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2600 CARLSBAD BLVD; STRUCT; CB122104; Permit
DCI EnG1nEERS ARMY NAVY ACADEMY CARLSBAD, CA III SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR PERMIT REVISIONS PREPARED FOR HOUSE & DODGE ARCHITECTS JAN 8, 2013 DCI Job# 12051-054.00 525 B Street, Suite 750 San Diego, California 92101 Phone (619) 234-0501 Service In "f ~t~lo( ---- ·V=oc1 EnG-1nEERS Jan 8, 2013 Esgil Corporation 9320 Chesapeake Drive, Suite 208 San Diego CA 9 2123 Re: Army Navy Academy (12-2104) To Whom It May Concern: The following items listed below are changes that have been made to the already permitted set of plans. The changes have been clouded and marked Delta #2 on the plans. Structural: L The overall length of the Press box building has been reduced and a stair and lift has been added to the south end of the building. The windows in the upper level of the press box have change in size and location. See revised sheets S2.4 and III supplemental calculations. 2. The edge condition of the roof framing for the east side of the multipurpose building has been revised. See sheet S2.2 and added details on sheet S7.2. The new parapet will be integrated into the trussed which are bidder designed so no additional/revised calculations have provided. 3. The maintenance building has been removed from the project. Sheet S2.5 has been struck out. If you have any questions, feel free to give us a call. Sincerely, DCI ENGINEERS Justin Wei Project Engineer 525 B Street, Suite 750 San Diego, California 92101 Phone (619) 234-0501 S e r v i c e I n n o v a t i -o n V a I u 8 ---- EPAS!~~~S!tJA~~~~ Project No. Sheet No. 12-51-054 P'b li l SYlf O) Pfojeot Date ANA -Press Box 8/27/12 Subject By Load Takeoff JJW . ROOF LOADING (Pitched) Dead Load Vertical Seismic Truss 2.0 psf 2.0 psf 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing (Tile) 15.0 psf 15.0 psf GWB -1 layers -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Mechanical 2.0 psf 2.0 psf Misc 1.3 psf 1.3 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 26.0 psf 34.0 psf FLOOR LOADING Dead Load Vertical Seismic TJl's 2.5 psf 2.5 psf 23/32" Plywood Sheathing or OSB 2.7 psf 2.7 psf Flooring 2.0 psf 2.0 psf GWB -l layer -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Insulation 1.0 psf 1.0 psf 1.5" Gypcrete Topping 12.0 psf 12.0 psf : ")) MEP/Misc 3.0 psf 3.0 psf 0 Exterior Walls & Interior Non Load Brg Partiti0ns 0.0 psf 15.0 psf 26.0 psf 41.0 psf Live Load 100.0 psf 0 0 o. T~vS_SII s f>f/L fvlFf2__ 1 '-((-1 lJ IV c) f-JJ1 ~FORTE® MEMBER REPORT Roof, RB1 1piece(s)51/4" x 9 1/2'' 2.0E Parallam® PSL Overall Length: 16' 1 O 15/16" 0 0 + 0 ill 16' 315/16" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Memoer Reaction (15s) · 2436 @ 2" 7383T2.25") Passed (13%). 1.CfD + 1.0 Lr (All Spans) Shear (lbs) 2150 @ 1' 1" 12Q53 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 10020 @ 8' 5 1/2" 24482 Passed-(41%) 1.25 i.o D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.281 @ 8' 5 1/2" 0,553 Passed (l/707) 1.0 D + 1.0 Lr (All Spans) Totaf Load Deft. (in) 0.684 @ 8' 5 1/2" 0.829 Passed (l/291) i.o D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 8 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral braclng,is required to achieve member stability. 1 -Stud wall -DF 2 -Stud wall -DF 3.50" • Rim Board Is assumed to carry all loads applied directly allove it, bypassing the member being cjesigned. Weyerhaeuser warrants that the sizing of Its products wlll be·ln accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this ~ftware. Use of this software is not intended to circumvent the need for a design professional as determined by the.authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The.product application, input design loads, dimensions and support Information have been provided by Forte Software Operator 0 -------------~~--------------------~ + 0 PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code ; IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE 1 Forte Software Operator justin Wei ' DCI Job Notes 1/4/2013 12:21:08 PM Forte v4.0. Design Engine: VS.6.1.203 PRESSB-1.4TE 1 (619) 234-0501 i jwei@dci-engineers.com Page 1 of 1 ~FORTE® 0 + 0 MEMBER REPORT Roof, RB2 1 piece(s) 6 x 6 Douglas Fir-Larch No. 2 Overall Length: 4' 7" ill All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. + 0 PASSED P» 1-3 ft~ f~?~ y•~· . :i~·.:£/ ~~~~~::.~~~? ;f~ ~~~~~~J~i~f~~:1~1j; System : Roof 439@2" 12031 (3.50") Passed ("Wo) · 1.0 L? + 1.0 Lr (All Spans) 295 @9" 4285. Passed ("1%) 1.25 1.0 D + 1.0 Lr (All Spans) 433 @ 2' 3 1/2" 2166 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (in) 0.006 @ 2' 3 1/2" 0.142 Passed (L/999+) 1.0 D :t 1.0 Lr (All Spans) Total Load Deft. (In) 0.014 @ 2' 3 1/2" 0.213 Passed (L/999+) 1.0. D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression.edges (top and bottom) must be braced at 4' 7" o/c unless-detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. o.:,,:::~ng P.anels a.re assumed to carry no loads applied directly above them and the full load Is applied.to the member being designed~~ -!·i ·~ _._, 0 '' Weyerhaeuser warrants that the sizing of its products will be In accordance. with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expres~iy disclailJls any other warrantles related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a-design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third,party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been·provlded by·Forte Software Operator ,----------------.,-,,--------------------~ Member Type : Drop Beam Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE / Forte Software Operator ; justinWei . DCI I (61 sJ 234-0so1 Job Notes 1/4/2013 12:38:13 PM Forte v4.0, Design Engine: V5.6.1.203 PRESSB-1.4TE 1 jwei@dci-engineers.com ! Page 1 of 1 SOLUTIONS REPORT Roof, RB3 PASSED ~FORTE® Current Solution:: 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 5' 3" 0 + 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual 706@0 3281 Passed (22%) 1.50" 549@4' 8" 2310 Passed· (24%) 926 @ 2' 7 1/2" 1720 Passed (54%) Live-Load Defl. (in) 0.035 @ 2' 71/2" 0.175 Passed (L/999+) Total Load Deft (in) 0.059 @ 2' 7 1/2" 0.262 Passed (L/999+) 1.00 1.00 + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report Is .for product comparison only. toad and support Information necessary .for professional design review is not displayed here. Please print an 0 individual Member Report for submittal purposes. 0 Forte Software Operator Justin We, DC! (619) 234-0501 jwei@dci-eng1neers.com Job Notes 1/4/2013 12:42:43 PM Forte v4.0, Design Engine: VS.6.1.203 PRESSB-1.4TE Page 1 of 1 ~FORTE® 0 + 0 MEMBER REPORT Roof, RB4 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 5' 3" All locations are measured from the outside face of left support( or left cantilever end). All dimensions are horizontal. + 0 PASSED '., -~''"::··s-:ti~Jilp"l,\.1:::'..d:~':t, i"': 'f1t:/ ~rtt~: ~f; \~ :~,Q?f; !i~~!'ittl.i1-!fi~:{i!~j~~;J}.tl:j:/J{ System : Wall Member R~actlon (lbs) 3281 (1.50") · Passea (59%) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear(lbs) 1764 @8 3/4" 3806 Passed(46%) 1.25 1._0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 1524 @ 1' 10 11/16" 2989 Passed (51%) 1.00 i.o D + 1.0 L (All Spans) Live Load Deft. (In) 0.021 @ 2' 5 3/4" 0.175 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Tota( Load Deft. (In) 0.049 @ 2' 5 5/16" 0.262 Passed (L/9~9+) 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are ·based on NOS 2005 methodology. Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerha·euser literature for installation details. (wv,,w.woodbywy.com) Accessories (Rim Board, Blocking Panels and Sguash Blocks) a_re not designep py tfiis softw~re. Use of this software is not Intended to circumvent the-need for a design professional as determined by the authority having jurisdiction: The designer of-record, builaer or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured'at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application1 input design loads, dimensions and support information have been provicled by Forte Software Operator or---,---~~--~ Member Type : Header Building Use : Residential Building Code : !BC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE / Forte Software Operator i justin Wei ' DCI I (619) 234-0so1 Job Notes 1/4/2013 12:45:36 PM Forte v4.0, Design Engine: V5.6.1.203 PRESSB-1.4TE J jwei@dci-engineers.com I -Page 1 of 1 ~FORTE® MEMBER REPORT Roof, RB5 1 piece(s) 3 1/2" x 11 7 /8" 2.0E Parallam® PSL PASSED 1Jtt. t S i1_Tf h1f,1:» Uk Overall Length: 8' 7" 0 + 0 All locations are measured. from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ~J""'~i.:fs»if~J~jt,; -f~F Member Reacti6fl (lbs) Shear (lbs) Moment (ft-His) Live Load,Defl. (In). Total Load Defl. (in) 0.060 @ 4' 11/16" • Deflection criteria: LL (l/360)-and TL (l/240). 10044 24878 0.267 0.400 Passed (51 %) Passed (18%) Passed (19%) Passed (L/999+) Passed (L/999+) 1.0 ·o + l:O Lr (All Spans) 1.25 '1.0 D + 1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) 1:0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) + 0 Syst:em: Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 • Bracing (Lu): All ~onipression edges·(top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing iHequired to achieve member·stability. 1 -Face Mount Hanger MGU3.63 (H1=9.25) 2 -Face Mount H~nger MGU3.63 (H1=9.25) 2 -Point(lb) 3' 4.50" N/A 4.50" N/A 24-SDS self-drilling wood screw 0.242 dia. x21 2" 16-SDS self-drilling wood screw 0.242 dia. x21 2" 16-SDS self-drilling wood screw 0,242 dia. x21 2" ~iwi:~·eM',~~:tli:ttii:··:~'.~~1;,1,_~~1e~~~~-;~~i-:;,,,;~i:~E1''i\:_.i-:Ii:·?].:~:~:=:~~~;':{Ii~\[\Il]}:.0;:::)~:'J[I:[~I]_J~;1i:;~][:]~~:;~~-:i~~E~]~][Ll~[£~~r~J&]]~i~i~~;;~[~~ ~SUSTAINABLEFORESTRYINITIATIVE 'weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria an_d published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim.Board, Blocking Panels and.Squash Blocks) are-not designed by this software. Use of this software is not intended to circ\Jmveht the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to · assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator 0 ~------~------~-~--------------~------, Forte Software Operator justin Wei ' DCI (619) 234-0501 jwei@dci-engineers.com Job-Notes 1/4/2013 12:48:41 PM Forte v4.0, Design Engine: V5.6.1.203 PRESSB-1.4TE Page 1 of 1 ~FORTE® MEMBER REPORT Roof, RB6 1 piece(s) 3 1/2" x 11 7 /8" 2,0E Parallam® PSL PASSED Overall Length: 16' 7" 0 + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~Qi( .-,·~1:~!;~jj;'.ft, Member Reaction·(lbs) Shear (lbs) Moment (Ft-lbs) Live Load· Def!. (In) Total Load· Def!. (in) 3080 @ 3 1j2•• 2657 @ 1' 3 3/8" 11053 @7' 0.199 @ 7' 8 9/16" 0.479 @ 7' 8 7/8" • Deflection criteria: LL (1./360) and TL (1./240). 3938 (1.siY') Passed(78°/o) . fo-6 -+ -folr-(Ai'I Spans) 10044 Passed (;~6%) 1.25 1.0 D + 1.0 Lr (All Spans) 24878 Passed (44%) 1.25 1.0 D + 1.0 Lr (All Spans) 0.533 Passed (L/963) 1.0 D + 1.0 Lr (All Spans) 0.800 Passed (L/40.1) 1.0 D + 1.0 Lr (All Spans) • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing i~ required to achieve member stability. · + 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 1 -Face Mount Hanger MGU3.63 (H1=9.25) 4.50" N/A 24-SDS self-drilling wood screw 0.242 dia. x21 2" 16-SDS self-drilling wood screw 0.242 dia. X 21 2" 2 -·face Mount Hanger MGU3.63 (H1=9.25) 4.50" N/A 24-SDS self-drilling wood screw 0.242 dia. 16-SDS self-drilling wood screw 0.242 dia. X 21 2" · Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and-Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The P!Oduct applica_tion, Input design loads, dimensions and support Information have been provided by Forte Software Operator ~ SUSTAINABLE FORESTRY INITIATIVE 0 -, .-----------------~------~--~----------~ ; _ Forte Software Operator Job Notes 1/4/2013 12:51:46 PM Forte v4.0, Design Engine: VS.6.1.203 PRESSB-1.4TE Justin Wei DCI I (619) 234-0501 jwei@dci-engineers.com Page 1 of 1 ~FORTE® MEMBER REPORT Roof, RB7 1 piece(s) 3 1/2" x 11 7 /8" 2,0E Parallam® PSL PASSED Pt¼t-Cb ')~ Overall Length: 14' 4" 0 0 0 + 0 All locations are measured from the outside face of left support ( or left cantilever end), All dimensions are horizontal. + 0 fJ.i'ilari~~~-T~t, ~; i ,:,_::~~:~t: ,,:::,;A!~/ ~·: f~l'. :' T~J.",:/ ,)it: i~~~~i¥Ril@5}i:'.£~V~if Member Reaction (lbs) 6727 @ 10' 7 1/2" 10938 (5.00") Passed (62%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 5117@ 11' 9 7/8" 10044 Passe.d (51%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) -13435@ 10' 7 1/2" 24878 Passed (54°/o) 1.25 1.0 D :t-1.0 Lr (All Spans) live Load Deft. (in) 0.185@ 14' 4'' 0.371 Passed (2L/480) 1.0 D + LO Lr (All Spans) Total Load D1=fl. (In) 0.410 @_14' 4" 0.494 Passed (2L/216) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/240) and TL (L/-180). • Overhang deflection criteria: LL (ZL/240) and n (ZL/180). • Bracing (Lu): All compression edges nap and bottom) must be braced at 14' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to, achieve member stability. • -957 lbs uplift at support 1. Strapping or other restraint may be required. • Blocking.Panels are assumed to carry no loads applied directly above them and.the full load is applied to the member being designed. 1 -Point(lb) 13' 3" 2 -Uniform(PLF) 0 to 10' System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 l':"W~. ~'e:';"~'§:'~':;:.,.,,;,;,':')~i!l'cU'J,~~'3~c:', ,i';/ft;f;"f;;otesG,"f., '?.'c"",,."ot;;,"f~·,;:'1';,C:::·.::':;"'c;:C;. ,"". "7'7'.~:';;'c"""J':"'Y\0''"""':F'c;':A:"""Gf"??c;"'"~x~~™\;;if~~'T:l'";Nf;,~~;'5,,~;;;-.~~,?:1,,.