 inches._. Co , 1.25 Depth 7.5 inches Cr , �;9 1:16 , Density 33 pcf �, Ct Fb 1200 psi -- Cnn, , 1.00,i - Fv r 170 psi . , ' Cv E ,, ,• 16000001 psi C1.F ; `. w x 1.00 Fc (Perp) r '625 .psi- �CL -''' 1.00 ' SECTION PROPERTIES: DEFLECTIONS: 1 RequiredActual % used ; - Area (int) -5.0 41.3, 12% Section Modulus (in. 17.6 s « 51.6. 34% (DL+LL) for U240 (in4) . " 73.8. 193.4-, -.38% ----'.---> TL (in.) 0.25 (LL) for U360 (in 37:1 { 193.4: '� " ` `19% -- > LL (in.) 0.08 ' (DL) for U480 (in4) - •a "_ .98.2 + 193.4- 51% -------> DL (in.) 0.17 Bearing Area, (int) '1.2 5.25 ''24%°. n > = ,� , Use (min.) Plies Beam' 6x8 DF #1 1 Support ------ -------2x4 Stud ------ -----1;---- " . `.• ' }' r BEAM /HEADER CALCULATION - Beam No. 11 , DESCRIPTION: Roof Rafters'(RR3) - 4x8,at 24" ox. SPAN LENGTH:.;' _ 11'ft`:•, Compres`sion'side braced?. Y, - ,� .fir. _ 'e ,I. .. � •�, - • , ' LOADING: . ••'. DL s r LL (psf) ',Trib. ft. -DT L (plf) , LL (plf) Total. plf 1 Roof: i Floor: 35 u.• • 20 :. 25 't` ' 40 ;2 70 40 0 0 0 Wall: 15,'. `.0Y` .� 0' : ', 0 0 ,. _ Misc:, .... 35 40 0.. 0 0 j Self Weight: 6 76 40 116 ` Reaction. (lb);! -' 1417. 220, 637 Moment (ftlb;) n l."1147 605 1752 TRIAL'SIZE: 4x8.DF#2 j3# SUPPORT: 2x4 Stud ' Plies: 1 - ryNf r „Plies: 1 .. ., BEAM PROPERTIES: ' �, r ' ' :.} ;: STRESS FACTORS: }, ` Width 3 3.5 inches. Co ^` 1.25 Depth rt 7:25 iriches ' . Cr { 4 .1.15 ' Density 33,pcf"" • Cv. 1.00 r Fb 900 Psi'/ :. y,„ CMe • .t 1.00 ` '" • F„ 180'psi w Cv r v�' °1'00 „ E - 1600000 psi . - CF J'30 Fc (perp) 625 psi . r C� '' ' ' �} 1.00 , SECTION PROPERTIES: 'j s : ' DEFLECTIONS: `Req uired •• Actual ` • % used t ' . Area (int +i) 3 8 ,'' 25.4 :15% ~` 1I Section Modulus (in 3)" -12.5 r 30.7 41% (DL+LL) for•U240 (in4) 43.4,x" . 111.1', ° '',39% , ' `-> TL (in.) 0.21 ' I (LL) for U360 (in °) 22.5 111.1 20%-- --=-> LL (in.) S 0.07 ' I (DL) for U480 (in,) 56 8 -1,{ • 1111 , L, 51% t.-->� DL (in.) 0.14 Bearing Area, (ins) r -°,' :5.25%° r Use (min.) Plies Bearn 4x8 DF#2 1 Support� - --:--2x4 Stud------ ----- 1----� Patel Burica & Associates, Inc. ' S.1' U C r ll r a it j; 1 11 C 11 � 1 1 , 1 Foundation: 1 1 is i 832 W. Town & C )unEry Roan •, orange, California 92868 Tel: 714.547.1115 • Fax; 714.547.1.141 • wwwTBAsrrucrural.co,n. 1 Vt Foundation L . Allowable bearing pressure: = ~ qa _ ;` • 1500 psfi Location JLoad (lbs:) lMin. size (sq. ft.) 'IMin. sq. -dim. fuse size (in.) in. x in.). ., Outdoor Dining5500. 3.7 23 24 x.24 Ext. Footing Actual max load: v y Location Description DL (psf) ; ^ A. . 1 LL (psf):- Trib. ft. DL (PIO LL (plf) Total plf + Roof: 35 2081 280 160 ' Floor: 12 i • 40 "' 0 0 - Wall: 15'.v� * • 0.. ' • f`' y;.13 195 0 Misc. 12 ; , 40 0 0 '- 0 , 475 160 635 Ext. Footing Allowable: } ' W (in.) D (in.) Allow.'brg. (pso, tAllow. line load ' 3 , 12 1500 1500 plf FOOTING OK Allow. Point Load 3000`lbs 'Int. Footing Actual max load: Location Description DL s r LL (Psf-) .,> p � (p f) � (p fl Trib: ft. DL I LL I Total plf •;, Roof: - 35 1 ', . 20. ; ;i . ; 8 280 160 Floor: 12 ' a `�. 40 ' 0 i 0 + 0 .",. Wall' 15 ti 0 ,f 13' 195 0' Misc. 01 40 0 0 0. ., 475 .160 635 Int. Footing Allowable W ,(in.) -'• D (in.) ' *Allow. ting. (psf)" Allow. line load 12 12 1500 V 1500 plf, a FOOTING OK s � Allow. Point Load 3000 lbs'. 4 r •� � �' ' a ' �T�� STG SOL_.. y, ' " " ; ' j p?. * .. .. r a .t ., ' i s ••1.' ,r Y"k �. t _• , r . Ta -.a c_1 1 1 1 1 1 1 1 Patel Burica & Associates Title Steelberg Residence Page: 832 W. Town & Country Job # 542 SCA Dsgnr: MB Date: AUG 15,2011 Orange, CA 92868 Description.... Tel: 714.547.1115 - 5' Retaining Wall at Bar/Lounge This Wallin File: P:1Projects1541 SCA Steelberg Residence' Retain Pro 9 ©1989 - 2011 Ver: 9.24 8167 Registration,#: RP -1183345 RP9.24 Cantilevered Retaining Wall Design - Code: CBC 2010 Licensed to: Patel Burica and Associates, Inc. Criteria ` Soil Data `° ----- --- — -- Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf -. Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method i Heel Active Pressure _ 40.0. psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft- Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel ' _ `110.00 pcf Soil Density, Toe= 110.00 pcf, FootingIlSoil Friction' , . = 0:350"- w ' Soil height to ignore . " . for passive pressure = 6.00 .in Thumbnail Surcharge Loads Lateral Load Applied to Stem `, Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding & Overturning ....Height to Top = 0.00 ftFooting Width = 0.00 R Surcharge Over Toe = 0.0 psf '...Height to Bottom = 0.00 ft',', . Eccentricity _ 0.00 in NOT Used for Sliding & Overturning The above lateral load + Wall to Ftg CL Dist = 0.00 It Axial Load A lied to Stem pp : has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 500.0 lbs Wind on Exposed Stem _" 0.0 psf . at Back of Wall = 0.0 It Axial Live Load = 500.