~~q~ ~ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeu~r expressly,disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rlm Board, Blocking Panels and,Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser faciliti~s are third-party certified to sustainable forestry standards. The product apfJlicati.on, input design loads, dimensions and sypport information have been provided by Forte Software Operator I Forte Software Operator justin Wei DCI I (619) 234-0501 jwei@dci-engineers.com Job Notes 1/4/2013 1 :08:01 PM Forte v4.0, Design Engine: VS.6.1.203 PRESSB-1.4TE Page 1 of 1 0 j'Z. rBI f'-(fJ f(3S L- A/2.CJ.Pf rD3 0 Jt. 0 FDf --- pN?s..,S soTtf vf1Pti12-4£,,tJfiL. r'~t'· rJtAU ~FORTE~ SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB.1) Current Solution: : 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 PASSED Overall Length: 6' 3" + 0 m All locations are measured from the outside face of left support ( or left eantilever end). All dimensions are horizontal.; Drawing is Conceptual Member Reaction (lbs) 2420 @0 Shear (lbs) 1427@ 10 3/4" .3885 : Passed (37%) Moment (Ft-lbs) 3126 @ 3' 11/2" 4492 Passed (70%) Live load Deft. (In) 0.042 @ 3' 11/2" 0.208 Passed (L/999+) Total Load Defl. (in) o:on @ 3' 1112" 0.313 Passed (L/999+) 6' 1.00 1.00 .. .. + 0 System: Wall Member Type : Header Building Use : Residential Building Code : !BC Design Methodology : ASD The purpose of this.report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an Individual Member Report fcir submittal purposes. a·;:,-,, ) Oorte Software Operate; Megan Herr DCI Enoineers (619) 234-0501 mherr@.DCIENGINEERS onmic,csoft com Job Notes 8/2812012 2.14.51 PM F 01ie v4 O. Design Eng111e: V5 6.1.203 ANACAL-1 4TE Page 1 of 1 ~FORTE~ SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB2) Current Solution:: 1 piece(s} 4 x 6 Dough:1s Fir-Larch No .. 2 PASSED Overall Length: 3' 3" + 0 ill All locations are measured from the outside· face of left support ( or left cantilever end). All dimensions.are horizontal.; Drawing is Conceptual Member Reaction (lbs) 1691 @0 Shear (lbs) 928 @7" 2310 Passed (40%) Moment (Ft-lbs) 1176 @ 1' 7 1/2" 1720 Passed (68%) Live Load.Deft. (in) 0.022 @1' 7 1/2" 0.108 Passed (L/999+ J · Tota] Load Defi. (in) 0.034 @ 1' 7 1/2" 0.162 Passed (L/999+) 5 1/2" 4 x Douglas Fir-Larch No. 2 3' 1.00 1.00 + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 30.80 The purpos~ of this report Is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. · Q) Oi\i--,-----~--------, !f orte Software Operator Job Notes Meoan Herr Del Ergineers -t619) 234·0501 1'1herr@DCIEMGIN~ERSonrnicrcsoft.com 3128:2012 2 15.21 PM Fo!ie v4 0 Design Engine· V5.6 1.203 ANAC/\L-1.4 TE Page 1 of 1 ~FORTE~ SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB3) Current Solution:: 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 PASSED + 0 m All locations are· measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Overall Length: 8' 3w 8' "oi!silm:Jteffiltl,>:::-' %ktua1co;Idc$if6ii~' '.\';'Al=io)Yecf::-; \ite;!iit'.· ,, ,,. ,;,-:~ ;~, ~ Jo,:\ , Member Reaction (lbs) Shear (lbs) Moment (Ft-lbs) Live Load Defl. (in)_ Total Load Defl. (In) 4340 @0 2744 @_1' 1" 7676 @ 4' 1 1/2" 0.077 @ 4' 11/2" 0.121@ 4' 11/2" 5156' (1.50") 7168 8840 0.275 0.412 6 x Douglas Fir-Larch No. 2 Passed (84%) Passed (38%) 1.00 Passed (87%) 1.00 Passed (L/999+) Passed (L/818) + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report is for product comparison only. Loc1d and support Information necessary for professional design review is not displayed here. Please print an Individual Member Report for submittal purposes. f1Aeoan f-ierr Jc! Erian"leers t6"8) L3~-050~ mhern@DCIENG!NEERS onmicrosof; corn Job Notes 8/28/2012 2.15·29 PM Fo1ie v4_0 Design Engine· \/5 6 1 203 ANACAL-1 4TE Page 1 of 1 SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB4) PASSED ~FORTE~ Current Solution:: 1piece(s)51/4" x 9 1/4" 2.0E Parallam® PSL + 0 rn All-locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Overall Length: 9' 3" 9•- ;.fie~ff';Rlsu1.(s1,;~, :.'. :~iiif'_4!Fffii:il~ofr.} ~~-:;:°AJlo~~t ::: ~~~It?_'-;'\;,;~,;~.::-.: f 1-·tDF;!":: Member Reaction (lbs) 5272 @0 5906 Passed (89%) --(1.50") Shear (lbs) 3529 @ 10 3/4" 9389 ·passed (38%) 1.00 Moment (Ft-lbs) 10011 @4' 6 18623 Passed (54%) 1.00 11/16" Live Load Deft. (in) 0.178 @4' 7 0.308 Passed (L/625) --7116" Total Load Defl. ·(in) 0.293 @ 4' 7 1/4" 0.463 Passec! (L/379) -- + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report is for product comprson only. Load and support information necessary for professional design review is nrt displayed here. Please print an <:}'"'"'' Membec Report to, SW>mlttal pocpo, 1 < 0 1,\i-----------, i/fo,te Software Operator Job Notes !\tieoar-Herr oci Engineers t6,. 8:l 234-05(,1 m'1err@DCIEi'JGiNEERS onmicrosoft com 8:28/2012 2:15.45 PM Fo1te v4 0 Design Engine: V5 6.1 203 !!.ll!ACAL-14TE Page 1 of 1 ~FORTE~ SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB5) Current Solution:: 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 PASSED Overall Length: 1 O' 3" 0 .... . '\ I + 0 m All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual 10' !o":e~)ifri:R&illnf\'. ,.; ?ldfi~l:@~r.8iit1~1F ': .~.x.16~ ·:;,;, ;~~fiif .'·: :· '~ .,·~~:,; ?(:LDfi:) Member Reaction (lbs) 654@0 Shear (ibs) 494 @8 3/4" Moment (Ft-lbs) 1475 @ 5' 11/2" Live Load Defl.(in) 0.096 @ 5' 11/2" Total Load Defl. (in) 0.178 @ 5' 11/2" 3281 (1.50") 3045 2989 0.342 0.313 Passed (20%) Passed (16%) 1.00 Passed ( 49%) 1.00 Passed (1./999+) Passed (1./690) + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report Is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. 01 Meoan Herr ocl Enginee'"s {619) 234-0501 mt>err@DCiEMGll~EERS.or,microsofl com Job Notes 8/28/2012 2.16.13 PIVI Fo1ie v4 O Design Engme. V5.6.1 203 ANACAL-1 4TE Page 1 of 1 ~FORTE'' SOLUTIONS REPORT Press Booth Upper Level Floor, Floor: Joist (J1) Current Solution: : 1 piece(s) 9 1/2" TJI® 210 @ 16" OC Overall Length: 11' 7" + 0 m All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing ls Conceptual !Q~a'n;IJ:~~~·is.::~):;_; ,·Adfi'if~~'~cation/ ;• _}l=~wi4t c~ ~~~'.~=-. ~-;·:, ·:. :, ... , , k:t:~f( Member Reaction (lbs) 524 @ 2 1/2" r!~f;,,) Passec;l (46%) 1.00 Shear (lbs) 515@ 11' 1330 Passed (39%) 1.00 Moment (Ft-lbs) 1500@ 5' i1 3000 Passed (50%) 1.00 1/16" Live Load Def!. (in) 0.135 @5' 9 0.279 Passed (L/993) --11/16" Total Load-Def!. (in) 0.214@ 5' 9 7/8" 0.558 Passed (L/626) -- TJ:Pro™ Rating 54 45 Passed -- + 0 System : Floor PASSED Member Type : Joist But/ding Use : Residential Building Code : !BC Design Methodology : ASD The purpose of this report is for product comparison only. Load and suplort information necessary for professional design review is not displayed here. Please lrint an (jf ividual Member Report for submittal purposes. f\f.eoaP Her, Def Engineers ,M8) 23•-0501 mher,@DCIENGINEERS.or,m1croso« com ,Job Notes 812812012 2 .16.38 Plvi Forte v4 0. Des1gri Engine: V5 6.1 203 ANACAL-14TE Page 1 of 1 + 0 SOLUTIONS REPORT Press Booth Upperlevel Floor, Floor: Joist (J2) Current Solution: : 1 piece(s) 11 7 /8" TJI® 210 @ 16" OC Overall Length: 15' 7" ill All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual '.oes,l~fi~Rtsu(ts):':~,':; i)'cfii'jf@'.~t1~" ~::ltli»~~ '.~~ ;ri.4jwrf::;'l7:·. · -~r:~ ~·':fi:ii:f.: 677 @21/2" Shear (lbs) 660 @3 1/2" Moment (tt-lbs) 2530 @ 7' 9 1/2" Live Load Deft. (in) 0.247 @ 7' 9 1/2'' Total Load Defl. (in) 0.371 @ 7' 9 1/2" TJ-Pro™ Rating 48 1134 r2.2i;") 1655 3795 0.3'79 0.758 45 Passed (60%) 1.00 Passed (40%) 1.00 Passed (67%) 1.00 · Passed (L/738) Passed (L/490) Passed + 0 System : Floor PASSED Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD I The purpose ofthls report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. er Q Megan Herr DCI Engineers {619) 234-0501 mherr@DCIENGINEERS cr,microsoitcom Job Notes 8/28/2012 2.16:53 PM Forte v4 0. Design Engine: VS 6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE* SOLUTIONS REPORT Press Booth Upper Level Floor, Floor: Joist (J3) Current Solution: : 1 piece(s) 9 1/2'' TJI® 210 @ 16" OC Overall Length: 7' 7" + 0 ill . ' ~ ~ All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing Is Conceptual i'Ql:~fgocR.il'ott~ L.: ,,Act-;.jit~·llit~~ii'·,~ : ·. -~JI,~~ . ;~~lt·f::":';:'·".?.' -~ Member Reaction (lbs) 325 @21/2" 1134 Passed (29%) (2.25") Shear (lbs) 308 @ 7' 3 1/2'' 1330 Passed (23%) Moment (Ft-lbs) 565 @ 3' 9 1/2" 3000 Passed (19%) live Load Defl. (in) 0.027 @ 3' 9 1/2" 0.179 Passed (L/999+) · Total Load Defl. (in) 0.041 @ 3' 9 1/2" 0.358 Passed (L/999+) TJ-Pro™ Rating 65 45 Passed "·~· . •, .. :.. ~.· 7' HfP.fi.,: 1.00 1.00 1.60 -- ---- + 0 System : Floor PASSED Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD The purpose of this report is for product comparison only. Load and support Information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. l \_. }Jo,te Softwar& Operator Job Noles 812812012 2:17.02 P~ti Fo1·te v4 0 Design Engine: V5.6.1 203 /J!\/A CAL-1 ATE 'Viegan Herr DC! Engineers (618) 234-0501 mherr@DCIENGlf>JEERS onm,c,osoit com Page 1 of 1 d vJ-; : .--) a~ (,fJ( o) l LC ig 30 cl 30 C /' ,. --"--r--, L .r' ·~ 0 b r ,, 30 a:_ ?.~ 19/32°' SHTHG PER PLAN NOTE 3 : TRUSSES BY OTHERS fv{) 17z._·, ~l 3-S\~JLXj Ofi5l0J C)t: p~ /\)0 ~ c+, z. ~ a4 ~-=--0.Z,6 <I;_ ol ;;t5 Pf\E<;SS 600Tb\ LE\/EL 1 KE'( PL f\ N (sw) I I I I I I a, ()· \Jl ' . --::::::::-1 I I I I I I I I I I I "\ I I :::9: -:::::. j I I I I I I I I I I ~: =i I I I I -------P I I I I I L--,!~ __ T __ _ I I I I I I I I I 1-~ ---.----- I I I I I I I I I I I I I I I I I ·, I I I I I ' fLLc ~!if f-A-S\ v--1!,s-r ·Uf r'7"rt,AL L0AiJ Gf£TS O<~v G-- St\..JT(:? C.o,J-c.__, f6l)fACJf f 1 ff:.f-:~BO}( ~y PUVV L.eUtiC \ 5HliA~L-- .iEDCI E ·n G I n E E R S. Project No. Sheet No .. .fLL :Project Date @1-s-... u,_..b-je_c __ t~~;....\._---------....,,_.-----------+-B-y------i i I f I --·· (--··. ' l 0 PR E.'SS Project Army Navy Academy I. Seismic Ground Motion Values: LAT = Site Latitude: LONG = Site Longitude: Ss = MCE Spectral Acee!@ 0.2 Sec: S1 = MCE Spectral Acee!@ 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site Fv = Spectral Acee!@ 1.0 Sec for Site SMs = M~E Spectral Resp (Short Period) BOOT\-\ St-\EPsR WALLS = = = = = = = Project No. 10051-054.00 33.167 -177.354 1.338 2002 USGS Mapped Value for Default Site Class B' ..__ ___ ~ 0.504 i> ,-'--'.;..,.;---12002 USGS Mapped Value for Default Site Class.B f-------1 (per Geoteeh or Table 20.3-1 · ASCE 7. pg 205) 1.00 = Table intel])oloated (Table 11.4-1 -ASCE 7, pg ll5) ..__ ___ ___, 1.5Q = Table intel])oloated (Table I I 4-2 -ASCE 7. pg I 15) ..__ _____ ___, 1.338 f-------l=FaSs SM! = MCE Soec;tral Reso (Long Period) = 0.756 ISns .;, Design ~pectral AcceJ _@ 0.2 Sec .-""'---...;;..~;...;;.i;...;.;a....;.. ___ .;.;;..L-"-.c...c..,"-----:..::,.-'------1--'---~-1=FvS1 =2/3SMs 1-:,:---,--,,,.-,.----,-----,.-,---,-''-'-=-,----'-------1---'------I Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 = 0.89 ISm ~ Design Spectral Accel @ 1.0 Sec = 0.50 .....,.----'----------.,...----'---"---,----------'-----'---' ii. Design Response Spectrum Periods: To = Period, 0.2*S0i/Sos = 0.113 sec. Ts = Period, Sn,ISos = 0.565 sec. =2/3SM1 =0.2*SDJ/S05 =S01/Sos Eqn 11.4-8 Eqn 11.4-9 Sheet No: Date: TL = Long Period, Transition Period = 8.00 sec (Table 22-15 -ASCE 7.pg228) 9/5/12 Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = 0:020 (Table 12.8-2 · ASCE 7. pg 129) >>>>>>>>>>>>>>>> X = Exponent Parameter for Approximate Period = 0.75 h = Height of Building (approx to Mean RqofHt) = 12 ft Ta = Approximate Period: Ta= Ct*(h11)"' = 0.129 sec. Cu = Coeff for Upper Limit on Calc'd Period = 1.40 T max= Max Fundamental Period: Tmax = Ta* cu = 0.181 sec. T calc = Calculated Period (via. computer analysis) = ,_ ___ __, III. Buildinir Imnortani,e ,me 1604 & ASCE 7-05 Ta ,le 11.5.1 -n..-116): ICC = hnportance Classification CATAGORY: = II Class = Building Classification = Typical Building IE = S(:ismic IMPORTANCE Factor: = 1.00 iv. Structural Svst"m fTable 12.2.1'-ASCE 7 na 1201 Eqn 12 8-7 (Table 12.8-1 -ASCE 7. pg 129) Eqn 12.8-7 Lea,e Blank to use Ta (!BC Secbon I 604) (Table I 1.5 I • ASCE 7. pg II 6) SDC = Seismic Design Catagory: = ___ D_""-,-'--~-----CT_•b_Jcs_1_6._13_.s._6(_IJ_&_c2_J_-2_00_1_c_Bc-'-J~ BBS = BASIC BUILDING SYSTEM : = A, Bearing Wall System SFRS = SEISMIC FORCE RESISTING SYSTEM: 1--'-'-----""--'--'-----'-"...;..;;.:-----------------l _ 13. Light-framed walls sbeathed with wood structural -panels rated for shear resistance or steel sheets R = Resp. Modification Coeff(DUCTILITY): = 6.50 Q0 = System OVERSTRENGTH Factor: = 3 •• can be reduced by½ in flexible diaphragms but shall not be< 2 '* Cd = Deflection Amplification ,Factor: = 4.00 Height Limitations: (ft) = 65 V. Calculation of the Sclsmic Response Coeff ( ASCE 7 pg 129): Cs 1 = Sos/ (R/1) = = 0.137 W Eqn 12 8-2 (shon period Cutoll) Cs 2a = ifT S TL, then Soi/ T(R/I) = = 0.601 W Eqn 12.8-3 Qongperiod) Cs2b = ifT > TL, then So1•TL/r(RII)= = -n/a-Eqnl2.8-4(\Cl)longpcriod) Cs 3 = 0.044*Sos *I 2: 0.01 = 0.039 w Eqn 12 8-5 (minimwn) Cs4 = ifS1 >0.6gthen 0.50*S1/(R/I)= = -n/a-Eqnl2.8-6(sof\si1eminimum) IV . '~.:€s W =":(Ejfo· i,,z,g:,.~)>.... .·. :. . .. ·:~ _ _-:~'-~-:·~,;;;,:; .. J).;}3j;W : -SEISMIC BASE SHEAR COEFFICIENT. fYasi;l -3;~''(:f:W,:= (Eqli.'J2~~:Jr.. · · .. :-·. ·, .... , ·;. ··9,;Q.?,8~W: -ASD SEISMIC BASE SHEAR COEFFICIENT. d) - - - Occupanc;y Category Enclosure Classification: Wind Importance Factor: Basic Wind Speed: Exposure Catagory : Topographic/Speed-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof Z9ne "a": Internal Press Coeffient (pos.): Internal Press Coeffient {neg.}: Kz, evaluated at M~an Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor(G): WALL Coeff. (Cp} -Press Toward: WALL Coeff. (Cp) -leeward: +WALL Pressure:(toward surface): V= EXP= r,z1- a;, +Gcpi= -Gcpi= Kh;, qh= G= Cp= Cp= Pw1= Pw2= Pw max= II Enclosed 'I 85 D 1 u.ti:, ..::, 10.0 ft 0.18 -0.18 1.13 18 psf 0.85 0.53 -0.43 ps . ps Project No: 10051-054.00 Project Name: Army Navy Academy <-ASCE 7-05, Table 1-1 <-ASCE 7-05, Sec. 6.5.9 <-ASCE 7-05, Table 6-1 <-ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction <-ASCE 7-05, Sec. 6.5.6.3 <-ASCE 7-05, Figure 6-4 <-ASCE 7-05, Table 6-4 <-ASCE 7-05. Fig. 6-11A <-ASCE 7-05, Table 6-5 <-ASCE 7-05, Table 6-5 = 2.01*(z/zg)A(2/a) per ASCE 7-02 Table 6-3 =d.00256*Kh*Kzt*Kd*lw*(V)A2 <-ASCE 7-05, Fig. 6-6 <---ASCE 7-05, Fig. 6-6 =qh(+GCpt-GCpi) <--(inward) =qh(-GCpz4-GCp1) <-(suction) Sheet Date: 8110/11 By: JJW ~ VJ Q) 0 Sheet No: Project No. 10051-054.00 fJL1, t Project Army Navy Academy Date: 10/9/12 201-0i CB.~ lA_SCE 1~0~, SELSMI~ -VERJr!~AL £>.[St :· :- Printed: 8:32 AM By: JJW . ' '"' -,-.-,' ---. -,-., --/ ', ... ' .. " :, _. _._,_, ----' -• ,...._.f' •• , --"-• ' - 0.891 g Basic Koot IJL 28 psf Base Shear,Vasd 0.096 W ADD Lump Mech DL@Rocif 0 kips Period, la b.224 sec Typ Firm,.. 42 psf N, Stori~s 2 Partition DL Allowance 18 psf Building Ht 25 ft ~xt Clad Perimet~r 0 ft _1st story tit 13ft I1::xt,Clad Avr;1 Weight 0 psf 1yp story ht Ext Clad smear as RoofDL 0 pst I Parapet Ht, 0 ft Ext Glad smear as Fir DL 0 psf I yp'bldg, -w 28 ft Total Typ fir ut 60 pst Typ bldg, L 84 ft Total Root DL 37 psf Typ Fir Area 235? sq ft Total Floor DL 141 kips --' -1st Hr plate, 2352 sq tt Total RoofDL 61 kips Rqof Area 1656 sq ft Calc'Building Ht 25.0 ft :~-~i:P~~ : -., ~ :::t,;]tf· t~~~i!JJ§tfl];,J. ,,. .. ·-,_••I ~ ,: ·-. _.,_,,,_ ': -•• ""'jf; ;•,~,,. - i -· ~,?-··~t1i -.. • .. r ~- I•~~ Plate Floor Story w hk/ X a-, Area Ma;:;s Height Wx h w hk l:wiht Fi Fi/sf Floor 0 X ..... (f) (sf) (psf) (ft) (kips) (ft) (kips) (psf) 0 st 0 pst 0.00 0 0.00 ·o 0.0% 0 0.00 0 sf 0 psf 0.00 0 0.00 0 0.0% 0 0.00 0 st o psf 0.00 0 0.00 0 0.0% 0 0.00 Roof 2 1656 sf 37 pst 12.00 61 24.00 1,471 56.0% 8 5.11 2nd fir 1 2352 sf 41 psf 12.00 96 12.00 1,157 44.0% 7 2.83 grade (st) (pst) lTIJ (kips) (ft) 2,628 100.0% (kips) (psf) W= 158 Sase Shear= 15 7.95 .. .fgt~~ :lt~lr:Il"lJ~J1. -·' . ,. . . . . Wind Pressure Wind Force Governing Depth Level PSF Wind Trib PLF Seismic Typ. 0 0 0 Roof 23 psf 6.0ft 140.2 pit 5.11 27 ft 2nd fir 23 psf 9 .. 5 ft 222.0 pit 2.83 78 ft ~ Vs/ ~ \.:0 0 Page /{.. IJ 7 S~ liDCI·ENGINEERS !il:;D'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an er(tereme torsional irregularity (horizontal structural irregularity Type 1 b ). Cantilever: Loss of memnt resistance at the base connections of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33%reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b }. Braced: Removal of an indivic;lual brace, or connection thereto, would not result in Frames more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). True/False I T I T T T Page ;1l /.1 c{, ~ . Ii PAS!;~tiS!t:JA~~~~ ~. . ASD Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Forces Building. Forces Level Seis. Wind Typ Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) (ps"t). (plf) Trib Shear =Trib Length*Trib Width*Trib Force Roof 5.11 140 2nd fir 2.83 222 Wind Govs: {Trib Length< Gov. Len\)th) Trib Shear = Trib Width*Trib Force Total Force = Trib Shear + Add'I Shear Totals: 7.9 362.2 Tot91 Shear= Total Force/ Wall Ler:igth Wall Wall Wall %of SeismicTrib Wino $E'lis Wind Add!I Add'I Gov. Wall ID Ht. Line Len Width Trib Shear Shear SeJs Wind Force Shear Gov Load (ft ft (ft) lbs lbs (lbs lbs (lbs) plf) Case T e 2nd Level Walls 20 14.0 10.0 100% 18.0 8.5 8.5 783 1192 0 0 1192 85 Wind W6 21 14.0 10.0 100% 18.0 11.0 11.0 1013 1542 0 0 1542 110 Wind W6 22 14.0 10.0 100% 21.0 15.0 15.0 1611 2103 0 0 2103 150 Wind W6 23 14.0 10.0 100% 21.0 15.0 15.0 1611 2103 0 0 2103 150 Wind W6 24 14.0 10.0 100% 18.0 11.0 11.0 10.13 1542 0 0 1542 110 Wind W6 25 14.0 10.0 100% 18.0 a.5 Q)30a 8.0 10.0 19% 68.0 10.0 30b 13.0 10.0 31% 68.0 10.0 8.5 783 1192 0 0 1192 85 Wind W6 10.0 3478 1402 0 0 662 83 Seis W6 10.0 3478 1402 0 0 1076 83 Seis W6 30c 13.0 10.d 31% 68.0 10.0 10.0 3478 1402 0 0 1076 83 Seis W6 30d 8.0 10.0 19% 68.0 10.0 10.0 3478 1402 0 0 662 83 Seis W6 31a 3.0 10.0 50% 68.0 9.0 9:0 3130 1262 0 0 1565 869 Seis 2W3 31b 3.0 10.0 50% 68.0 9.0 9.0 3130 1262 0 0 1565 869 Seis 2W3 1st Level Walls 10 21.0 10.0 100% 84.0 5.5 5.0 1309 1110 0 0 1309 62 Seis W6 11a 10.0 10.0 34% 84.0 13.5 13.0 3213 2886 3478 1402 2307 231 Seis W6 11b 10.0 10.0 34% 84.0 13.5 13.0 3213 2886 3478 1402 2307 231 Seis W6 11c 9.0 10.0 31% 84.0 13.5 13.0 3213 2886 3478 1402 2077 231 Seis W6 12 73.0 10:0 100% 84.0 8.0 8,0 1904 1776 3130 1262 Seis Cone Fd 1.0 1.0 100% 30.0 5.3 9.0 453 1998 3130 1262 Seis Drag Nail Type= 8d Plywood type = cdx Type Type Sides Value W6 1/2" cdx 10d @6" 1 260 plf W4 1/2" cdx 10d @4" 1 350 plf W3 1/2" cdx 10d @3" 1 490 plf W2 1/2" cdx 10d@ 2" 1 640 plf 2W4 1/2" cdx 10d @4" 2 700 plf 2W3 1/2" cdx 10d @3" 2 980 plf 2W2 1/2" cdx 1 0d@ 2" 2 1280 plf ~, ~ 0) CJ) ASD Lateral Force Analysis -2010 CBC Shear Wall Overturning Parameters Descri12tion L Length of wait of Variables: H Height of wall V LJnit shear on wall Wt !Jllit. w~ight 9f wall W9I Dead loa_d on wall Seismic: HD= (Mot-0.48 Mr)/L Wind: HD= (Mot -.6Mr) / L Wall L H V Wt Wdl Pl )D (ft) (ft) (plf) (psf) (plf) (lbs) 0 2nd Level Walls 20 14.00 10.00 85 10 0 0 21 14.00 10.00 110 10 0 0 22 14.00 10.00 150 10 0 0 23 14.00 10.00 150 10 0 0 24 14.00 10.00 110 10 0 0 25 14.00 10.00 85 10 0 0 30a 8.00 10.00 83 10 200 0 30b 13.00 10.00 83 10 200 0 30c 13.00 10.00 83 10 200 0 30d 8:00 10.00 83 10 200 0 31a 3;00 10.00 869 10 200 0 31b 3.00 10.00 869 10 200 0 1st Level Wijlls 10 21.00 10.00 62 10 75 'Q 11a 10.00 10.00 231 15 200 0 11b 10:00 10.00 231 15 200 0 11c 9.00 10.00 231 15 200 0 12 73.00 10.00 90 120 0 0 Fd NA NA NA NA NA 0 Page fl/;j gjf[J: Job : 10051-054.0< Pl 1-eft p9int load Px Point ioad at ·xp Pr · Rightpoint load Xp Location o_f Px Wx Location of Wall Above (CBC 1605.3.2) (CBC 1605.3.2) P.x Pr Xp Wall Wx Gov. (lbs) (lbs) (ft) Above (ft) Case 0 0 0 0 0 Wind 0 0 0 0 0 Wind 0 0 0 0 0 Wind 0 0 0 0 0 Wind 0 0 0 0 0 Wind 0 0 0 0 0 Wind 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis 0 0 0 0 0 Seis Page /Jl./,J/) qfl ASD Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Overturning DescriQtion Mot Over):urning Moment of Variables: Mr Left ~esisting Moment about the Left side of the wall Mr Right. Resisting Moment about the Right sfd!;l of the wall HP !-eft Hold down force qn the left $ide of tt,e wall. HD Right Hold down force on the right side.of the wail - Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD =·(Mot-.6Mr) IL (CBC 1605.3.2) Hold Down Left / Right 2nd Level Walls 20 11917 9800 9800 431 431 Wind CS16/CS16 21 15422 9800 9800 681 681 Wind CS16/MSTC48B3 22 21030 9800 9800 1082 1082 Wind CS16/MSTC48B3 23 21030 9800 9800 1082 1082 Wind CS16/MSTC48B3 24 15422 9800 9800 681 681 Wind CS16/MSTC48B3 25 11 !317 9800 9800 431 431 Wind CS16/CS16 30a 6624 9600 9600 258 258 Seis CS16/CS16 CJ) 30b 10765 25350 25350 -99 -9.9 S!;liS no HD 30c 10765 25350 25350 -99 -99 Seis nof:lD ' 30d 6624 9600 9600 258 258 Seis CS16/CS16 31a 26083 1350 1350 8481 8481 Seis 31b 46083 1350 1350 8481 8481 Seis 1st Level Walls 10 13091 38588 38588 -250 -250 Seis no HD 11a 23073 17500 17500 1476 1476 Seis HDU2/HDU2 11b 23073 17500 17500 1476 1476 Seis HDU2/HDU2 11c 20766 14175 14175 1559 1559 Seis HDU2/HDU2 12 65445 3197400 3197400 -19919 -19919 Seis NA Fd NA NA NA NA NA Seis NA 0 -oc1 ..... ·==··· ,--enGtnEERS Project Project No . i Z-o S';/-c:>O ~ 4' Sheet No. fL·-z. o) ' - , · Subject Date / l~//e01? 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' J:\2012\ 12051-0054 Army Navy Academy\Calculations\lateral\[Cantilevered Diaphragm Deflection press box.xls]Grid 2 l Vl IIPgt~NS!~A~~~~ Project ANA Subject Press Box i 449.0 plf L= 38.0' Bending: 3(Vmax)L3 = 0.00530 in EAb Shear and Nail Slip: 0.S(vmax)L 0.089 in = l000Ga Chord Splice Slip: L(XLlc) T = 0.004in 2b N ~c Total Diaphragm Deflection = ' 0.099 in ~-0 oV- Project No_ Sheet No. 12051-0054 {Cl-,"Z g1fJ Date 10/10/12 By JJW Diaphragm Deflection I 6.:11.• = 3{Vmax)L3 0.S(Vmax)L +----+ EAb l000Ga Ga = 25 (per NDS table C4.2A, B, CJ A = 15.75 sq. in E = 1,600,000 psi Notes: A) Deflection determined with strength level forces BJ OSB Used for Deflection Calculations CJ Diaphragm Assumed 1 /2 Blocked & 1 /2 Unblocked Ymax = 118 plf = 2236Ib = 14 # of 1 0d nails required at chord splice = 0.032 in Printed on 10/11/12@ 3:53 P1" J ~ V,# ---oc1 ..... , . ~-----En· G I h E e· R s , Project ,AN A,-P\2-E~S tSOO'TH Subject D\ '$(0 ~"1 l N \JOVS 'SH E-r-¾ R W V'.VLL ' . ' ' . ' . Project No . Sheet No. 1-:Z()t; \ -005-4 fl _'l, l afitJ -Date ~/31/1::2... By ( SVt>PoR-t \'.-\'JH . ' ' f l ; • -'.• __ ...... ':,...,_d ~-• 1' ' .:~ ·, Description : Beam supporting SW21 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis M~thod : Allowc,tble Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb -Tension Fb-Compr Fe -Prll 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : iLevel Truss Joist Fe-Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling 750 psi 290 psi 2025 psi Ebend-xx 2000 ksi Eminbend -xx 1016.535 ksi Density 32.21 pcf 0(3.79) Lr(2.928) E(0.681) I I 5.25x11.875 d-. -:~---p-pl-le-jt-:.k-:~o-"a-.d-~------,-;-.. -: -... -. ~. --. _--.. -: -.. -. _______ S~p_a_n_=_ 1 _ 2 _· O_f:-e-rv-ic_e_·lo-a-ds_e_n-te-re_d_. -Lo_a_d_F-ac-to-rs_w_i_ll -be_a_p-pl-ie_d _fo_r -ca-,c-u-la-tio-n-s.~ Uniform Load: D = 0.0260, L = 0.10 ksf, Tributary Width= 1.330 ti Point Load: D = 3.790, Lr= 2:928, E = 0.6810 k@ 10.0 ft -:bEsiGitsUMMA'li¥ ··· .. _. ~ ·. _: · : , .•--: . . :.0,, -"<-' -· ;Maximum B~ndfng Stress Ratio· -= Section used for this span fb: Actual = 0.386 1 5.25x11.875 1,118.73psi 2,900.00psi +D+Lr+H 9.960ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward-L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max-Upward Total Deflection = = = 0.104 in Ratio = 0.000 in Ratio= 0.194 in Ratio = 0.000 in Ratio = . :Max:1ifiunflot es & Sttess~i. fott.oad,Colflblnitloris ,,., ----"'""'••' ... --~·-·· ··-.. -....... -, ........... -·• --.. -~-------" ____ ,, ___ Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Cr Cm +D 1.000 1.000 1.000 Length= 12.0 ft 0.223 0.276 1.000 1.000 1.000 1.000 +D+L+H 1.000 1.000 1.000 Length= 12.0 ft 0.268 0.332 1.000 1.000 1.000 1.000 +D+Lr+H 1.000 1.000 1.000 Length= 12.0 ft 0:386 0.47~ 1.000 1.000 1.000 1.000 0 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 Length= 12.0 ft 0.379 0.470 1.000 1.000 1,000 1.000 '-, . +D+0.750L+0.750S+H 1.000 1.000 1.000 Length = 12.0 ft 0.257 0.318 1.000 1.000 1.000 1.000 +1.120D+1.40E+H 1.000 1.000 1.000 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1388 0 <360 741 0 <180 Ct CL 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values M fb 6.64 646.03 8.00 777.73 11.50 1,118.73 11.30 1,099.11 7.66 744.58 = = = = = Fo 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.479: 1 5.25x11.875 138.89 psi 290.00 psi +D+Lr+H V 0.00 3.33 0.00 4.00 0.00 5.77 0.00 5.67 0.00 3.84 0.00 11.040ft Span# 1 Shear Values fv Fv 0.00 0.00 80.18 290.00 0.00 0.00 96.31 290.00 0.00 0.00 138.89 290.00 0.00 0.00 136.31 290.00 0.00 0.00 92.28 290.00 0.00 0.00 . :::it·:I;I~:?::.'!i?.~r;.~:~;"f~J~:I~~{i1 ~ ... , •. ,. •. Description : Beamsupporting SW21 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C1 CL M fb Fb V fv Fv Length = 12. 0 ft 1 0.189 0,235 1.600 1.000 1.000 1.000 1.000 1.000 9.02 877.47 4640.00 4.53 108.92 464.00 +D-+-0. 750Lr-+-O. 750L-+-O. 750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12·.0 ft 1 0.379 0.470 1.000 1.000 1.000 1.000 1.000 1.000 11.30 1,099.11 2900,00 5.67 136.31 290.00 +D-+-0. 750L-+-O, 750S-+-O. 750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.257 0.318 1.000 1.000 1.000 1.000 1.000 1.000 7.66 744.58 2900.00 3.84 92.28 290.00 +1.090D-+-0. 750Lr-+-0:750L +1.050E+~ 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 . Length= 12.0 ft 1 0.274 0.340 1.600 1.000 1.000 1.000 1.000 1.000 13.09 1,272.69 4640.00 6.56 157,86 464,00 +1.090D-+-0.750L-+-0.750S+1.050E+H 1.000 1.0QO 1.000 1.000 1.000 0.00 0.00 0.00 0.00 ~ength = 12;0 ft 1 0.198 0.245 1.600 1.000 1.000 1.000 1.000 1.000 9.44 918,16 4640.00 4.73 113.83 464.00 -+-0.470D+1.40E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.099 0.122 1.600 1.000 1.000 1.000 1.000 1.000 4.70 457.55 4640.00 2.36 56.80 464.00 -.,,;0iiiiiJrJ~ixln1umJie11i~l·orli-Jinitic{~l~1;~Pacit;·.:-.. ' .. ~ Load Combination Span Max."-" Def! Location· in Span Load Combination Max. "+" Defl Location in Span D+L+Lr 1 0.1942 6.600 0.0000 0,000 .. ,,v~rtf~a1;;Readti,o.ns.~ .. orttactoreck. · < ·-, -, ,-~ '-..; ":,'.' Support notation : Far left is #1 Values in KIPS Load. Combination Support 1 Support 2 Overall MAXimum 2.125 6.604 DOnl~ 0.839 3.366 LOnly 0.798 0.798 Lr Only 0.488 2.440 L+lr 1.286 3.238 EOnly 0.114 0.568 0 D+Lr 1.327 5.806 D+L 1.637 4.164 D+L+Lr 2.125 6.604 D+E 0.953 . 3.933 D+L+E 1.751 4.731 D+Lr+E 1.441 6.373 0 Description : Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material P.roperties Analysis Method : Allowable Stress Design Load Combination 2·009 IBC & ASCE 7-05 Fb -Tension Fb-Compr Fe -Prll 2,900.0 psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Eleam Bracing : ilevel Truss Joist Fe -Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54 ksi Density 32.210pcf D(3. 79) Lr(2.928) E(1.082) D .0.03458 L 0.133 5.25x11.875 ! d-{-A_e_~-~-i-.i-;Q_(_~_t_r __ ~:-:,-.-.---~---,-.. -.--c---... -----.-_.-_---S~p_a~n-=_1_2 _.o_~-e-~-ic_e_lo-a-ds~en-te_re_d_.-Lo_a_d-Fa-c~to_ra_w_i_ll_be_a_p-pl-ie_d_fo_r_ca-lc_u_la-tio-n-s.~ Uniform Load: D = 0.0260, L-= 0.10 ksf, Tributary Width= 1.330 ft Point Load: D = 3.790, Lr= 2.928, E = 1.082 k@ 10.0 ft ;;;f!E.§1li_N.:,5-U~MA'B,Y··: __ ; :··· __ :-__ · -.. , .,, · .-:·- ,Maximum Bending Stress Ratio = 0.386 1 5.25x11.875 II Section used for this span fb: Actual = FB : Allowable = 1, 118.73psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = +D+Lr+H 9.960ft Span# 1 0.104 in 0.000 in 0.194 in 0.000 in · .· Maiciriltim f'prces··& ,stteises-tottl~ad: ¢6mbinatiorrs- Load Combination Max Stress Ratios Segment-Length Span# M V Cd C FN Cr +D 1.000 1.000 .Length= 12.0 ft 0.223 0.276 1.000 1.000 1.000 +D+L+H 1.000 1.000 Length= 12.0 ft 0.268 0.332 1.000 1.000 1.000 +D+Lr+H 1.000 1.000 Length= 12.0 ft 0.386 0.479 1.000 1.000 1.000 0 +D+0.750Lr+0.750L+H 1.000 1.000 Length = 12.0 ft 0.379 0.470 1.000 1.000 1.000 +D+-0. 750L +O. 750S+H 1.000 1.000 Length= 12.0 ft 0.257 0.318 1.000 1.000 1.000 +1.120D+1.40E+H _ 1.000 1.000 Ratio= Ratio= Ratio= Ratio= Cm 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Location of maximum on span Span # where maximum occurs 1388 0 <360 741 0 <180 Ct CL 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values M fb 6.64 646.03 8.00 777.73 11.50 1,118.73 11.30 1,099.11 7.66 744.58 = = = = = Fb 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 •fflt•ili•U _ 0.479: 1 5.25x11.875 138.89 psi 290.00 psi +D+Lr+H V 0.00 3.33 0.00 4.00 0.00 5.77 0.00 5.67 0.00 3.84 0.00 11.040ft Span# 1 Shear Values fv Fv 0.00 0.00 80.18 290.00 0.00 0.00 96.31 290.00 0.00 0.00 138.89 290.00 0.00 0.00 136.31 290.00 0.00 0.00 92.28 290.00 0.00 0.00 D~scription ; Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb Fb V fv Fv Length = 12.0 ft 1 0.209 0.259 1..600 1.000 1.000 1.000 1.000 1.000 9.95 968.10 4640.00 4.99 120.18 464.00 +D+O. 750Lr+O. 750L +O. 750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 p.379 0.470 1.000 1.000 1.000 1.000 1.000 1.000 11.30 1,099.11 2900.00 5.67 136.31 290.00 +D+O. 750L +O. 750S+0. 