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity 0.0 in Y Earth Pressure Seismic Load Kae for seismic earth pressure = ~ '0.1761 Added seismic base force ' 621.9 lbs Design Kh = 0.400 g *Ka for static earth pressure r, - = - .0.319 Difference: Kae - Ka _ : 0.442 Using Mononobe-Okabe /.Seed -Whitman procedure , 3 Stem Weight Seismic Load i Fp," Wp Weight Multiplier A •0.400 g ., Added seismic base force 110.2 lbs Retain Pro Sofhvare O 2009 HBA Publications, Inc. t-icensed to: Pate! Burica and Associates, Inc. mqw RetainPro.corn All Rights Reserved Orange. CA 92868 ' Patel Burica & Associates e* y TitleSteelberg Residence Page: 832 W. Town 8 Country Job # : 542 SCA Dsgnr. MB Date: AUG 15,2011 Orange, CA 92868 - �`-- Description..., Tel: 714.547.1115 5' Retaining Wall at Bar/Lounge This Wall in File: P:\Projects1541 SCA Steelberg Residence, Retain Pro 9 m 1989 - 2011 Ver: 9.24 8167. - - Registration#: RP -1183345 RP9.24' ' ` Cantilevered Retaining Wall Design -` Code: CBC 2010 Licensed to: Patel Burica and Associates; Inc.. - •• Stem Construction ` Top Stem 2nd �- { Design Summary - _ - - �:r- --'� ---- Stem OK StemOK Wall Stability Ratios Design Height Above Ftg ft = 3.33 0.00• - Overturning = 1.86 OK Wall Material A6oye "Ht"'-, = ,Masonry Masonry ' Sliding _ }' 1,51 OK ' . Thickness { " - 6.00. 8.00 Rebar Size ` ; # 4 # 5 ' Total Bearing Load = 3,262' lbs *.'Rebar Spacing r 24.00 8.00 ...resultant ecc. _ q '8..95 inRebarPlaced at Edge Edge, ' DesignData Soil Pressure @ Toe = 1,446 psf OK' 1 - • 0.762 �/FB + fa/Fa • y 0.250 _ Soil Pressure @Heel = 4 psf,OK :. t , . • Total Force @ Section lbs = 139.9 1,038.3 'Allowable Soil Pressure Less = 1 995 psf ,, Than Allowable T Moment'.... Actual '' ',ft-# =A 118.3 2,410.7 ' ACI Factored @ Toe = 2,068 psi Moment..... Allowable , ft-#= :549.5 3,326.7 ACI Factored @ Heel = 6 psf Shear.. '.Actual psi = 4.2 16.5 ` Footing Shear @Toe = 29.3 psi OK " Shear ..... Allowable ,F{ ..'•psi �. 51.6 "51,6 _ Footing Shear @ Heel= 7.8 psi OK _y Wall Weight psf 58.0- 78.0 _ ' Allowable - = 75.0 psi * Rebar Depth 'd' in - ; 2.75 5,25 Sliding Calcs (Vertical Component NOT Used - LAP SPLICE IF ABOVE , in 24.00 30.00 min= Lateral Sliding Force = 1,418.3 lbs LAP SPLICE IF BELOW :' 24.00 + . less 100% Passive Force = - 1,500.0 lbs , HOOK EMBED INTO FTG in = ° - . 7.00 less 67 % Friction Force = 647.7 lbs . Lap splice above base reduced by stress ratio Added Force Req'd - _ 0.0 lbs OK"`° }; Masonry Data - - '`- --, -- -- -----------'------ . ....for 1.5: 1 Stability = 0.0 lbs OK .' fm '.' Psi=' 1,500 1,500 1 s Fs psi = 20.000- , '20,000 " A „ Solid Grouting Yes Yes Modular Ratio'n'21.48' 21.48 Load Factors .•' `• Short Term Factori ; ; , - 1.333 1.333 Building Code * CBC 2010 < } Equiv. Solid Thick: - in = 5.60 7.60 Dead Load + 1.200 Masonry Block Type' Live Load >. t-600 r Masonry Design Method, ASD Earth, H 1.600' Wind, W . 1.600 ' Concrete etData * Psi -- Seismic, E 1.000•` •, Fy, psi = ,' . Footing Dimensions & Strengths Footing'Design Results ' Toe Width = 2.50 ft Toe Heel Heel Width = 2.00 Factored Pressuie '. _ - 2,068'`- 6 psf Total Footing Width= 4.50 .',; Mu'.: Upward '. �', - ,5,905, 264 ft -# Footing Thickness = 12.00 in t' Mu': Downward, .,; " 1,020 ),103 ft-# " Mu; Design 4,885 + , • 838 ft-# Key Width = 12.00 in Actual 1 -Way Shear'!, 29.35 7.82 psi N Key Depth = 24.00 in '' r Allow 1 -Way Shear' 75.00 75.00 psi ` Key Distance from Toe - = 1.00 ft Toe Reinforcing r - # 5 @ 20.50 in fc = 2,500 psi Fy _; 60,000 psi Heel Reinforcing = # 6 @ 16.00 in 41 Footing Concrete. Density, = 150.00 pcf f ' Key Reinforcing - ` ' ;_ # 5 @ 19.25 -in Min. As % _ 0.0018 ° Other Acceptable Sizes &Spacings' " Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 a Heel: Not req'd, Mu < S ` Fir Key: #4@ 12.50 in, #5@.19.25 in, #66 27.25 in, #7@ 37.25 in,. . r• sA, ' • � - 1• .''• r - �a „ r* � i x,'14 Retain Pro Software 2009 HSA Publications, Inc. Licensed to;. Pate. Bul ica ani, Associates. L c. wIWw RetainPio.com All Rights Reserved Orange. CA -2t rig Patel Burica & Associates 1' Title ` '; Steelberg Residence Page: 832 W. Town & Country Job # 542 SCA Dsgnr: MB Date: AUG 15,2011 Orange, CA 92868 ' Tel: 714.547.1115 Description...: 5' Retaining Wall at Bar/Lounge " This Wall in File: P:1Projects1541 SCA Steelberg Residence' Retain Pro 9 ©1989 - 2011 Ver: 9.24 8167 RegistmUon#: RP -1183345 RP9.24 Cantilevered Retaining Wall Design. Code: CBC 2010 ' Licensed to: Patel Burica and Associates, Inc. —� Summary of Overturning & Resisting Forces & Moments .....OVERTURNING...:: Force Distance Moment.. t .....RESISTING..... Force Distance Moment Item Ibs ft ft-# - -_- lbs _ ft ft-# Heel Active Pressure = 720.0 2.00 - - 1,440.0 Soil Over Heel . ` = 733.3 3.83 2,811.1 ' Surcharge over Heel _ ' ; Sloped Soil Over Heel Toe Active Pressure -33.8 0.50 -16.9 Surcharge Over Heel Surcharge Over Toe = .: Adjacent Footing Load Adjacent Footing Load = 1y, " Axial Dead Load on Stem - 500.0 2.83 1,416.7 ' Added Lateral Load _ , ' Axial Live Load on Stem 500.0 2.83 1,416.7 Load @ Stem Above Soil = -Soil Over Toe = 137.5 1.25 171.9 Seismic Earth Load = 621.9 3.60 .' 