750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 14,0ft 1 0.257 0.318 1.000 1.000 1.000 1.000 1.000 1,000 7.66 744.58 2900.00 3.84 92.28 290.00 +1.090D+0. 750Lr+O. 750L+1.050E+~ 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.289 0.358 1.600 1.000 1.000 1.000 1.000 1.000 13.79 1,340.66 4640.00 6.91 166.30 464.00 +1.090D+0. 750L +O. 7508+1. 050E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 tength = 12:0 ft 1 0.213 0.264 1.600 1.000 1.000 1.000 1.000 1.000 10.14 986.14 4640.00 5.08 122.27 464.00 +0.470D+1.40E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 L!lngth = 12.0 ft 1 0.118 0.147 1.600 1.000 1.000 1.000 1.000 1.000 5.64 548.18 4640.00 2.83 68.06 464.00 ._ .Jlvit~llilMi'.k)m,µm-J:2iiJ~iti~i'l'~i.;;__l:inf~~qr~ ~gid)1 :'_-, .,_-.. · :.~Z:--~-- Load Combination Span Max."-" Deft Location in Span Load Combination Max."+" Dell Location in Span D+L+tr 1 0.1942 6.600 0.0000 0.000 } Y~tli¢.l.fa!i~i~t1~:ns:.:).111i~Q~Qr~, " Support notation : Far left is #1 Values in KIPS -, ~-~ . .. " . ~;.--,~ '. Load C6mbinati9n Support 1 Support 2 Ov~rall MAXimum 2.125 6.707 D;Qnly. 0.839 3.366 LOnly 0.798 0.798 Lr Only 0.488 2.440 L+Lr 1.286 3.238 EOnly 0.180 0.902 0 D+Lr 1.327 5.806 D+L 1.637 4.164 D+l+Lr 2.125 6:604 D+E 1.019 4.267 D+L+E 1.817 5.065 D+lr+E 1.507 6:707 0 Beam supporting SW23 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi 2,900.0 psi 2,900,0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb -Compr · Fe -Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0 ksi Eminbend.-xx 1,016.54ksi Density 32.210pcf 0(3.79) Lr(2.928) E(1.082) D 0;03458 L 0.133 5.25x11.875 Span= 12.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load :. D = 0.0260, L = 0.10 ksf, Tributary Width = 1.330 ft Point Load: D = 3.790, Lr= 2.928, E = 1.082 k@ 1Q.O ft ~ .. ofiSIGNfstilMMAR;y;_ · ; ,'-;" _·-_ Maximum Bending Stress Ratio · Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.386: 1 5.25x11.875 1, 118.73psi 2,900.00psi +D+Lr+H 9,960ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.104 in Ratio= 0.000 in Ratio= 0.194 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1388 0 <360 741 0 <180 . • ~J,1i~fo1ij& Fi(~tt, _$lt"ej~e§: t i>r L9~<f-Cort1.~lna~_Q!1$ Load Combination M11x Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb +D 1.000 1.000 1.000 tooo 1.000 Length = 12. 0 ft 0.223 0.276 1.000 1.000 1.000 1.000 1.000 1.000 6,64 646.03 +D+L+H 1.000 1.000 1.000 1.000 1.000 Length = 12. 0 ft 0.268 0.332 1.000 1.000 1.000 1.000 1.000 1.000 8.00 777.73 +D+Lr+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0 ft 0.386 0.479 1:000 1.000 1.000 1.000 1.000 1.000 11.50 1,118.73 0 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0 ft 0.379 0.470 1.000 1.000 1.000 1.000 1.000 1.000 11.30 1,099.11 • +D+0.750L +0.750S+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0 ft 0.257 0.318 1.000 1.000 1.000 1.000 1.000 1.000 7.66 744.58 +1.120D+1.40E+H 1.000 1.000 1.000 1.000 1.000 = = = = = Fb 0.00 2900.00 0,00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.479: 1 5.25x11.875 138.89 psi 290.00 psi +D+Lr+H V 0.00 3.33 0,00 4.00 0.00 5.77 0.00 5.67 0.00 3.84 0.00 11.040ft Span# 1 Sh ear Values fv Fv 0.00 0,00 80.18 290.00 0.00 0.00 96.31 290.00 0.00 0.00 138.89 290.00 0.00 0.00 136.31 290.00 0.00 0.00 92.28 290.00 0.00 0.00 Description : Beam supporting SW23 Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Cr Cm Ct CL M Length = 12. 0 ft 1 0.209 0.259 1.600 1.000 1.000 1.000 1.000 1.000 +D+O. 750Lr+O. 750L +O. 750W+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0 ft 1 0.379 0.470 1.000 1.000 1.000 1.000 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length = 12. 0 ft 1 0.257 0.318 1.000 1.000 1.000 1.000 1.000 1.000 +1.090D+0.750tr+0.750L+1.050E+l-1.000 1.000 1.000 1.0QO . 1.000 Length= 12.0 ft 1 0.289 0.358 1.600 1.000 1.000 1.000 1.000 1.000 +1.090D+0.750L+0:750S+1.050E+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0 ft 1 0.213 0.264 1.600 1.000 1.000 1.000 1.000 1.000 +0.470D+1.40E+H 1.000 1.000 1.000 1.000 1.000 Length= 12.0-ft 1 0.118 0.147 1.600 1.000 1.000 1.000 1.000 1.000 ;-_· •:~ifaftzrl,~JnionH1eii~~il.Qoi.·:!1.~1iitt~i~difaiidl :c: -.,_::_:.,_-:,-,_2·_~-r Load Combination Span Max."·" Deft Locaiion in Span Load Combination D+L+Lr 1 0.1942 6.600 : .. ~Y.~rt,~lK~~t~t(QM:-dJ.ufa~tot~~t · _ .. · Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.125 6.707 DOnly 0.839 3.366 LOnly 0.798 0.798 Lr Only 0.488 2.440 L+Lr 1.286 3.238 EOnly 0.180 0.902 0 D+Lr 1.327 5.806 D+L 1.637 4.164 . 2.125 6,604 D+L+Lr D+!= 1.019 4.267 D+L+E 1.&17 5.065 D+Lr+E 1.507 6.707 0 Moment Values fb 9.95 968.10 11.30 1,099.11 7.66 744.58 13.79 1,340.66 10.14 986.14 5.64 548.18 Fb 4640.00 0.00 2900.00 0.00 2900.00 0.00 4640.00 0.00 4640.00 0.00 4640.00 Max. "+'' Defl 0.0000 Values in KIPS Shear Values V fv Fv 4.99 120.18 464.00 0.00 0.00 0.00 5.67 136.31 290.00 0.00 0.00 0.00 3.84 92.28 290.00 0.00 0.00 0.00 6.91 166.30 464.00 0.00 0.00 0.00 5.08 122.27 464.00 0.00 0.00 0.00 2.83 68.06 464.00 Location in Span 0.000 0 Description : Beam-supporting SW24 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Propertie~ Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb-Tension Fb-Compr Fe-Prll 2,900.0 psi 2,900.0psi 2,900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist Fe -Perp : Parallatn PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling 750.0 psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf 0(3.79) Lr(2.928) E(0.681) D 0.03458 L 0.133 5.25x11.875 Span= 12.0 ft . Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0260, L = 0.10 ksf, Tributary Width= 1.330 ft Point Load: D = 3.790, Lr= 2.928, E = 0.6810 k@ 10.0 ft ·:~\:ifiESiGN~saMMAR¥-,.,; . .. . . . . '.~~ i .. './'':: t,,: ;:;: lrviaxim-um-·sen-dfng Stress Ratio = 0.386 1 1 Section used for this span 5.25x11.875 fb:Actual = 1,118.73psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB: Allowaple = 2,900.00psi Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflecti.on Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total-Deflection Max Upward Total Deflection = = Load Combination Segment Length Max Stress Ratios +D Length= 12.0 ft +D+L+H Leng\h = 12.0 ft +D+Lr+H Length= 12.0 ft +D+0.750Lr+O. 750L +H Length = 12.0 ft +D+O. 750L +O. 750S+H Length = 12.0 ft +1.120D+1.40E+H Span# M V 0.223 0.276 0.268 0.332 0.386 0.479 0.379 0.470 0.257 0.318 1.000 1.000 1.000 1.000 1.000 +D+Lr+H 9.960ft Span# 1 0.104 in 0.000 in 0.194 in 0.000 in C FN 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Ratio= Ratio= Ratio= Ratio= 1.ooo 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Fv : Allowable Load Combination Location of-maximum on span Span # where maximum occurs 1388 0 <360 741 0 <180 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Moment Values 1.000 1.000 6.64 646.03 1.000 1.000 8.00 777.73 1.000 1.000 11.50 1,118.73 1.000 1.000 11.30 1,099.11 1.000 1.000 7.66 744.58 1.000 = = = = = Fb 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 2900.00 0.00 0.479: 1 5.25x11.875 138.89 psi 290.00 psi +D+Lr+H V 0.00 3.33 0.00 4.00 0.00 5.77 0.00 5.67 0.00 3.84 0.00 11.040ft Span# 1 Shear Values fv 0.00 80.18 0.00 96.31 0.00 138.89 0.00 136.31 0.00 92.28 0.00 Fv 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 290.00 0.00 Beam supporting SW24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C r Cm Ct CL M fb Fb V fv Fv Length= 12.0ft 1 0.189 0.235 1.600 1.000 1.000 1.000 1'.000 1.000 9.02 877.47 4640,00 4.53 108.92 464.00 +D+O. 750Lr+0.750L +0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.379 0.470 1.000 1.000 1.000 1.000 1.000 1.000 11.30 1,099.11 2900.00 5.67 136.31 290.00 +D+0.750L +0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.257 0.318 1.000 1.000 1.000 1.000 1.000 1.000 7.66 744.58 2900.00 3.84 92.28 290.00 +1.090D+0.750Lr+0.750L+1.050E+I-1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.274 0.340 1.600 1.000 1.000 1.000 1.000 1.000 13.09 1,272.69 4640.00 6.56 157.86 464.00 +1.090D+0.750L+0.750S+1.050E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=12.0ft 1 0.198 0.245 1.600 1.000 1.000 1.000 1.000 1.000 9.44 918.16 4640.00 4.73 113.83 464.00 +0.470D+1.40E+H 1.000 1.000 1.000 1.900 1.000 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.099 0.122 1.600 1.000 1.000 1.000 1.000 1.000 4.70 457.55 4640.00 2.36 56.80 464.00 ~.T<rvit~n'iiifm.:u11fo~fiji~!i1,;~,vfifl~<irt(tl~ii,L· :r-:: -·: -r,;.: Load Combination Spah Max. '-" Defl Location in Span Load Combination Max. "+'' Defl Location in Span D+L+Lr 1 0.1942 6.600 0.0000 0.000 : ~-Vii:i{~at_R~ttfo_6<_s:;-,·l.Jnf~¢lQtei:r·· :. . Support notation: Far left is·#1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXillilim 2.125 6,604 D Only 0.839 3.366 Lo~ u~ u~ Lr Only 0.488 2.440 L +Lr 1.286 3.238 E Only 0.114 0.568 0.. . D+Lr 1.327 5.806 D+~ 1.637 4.164 D+L+lr 2.125 6.604 D+E 0.953 3.933 D+L+E 1.751 4.731 D+Lr+E 1.441 6.37'3 0 Al \J Cl v------.:.:: _-_-_ ... , , , , , , .t I , , , , R , , ,, , , , , , , , , : I PRtSS l3<?0fi\-\ rOWOf\1'l0N ~EY PLAN §DCI Project No. Sheet No. iaos \-0064 nz l-c<TJX EnGtnEERS d) ' . Project Date ANA -PRESS 800TH 9/-4./l?.. .Subject FO\JN'DA1\ ON 'DE'S l GN By M 1' \-) ' ' ' .. ' ! ' ' . . ' ' ./ d) . . ~ UJ ) 6 - - I I : Project Subject H-H H-H Project No. Sheet No. fF-1. 3 c.:[fi Date By \ liDCI e.h GI n EE Rs DCI Engineers 525 B Street, Ste. 750 Sali Diego, CA 92101 619-234-0501 Title : Press Box Bid wall Job# : 12051-005' Dsgnr: Description .... Press B9x bid wall jjw Date: Page: f F J. 't SEP 20,2019'~ This Wall in File: j:\2012\12051-0054 army navy acad_er:ny\calc ·. Retain Pro 9 © 1989 ~ 2011 Ver: 9.27 8171 · · Regi~tration #: RP-1167785 RP9.27 Cantilevered Retaining Wall Design ..:,_ C ?J ,I c ... r.it.~r.ia.· alll!l--------.-1 I $oiJ Data I Retaine.'.l Height = 10.50 ft Allow Soil Bearing -2,900.0 psi' Wall height above sqil = O.SOft Equivalent Fluid Pressure Method Heei Active pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00in Water.height over heei = 0.0 ft Toe Active Pressure Passive Pressure Soil Density', Heei Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure = = = = 30.0 psf/ft 3,500.0 psf/ft 110.00 pct 110.00 pcf 0.350 12.00 in Code: CBC 2010 .,I 51111_ ui!i_ riil_<?h~~ •. r~g-.,~.~il!l-q•a.sf ... s •. --.-. ... 1!1111111•1 I L~t_era.) '-9~j:f App!i~dJp_~t~m I I AdJa,c~nt f'.99~ing _J,.9ad sur9harge Over Heei = o.o psf Lateral Load = o.o #/ft Adjac·ent Footing Load 0.0 lbs 0.00 ft 0.00 in 0.00 ft • = Use.'.! To Resist Sliding & Overturning ... Height to Top = o.00 ft Footing Width Surchargebver Toe = 0.0 psf ... Height to Bottom = 0.00 ft Eccentricity Used for Sliding & Overturning The above lateral load· Wall to Ftg CL Dist / Axi.al :Lo~d Applied to Stem -• has been increase.'.! 1.00 Footing Type . •• • by a factor of Base Above/Below Soil = = = Line Load Mal beadloaci . -230.0 lbs Wind on Expose.'.! Stem = 0.0 psf at Back of Wall . = Axial'Live Load = 100.0 lbs Poisson's Ratio ~ Axlal Load Eccentricity = 2.0 in V I Pesign Summa7 • • Top Stem = 0.0 ft 0.300 Wali"Stiii,illty Rat/os Overt(Jming = 1.99 OK Slab Resists All Sliding! Total !3~ring Load ... resultant ecc. = = 6,380 lbs 13.30 in Soil Pressure @ Toe = 2,591 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,900 psf Soil Pressure Less Than Allowable ACI Factore.'.l @ Toe = 3,636 psf ACI Factoroo@ Heei = O psf Footing Shear@ Toe = _9.1 psi OK Footing Shear@ Heei = 17.3 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 2,483.8 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Design HeighfAbcive Ftg Wall Material Above "Ht" Thickness Rebar'Size R~a'r Spacing Rebar Place.'.! at Design Data fb/FB + fa/Fa ft'= = = = = = = Tota! Force@ Section lbs = Moment. ... Actual ft-#= Mor,nent. .... Allowable = Sh_~r ..... Actual psi= Shear ..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF AElOVE in= LAP SPLICE IF BELOW in= Stem OK 0.00 Concrete 10.00 # 6 14.00 Edge 0.907 3,063.0 10,876.8 11.~96.6 33.5 67.1 125.0 7:63 48.96 HOOK EMBEO INTO FTG in= 31.39 Masonry Data Lap splice above base re.'.luce.'.l by stress ratio Hook embe.'.lment re.'.luce.'.l by stress ratio fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = = = = = Me.'.lium Weight ASD C.oncrete Data ~------------------------- fc Fy psi = 2,000.0 psi= 60,000.0 .. , • •o·c1 DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title · Press Box Bid wall Job# ~ 12051-005' Dsgnr: jjw Date: Page: fFl I S-... SEP20,2012 !;,~ ..... -_ Description .... enG1neeRs Press Box bid wall ~Retain Pro 9 © 1989 • 2011 Ver: 9.27 8171 \_JRegistration #: RP-1167785 RP9.27 This Wall in File: j:\2012\12051-0054 army navy academy\calc Cantilevered Retaining Wall Design -(_ 3 Code: CBC 2010 I Footir!9 Din.;erision~ ~ Strengths -, Toe Width = 2.00 fi: H_eel Width = 3.50 Total Footing Width = 5.50 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3·.00 in 'Toe Factored Pressure = 3,636 Mu' : Upward = 6,287 Mu' : Downward = 1,008 Mu: Design = 5,279 Actual 1-Way Shear = 9.09 Allow 1-Way l:,h_ear = 75.00 Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00·in Key Reinforcing = None Spec'd • ~ b psf 1,125 ft-# 6,994 ft-# 5,869 ft-# 17.29 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu-< S * Fr Key: -Slab Resists Sliding -No Force on Key I Summary of _Overturning & Resisting Forces & Moments ---..... oVERl'liRN1iilG..... --- Heel Active Pressure Surcharge over Heel Toe.Active Pressure Surcharge Over Toe Adjacent Footing Load = = ::: ::: = = ~ Added Lateral Load V Loa.d @ Stem Above Soil = Total Resisting/Overturning Ratio Force Distance Moment _ lbs ft ft-# 2,590.5 4.06 10,505.9 -106.7 0.89 -94.8 2,483.8 O.T.M. = 10,411.0 = 1.99 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjac~t Footing Load = = = = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = = Surcharge Over Toe = Stem Weight( s) = Earth @ Stem Transitions = Footing Weight = Key Weight = ..... RESISTING.: ... Force Distance Moment lbs ft ft-# 3,080.0 4.17 12,833.3 230.0 2.25 517.5 100.0 2.25 225.0 220.0 1.00 220.0 1,375.0 2.42 3,322.9 1,375.0 2.75 3,781.3 2.50 Vertical Loads used for Soil Pressure= 6,380.0 lbs Vert. Component _= ____ _ DESIGNER NOTES: Total= 6,280.0 lbs R.M.= 20,675.0 * Axial live load NOT included in total display~. or used for overturning resistance, but is included for soil pressure calculation. • 1/ ) I t • 1' ) CARLSBAD, CA ,· II SUPPLEMENTAL STRUCTURAL CALCULATIONS FORPERMIT PREPARED FOR HOUSE & DODGE ARCHITECTS DEC7, 2012 DCI Job# 12051-054.00 ~' f'!-r ~ I t • f .t .f , f ~:, , ' • 1 , .-, • ~' _, I • f ----- •, . 5DCI Project No. Sheet No. I 2oS/ -o::£:i-f Ll.f.Cf sf[ enc;1nEEAS Project Date AIUA--12/c/-z.d/c Subject By ..J ,,./ l)ilf -v{--t;iA f,t(f J: . ~ A ,..JC '-.J ~ :rHt:.;{eJ,'½f,."'(1 'i ,., -...., -, ~c ' .L . • . J. I I e t-·--~~-----. I l t-of-::; 11 2 1 tJ I 1h > g 27s- .. ~ of._ 50 t!i' Thi• prod,ot 1,pro•robl, 1, >mlla, ""''""~ '"""'" , ~ • a) easier installation, b) higher loads, c) lower installed cost, i : ! or a combination of these features. : ~ . . ~ e"o -~-~---~--·----·-------·--··------···------··M, -,,, •• ••• • HOU Holdowns are pre-deflected during the manufacturing , process, virtually eliminating deflection under load. due to material stretch. They use Simpson Strong-Tie® Strong-Drive® SOS screws which install easily arid provide reduced f~stener slip. Using SOS screws results in a greater net section, when compared to bolts, as no material is removed. The HOU series of holdowns are designed to replace previous versions of the product such as PHD's as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. The DTT2Z tension tie is suitable for lighi-er-duty holdown applications on single or double 2x posis, and installs easily with Strong-Drive SDS se;rews (includad). The DTT2Z has been testecl in accordance with the !CC-ES acceptance criteria for Holclowns P:liachecl to \!Vooc! Members (AGi 55) and meets the minimum requirements for many alternate braced wall panels per section R602.i0.3.2 of the 2009 IRC (see table R602.10.6, item 1). For more information on holdown options, contactSimpson Strong-Tie. HOU SPECIAL FEATURES: • Pre-deflected body virtually eliminates deflection due to material stretch. • Uses SOS screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • SOS screws are supplied with the h9ldowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HOU -Galvanized; DTT2Z -ZMAX® coatings INSTALLATION: • Use all specified fasteners. See General Notes. • For use in vertical and horizontal applications. 0 The HOU requires no aclditional washet", the DTT requires a standard cut washer (included) be installed between the nut and the seat • To tie multiple 2x members together, the 0esigner must determine Pilot Holes tor Manufactunng Purposes (Fastener nol required) the fasteners required to join the ___ ----·-·----·--. ·-----··-, members without splitting the wood. See page 28 for SOS values. • See SB and SSTB Anchor Bolts on pages 36-40 for anchorage options. • SOS screws install best with a low speed high torque drill with a ¾" hex head driver. CODES: See page 20 for Code Reference Key Chart. For holdowns, per ASTM test standards, anchor bolt nut should be finger-tight plus ½ to ½ turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over-torque tbe nut. Impact wrenches should not be used. Typical HOU Tie Between Floors ('/ HOU U.S. Patent 6,112,495 2-2X Blocking Horizontal HOU Offset Installation (Plan View) See footnote 7 DTT2Z Vertical HOU Installation It These products are 'available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details. Dimensions Fasteners Minimum Allowable Tension Loads (lbs.) (in.) Wood (160}1 Model No. DTT2Z DTT2Z-SDS2.5 HDU2-SDS2.5 • • • • • . , HDU4-SDS2.5 rlDU5-SDS2.5) • HDU8-SDS2.5 HDU11-SDS2.5 HDU14-SDS2.5 Ga 1•: 14 14 14 10 10 7 w H 3¼ 1311/,s 3 81½. 3 101¾s 3 131/,s 3 16% 3 22¼ 3 251½s Anchor B ~ so Bolt Dia. (in.) H~ 13/i5 3/i6 ½ 3¼ 1'½s 11/a ¾ 3¼ rn. 11/a % 3¼ 1'½s 1¾ ¾ 3½ 11/a 1½ ¼ 3½ 11/a 1½ 1 3½ 1¾s 1'¾s 1 1. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. Code SDS Member Deflection at Rel. Thickness4 DF/SP SPF/HF Allowable Load6,6 Screws (In.) (in.) 8-SDS ¼"x"I½" 1½ ii325 "1800 0.105 16 . 8-SDS ¼11 ;( I :1t 3 2i-!5 183!J 1J.12e L3,F5 8-SDS ¼"x2½" 3 2145 2105 0.120 'i70 6-SDS ¼"x2½" 3 3075 2215 0.088 iO-SDS ¼"x2½" 3 4565 ' 3285 0.114 14-SDS ¼"x2½" 3 /5645 l 4065 0:115 r--1~86..,I 4305 0.084 20°SDS ¼"x2½" 3½ 6970 5020 0.116 16, '.,.], 4½ 7870 5665 0.113 F5 5½ 9535 61165 0.137 30-SDS ¼"x2½" 7¼ 11175 8045 0.137 7¼ 14375' '104358 0.177 36-SDS ¼"x2½" 5½8 14445r; i0350< 0.177 5. Tension values are valid for holdowns flush or raised off of sill plate. 2. The Designer must specify anchor bolt type, length and embedment. See SB. and SSTB Anchor Bolts (pages 36-40). 3. Structural composite lumber columns have sides that show either the wide face or the -edges .of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SGLGOLUMN for values on the narrow face (edge) (see page 215 tor details). s. Deflection a( fai:o\,··:2oia Tens:on Lead i1cludes fastsnsr ~i;; holdo·m1 i:lefsrmation and anci1c,r 1,)Ci e1cngm:o; tor holdo~rms installed up tc 6 ~SJve ron ol c:oncrnie. H,Jldo~·~,ns -:naj ba installed raised up to 1 ff' above to;3 of concre-~e ~\,1c11 11,j load nduc!ion µ:ovidec ,hat a~d;tional elongation of ,ne anc'lo1 r:id is acc(,llni,;d ior. 7. Tabulated loads may be double~ when the HOU is installed on opposite sides of the wood member provided either the post is, large enough to prevent opposing hold own ?crew iJJterf_erence or the holdoyms are offset to eliminate screw interferences. 4. Post design by Specifier. Tabulated loads are based on a minimum 3½" wide post (in a 3%" wall). Post nl\lY consist of multiple members provided lhey are · connecied independently of il1e 11oldown iasteners. See pages 2·10-211 for common post allowable loads. 8. Noted HOU14 allowable lo.ads are, based on-a.5½" wide post (6x6 min) 9. Requir~s heavy hex anchor nutto achieve ta!lulated loads (supplied ~ith ho/down). §DCI EnGlnEERS Project . AMA- Subject ,. &-7.Jr -eF -l;.-/hi!l. T 1 ,; 'I, ,6 l I //,. / ( \ \ Project No. Sheet No. .,..... . 1_4~_6 S,l[ p 'C. ,Q --y ~-.Cl .. ; )S Date 12/ £/0 C. ~ By ·L&A1£11. ,Ul-v ,a e, G o/!?7 ( 7 1 x 7t 55 /11 !If- I ;;: g. ('2.-~ 4 ; ~o :: o. 7;c ¥-fC--gi/ z:. 3/ 3 i, f 1~ / ..-... .,._----:::.;.:> JI -.:...___---·-··---·-·----.. J ----------u9Z-Cr-1Src1, CJ?)tzfZ 1/)c 13Lr--C, 5tT7,<-4fjf,::,v --/2-::1s;: r If r / t :...!:,. 'l;..:::. ~1 rftJU tf ~ ~A-l.(_ I t? <:;gr;;-/~ I 7:r{( -I -i c.,,,.Jr I ;/2r I \,, Tu({:--Lf: <{~ I --) ...I I 1-f l)Vlt J ~ ~- §DCI EnGlnEERS Project ft/V)f-- Subject ~-w-I llWVIZi. f ~- Project No. Sheet No. ! '2 051 --W::> t.f if,. 7 -r-51-1- ~tv c1r;J-= I vY!Lf A-P Date I u/4,/ ,,U71 ('.__ By --JJ~ lc:/h Iii+½ tJ, 9 ZS y 'f y: b 11/ )(7- :=:-it /t <->> r ~ I {o d_~/ ,:. ,,,:, ~"--"--·-~ .. ,....... CS/CMST Coiled Straps CMSTC prqvides nail slots for easy installation and coined edges; it can be cut to length. GS are continuous utility straps which can be cut to length on the job site. Packaged in lightweight (about 40 pounds) cartons. FINISH: Galvanized. Some products available in ZMAX® coating; see Corrosion Information, page 18-19. INSTALLATION: • Use all specified fasteners. See General Notes. • Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. • Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. • The table shows the maximum allowable loads and the nails required to obtain them. Fewer nails may be used; reduce the allowable load as shown in footnote #3. • The cut length of the strap shall be equal to twice the "End Length" noted in the table plus the clear span dimension. • CMST only-Use every other round hole if the wood tends to split. Use round and triangle holes for comparable MST loads, providing wood does not tend to split. • For lap slice and alternate nailing information, refer to teGhnical bulletin T-CMST (see page 213 for details). • CS straps are available in 25' lengths, order CS14-R, GS16-R, CS18-R, CS20-R or CS22-R. CODES: See page 20 for Code Reference Key Chart. -----------------------------·---------·---· --• These products are available with additional corrosion protection. Additional pr6ducts·on this page may also be available with this option, check with Simpson Strong-Tie tor details. DF/SP SPF/HF Model Total Ga Fastef!ers End Le_f!!ith Fasteners End Lergth No. L . 160 160 160 160 CMST12 40' 12 74-16d 33" 84-16d 38" 86-10d 39" 98 -10d 44" CMST14 52½' 14 5\3-16d. 26' 66 -16d 30" 66-10d .3Q' 76-10d .. 34" CMSTC16 54' 16 50-16d 20" 58 -16d 25" sinker sinker GS14 100' 14 26~ 1Qd 15" 30-10d 16''. 30-8d 16" 36 ~ 8d 19' CS16 150' 16 20-10d 11' 22 -10d 12" 22-8d 13" 26-8d 14" CS18 200' 18 11? • 10d 9" 18 -10d 10' 18-~d 11" 22-8d 12" GS20 250' 20 -12.-i0d 6" 14 -10d 8" 14 • 8d g-u 16-8d 9" CS22 300' 22 iQ-i0d 7" 12 -10d 7" 12-ild 61r' 14-8d 8" 1. Loads include a 60% load duration increase on the fasteners for wind or seismic loading. Allowable Tension Code Loads Ref. (160) 9215 9215 6490 6490 4585 2490 2490 14, 1705 L3,F2 1705 1370 1370 1030 1030 845 845 2. Use half of the required nails in each memb,er being connected to achieve the listed loads. . 3. Calculate the connector value for a reduced number of nails as follows:. Allowable Load = No. of Nails Used x Table Load No. of Nails in Table · Example: CMSTC16 in DF/SP with 40 nails total. All bl L d _ 40·Nails (Used) 4585 lb _ 3668Ib (Half of the nails in each member being connected) owa e oa -so Nails (Table/ s -s 4. Tension loads apply for uplift when installed vertically. 5. NAILS: 16d = 0.162" dia.x 3½" long, 16d Sinker= 0.148" (lia. x 3¼" long, 10d =·0.148" dia. x 3' long. See page 24-25 for other nail sizes and·information. TS Twist Straps Twist straps provide a tension connection between two wood members. An equal number of right and left hand units are supplied in each carton. MATERIAL: rngauge. FINISH: Galvanized. See Corrosion Information, page 18-19. INSTALLATION: • Use all specified fasteners. See General Notes. • TS should be installed in pairs to reduce eccentricity. COD.ES: See page 20 for Code Reference Key Chart. Model Fasteners Allowable Code No. L (Total) Loads Ref. (160) TS9 9 8-16d 530 TS12 11% 10-16d 665 TS18 17¾ 14-16d 930 170 TS22 21% 18-16d 1215 1. Install half of the fasteners on each end of the strap to achieve full loads. 2. Loads have been increased 60%· for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 3.16a sinkers (0.148" dia. x 3 ¼") may be substituted for the specified 16d commons at 0.84 of the table loads. 4. Loads are for ·a single TS. 5. NAILS: 16d = 0.162" dia.x-3½" long, See page 24-25 for other nail sizes and information. TS Typical CS Installation as a Floor-to-Floor Tie (CMST requires minimum 2-2x studs) . 'q;,, "~". . . . .. ·jr·· . r . . . . !.=2v..::::.I . . . :LI. CS16 Hole Pattern (all other CS straps similar) CMST14 Hole Pattern (CMST12 similar) CMSTC16 Hole Pattern Gauge stamped on part for easy identification Typical TS Installation I 16 I DCI·ENGINEERS U4i D 'AM AT O CONVER SA N. 0 TN C. Project ANA -Maintanance Bid Subject Load Takeoff ROOF LOADING (Pitched) Dead Load Truss 15/32" Plywood Sh$athing Insulation Roofing (Tile) GWB -1 layers -5/8"@ 0.55psf / eighth inch Mechanical Misc Exterior Walls & Interior Non Load Brg Partitions FLOOR LOADING (E:icterior) Dead Load l 6"TJl's 23/32" Plywood Sheathing or OSB GWB -1 layer -5/8"@ 0.55psf / eighth inch Insulation MEP/Misc Exterior Walls & Interior Non Load Brg Partitions Live Load (storage) Project No. 12-51-054 Vertical 2.0 psf 1.7 psf 1.2 psf 15.0 psf 2.8 psf 2.0 psf 1.3 psf 0.0 psf 26.0 psf Vertical 4.5 psf 2.7 psf 2.8 psf 1.0 psf 1.7 psf 12.7 psf 125.0 psf Sheet No. f'-1/.J r~, "_,/+- Dote 8/27/12 By JJW Seismic 2.0 psf 1.7 psf 1.2 psf 15.0 psf 2.8 psf 2.0 psf 1.3 psf 8.0 psf 34.0 psf Seismic 4.5 psf 2.7 psf 2.8 psf 1.0 psf 1.7 psf 15.0 psf ~4-.---~· 4 --. 27.7psf ;...,....:; ~.: ... + 1r-~ . .,,..-.-· -. -'°" \ 31.3 psf _; .) 59;0 psf <----..__~ . -., · 11,i /.,,,, f. ....... ',-.... • l - I]..;:, "'7. • -:::, ' :'>,·:? '•' l lf.::.\ '-;J'•-'<.. / . /§DCI En GI n_e ER s Project No. 7 r -;--<Y'.J57+ Sheet No. l--z _( I[_ Project Date ,. ________ A ___ I\J_4-_______ -____________________ - Subject t)cJT'-e>r ._ flAJ/U c__8AI) ...... AIVO-f.:?,;';;:.~ -- D · <& Sp 5 I v-//7 Sos.::-o, get L -=-1,.,0 f {2-c.J \,) l Ptf -A-1VC6/ci1t f (!_ -;;/ f.' 0 ·J O·( l l flf ~o 1-r By -·-----------1 '"~: u * --fJ?TD-·'2_' ~ .... -~-.... ...,, ____________ ~ USf/t/l,,- ~ ..... ,\ / I i ! 5efl N~A-r 1.:J r J -----------·-~~ --~--------· ..,., 7 ,. i/ Description : 8" thk wall spanning 8' Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 I{3C & ASCE 7-05 ;_~it~r.{ijl;j?'(9pijftii§: .... · . _ - fc = 5.0 ksi d> Phi Values Flexure: 0.90 fr= fc112 *7.50 = 530.33 psi Shear: 0.750 \Jf Density · = 145.0 pcf P1 = 0.80 ').,, L!Wt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy -Stirrups 40.0ksi fy -Main Rebar 60.0 ksi E -Stirrups . = 29,000.-0 ksi = Stirrup Bar Size # = # 3 E -Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 Load Combination 2009 IBC & ASCE 7-05 ~1 i E(0.301} i 1-2" wx8" h Span=8.0 ft 12in i r~ -------------------------------------·-·--·----------------·-- .. _Cf9,1s: $~f'.tj~n-~.R~i.rifQtc)ng· O~~U~ Rectangular Section, Width = 12.0 in, Height = 8.0 in Span #1 Reinforcing .. :. --------------- 1-#5 at 1. 750 in from Top, from 0.0 to 8.0 ft in this span 1-#5 at 1.250 in from Bottom, from 0.0 to 8.0 ft in this span 'A .... i'"'d L: cf . _. pp1p : •oa __ s._ Service loads ente~ed. Load Factors will be applied for calculations . · Load for Span Number 1 Uniform Load : E = 0.3010 k/ft, Tributal)'. Width = 1.0 ft, (Seismic) :Ptst.G:NJ:$1/MifAR¥ -· Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.173: 1 Typical_ Section -1.605 k-ft 9.274k-ft +1.20D+0.50L +0.20S+E 8.000ft Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in 0.000 in 0.003 in 0.000 in Desi n OK Ratio= Ratio= Ratio= Ratio= 0<360 0<360 27703 999 --------------------------------------------·----------------- Load Combination Support 1 Overall MAXimum 1.204 E Only 1.204 . ' ·Sh~ar. Stlr,ru ·,.Re' Uireifients -.. " .......... _,, p, __ g.,, ...... "" ~- Support 2 1.204 1'.204 Support notation : Far left is #1 Enlire·Beam Spah Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in •f,,:~~tro·Y»tF~r¢.Q$:&-$tr~~~~$ f~rJ;.o·,q Combio~tlt>iJs ··_ · Load Combination · Bending Stress Results ( k-ft ) Location(ft) Segment Length Span # in Span Mu: Max Phi*Mnx. Stress Ratio MAXimum BENDING Envelope Span# 1 8.000 -1.61 9.27 0.17 +1.20D+0.50L +0.20S+E Span# 1 8.000 -1.61 9.27 0.17 +0,90Q+E;+1:60H · Span# 1 8.000 -1.61 9.27 0.17 ./ .. I, 8" thk wall spanning 8' Load·Combination Span Max."