2,238.9 Surcharge Over Toe = Seismic Stem Self Wt _ ;110.2, 3.56, • q 392.5 Stem Weight(s) _ 385.6 2.81 Earth @ Stem Transitions= 30.6 3.08' 1,082.0 94.4 Total 1,418.3 O.T.M. = 4,054.5 Footing Weight675.0 2.25 1,518.8 Resisting/Overtuming Ratio _. 1.86 ^ Key Weight = 300.0 1.50 450.0 ' Vertical Loads used for Soil Pressure'= _ 3,262.1 .lbs, Wert. Component Total = 2,762.1 lbs R.M.= 7,544.8' 4 If seismic included the min. OTM and sliding ' Axial live load NOT included in total displayed or used for overturning ratios maybe 1.1 per IBC '09, 1807.2.3. .. r ° resistance, but is included for soil pressure calculation. DESIGNER NOTES: i - Y A ?-: # •.. Sys v1 r �t7 '' •. .. r .J � x r -� .r� ♦''- l e: ' + p 'a..ni +� � .z ♦p.' t a. .. �^.� " a. ` y *yx�' r i ya '�` .y ♦ Y �� , "'tri. y; - t ,''E:t ..,.'J t _ {6.in Mas w/ #4 @ 24J o/c 4 : r', , 6" Solid Grout 1' - ,Special Insp s - �a + 2'IQ 2r. ., v _ t, t... ♦;Ci r J- ♦ s ' 'fir. '�+'''� , 'J ... .� 18.in Mas w/ #5 @ 8 in o/c 5 1/4`. J k r {% Solid Grout . ` 5'-6" Special Insp." r -ti �I r 'y"� %' ,,,{ 5'-0C. , l 4 2 3/4" h I ' • �. Err � {'' � z � C r �,.. �-•,t �-, . i i. ' - " .: Tr':,Li�xr{..t ili �.�".k 'x '.^��a'J -. y i tk � 'L- � 3 " • � ..�' #5@20.5in @ Toe #6616.in @ Heel t; , T,' rr. 'f..�` ,�i"# ♦�• ��� fi�.y r:. 4 F�♦,,U .-y., r �--, ..Y• 2•-0"•- stir,, •t t•• _ ... Designer seleZ. ct r, ♦ ; all horiz reinf. See Appendix A , r s4' r. r r♦ G 1 -0 r 1 fir. •h ' 2r�rrL r; �� R . �, f+ +' i t r • F t, _ $ ••` 2'�°. '� 2'-0" ..i .w �{--' h.• • _ ♦ ,1'.r, �a i " ,� } ,�'� J � � � a - ♦ r n y ..;�" •r. • N y � _ • •, f • Y 1 .f �� ' `_'� � ,fiz �i Tq♦ .' � s , 'a a,t , '. v, � r• �a, •• �' `'r 4. '"rY 4� „F', kf :jet°'i ;'�'S J, �. :. �� ♦ .'.�'~ ' Y n ^ •j �, �. i.1 L v ,:� ' •� •♦ ^•a.r .. .t. .Y � G �l 'F- y w•T � J'•�. Y H. .a ,, fr_ � :.- r'a •`�.,_' � .1:� �� - �l.� � �� � ry_sr . ; h�.t °+ �� � r,.l - - - st-' - ,t, � rr�• x ear it .�-( ♦t'. ., � '�f � r f ^•Y � J. .,�`� �r,�`�ti • }t .� r �� r . � `DL= 500., LL= 500.#,, Ecc=OAn tau -,'^3 ��,. ..n.$�@^� ,tel z ��;. � 1 }• ; ^s 9 +� • ,�"fi",�,��w.�y `„�, i"h A"�w'ii �y',�`�,R• z✓,,�.yikfp�t�'r� , a 1418.3#, Pp= 1500.# 1PPP'Pppw 4.1378psf ' 1445.7psf ' t ' If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. PROJECT- ., ''BY PROJECT NAME DATE DESCRIPTION Patel Burica & Associates, Inc: _ PACE t ru c r u r a P- e n g i n.e e r i n g" OF ,. ... is - ..' •fit .. . ;` - 'Y, ,. n. , . .� Y KI tf « ` x c�bc c Ila -- ` r { a i7373TF-` F—, 1 ! y rte• } I . f � i v «"• y` �. 41 ! P S y •1 I "... _-. t - .., ..L..- .s_". � ,�. •.w :�.i. r +d �y.-. P.. !:. .. �_ .mer... r f y - y , ' 832 W. Town &`Country'Road • Orange, California 92868" Tel: 714.547."1115 • Fax: 714.547.1141 % www.PBAstructural.com , inputeig from center o oa o 6 om o oo ing -Equation 16-9 from 1605.3:e D + L ` Total P: 16:64 kips Total M: 000 kip x feet f -Eccentricity: ' .0:00 feet , OTM Stability Ratio: Stable (no moment) Bearing .Case 'Pressure,(psf) Equation checked: Added Loads to Footing Type Kips Eccentricity, (feet) Resulting M (Kip x ft D Dead 4124 0 - ' 0 L. Live 0 0 0 0 0.7E (Earthquake)'. 2.316 '• , .41(ft) Ht. of LQ load 9.264 Footing, at Pilasters Footing length ~Footing 5 8 feet : Allowable Bearing:, 1500 psf ` • + ' width 4 feet f- u Coefficient of friction: 0.35 -Footing thickness , 12 inches. - T} Passive resistance: 250 pcf Footing weight:4.64 kips, ` . - Max Passive:, - 1000 pcf ' ' Footing Section Modulus: " `43 ft3 ' Amount, passive to combine with friction: Footing area: 32 sq. feet 67 percent �.F +. inputeig from center o oa o 6 om o oo ing -Equation 16-9 from 1605.3:e D + L ` Total P: 16:64 kips Total M: 000 kip x feet f -Eccentricity: ' .0:00 feet , OTM Stability Ratio: Stable (no moment) Bearing .Case 'Pressure,(psf) Equation checked: Added Loads to Footing Type Kips Eccentricity, (feet) Resulting M (Kip x ft D Dead 4124 0 - ' 0 L. Live 0 0 0 0 0.7E (Earthquake)'. 2.316 '• , .41(ft) Ht. of LQ load 9.264 inputeig from center o oa o 6 om o oo ing -Equation 16-9 from 1605.3:e D + L ` Total P: 16:64 kips Total M: 000 kip x feet f -Eccentricity: ' .0:00 feet , OTM Stability Ratio: Stable (no moment) Bearing .Case 'Pressure,(psf) Equation checked: 1 520 (P/A + M/S ' 2 . 