·'' Dell Location in Span Load Combination Max. "+'' Def! Location in Span 0.0000 . 0.000 0.0000 0.000 0 ,, 0 0 5DCI enGlnEERS Project Subject ---: Project No. ---00~¥ Sheet No. p, ,. -/-- +· . --· f ---. -!- By --1 I I ( ( -: ---~ { -:· ·:· --_, I\ --··: ·--_..,..--_,T,_-... -.----, .... ----------..-.-'l!:1-...:....~--1-...:...---.i...-____.s, I =r-11,~ -: -f _: -JJ+ ~ _: ~ ~!~ ~ ____ ]_D_r_--0-,,-----4 ' I ' ! __ I ___ - -! ,-··' -- __ .,_ ____ ------,1_~ , ___ ~ -------...,...~----·-------~. --.!..-----·-··----. ~ - ... , .. Description : Dugout Joist Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir -· Larch :No.2 . :fi~,:<1:1io121129qieo9g4 feiiJf <·.: ... :·:e : .. :. ~-. :.: .. ,\• -~<-.(; ..... Fb-Tension Fb-Compr Fe -Prll .Fe -Perp Fv Ft 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling DG(,L E: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 32.21 pcf ---------------------------------------,.----------------- + + D(0.02) Lr(D.04) + 2x10 Span = 10.60 ft + D(0.02) Lr(0.04) + •• t t Span= 1.0 ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.010, Lr= 0.020 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Tlmfdrrfftoad: D =·0:010, Lr= 0:020 ksf, · Ttioutary Width= 2.0 ft DESiGN SUMMARY Maximum Bending Stress Ratio = 0.586 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb: Actual = 464.35psi fv: Actual FB : Allowable = 792.00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 5.218ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.075 in Ratio= 1699 Max Upward L+Lr+S Deflection -0.022 in Ratio= 1092 Max Downward Total Deflection 0.112 in Ratio= 1132 Max Upw<;1rd Total Deflection -0.033 in Ratio= 728 = = = = = ·-------·-----------·--------------------- Ma:icimum Forces & Stres_$es for Load ComQitiations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct C FN Cr Crn Ct CL M fb Fb +D 1.100 1.000 1.000 1.000 1.000 0.00 Length= 10.60 ft 1 0.195 0.080 1.000 1.100 1.000 1.000 1.000 1.000 0.28 154.78 792.00 Length== 1.0 ft 2 0,007 0.080 1.000 1.100 1.000 1.000 1.000 1.000 0.01 5.61 792.00 +D+Lr+H 1.100 1.000 1.000 1.000 1.000 0.00 Length= 10.60 ft 1 0.586 0.241 1.000 1.100 1.000 1.000 1.000 1.000 0.83 464.35 792.00 Length= Wft 2 0.021 0.241 1.000 1.100 1.000 1.000 1.000 1.000 0.03 16.83 792.00 +D+0.750Lr+O. 750L +H 1.100 1.000 1.000 1.000 1.000 0.00 Length = 10. 60 ft 0.489 0.201 1.000 1.100 1.000 1.000 1.000 1.000 0.69 386.96 792.00 ------. V 0.00 0.11 0.00 0.00 0.32 0.01 0.00 0.27 0.241 : 1 2x10 34.68 psi 144.00 psi +D+Lr+H 10.600ft Span# 1 ·- Shear Values fv 0.00 Fv 0.00 11.56 144.00 11.56 144.00 0.00 0.00 34.68 144.00 34.68 144.00 0.00 0.00 28.90 144.00 Dugout Joist Load Combination Max Stress Ratios P6 I.> · ·File¥ J:\~ 01 ~12Q!i1~QO&i.-ArmrN.i'<¥ Aca~e111r\q~ry!~!lqriij~G~~~ty F,ra~ing~~~Riint~c§· . .. • . . _ -··-· __ . ,_ .. ·::--_.;:,,;_;.,.:-,' .... : .. ;_. J~NE~~8~G,:ING,JW83;:1,Q11E!?QlkJig,\1:2.,6J2;:Ver:6.2:00:Jl:· _- •• t Moment Values Shear Values Segment Length Span# M V Cd C -FN Cr Cm Ct CL M fb Fb V fv Fv Length = 1.0 ft 2 0.018 0.201 1.000 1.100 1.000 1.000 1.000· 1.0QO 0.02 14.02 792.00 0.01 28.90 144.00 +b+O. 750Lr+o. ?SOL;{). 7 SOW+H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 10.60 ft 1 0.489 0.201 1.000 1.100 1.000 1.000 1.000 1.000 0.69 386.96 792.00 0.27 28.90 144.00 Length = 1.0 ft 2 0.018 0.201 1.000 1.100 1.000 1.000 1.000 1.000 0.02 14.02 792.00 0.01 28.90 144.00 +D+0.750Lr+O. ?SOL +0.525QE+H 1.100 1.000 1.090 1.000 1.000 0.00 0.00 0.00 0.00 Length·= 10.60 ft 1 0.489 0.201 1.000 1.100 1.000 1.000 1.000 1.000 0.69 386.96 792.00 0.27 28.90 144.00 Length = 1. O ft 2 0.018 0.201 1.000 1.100 1.000 1.000 1.000 1.000 0.02 14.02 792.00 0.01 28.90 144.00 .o'-':e.taH Max:il11µ.i:n C>efle~tions • Unfact1>~ed).,oij~:s Load Combination Span ·Max. 11~11 Defl Location in Span Load ·Combination Max. 11+" Defl Location in Span D+Lr 1 0.1123 5.300 0.0000 1.000 2 0.0000 5.300 D+Lr .Q.0329 1.000 Verti_9al, lieac.tion, • ~n(actored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 . Overall MAXimum 0.315 0.381 D Only 0.105 0.127 Lr Only 0.210 0.?54 D+Lr 0.315 0.381 ., dugout, 0M'.M . Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Mate,:iai Properties . :P.iie;~.:1~0121J:@5f00~4'.Ar!i](~J,a.· . : -... "·c' .. ······",:. ·:·::f ;,:.: .:: .,: .. E!J.ER~: .~.k:'l!ta~9ns\~t~yi!Y Fiij!11ing\fi'§irii~!fec.(l. · · .:t~&ac~q11,:s:uiJk6ti;21!i,J~,1~r.1~:nooJ1·; • . . . Analysis Method : Allowable Stress Design Load Combination 2009 !SC & ASCE 7-05 Fb-Tension Fb-Compr Fe -Prll 900 psi 900 psi E : Modulus of Elasticity Ebend-xx 1600ksi 580ksi Wood Species Wood Grade Beam Bracing : Douglas Fir -Larch :No.2 Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling D(0.0525i Lr(0.105) Span = 10.0 ft 1350 psi 625psi 180 psi 575 psi Eminbend -xx Qensity ----------- 32.21 pcf + -------------------------'--------------------------------- AppU~~-L,oads _-Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.010, Lr= 0.020 ksf, Tributary Width= 5.250 ft DESIGN SUMMARY Maxi.in um Jlendlng SJr.e.ss. Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = Q.5.48 1 4x10 473.34psi 864.00psi +D+Lr+H Max_imum Shear S.t(el>.s Ratio Section used for this span fv: Actual 5.000ft Span# 1 0.068 in 0.000 in 0.102 in 0.000 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1768 0 <360 1178 0 <180 ---------------------· ---· ----. -·~~ -------·-----·. -.. --·· -·--· . Ma~im.um Forces & Stres_ses for J,.oa_d Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb +D 1.200 1.000 1.000 1.boo 1.000 Length = 10.0 ft 0.183 0.072 1.000 1,200 1.000 1.000 1.000 1.000 0.66 157.78 +D+l:r+H 1.200 1.000 1.000 1.000 1.000 Length= 10.0 ft 0.548 0.215 1.000 1.200 1.000 1.000 1.000 1.000 1.97 473.34 +D+O. 750Lr+O. 750L +H 1.200 1.000 1.000 1.000 1.000 .Length= 10.0ft 1 0.457 0.179 1.000 1.200 1.000 1.000 1.000 1.000 1,64 394.45 +D+0.750Lr+0.750L+0.750W+H 1.200 1.000 1.000 1.000 1.000 Length= 10.0 ft 1 0.457 0.179 1.000 1.200 1.000 1.000 1.000 1.000 1.64 394.45 +D+O. 750Lr+O. ?SOL +0.5250E+H 1.200 1.000 1.000 1.000 1.000 Length= 10.0 ft 1 0.457 0.179 1.000 1.200 1.000 1.000 1.000 1.000 1,64 394.45 = = = = = Fb V 0.00 0.00 864,00 0,22 0.00 0.00 864.00 0.67 0.00 0.00 864.00 0.56 0.00 0.00 864.00 0.56 0,00 0.00 864.00 0.56 0.215. ; 1. 4x10 31.01 psi 144.00 psi +D+Lr+H 0.000ft Span# 1 --· ---··- Shear Values fv Fv 0.00 0.00 10.34 144.00 0.00 0.00 31.01 144.00 0.00 0.00 25.84 144.00 0.00 0.00 25.84 144.00 0.00 0.00 25.84 144.00 Description : dugout Joist . Overall_M~x;imum Oefiection$ -_Unfactore_d toads Load Combination Span D+Lr Vertit;a(R.~a.oti6n$ -Unfa~to.red Load Combination Overall MAXimum DOnly Lr Only D+Lr Support 1 0.788 0.263 0.525 0.788 · Max. "-" Deft 0.1018 Sypport 2 0.788 0.263 0:525 0.788 Location in Span Load Combination 5.050, Support notation : Far left is #1 Max. "+" Dell 0.0000 Values in KIPS ,,.-Ol I I~ Location in Span 0.000 Fi.le: tl;\2'!if211.?Q$1sg~~ i\fmft1ayy.f~-;i(( · · __ . ---~: ,.>., .. .;,:_ .. ':-_.,,.--,. '""~.'J:NE.ECZ\_EC; . \GJefvity£[a"ining\frapiJng,ec6 . i°iil~;~;_12;&i!:2;:V~j;'s.tol0~. - Description : {:)oG ouT Posf Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 ~elieJ~I-ih_fotmltiQn _ Steel Section Name : Analysis Method : HSS 3.500x0.125 Allowable Stress • • I Overall Column Height 8.50 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 36.0 ksi 29,000.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic.Bencjing Modulus Load Combination : 2009 I BC & ASCE 7-05 X-X (width) axis : Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 10 ft, K = 1.0 AppUed l.o~d.~ Column self weight included : 38.334 lbs • Dead Load Factor AXIAL LOADS ... Beam: Axial Load at 8.50 ft, D = 0.2620, LR = 0.5250 k Beam: Axial Load at 8.50 ft, D = 0.2620, LR= 0.5250 k OESlG.f/'_S.UMM.-4RY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa :·Axial Pn /'Omega: Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Qmega.:.Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable _lo~d C¢mbination Results 0.1029 : 1 +D+Lr+H 0.0 ft 1.612 k 15.662 k 0.0 k-ft 2.389 k-ft o.o k-ft 2,389 .k-ft 0.0 : 1 0.0 ft 0.0 k o.o k Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections ... AlongY-Y 0.0 in at 0.0ft above base for load combination : AlongX-X 0.0 in at 0.0ft above base for load combination : Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +D +D+Lr+H +D+Q. 750Lr+O. 750L +H +D+O. 750Lr+0.750L +O. 750W+H +D+0.750Lr+0.750L +0:5250E+H MaxihJ.JJJTI Reactions -Unfactored Load Combination Stress Ratio Status Location 0.036 PASS 0.00 ft 0.103 PASS 0.00 ft 0.086 PASS 0.00 ft 0.086 PASS 0.00 ft 0.086 PASS 0.00 ft X-X Axis Reaction @Base @Top DO~ k ~~ k D+Lr k Ma_xiri)J.U:tl Peflections for Load Combinations -l,Jllfijctor~d Loads Stres? Ratio 0.000 0.000 0.000 0.000 0.000 Y-Y Axis Reaction @Base @Top k k k Load Combination Max. X-X Deflection Distance Max. y.y Deflection Distance D Only Lr Only D+Lr 0.0000 in· 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft Status PASS PASS PASS PASS PASS Location 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non-zero reactions are listed. Axial Reaction @Base 0.562 k 1.050 k 1.612 k Description : .St~~I Se~tion ·PrOP.erties. HSS. 3.50Qx0.1 ~5. Depth = 3.500 in I xx Web Thick = 0.000 in s xx Flange Width = 3.500 in Rxx Flange Thick = 0.125 in Area = 1.230 in"2 I yy Weight = 4.510 plf Syy Ryy Ycg 0.000 in 3.50in -----.'::::=========~------ Ol !1 1 · ,F.j~:. J:\2,D12112.0Stb054 ~Y.'t/ayy, Maj~(Tlyle~\;~lqtfqil~\Gr~}'.i!yframjng~fra,min~:eqS . . . .. . . . ,. , ~ , •• ·'.,: .. : :. , , :.. ;_ .. :.-.,/: ., ,:.Efa.~Blt6.~<%JN~J9.a'J':~UD~,EiiiiR!:s::tg,¢1,C\/e@;?ibo:6 .. · . . . = 1.77 .in"4 J = 3.530 inA4 = 1.01 in"3 = 1.200 in = 1.770 in"4 = 1.010· inA3 = 1.200 in --------------------· ------------ 078701,. ,, Loads are total entered value. Arrows do not reflect absolute direction. .. 5DCI enG!nEERS DCI 'Engineers '525 B Street, Ste, 750 San Diego, CA 92101 619-234-0501 Title : Army Navy Acadamy Page:~-r? Job# : 12051-005t Dsgnr: jjw Date: AUG 30,2012 Description .... 7' wall (non-seismic) This Wall in File: C:\Documents and Settings\jwei\Desktop\ar etain Pro 9 ©·1989 • 2011 Ver: 9.27 8171 egistration #: RP-1167785 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria I Retained Height = 8.00 ft Wall height above s,oil = 0.66 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft = = 0 = 0.0 lbs o.o lbs 0.0 in () Wal StabilitiRatios Overturning Sliding Total Bearing Load ... resultant ecc. = = = = 2.63 OK 1.55 OK 4,361 lbs 8.57 in SoilPressure@Toe = 1,747psfOK Soil Pressure@ Heel = 90 psf OK Allowable = 2,500 psf Soil, Pressure Less Thah Allowable ACI Factored @Toe = 2,445 psf ACI Factored @ Heel = 125 psf Footing Shear @ Toe = 14.1 psi OK Footing Shear@ Heel = 13.6 psi OK Allowable = 75.0. psi Sliding ·Cc!ICs (Vertical Component NOT Used) Lateral Sliding Force = 1,400.1 lbs less 100% Passive Force -. 646.5-lbs less 100% Friction Force -. 1,526.4 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = o.d lbs OK Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 /Soil pata • Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Soil Density, Reel Soil Density, Toe Footing!ISoil Friction Soil height to ignore = = = = = 35.0 psf/ft 30.0 psf/ft 350 .0 psf/ft 110.00 pcf 110.00 pcf 0.350 for passive pressure = 12.00 in Thumbnail • I Adjacent Footing Load Lateral Load = ... Height to Top = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = S(em Gonstr~ction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size - Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total F·orce@Section Moment....Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW 0.0 #/ft 3.10 ft 3.00 ft 1.00 0.0 psf Top Stem Stem OK ft= 3.33 -' Masonry = 8.00 = # 5 = 16.00 = Edge = 0.328 lbs= 381.7 ft-#= 594.1 ft-#= 1,812.8 psi-= 6.1 psi= 38.7 psf= 78.0 in= 5.25 in= 30.00 in= 30.00 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio , 2nd Stem OK 0.00 Masonry 12.00 # 6 16.00 Edge 0.662 1,105.0 2,981.7 4,507.2 10.2 44.7 124.0 9.00 36.00 HOOK EMBED INTO FTG in= 6.00 ·Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= 1,500 2,000 Fs psi= 20,000 20,000 Solid, Grouting = Yes Yes Modular Ratio 'n' = 21.48 16.11 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • a;oc1 DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : Army Navy Acadamy Job# : 12051-005~ Dsgnr: jjw Page:~~ Date: AUG 30,2012 Description .... enGIJ>EERS 7•, wall (non-seismic) (~~tain Pro 9 © 1989 -2011 Ver: 9.27 8171 --.......,):'{egistration #: RP-1167785 RP9.27 This Wall in_File: C:\Documents and Settings\jwei\Desktop\ar Cantilevered Retaining Wall. Design Code: CBC 2010 / Footing Dimensions & Strengths I Footing Design Results I Toe Width = 1.00 ft Toe i-leel Heel Width = 3.75 Factored Pressure = 2,445 125 psf Total Footing Wicjth = 4.75 Mu': Upward = 1,751 2,762 ft-# Footing Thickness = 14.00 in Key Width = 12.00 in Key.Depth = 0.00 in Mu': Downward = 312 6,647 ft-# Mu: Design = 1,440 3,884 ft-# Actual 1-WayShear = 14.13 13.55 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance-from Toe = 0.00 ft Toe Reinforcing = # 5@ 18.00 in 1. Heel Reinforcing = # 5 @ 15.00 in -,-. V;Jt Tf ~ e/2.. 0 ..___ fc = 2,500 psi Fy = 60,000 psi Footing ConcreteDensity = 150.00pcf Min. As% = 0.0018 C9ver@ Top 2.00 @ Btm.=_ 3.00 in Key Reinforc;ing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu< S * F.r Heel: Not req'd, Mu< S' Fr Key: Not Req'd = Mu<S*Fr I Summary of Overturning & Resisting -Forces & Moments , .... OVERTURNING..... . Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,470.5 3.06 4,493.2 Soil Over Heel Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = Resisting/Overturning Ratio -70.4 1,40_0.1 0.72 -50.9 O.T.1\1. = 4,442.3 = 2.63 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * AxiarLive Load on Stem = Soil Over Toe = -Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = J::ooting-Weight Key Weight = ..... RESISTING ..... Force Distance lbs ft 2,420.0 3.38 110.0 0.50 828.7 1.42 171.2 1.83 831.3 2.38 0.50 Vertical Loads used for Soil Pressure = 4,361.1 lbs Vert. Component _= ____ _ Moment ft-# ! 