520 (P/A - M/S 3 Full Br -see cases 1 &-2 2 x(P/L')) where L' = 3 x Lft / 2 - e ' MAX P: 520 psf, r� P/Pall _ . 35% OK r k=ya„ Bearing L=, ' 8.0 Equation 16-12 from y1605.3: yD + 0.7E' Total P: 16.64 kips Total M: Y. -9. 26 'kip x feet Eccentricity:Y. 0.56 feet- OTM Stability Ratio: :. : ti 7.18 • '` t 'Bearing Case Pressure (pso Equation checked: 1 (P/A + M/S 2 303 (P/A - M/S 3. Full Br -see cases 1142 'r 2 x(P/L')) where L' = 3 x Lft 7 2- e MAX P: 737. psf, c P/1,.33Pall , 37% OK ' Bearing L= 8.0 ' Equation 16-9 from 1605.3: 0.6D - [A 0.7E Total P: t z 9.98 kips `r ' Total M: 9.26 kip x feet; 0.93 feet s 3 Eccentricity: a - OTM Stability Ratio: 4'31 ' - Bearing Case • Pressure s Equation checked: 1 529 4 P/A + M/S 2 95 (P/A - M/S ' 3 Full Br -see cases 1 &2 2 x(P/L')) where U= 3 x Lft / 2 - e MAX P: 529 psf ,P/1.33XPal 27% OK . Bearing.L= 8.0 Sliding Check: Total V: 2316 pounds, . ' 60% of,Total DL Y 9984 pounds' .. Friction, capacity ; 3494 pounds r y �" Passive resistance: -♦ ' S00,pounds . Total Resistance: ; 3829 pounds FOS = w 1 65 �, t Summary: a i Max Pressure: 737 psf Min OTM Stability, Ratio: �� •.4.31 Sliding Ratio: 1.65 . � � - .•, l - � ... fir. ��. e F •i r r• •• ( w . ... � s+'r�' e^+ ^ . i � + � i a..." ...rte t. .�' � ••_�,.,� r = •tom ,� r -. • � • � f• � .. �� .meq r,Y ! � s a � - • ,,1 - ;. .x ♦` �,- x`11.,,`•. * y f i Geometry of Diaphragms - Section A Diaphragm Level 4 Wt. (psf) 0 Wall Trib. To Level 0 psf Level 4 Max x dim: 0 Center of Mass . 0.0 Level 4 Max y dim: ` 0 Diaphragm Level 3 - - Wt.°(psf) 0 Wall Trib. To Level: 1 11A/� 0 osf i rOTA Level 3 Max x aim: U renter Or mass u.0 t Level 3 Max y dim: 0 J' Diaphragm Level.2 _,`Wt: (psf) 0 Wall Trib. To Level: 0 Dsf Block x1 Y1 ` x2 y2 Area ' x bar y bar Describe Area 0.. 047 ;.. 0. 0` 0 0.0 0.0 0 ..:. ,U 0: 0 0.0 0.0 0.: V 0.: :: 0.. 01 0 0.0 0.0 0. a. a. 01 0.0 00 -I Level Areal 0 Level 3 Max x aim: U renter Or mass u.0 t Level 3 Max y dim: 0 J' Diaphragm Level.2 _,`Wt: (psf) 0 Wall Trib. To Level: 0 Dsf Block x1 Y1 ` x2 y2 Area ' x bar y bar Describe Area 0.. 047 ;.. 0. 0` 0 0.0 0.0 0 ..:. ,U 0: 0 0.0 0.0 0.: V 0.: :: 0.. 01 0 0.0 0.0 0. a. a. 01 0.0 00 -I Level Areal 0 Level 2 Max x dim: D _" Center of Mass 0.0 Level 2 Max y dim: 0 Diaphragm Level 1 Wt. (psf)' 35 Wall Trib. To Level: 15 osf Block x1 Y1 x2 y2 • ' Area x bar y bar Roof 0 :: ,. D 22 22 484 11.0 11.0 0 0.0 0.0 0.: V 0.: :: 0.. 01 0 . 0.0 0.0 01 0.0 00 -I Level Areal 484 Diaphragm Level Wt s Plate Hei hts ft. Level Thickness ft. Add Ht @ top level ft Level 4 Diaphragm 0 Walls Trib to Level 4 0 0 0. 0 0 0 01 4 0 0 0 0 3 0` 0 0 0 21 0 0 0 0 1 35 10 3 3 Height of FF out of grade 0.66 - Wt. # Avera Seismic (lateral):_ �V = CSW `Where Cs SDs / (R/1) and SDS = 2/3 x SMS SDs = ,, SMS = 1.5 L Nu = 0.154 x W, R Vw = 0.7• x Vu = 0.108 x W Seismic (vertical): Ev = 0.2SDs x D : 0:200 x- W; (ASD = ), 0.140 x W Deflection Amplification Factor Cd = r 4 , SEISMIC LOAD CALCS - BOTH DIRECTIONS SEISMIC WEIGHTS NO LEVEL r Element Level Area Wt. s Wt (#) Average Height . Level 4 Diaphragm 0 Walls Trib to Level 4 0 0 0. 0 0 0 01 Total Wt: 0 0.0 (Weighted Ave. Ht.) ; NO LEVEL - Element Level Area Wt. s Wt. # Avera a Height , Level 3 Diaphragm 0- 0 0 0 Walls Trib to.Level 3 0 0 0 0 Total Wt: 0 , 0.0 '(Weighted Ave. Ht.)'* , -NO LEVEL Element Level Area Wt. (pso Wt. # Average Height Level 2 Diaphragm 0 _ 0 0. 0 , Walls Trib to Level 2 0 0 0 'p ' Total Wt 0 .0.0 (Weighted Ave; Ht.) ROOF , Element Level Area ` Wt. s ' Wt: # Avera a Height .. • Level 1 Diaphragm 484 35 1.6940 .13 Walls Trib to Level 1 484 15 7260 .7.5 ,� Tota(Wt: ,; . • 24200 ; 11.4 (Weighted Ave. Ht:) Level Height Feet Wx Pounds Wx ' Hx lbs*ft : ` : Fx, Pounds Unit Fx s Level 4 0.0 ' 0 0 0 0.0 Level 3 .0.0 ; 0 0 0 0.0 Level 0.01 01 01, 01.. 0.0 Level 1 =1 1.4 24200: - .2746701 2606 5.4 qh = TOTALS:' 242001 2746701-- 2606 5.4 _ 4th LEVEL WIND LOAD (PLF) 0 NO LEVEL .. ,' ,Height.' `' 13.0 w Kz = 0.85 BOTH DIRECTIONS: Per ASCE 7-05, Section 6.5.12.2.2 (Low rise building) G WIND LOAD CALCS - ht (feet)Load _ 4th LEVEL WIND LOAD (PLF) 0 NO LEVEL .. ,' ,Height.' `' 13.0 w Kz = 0.85 BOTH DIRECTIONS: Per ASCE 7-05, Section 6.5.12.2.2 (Low rise building) 'Angle w/ GCpf,x Sin surface (0) - WIND LOAD CALCS - ht (feet)Load ht feet Below (plf) :.' Windward Wall 114 ; . ': 90.0 0.70 Wind Speed z 85 mph 0.0 Exposure Leeward Wall Exp C` -90.0 -0.24 , . 0-` Roof Mean Height, h 0.0 13.66 so Kh - 0.85 (K;;1 KZ at•mean roof height) 0 Wind _ ' qh = V- 0.00256x KnX Krt xrKa x'Z 0 0 qh = ,.''13.4 psf. 0 Leeward Roof 13.4 18:4 -0.09 0 .: NO LEVEL 0.0 t •, Height: 13.0 KZ = 0.85 . 0 Parapet 13.4 - P.. +.0 2.5 - ' , 0 _ 4th LEVEL WIND LOAD (PLF) 0 NO LEVEL .. ,' ,Height.' `' 13.0 w Kz = 0.85 Basic Pres: qh (psf) ' 'Angle w/ GCpf,x Sin surface (0) - >. Tributa hei ht (feet)Load ht feet Below (plf) Above ,-Level t Below Total Trib. Windward Wall 114 ; . ': 90.0 0.70 �0 - 0 0.0 0.0 0 Leeward Wall 13.4 -90.0 -0.24 , . 0-` 0 0.0 0.0 0 Windward Roof 13.4 ,18.4 -0.16 0 0 0.0 .0.0 0 Leeward Roof 13.4 18:4 -0.09 0 .: 0 0.0 0.0 0 Parapet 13.4 - P.. +.0 2.5 - ' , 0 0 0 .0 0 _ 4th LEVEL WIND LOAD (PLF) 0 NO LEVEL .. ,' ,Height.' `' 13.0 w Kz = 0.85 Basic Pres. qh (psf) Angle a w/ GCpf x Sin surface (0) 0 ributary AboveLevel t hei ht feet Below Total Trib. Load (plf) Windward Wall 13.4 90.0 `0.70 ' , . 0 0 0.0 0.0 0 Leeward Wall 13.4 90.0 „ -0.24 - 0 0 0.0 0.0 0 Windward Roof 13.4 18.4 -0.16 0 0 0.0 0.0 0 Leeward Roof 13.4 18:4 409 0 0 .0.01 0.:0 0 Parapet_ 13.4 01, 2.51` `. - ' 0 - 01 01 0 0 3rd LEVEL WIND LOAD (PLF) 0 L-3 2nd LEVEL, WIND LOAD (PLF) 0 ROOF Height: 13.0 Kz = 0.85 Basic Pres.' • qh (psf) Angle A w/ surface GCPf x Sin (0) - Tributary Above T Level t height feet Below ' Total Trib. Load (plf) Windward Wall 13.4 90.0 0.70 0 • 0 0.0 0.0 0 Leeward Wall 13.4 90.0 70.24 0 0 0.0 0.0 0 Windward Roof 13.4 18.4 -0.16 0 0 0.0 0.0 0 'Leeward Roof 13.4 18.4 -0.091 001 31 0.01 0.0 0 Parapet 13.4 0 2.51 0 01 01 0 0 2nd LEVEL, WIND LOAD (PLF) 0 ROOF Height: 13.0 Kz = 0.85 • GABLE ROOFS: `'7St LtVtL WINU LUAU (F'Lr) tso Height: s 13.7 . " Kz = 0.85 Basic Pres. qh (psf) Angle 8 w/ surface(8) GCPf x Sin ributary Above Level t height feet Below Total Trib. Load (plf) Windward Wall 13.4. 90.0 0.70 0 0 5.0 5.0 47 Leeward Wall 13.4 90.0 -0.24 0 0 5.0 5.0 16 Windward Roof 13.4 18.4 -0.16 3 3 0.0 19.0 0 Leeward Roof 13.4 r 18.4 ' ,' -0.091 3 31 0.019.0 3.0 23 Parapet 13.4 0 2.5 0` 0 0 0 0 • GABLE ROOFS: `'7St LtVtL WINU LUAU (F'Lr) tso Height: s 13.7 . " Kz = 0.85 ' - GABLE END.WIND LOAD (PLF) NO GABLES END ZONE WIND LOADS: NO LEVEL (END ZONE) Height: 13.0 ", Kz =, 0.85 Basic Pres. qh (Wsurface Angle 0 w/ GCPf x Sin (0) _ Above Tributary hei Level t ht feet Below Total Trib. Load (plf) Windward Wall 13.4 90.0- 0.70 0 0 5.0 5.0 47 Leeward Wall 13.4 90.0 -0.24 0 0 5.0 5.0 16 Windward Roof 13.41 18.4 1 =0.16 3 0 0.0 3.01 0. Leeward Roof 13.4 18.4 -0.09 3 0 0.0 3.0 4 ' - GABLE END.WIND LOAD (PLF) NO GABLES END ZONE WIND LOADS: NO LEVEL (END ZONE) Height: 13.0 ", Kz =, 0.85 Basic Pres. qh (psf) Angle w/ GCPf x Sin surface (0) - Above ributary height Level t feet Below Total Trib. Load (plf) Windward Wall 13.4 90.0 0.96 0 0 0.0 0.0 0 Leeward Wall 13.4 90.0 -0.44 0 0 0.0 0.0 0 Windward Roof 13.41 18.4 -0.281 0 `` 0 0.0 0.0 0 Leeward Roof 13.41 18.4 1, -0. 161 0 00.0 0.0 0 Parapet 13.4 0 2.5 0 0 0 0 0 NO LEVEL 3rd LEVEL END ZONE WIND LUAU (PLF) (END ZONE) Height: 13.0, Kz = 0.85 U . . Basic Pres. qh (psf) . Basic Pres. qh (psf) -Angle 8 w/ surface GCpf x Sin (0) Above ributary height Level t feet 'Below ' Total Trib. Load (plf) Windward Wall 13.4 90.0 0.96 0 0 0.0 0.0 0 Leeward Wall • .13.4 90.0 -0.44 0 0 0.0 0.0 - 0 Windward Roof 13.41 18.4 '-0.28 0 0 -0.0 0.0 0 Leeward Roof 13.4 ',18.'41 -0.16 0 01 0.01 0.0 0 Parapet . 13.41 01 2.51 Of 01 01 0 0 NO LEVEL 3rd LEVEL END ZONE WIND LUAU (PLF) (END ZONE) Height: 13.0, Kz = 0.85 U . . Basic Pres. qh (psf) . Angle 0 w/, surface . GCpf x Sin (0) Above ributary Level t height (feet)Load Below. Total Trib. (plf) Windward Wall 13.4 , 90.0 0.96 '' 0.96 0 r 0.0 0.0 0 Leeward Wall 13.4 90.0 -0.44 _0 0 0 0.0 0.0 0 Windward Roof 13.4 - 18'41 18.4 0 0 0.0 0.0 0 Leeward Roof 13.4 18'.4 -0.16 , 0 0 0.0 0.0 0 Para et13.4 . Parapet_ 0 2.5 0 0' 0 0 0 2nd LEVEL END ZONE WIND LOAD (PLF) U ROOF. (END ZONE) `^Height: } ` r:, 13.0 Kz = 0.85 1st LEVEL END ZUNE WIND LUAU (PLF): 13s GABLE ROOFS (END ZONE) Y -. Height: 13.7 Kz = 0.85 Basic Pres. qh (psf) Angle 0 w/ surface GCpf x Sin (0) Above Tributary hei Level t ht feet Below- Total Trib. Load (plf) Windward Wall 13.4 90.0 '' 0.96 0 0 5.0 5.0 64 Leeward Wall 13.4 90.0 -0.44 0 0 5.0 5.0 29 Windward Roof 13.41 18.4 -0.281, 3 3 0.0 19.0 0 Leeward Roof -13.41 18.4 -0.161 31 31 0.01 19.0 40 . Parapet_ 13.4 -- 01 2.51 01 01 01 0 0 1st LEVEL END ZUNE WIND LUAU (PLF): 13s GABLE ROOFS (END ZONE) Y -. Height: 13.7 Kz = 0.85 Basic Pres: qh (psf) Angle 0 w/ surface GCpf x Sin (0) Above _ ributary height (feet)Load Level t Below Total Trib. (plf) Windward Wall 13.4 90.0 = 0.96 0 0 5.0 5.0 64 Leeward Wall 13.4 90.0 -0.44 ► 0 0 5.0 5.0 29 Windward Roof 13.41 18.4 -0.281 3 0 .0.0 3.01 0 Leeward Roof -13.41 18.4 -0.16 .31 01 0.0 •3.0 6 Diaphragm Seismic s Diaph (psq Wind (plq Wind end NO LEVEL . 