1,173.7 313.9 1,974.2 Total= 4,361.1 lbs R.M.= 11,684.3 DESIGNER NOTES: * Axial live load NOT included in total displayed, or used for overturning resistarice, but is included for soil pressure calculation. • '• §DCI enG1nEERS DCI Engineers 525 B Street, Ste . .750 San Diego, CA92101 619-234-0501 Title : Army Navy Acadamy Job# : 12051-0051 Dsgnr: jjw Description .... 7' -wall (seismic} Page:' DL. I./ O Date: AUG 3o,20'\2 r'\tetain Pro 9 ©.1989 ~ 2011 Ver: 9.27 8171 .Jegistration #: RP-1167785 RP9.27 This Wall in 'File: C:\Documents and Settings\jwei\Desktop\ar Cantilevered Retaining Wall Design Code: CBC 2010 I Criteria -------------· / Soil Data I Retained Height = 8.00 ft Wall height above soil = 0.66 ft Slope Behind Wall = 0.00: 1 f-leight·of Soil over Toe = 12.00 in Water height over hej'll = 0.0 ft Allow Soil Bearing = 3;333.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore = = = 35.0 psf/ft 30.0 psf/ft 350.0 psf/ft 110.00 pcf 110.00 pcf 0.350 for passive pressure = 12.00 in Thumbnail / Sµrcharge Loads I / Lateral Load Applied_ to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used1To R~ist Sliding & Overturning Surch rge Over Toe = 0.0 psf Used or Sliding & Overturning lied to Stem = = 0.0 lbs o.o lbs = 0.0 in ()___._ _________ ____ Wall Sta ility Ratios Overturning = 1.90 OK Lateral Load ... Height to Top ... Height to Bottom The above lateral load has been increased by a factor of = = Wind on Exposed Stem = Stem Construction 43.7 #/ft r::: 0.0 psf Top Stem = Stem OK 3.33 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Stem OK 0.00 Sliding = 1.32 Ratio < 1.5! Design Height Above Ftg ft= Wall Material Above "Ht" Thickness = Masonry 8.00 # 5 16.00 Masonry 12.00 # 6 16.00 Total Bearing Load ... resultant ecc. = = 4,361 lbs 13.27 in Soil Pressure@ Toe = 2,291 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,207 psf ACI Factored @ Heel = 0 psf ·Footing Shear@ Toe = 18.8 psi OK Footing Shear@ Heel = 19.5 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,651.3 lbs less 100% Passive Force = -646.5 lbs ·Iess 100% Friction Force --1,526.4 lbs Rebar Size· = Rebar Spacing = Rebar Placed at = .Edge Design Data fb/FB + fa/Fa = 0.641 Total Force@ Section lbs= 607.6 Moment....Actual ft-#= 1,178.1 Moment.. ... Allowable ft-#= 1,837.4 Shear ..... Actual psi= 9.6 Sh13?r ..... Allowable psi= 44.7 Wall Weight psf= 78.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in= 30.00 LAP SPLICE IF BELOW in= 30.00 Edge 0.915 1,356.3 4,395.1 4,801.0 11.8 44.7 124.0 9.56 54.00 HOOK EMBED INTO FTG in= 7.69 = = = = = = o.o lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • Added Force Req'd = 0.0 lbs OK Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data -------------------------- /) I, . , ... .for 1.5 : 1 Stability = 304.1 lbs NG l,.oad Factor~ Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC2010 1.200 1.600 1.600 1.600 1.000 fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 2,000 2,000 psi= 20,000 20,000 = Yes Yes = 16.11 16.11 = 1.000 1.000 in= 7.60 11.60 = Medium Weight = ASD psi= psi= \ 5DCI enGlnEEAS DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : Army Navy Acadamy Page:Db (. ft Job# : 12051-005, Dsgnr: jjw Date: AUG 30,2012 Description .... 7' wall (seismic) This Wall in File: C:\Documents.and Settings\jwei\Desktop\ar f~ · tain Pro 9 © 1989 • 2011 Ver: 9.27 8171 l . . ' gistration #: RP-1167785 RP9.27 Cantilevered Retaining Wall Design Code: CBC 2010 [i=o<;>ting Dimensions & Strengths I Toe Width = 1.00 ft Heel Width = 3.75 Total Footing Width = 4.75 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Fo.oti_ng Dei;ign Resl!lts Toe Factored Pressure = 3,207 Mu': Upward = 2,231 Mu': Downward = 312 Mu: Design = 1,920 Actual 1-Way Shear = 18.77 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 15.00 in Key Reinforcing = None Spec'd Other Accepta,ble Sizei:. l$< Spacings Toe: Not req'd, Mu < S * Fr • O psf 1,223 ft-# 6,647 ft-# 5,423 ft-# 19.46 psi 75.00 psi Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key: Not Req'd = Mu<S*Fr I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING..... . . .. ... RESISTING ..... Force Distan·ce Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,470.5 3.06 4,493.2 Soil Over Heel = 2,420.0 3.38 8,167.5 Surcharge over Heel = Sloped Soil Over Hee) = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe . = Adjacent Footing Load = = Axial Dead Load on Stem = • ~aceot Footiog Load , "'Cl Lateral Load = 251.3 6.79 1,706.6 ~ Axial Live Load on Stem = ( ~ Stem Above Soil = ·--r~· Total· = 1,651.3 O.T.M. = 6,148.9 Resisting/Overturning Ratio = 1.90 Vertical Loads used for Soil Pressure= 4,361.1 lbs DESIGNER NOTES: () Soil Over Toe = 110.0 0.50 55.0 Surcharge Over Toe = Stem Weight{s) = 828.7 1.42 1,173.7 Earth @ Stem Transitions = 171.2 1.83 313.9 _FCJOt[!Jg_ W ~ight = 831.3 2.38 1,974.2 Key Weight = 0.50 Vert. Component = Total= 4,361.1 lbs R.M.= 11,684.3 • Axial'live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. ·~- _ .. DCI EliGlnEERS ARMY NAVY ACADEMY 'ALCU FORPERMIT PREPARED FOR HOUSE & DODGE ARCHITECTS Nov 16, 2012 DCI Job# 12051-054.00 525 B Street, Suite 750· San Diego, California 921 Oi ·Phone {619) 234-0501 Service 'l!l"\i~iiat ---- ~=oc1 EnG!nEERS Nov 16, 2012 Ali Sadre EsGil Corporation Re: Hansen Residence Dear Mr. Sadre, The following items below are in response to the plan check comments for The Army Navy Academe located in Carlsbad, California. Each item will list the response to the question, and the location on the drawings that the correction occurs, where applicable. Structural: 88. The soils report will be provided. 89. A Letter from the soils report will be provided. 90. Note has been added to plan notes on sheet S2.1. 91. To be provided on civil plans. 92. Note has been added to plan notes on sheet S2.1. 93. Door opening has been added on sheet S2.1. 94. The distance of the post supporting the W21 on sheet S2.3 have been added to sheet S2.1. The spacing of the trusses has been added to sheet S2.3. 95. Key note #10 on sheet S2.2A has been revised to note detail 20/S3.l in lieu of detail 26/S3.1 (detail 26 does not exist). 96. The detail cut 4/S6.2 on S2.2 has been flipped to match the detail. 97. The truss connection to the W21 on S2.3 is per detail 10/S5.2. The detail cut has been added to the plans. 98. The anchors on detail 4/S6.2 have been revise to post installed anchors so there are not CIP anchors on both sides of the wall. 99. There is a transition from wood to concrete here-this detail is also cut at the top of the sheet where the transition from wood framing to tilt-up occurs which is skewed. 100. These items are listed on sheet Sl.O under Design Criteria and Loads starting at the bottom left comer. 101. Out-of-plane forces have been designed per calc sheets L4.1 for the roof connections. Supplemental calcs L4.4 Sl through L4.6 Sl for the floor and low roof connections have been provided. The truss to wall connection is per detail 5/S5.2. Detail 12/S6.3 has been revised to addrebar at wall anchorage. 102. Structural Observation is noted on sheet S 1.1 near the top left comer under Structural Observations. 525 B STREET• SUITE #750 • SAN DIEG0, CA 9210.1 • PHONE (619) 234-0501 • FAX: (619) 234-0582 ---- DCI EnGfnEERS 103. Note has been provided at location noted above. 104. The wood lateral system will be revised for an. R of 4 for the wood framing of the multipurpose building. 105. Collectors have been designed per supplemental calculations on L4. 7 S-1. 106. The base plate sizes have been added to the plans weld sizes are per 8/S3 .1 and 8/S3.2. 107. Per typical detail 5/S3 .2 the arcade footing width is to match the plinth size. Between the plinths the footing size is '-0" wide x 24" deep typical as noted at the bottom of the sheet below the gym. 108. Detail 9/S3.2 as noted on sheet S2.4 on the foundation plan should be 9/S3.1 - this has been revised. 109. The footing sizes have been added to the press box foundation plan. 110. Additional footings have been noted to sheet S2.4. 111. Note 3 on S2.5 for roof framing has been revised. 112.All diaphragms are light framed flexible diaphragms as allowed per code so irregularities 1 a and 1 b do not apply. Irregularity type 5 per table 12.3-1 does exist but pc;r table 12.6-1, since T<3.5Ts (re£ L2.l), ELF is allowed. None of the re- entrant corners are more than 15% of the total width in that direction. The non- parallel system irregularity has been accounted for in the lateral design by added 30% of the force in the transverse direction for the skewed walls (see highlighted walls on calc sheet Ll.6. 113. The stair walls that are also elevator separation walls have footings per 1 /S3 .1. Foundations have been added to the plans suppo1ting the wall on the 1101th side of elevator shaft. Detail cuts have been added arotllld the stair walls. 114. Detail 5/S.32 has "been revised to add reinforcing callouts and depth to match footing beyond. 115. The max psi for the concrete is 45 psi Which is less than roof f c. For the 7 1/4" walls #5 @ 16"o.c. EW are specified which is ratio is 0.0026. For the 9 ¼" panels #4@ 15" o.c. EF is specified as aminimuni which ratio is 0.0028. The reinforcing is as noted is spaced less than 18" o.c. and the splicing table. The Concrete shearwalls will be designed as intermediate precast concrete shearwalls as noted on 12.1 so ACI section 21.7.2.3 does not apply. The laps and anchorage has been done in accordance with section 21.13. 116. A note has been added to detail l 2/S5 .2 ( connection detail B), that it is allowable to use connection detail C in lieu ofB. 117. Typical details have been added to panel elevations. 118. There are no reveals in the tilt up walls. The walls are intermediate precast walls so only ACI section 21.13 applies per exception #1. Ties will be provided at 6" o.c. max for piers less than 3 feet and greater than 1 '-6" (2.5: 1 ratio). There are no piers with a ratio less than 2.5:1. 119. There are no piers with a ration less than 2.5:1. 120. The design of the bleachers is a deferred submittal. However the minimum reinforcing for bleachers has been noted on detail 1 /S5 .1. Reference supplemental calculations for minimum reinforcing calc. 525 B STREET• SUITE #750 • SAN DIEGO, CA 92101 • PHONE (619)234-0501 • FAX: (619) 234-0582 • • • • • DCI EnGlnEERS 121. The stud wall footing widths are noted. See bottom right hand corner of upper level framing and top right hand corner of foundation plan. 122. Note #12 has been added to sheet S2.5 noting live load. 123. HVAC unit location and weights will be added. 124. Detail 1/3.1 note on sheet S2.5 has be revised to note detail 10/S3.l. 125. Footing detail is 10/S3. l as edited per comment 124. 126. The minimum Mil vapor barrier is noted per foundation note #4. 127. Roof framing will be revised to match 48?' o.c. spacing. 128. The hatches will be revised to clarify the extent of the diaphragm types. 129.Roofsheathing note added to sheet S2.5. 130. Note has been added to have HDU's equally spaced. 131. Truss design is a deferred submittal as noted on sheet S 1. 0 under Deferred Submittals. 132.Drag loads added to trusses as required to sheets S2.4 and S2.6. 133. Tntss design is a deferred submittal. 134. Typical cord reinforcing is noted for each elevation in upper right hand side of elevation. 135.Note has been added to S5.1 that additional top bar is continuous from end to end of panel. 136.Anchor bolts to top of plate has been revised. Per calc sheets L5.4 and LS. 6 only L56" of weld each side is requir1;:d for a total of 3" long splice plate-12" plate has been provided. 137. Note regarding nailer anchor bolts on·detail 10/S5.l has been revised. The framing in parallel rtot perpendicular per old note. 138.Detail 6/S7.1 shows connection of joist to W21. Detail 16/S6.3 shows connection of joist to trusses. Detail 10/S5.l and 15/S5.1 shows connection of joist to tiltup. Typical joist size and spacing between trusses is noted. 139.Detail 8 on S3.1 has been crossed referenced to detail 18 on S3.1. 140. Detial 1/S3 .1 is cut at the elevator pit on S2.1. Detail 2 is a typical steped footing detail referenced in foundation plan note #11. Detail 8/S3 .1 in referenced in detail 18/S3.l. Detail 13/S3.l is noted on sheet S2.1 at the HSS8x8 columns supporting the W2l's. Detail cut for 17/S3.1 has been added near panel number 6 and bottom of gym. 141. Detail cut 8/S5.2 has been added at HSS in weight room and is type where HSS is in a wood wall. Detail reference has been added to details 13 and 18 on S3 .2. 142. Details 19 and 20 on S3.3 ate referenced on 1 and 2 Al .4 of architectural plans. 143 . .Typical detail cuts for 6, 7, 12 and 13 on S5.1 have been added to S4.1 and S4.2. Detail 15 has been cut on sheet S2.3 and S4.1 and S4.2. 144. Details 5 and 10 on S5.2 have been cut on S2.3 at the truss to wall connection and truss to WF beam connection. 145.Detail 9 and 18 on S6.2 has been removed. Detail 15 is cut on sheet S2.5 upper level framing on the top of the unit as well as on S2.2 and the bottom of the building where the concrete :framing and wood meet as well as the far left side near the stair tower. 525 B STREET• SUITE #750 • SAN DIEGO, CA 92101 • PHONE (619) 234-0501 • FAX: (619) 234-0582 • • • • =oc1 EnGlnEERS 146. Details 3, 4 and 9 have been reference in added roof plan note #15. Detail 13/S6.3 is cut on sheet S2.4, Press Booth Roof Plan on the left side of the building. 147. One of the 4/S7.1 details has been changed to 3/S7.l. 148. 5/S7.1 is referenced on details 1, 6, 7 and 4 on S7.l. Detail 7/S7.1 is cut on sheet S2.2 at the stair tower connection to the building. Detail 8 is cut on sheet S2.3 at the stair tower. 149. Typical details have been added to key notes. 150. Detail 5/S5.2 has been revised to note bearing plate reference and weld size from truss bearing plate to cont. embed PL. The panel reinforcing is also referenced. 151. Stiffener plate to beam connection weld has been noted. 152. Typical connection details to trusses have been added to plan sheet S2.3. The truss mark Tl has been added to the plans along with note 15 that references sheet T 1 which provides the truss elevation and panel connection details. 