0.0 #DIV/0! 0 0 NO LEVEL 0.0 #DIV/0! 0 0 NO LEVEL 0.0 #DIV/0!,. 0 0 ROOF 5.41. 5.41 861, 133 Total 5.41'86 _ 133 t i Wind (Gable Dir): NO GABLES. Wind (Gable Dir, End Zone): NO GABLES > x s ti •ww t +,� ♦ s + f TYP 12'-0.• SD2 .. .. � ,. . � � • M 6 SD2 4 SD2 ' - — 4 , , — — — — — , _ — — — — — � a,. a :. ' 1 E NOTE: ADD W PER — — — — y .. Aft DET PLAN PER DETAIL 11/SD2'' v t,2— # 8%14 CS16 X 8'-0' LONG i '�—.. r 0/ 2X BLDCXING AT SHEAR EXTEND 2'-0' TO SIDE OF RR y,, c7 1 18'-0• 6 0 •e SD2 ,� s SD2 4 -4 •+B 6 0 X, RR=Y (TYP) .. 4 71?ER/4� mI , I I TV, ND. \ • 10 9 ~ 1S CHIMNEY - *� SD2 s ' • SD2 _ _ CONT �}..\ L,I'• �? . s SD2 T \a' •�_' 13'WRAP CHIMNEY WITH . r 8 X 12 SD2 CS16 AND EXTEND o ?I 15 I R S 2 0/ ROOF SHEATHING SD2 I 10 ' a ♦. `I' ` -- 6'-0' WIN EACH SIDEI ��6 X 8 LL _USE Bd X 1Yt' NAILSTYP I 4 13 r ,3,:. i -�.• *.. r '%." f r' .. - — 4 '•o. �:. 'e*0y'�0 SD2 D , T i .r ' ' ,.1 m -7 T - �. - _ SD2 1 6 X 14 SD2 e; SD2,` .:) �.. W/ 2-2X,TRI ��^ i - 11.•8 x 14..\. Qom.. 'NOTE: ADD W PER• ARCH PLAN PER _ _ — _ 21 1 r t- wr t a DETAIL 11/SD2 2 19 SD2 to I u..2- ti *s 4 r' x r ' i �; y� 4' '3'-0' SD2` '�— —• rr— —p j 2,_6. I r: -a 2 10:/4080/2 11 SD2t SD2 x�. ".'SILT /TYP•- L I �Q 9 X 18 • SD2 AT CEILING BENZ 18 1 SD2 — — — _ — , — — — I. ".y .tl - _ .ti •fx ;' -, SD2 � � •�,' U � 1 . 1' ;; � � !' , ROOF`FRAMING PLAN SCALE: 1/4._1, TML LMD D"RMIO •MARIMESOM M. M' M First DiaDhraam Level Line Lateral Load Unit Loads Trib Area Load 12 Adjacent Area Lateral Load Unit Loads Trib Area Load I Lateral toad From Above 0 Total Lat. Load Gov'g,Load 11 Seismic (psi Wind (plf) W (ft) D (ft) Seismic (Ib) Wind (Ib) Seismic (Gso Wind (plf) W (ft) D (ft) Seismic (fib) Wind (Ib) Seismic (lb) Wind (Ib) Seismic (lb) Wind (Ib) Type lbs AA 5.4 133 11 22 1303 1463 0.0 01 0 0 0 0 0 0 1303 1463 _Wind 1463 AS 5.4 133 11 22 1303 1463 0.0 0 0 0 0 0 0 0 -----..1303 1463 Wind, 1463 AC 5.4 167 8 15 646 1336 0.0 0 0 0 _ 0 0 0 0 646 __ 1336 Wind 1336 21 5.4 167 8 15 646 1336 0.0 0 0 '0 00 1244 0 0 646 1336 Wind 1336 w 5.4 133 7 25 942 931 6.0 0 0 0 00 0 0 942 931 Seismic 942 5.4 133 12.5 25 1683 1662 0.0 0 0 0 OIL .0 01 01 16831 1662 Seismic 1683 t •' Al 5.4 133 12 20 -1292 1596 0.0 0 0 0 0 0 0 - 0 1292 '_ 1596 Wind 1596 A2 5.4 133 '12 20 1292 1596 5.4 167 - 8 15 646 1336 0 0 : 1938 2932 Wind 2932 A3 ' r 5.4 167 8 15 646 1336 0.0 .. ; . D 0 0 0 0 0 _ 646 1336 Wind 1336 A4 5.4 133 11 21 „' 1244 = , 1463 • _ ; -0.0 "' 0, ' 0 «, 0 0 :, ' 0 0 r 0 1244 1463 Wind 1463 A5' S.4 '133 11. . 21 1244 1463. `0.0 D 0 0 0 0 0 0 1244 —1463 Wind 1463 71� '� 1 •y_ _ ♦ .v. -J.M e *. .i� •,y�,+ `. - ,2 - • ti . , r .., - •' t �` +1 • . - °� ? n f . , z r" -3 _ ,,. � it r .. t� , . r G • -SHEAR WALLS - FLEX First Level Shear Walls, X -X Direction Line Wall Seg. FH Length Open'g (ft.) W H Total Line Load (lbs.) Seismic Wind Total Line Load (lbs.) Seismic Wind Total Length EQ (pl0 (Flex) Wind (pl0 SW Type SW EQ Cap' SW Wind Cap AA AA.1 1 0 0 1303 1463 1 1303 1463 Column 3000 3000 AB ABA 1 0 0 1303 1463 1 1303 1463 Column 3000 3000 AC AC.1 12 0 0 646 1336 .12 54 111 4 350 490 AD ADA 5 4 8 646 1336 5 129 267 4 350 490 AE AEA 18 0 0 942 931 18 52 52 4 350 490 AF AF.1 AF.2 3 2.5 0 0 0 0 1683 1662 5.5 306 306 302 302 2 2 591 492 896 896 Line . , Wall Seg. FH Open'g (ft.)' Length' W H Total Line Load (lbs.) Seismic Wind Total Length EQ (plt . (Flex) Wind ._00. SW Type SW EQ Cap' SW Wind Cap Al. A1.1 11.5 0 0 1292 1596 1,1.5 112, 139 " 4 350 490 .A2 A2.1 9 0 0, 71938 2932 9 215 326 4 350 490 A3- AM 9 3 8 646 1336 9 72 148 4 350 490 A4 A4.1 1 0 0 1244 1463 1 1244 1463 Column 3000 3000 A5 . A5.1 1 oil 0 1244 1463 1 1244 1463 Column 3000 ' 3000 Line Wall Seg. FH Length Open'g (ft.) W ` EQ (plf) (Flex) Wind (plf) Ht. (ft.) E, OTM (lbs.xft) W, OTM (lbs.xft) DL, RM (lbs.xft) LL, RM (lbs.xft) Tension, W (Ibs.) EQ (lb) E, Abv Total Tension (lbs.) W, Abv E, Total W, Total Added Gov'g Strap or Hold Down Capacity (lbs.) AA AA.1 1 0 .1303 1463 10 13031 14628 75 0 34999 31191 0 0 31191 34999 0 34999 Built In Per Mfr AB ABA 1 0 1303 1463 10 13031 14628 75 0 34999 31191 0 0 31191 34999 0 34999 Built In Per Mfr AC AC.1 12 0 54 .111 10. 6462 1336 0 10800 0 603 131 0 0 131 603 0 603 HTT4 4235 AD ADA 5 4 129 267 10 6462 13360 6075 0 1154 436 0 0 436 1154 0 1154 HTT4 4235 AE AE.1 18 0 52 52 10 9423 . 9309 24300 0 .-303 -101 0 0 -101 -303 0 -101 - 100 AF �"AF.1 3 0 306 302 7 5966 5893 439 0 2330 2385 0 0 2385 2330 0 2385 HTT4 4235 AF.2 2.5 - 0 306 302 7 4972 4911 305 0 2467 2521 - 0 0 2521 2467 0 2521 HTT4 4235 Line Wall Seg., FH Length Open'g (ft.) W EQ (plf) (Flex) Wind (plf) Ht. (ft.) E. OTM (lbs.xft) W; OTM (Ibs.xft) DC, RM (IbS.xft) LL, RM (Ibs.xft) Tension W (lbs.) EQ (Ib) E, Abv Total Tension (lbs.) W, Abv E, -Total W, Total - Added Gov'g Strap"or Hold Down ; Capacity (lbs.) Al A1.1 -A 1.5 0 • 1.12 139 10 12923 15958 9919 0 917 766 0 0 766 - 917 0 917 HTT4 4235 A2 A2.1 9:_ 0 215 326-. 10 19385 .29318. 6075 0; 3050 1971 0 0 1971 3050 0 3050 HTT4 4235 A3 A3.1 9 3 72 - 148. 10 6462 ' 13360 10800 0 603 131 0 0 -131 603 0 603 HTT4 4235 A4 A4:1 ,,j 11 0 1244.1 1463 10' - .. 12438 14628 ;_ , 75 0 34999 29770 0 - 0 29770 34999 0 34999 Built In ' Per Mfr A5 A5.1 1 0 1244 ' .1463 10 12438 •14628 751, 01 349991 29770 . 01 01 297701 349991 01 349991 Built In Per Mfr First Level Shear Walls,'Y-Y Direction Line Wall Seg., FH Length Open'g (ft.) W EQ (plf) (Flex) Wind (plf) Ht. (ft.) E. OTM (lbs.xft) W; OTM (Ibs.xft) DC, RM (IbS.xft) LL, RM (Ibs.xft) Tension W (lbs.) EQ (Ib) E, Abv Total Tension (lbs.) W, Abv E, -Total W, Total - Added Gov'g Strap"or Hold Down ; Capacity (lbs.) Al A1.1 -A 1.5 0 • 1.12 139 10 12923 15958 9919 0 917 766 0 0 766 - 917 0 917 HTT4 4235 A2 A2.1 9:_ 0 215 326-. 10 19385 .29318. 6075 0; 3050 1971 0 0 1971 3050 0 3050 HTT4 4235 A3 A3.1 9 3 72 - 148. 10 6462 ' 13360 10800 0 603 131 0 0 -131 603 0 603 HTT4 4235 A4 A4:1 ,,j 11 0 1244.1 1463 10' - .. 12438 14628 ;_ , 75 0 34999 29770 0 - 0 29770 34999 0 34999 Built In ' Per Mfr A5 A5.1 1 0 1244 ' .1463 10 12438 •14628 751, 01 349991 29770 . 01 01 297701 349991 01 349991 Built In Per Mfr 1 r� 1 i Title Block Line 1 You can change this area using the 'Settings' menu item and then using the'Pdnting & Title Block' selection. Title Block Line 6 Steel Cot mtn -- Title : Steelberg Residence Dsgnr: 'Project Desc.: - - Project Notes Job # Printed: 25 AUG 2011.11:25M'. Description : Cantilevered Column at Outdoor Dining General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: HSS6X6X3/8 Overall Column Height 11.50 ft Analysis Method: 2006 IBCA ASCE 7-05 Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 36.0 ksi Brace condition for deflection (buckling) along columns: E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis : Fully braced against buckling along X -X Axis Load Combination: Allowable Stress - Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applleti LOads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included : 315.17 lbs ` Dead Load Factor L 1,e�� AXIAL LOADS ...- Roof Load: Axial Load at 11.50 ft, D = 3.20, LR =1.60 k BENDING LOADS ... - Seismic Lal Point Load at 11.50 ft creating Mi -x, E = 2.420 k DESIGN SUMMARY � Bending & Shear Check Results _ PASS Max. Axial+Bending Stress Ratio = 0.6971 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H ' Top along`X-X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are . , . Top along Y -Y 0.0 k Pu: Axial 3.515 k Bottom along Y -Y 2.420 k Pn / Omega: Allowable 163.40 k " Mu -x: Applied -19.481 k -ft Maximum SERVICE Load Deflections .. Mn -x / Omega : Allowable 28.383 k -ft Along Y, -Y 1.841 in at 11.50ft above base for load combination: E Only Mu -y: Applied 0.0 k -ft ` Mn -y / Omega : Allowable 28.383 k -ft Along X X 0.0 in at O,Oft above base for load combination: PASS Maximum Shear StressRatio= 0.03788 `.1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are ... Vu: Applied 1.694 k Vn / Omega: Allowable 44.716 k Load CombmattonResuits Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location_ Stress Ratio Status Location +D 0.022 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.031 PASS 0.00 ft 0.000 PASS 0.00 ft +0.750Lr+0.750L+H 0.029 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.70E+H 0.697 ": PASS 0.00 ft 0.038 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.029 PASS 0.00 ft 0.000. PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.529 PASS 0.00 ft 0.028' PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.526 PASS 0.00 ft 0.028 PASS 0.00 ft +0.60D+0:70E+H 0.693 PASS 0.00 ft 0.038 PASS 0.00 ft MaXlmurn¢Reaetions° Unfactoreds M Note: Only non -zero reactions are listed. _ X -X Axis Reaction - - - -- Y -Y Axis Reaction - --�----Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only ------ k------ --------- k 3.515 k Lr Only k k ' 1.600 k E Only k -2.420, k k D+Lr k . _ k 5.115 k D+E k -2,420 k 3.515 k D+Lr+E k -2.420 k 5.115 k �r� Title Block Line 1 You can change this area using the 'Settings' menu item and then using the *Printing & Title Block" selection. Title: Steelberg Residence Dsgnr: Project ,Desc.- Project Notes Job # Pnnted: 25 AUG 2011, 11:25W. Description Cantilevered Column at Outdoor Dining Maximum Deflections .,,, Qr,L0a4,C-,6bih4tioft�Vhf6dbrdol 'd L ads Load Combination Max. X Deflection Distance Max. Y -Y Deflection Distance - 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only. 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 1.841 in 111.5001 ft 'D+Lr 0.0000 in 0.000.1t 0.000 in 0.000 It D+E 0.0000 in = 0.000 ft 1841 in 11.500 It D+Lr+E 0.0000 in 0.000, ft 1.823 in,11.423 It Steel :teqti'b'wPiroperlties HSS6XW/8 Depth = 6.000 in I xx 64.600 in'14 Web Thick 0.000 in S xx 13.20 inA3 Flange Width = 6.000 in R xx 2.280 in Flange Thick 0.375 in r Area 7.580 in A 2 1 yy 39.500 in A 4 Weight, = 27.406 pff S yy 13.200 ihA 3 Ryy 2.280 in Yog -= 0.000 in 7, ' . , _ WIk Loads I r �- . .. .� u.}, +k -} i CLIENT-: 61cfa hetr� &5E Sf 1( F"'1': SUBJECT: HOM OGs�s � "GSI clRA Structural Enj tneertn� JOB No: DESIGN BY: f�? DA(1 I- 12 13 14 RA'vtructural Engineering 78080 Calle Amigo, Suite #102 La Quinta, CA. 92253 (760)771-9993 Title:. Job # Dsgnr: = Project Desc.: Project Notes Printed: 18 JAN 2013, 11:41AM t�i��''rx.��N`'�� vr°,r�, K��'' i..�±��"aY-+.•ri r +" "� t9.-.t1't`'.!'ri't,a,.• '"r' - w'- •' wry.�'F:s`5.�%54y►-'.x3EAERCALC,'INC.198320.11, 8uiId:6.11.4.5,Ver:6:11.4.1 Description : BM#1 @ New Electrical Room Adjacent to Garage (Steelberg Residence) Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC &ASCE 7-05 Fb - Compr Fc - Prll Wood Species Douglas Fir -Larch Fc Perp ' Wood Grade : No.1 Fv Ft Beam Bracing : Completely Unbraced _ .. ..._ I _, t Calculations per NDS 2005, ASCE 7-05 1350 psi E : Modulus of Elasticity 1350 psi Ebend- xx 1600 ksi 925 psi Eminbend - xx 580 ksi 625 psi fv : Actual y 170 psi 1,347.19psi 675 psi Density 32.21 pcf tSpan = 7.0'ft f' Beam self weight calculated and added to loatls Load for Span Number 1 Varyinq Uniform Load : D(S,E) = 0.0830 -?0.140, Lr(S,E) =40320-4.0 k/ft, Extent = 0.0 » 7.0 ft, Tnb Width = 1.0 ft, (Roof) Point Load: D = 0.6650, Lr = 0.560 k (.47.6.0 ft, (Girder Truss) =DESIGN SUMMARY ' *:= " rsfl r, r `f* rs;y Maximum Bending Stress Ratio = 0.313 1 Maximum -Shear Stress Ratio Section used for this span # 6x8 . Section used for this span fb : Actual - s 421.44psit fv : Actual FB: Allowable 1,347.19psi - Fv :Allowable Load Combination ', `+ +D+Lr+H -- Load Combination Location of maximum on span ? '; 4.620ft Location of maximum on span Span # where maximum occurs - • _ 'Span #,1 • . Span # where maximum occurs Maximum Deflection 10.019 Vactual fv-design Fv-allow Max Downward L+Lr+S Deflection 1 in Ratio = 4338 Max Upward L+Lr+S Deflection . f+ T 0.000 in Ratio = 0 '<360'. _ Max Downward Total Deflection "' ` 0.052 in Ratio =` 1620 Max Upward Total Deflection 0.000 in Ratio = 0 <240 1.12 261.24' 1,347.19 0.341 : 1 6x8 58.04 psi 170.00 psi +D+Lr+H = 6.405 ft = Span # 1 . • . �-_ iti <+ y.'• :..•'c oT; 1 tr,.Yr r.: a "'tAra+i- Maximum forces,t' 4%ressesrfor;L-oad{Combinatio..ns„ _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M ( V C d C FN _ C r Cm C t • " Mactual fb- design Fb-allow Vactual fv-design Fv-allow +D 't 1.000 • 1.000 1.000 ' 1.000 Length = 7.0 ft 1 0.194, 0.201 1.000. 1.000 1.000 1.000 1.000. 1.12 261.24' 1,347.19 0.94 34.13 170.00 +D+Lr+li f 1.000 1.000 1.000 1.000 Length = 7.0 ft 1 0.313. 0.341 1.000 .1.000 1.000 1.000 -1.000 1.81 421.44 1,347.19 1.60 58.04 170.00 +D+0.750Lr40.750L+H .- - I.. '` 1.000 1.000 1.000 1.000 r Length = 7.0 ft 1 0.283: 0.306 1.000 `. 1.000 1.000 1.000' 1.000 • 1.64 381.25 1,347.19 1.43 52.06 170.00 4".750Lr-4750L+0.75OW+H f 1:000 1.000 1.000 .1.000 - ' Length = 7.0 ft + 1 - . -A 0.283 0.306 1.000 "1:000 1.000 1.000 1.000 - -1.64 381.25 1,347.19 1.43 52.06 170.00 +".750Lr4O.750LA.5250E+H i ' .- x,1.000 '1.000. 1.000 1.000 Length = 7.0 ft 1 0.283 0.306 1.000 1.000 1.000. 1.000 1.000 1.64 381.25 1,347.19 1.43 52.06 170.00 04e�ill Minimum Deflection's Unfactored=Loads . 1 _ i Load Combination Span Max. ° ° Defl Location in Span Load Combination - - Max. "+" DO Location in Span - .... x: 1 t s µ-� ,,f,. � � f;. •T � ,. �'. - .jai I l' - `+ • , RA,Structuraf Engineering Title : Job # 78080 Calle Amigo, Suite #102 Dsgnr: La Quinta, CA. 92253 f Project Desc.: (760)771-9993 Project Notes I me MOCK Une d i Printed: 18 JAN 2013,11:47AA1 11 Wt;M �?�P z,.c �t ENERCALC, INC..1983 2019;,BwId:6.11:4:5. Ver.6.11.4:1 Description : BM#1 @ New Electrical Room Adjacent to Garage (Steelberg Residence) D+Lr 1 1 0.0518 3.745 0.0000 0.000 ,' Maximum -Deflections for Load Com_btnatioris ��` Unfactored:Loads:,. Load Combination Span j Max. Downward Def! Location in Span Max. Upward Defl Location in Span D Only 11 0.0325 3.710 1 0.0000 0.000 Lr Only 1 0.0194 3.780 0.0000 0.000 D+Lr 1 0.0518 3.745 0.0000 0.000 Vertica6ReaCttons Unfactored �� Support notation : Far left is #1 Values in KIPS .•, Y Load Combination Support 1' Support 2 Overall MAXimum 0.7321 1.730 D Only 0.4841 1.026 Lr Only 0.248' 0.704 D+Lr 0.732 1.730 goo J