153. Key notes for the sheathing on S2.2 and S2.3 have been added to the plans. 154. Floor framing plan note 12 has been added to S2.2 clarifying topping. 155. The depth of the PSL for RB-6 has been added to S2.3. 156. Reference detail 9/S6.2 for furring-this will be wood not concrete. 157. See revised sheet FLO SI. 158. Foundation key plan Fl .0 S 1 will be revised the truss do sit on the tilt up wall . .See additional calc V2.11 for panel design with truss reaction. 159. Roof and floorbec1,ms have been added to sheet S2.4 160. Trusses are indicated with double arrow extent lines on each side of the building beyond the girder trusses. Truss framing is also indicated over the office. The note in the middle of the building states trusses per MFR typical UNO. 161. The maintenance building is not a storage building. 125 PSF has been used to be conservative for concentrated loads. 162. The site planter walls per details 19 and.20 on S3.3 per calcs sheets MFl .4 are cut on the architectural plans on 1 and 2 on Al .4. If you have any questions, feel free to give us a call. Sincerely, DCI ENGINEERS Justin Wei Project Engineer 525 B STREET• SUITE #750 • SAN DIEGO, CA 92101 • PHONE (619) 234-0501 • FAX: (619) 234-0582 • • • • DCI EnGlnEERS Nov 16, 2012 Ali Sadre EsGil Corporation Re: Army Navy Accademy Dear Mr. Sadre, The following items below are in response to the plan check comments for The Army Navy Academe located in Carlsbad, California. Each item will list the response to the question, and the location on the drawings that the correction occurs, where applicable. Structural: 88. The soils n;iport will be provided .. · 89. A Letter from the soils report will be provided. 90. Note has been added to plan notes on sheet S2. l. 91. To be provided on civil plans. 92. Note has been added to plan notes on sheet S2. l. 93. Door opening has been added on sheet S2.1. 94. The distance of the post supporting the W21 on sheet S2.3 have been added to sheet S2.l. The spacing of the trusses has been added to sheet S2.3. 95. Key note #10 on sheet S2.2A has been revised to note detail 20/S3.1 in lieu of detail 26/S3.l (detail 26 does not exist). 96. The detail cut 4/S6.2 on S2.2 has been flipped to match the detail. 97. The truss connection to the W21 on S2.3 is per detail 10/SS.2. The detail cut has been added to the plans. 98. The anchors on detail 4/S6.2 have been revise to post installed anchors so there are not CIP anchors on both sides of the wa:ll. 99. There is a transition from wood to concrete here-this detail is also cut at the top of the sheet where the transition from wood framing to tilt-up occurs which is skewed. 100. These items are listed on sheet S 1. 0 under Design Criteria and Loads starting at the bottom left comer. 101. Out-of-plane forces have been designed per calc sheets L4.1 for the roof connections. Supplemental calcs L4.4 Sl through L4.6 Sl for the floor and low roof connections have been provided. The truss to wall connection is per detail 5/S5.2. Detail 12/S6.3 has been revised to add rebar at wall anchorage. l 02. Structµral Observation is noted on sheet S 1.1 near the top left corner under Structural Observations. 525 B STREET• SUITE #750 • SAN DIEGO, CA 92101 • PHONE (619) 234-0501 • FAX: (619) 234-0582 ---- CARLSBAD 12-2104 OCT.29,2012 82. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.3 83. For new buildings that are 10,000 sq. ft. and over, the architect or responsible design professional shall submit, prior to plan approval, a "Commissioning Plan". The Commissioning Plan must be submitted with the plan documents during plan check. The Plan must be reviewed and approved by the plan checker for compliance with 5 required features listed in CGC 5.410.2.3 as follows: (a) General project information (b) Commissioning· goals (c) List the systems to be commissioned With information on design intent, equipment and systems to be tested, functions to be tested and acceptable performance based on tests (d) Commissioning Team member information (e) commissioning process activities, schedules and responsibilities 84. Note on plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. 85. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 86. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1 87. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. • STRUCTURAL 88. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. 89. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 90. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 91. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Figure 1808.7.1. 92. Note on plans that surface water will drain away from building. The grade shall fall a min of 5% within the first 10' (2% for impervious surfaces). Section 1804.3. 93. The opening for door 11 OB, as per A2.1, needs to be reflected on Sheet S2.1. CARLSBAD 12-2104 OCT. 29, 2012 94. On Sheet S2.3, specify the spacing of all trusses as well as W21x distance from the end wall. 95. Where is detail 26/S3.1, as referenced on Key-note# 10, Sheet S2.2A? 96. The truss connection to the tilt-up wall is not noted on S2.2, as per detail 4/S6.2. 97. Please show truss connection details & references to W21x over the multi- purpose room. 98. Observe that the tilt-up walls can not have C.I.P. anchors on both sides as currently implied on plans. I.e., for roof trusses on each side, etc. 99. Detail 3/S6.2, as referenced on S2.2, bottom left between tilt-up wall & wood framed building does not match its reference. There is _no such stud wall here. 100. The following design loads shall be clearly indicated on the construction documents. (Sec. 1603.1 ); Reflect this information for all buildings on S1. O: • Seismic design data. The following information should be provided. (Section 1603.1.5): o Seismic importance factor, IE and occupancy category o Basic seismic-force-resisting system(s); Specify intermediate PC SW for tilt-ups o Design base shear o Seismic response coefficient(s), Cs, Specify intermediate PC SW for tilt-ups o Response modification factor(s), R, o Analysis procedure used. 101. Concrete Wall Anchorage. Anchorage between concrete walls & floors/ roofs should provide. a positive connection capable of resisting the horizontal forces specified in Sec. 12.11.1, but not less than a min horizontal force of 280-lbs/ft. of wall. Walls should be designed to resist bending between anchors where the anchor spacing > 4'. (Sec. 12.11.2): Show roof trusses-to-wall connection details on Sht. S2.3. Also show wall-to-roof connections between roof trusses: a) For SOC C through F, the following additional anchorage provisions apply, per Section 12.11.2: A/so show details for (2)MST72 straps over the trusses on Sheet S2.3: i) The out-of-plane force shall satisfy Equation 12.11-1 in Section 12.11.2.1. ii) In wood diaphragms, anchorage shall not be accomplished by the use of toe nails or nails subject to withdrawal nor shall wood ledgers or framing be used in cross- grain bending or cross-grain tension. iii) Diaphragm-to-wall anchorage using embedded straps shall be attached to, or hooked around, the reinf. steel. Show this & 3x framing on 12/S6.3, as required. 102. Structural Observations for SDC D, E, and F Structures. Structural observation should be provided and noted on the plans because of one of the following conditions. (Section 1710.1): Add to Sheet S1.0: a) The structure is classified as Occupancy Category Ill. This includes buildings whose primary occupancy is public assembly with an occupant load greater than 300. See Table 1604.5 for a complete listing. CARLSBAD 12-2104 OCT.29,2012 103. If Structural Observation is required, note on the plans: "The owner shall employ a registered design professional to perform structural observations. Deficiencies.· shall be reported in writing to the owner and the building official. At the · conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved." Section 1710.1. 104. Seismic-force-resisting Systems a) Combination of systems along the same axes. Where a combination of different structural systems is used in the same direction, the value of R used in each direction should not be greater than the least R of the} systems in that direction. (Sec. 12.2.3). I.e., R = 5 governs the design for Athletic Complex (both directions). SOC B -F 105. Collector design forces . Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Section 12.4.3.2 (Section 12.10.2.1) 106. On detail 18/S3.1, specify the base plate size, thickness with weld size & type to the tube, A.B.'s size & embedment. This information is not on S2.1, as noted. 107. Specify arcade footing width on S2.1. This information is not on 9/S3.1. 108. Where is detail 9/S3.2, as referenced on foundation plans, Sheet S2.4? 109. Show the width of the footing on Sheet S2.4. It is not $hown on 1 0/S3.1. 11 0. Show adequate support under shear walls on Sheet S2.4 on floor framing plans. 111. Keynote # 3, as referenced for roof framing information, on Sht. S2.4 is incorrect. 112. Requirements in Seismic Design Category D. Ri•fi•Hn The structures assigned to SDC D should satisfy the following requirements. (ASCE 7-05, Sec. 12.3): Show how this is addressed for applicable LFRS's on plans: a) Prohibited Horizontal and Vertical lrreg'-'larities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type 1 b of Table 12.3-1 or vertical irregularities Type .1 b, Sa, or Sb of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type Sb of Table 12:3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. b) Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type 1a, 1b, 2, 3, or 4 of ASCE 7-05, Tc1ble 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3~2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors, and 3) collectors to vertical elements. (Section 12.3.3.4). CARLSBAD 12-2104 OCT.29,2012 ': r------------...... u -~------~------------, . . .. -'=---------~-.... ; ,! ~ ... ' / J ;, L iJ -•••--•• a. Torsional irregularity "-- Re-entrant / corner b. Re-entrant corners ...... __ .... Discontinuity in vertical elements of later.;il-force-resisting system d. Out~f-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 c. Diaphragm discontinuity 113. Show stair enclosure footing details, reinforcement as well as concrete wall height & reinforcement (each way). This information is not found elsewhere. 114. On 5/S3.2, show footing dimensions & reinf. This is not shown on S2.1 & S2.4. 115. SPECIAL SHEAR WALLS: Revise ca/e's. P. L2.6 & L2.7 to show f'ci < f'ca11: a) Reinforcement requirements for shearwalls. The following requirements of ACI 318- 05 Section 21. 7.2 should be met. (Section 1910.1) i) When the design shear force, Vu, is less than or equal to Acvvlfc, the minimum reinforcement should be permitted to be. in accordance with ACI 318-05 Section 14.3. Otherwise, the reinforcement ratio for shear walls should not be less than 0.0025 along thE:l longitudinal and transverse axes. (ACI 318-05, Section 21.6.2.1) ii) Reinforcement spacing each way should not exceed 18 inches. (ACI 318-05, Section 21.7.2.1) iii) At least two curtains of reinforcement should be used in a wall if the in-plane factored shear force assigned to the wall exceeds 2A0vvlfc. (ACI 318-05, Section 21.7.2.2) iv) Continuous reinforcement in shear walls should be anchored or spliced in accordance with the provisions for reinforcement in tension as specified in ACI 318-05, Chapter 12. (ACI 31'8-05, SeGtion 21.7.2.3) b) Shear strength of shear walls. The shear strength requirements for shear walls set forth in Section 21.7.4 should be met. (ACI 318-05, Section 21.7.4). CARLSBAD 12-2104 OCT. 29, 2012 116. Where is embedded plate type C, as per key-note #6, on the wall elevations? 117. Show details for all embedded plates & reference them on wall panel elevations. 118. Revise detail 14/S5.1, to show wall piers (between 6: 1 & 2½:1 aspect ratios) to have 6"o.c. hoops. I.e., for 9¼" panel -¾" reveal = 8.5" x 6 = 51". So all piers narrower than 51" require hoops at 6"o.c. [No lap splices will be acceptable for piers between 3' and 6' as shown]. Section 1908.1.4. 119. Piers <2½: 1 aspect ratio, shall be designed as columns with min. 12" thickness & reinforce. (horiz. & vert.) as for columns. Show detail on plans. Sec. 1908.1.4. 120. Show adequate shear walls in transverse direction on S2.4. Otherwise, provide precast bleacher plans & calculations to show they are designed for the lateral forces from the Press Box Building, as assumed in calc's. PL 1.2. 121. Show the footing width on S2.5 at stud wall. This is not shown on 9 & 10/S3.1. 122. Show floor live loads on plans for the maintenance facility (2nd floor). 123. Show the size and location of all HVAC equipment on all roof framing plans. This applies to all buildings as required. 124. Detail 1/S3.1 as referenced on Maintenance floor plan is incorrect. Sheet S2.5. 125. Show footing details for the office in the maintenance building on Sheet S2.5. 126. Please specify slab underlayment and visqueen for each building as required on plans. Reference to the soils report will not be acceptable. 127. HDU8 wall tie's, on S2.3, are shown at 8'o.c. versus 4'o.c. spacing, as noted. 128. On S2.3, show the extent of Type 2 diaphragm nailing on the left side too, in the multi-purpose room. Also show the extent of Type4 diaphragm on the left side. 129. Please note roof sheathing on Sheet S2.5. I.e., refer-ence to key-note #4. 130. On Maintenance floor plans, S2.5, please specify spacing of the HDU2's. 131. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. the truss design drawings must contain all the information listed in Section R802. 10. 132. Please make sure all drag trusses are identified on plans to match the calculations as required. 133. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.2. 134. Show chord reinforcement on 25/S4.1 & 25/S4.2. CARLSBAD 12-2104 OCT. 29, 2012 135. On 18/S5.1, show the total length of the (2)#6 additional chord reinforcements. Reflect this correctly on wall elevations too, since this is typical for all panels. 136. Revise detail 18/S5.1, to show welded anchors to (splice) plates terminating @ plates. Also as depicted,¼" splice PL should be ~30" long, versus 12", as noted. 137. Show a front elevation for detail 1 0/S5.1, to clarify the layout of (3)¾" bolts as noted. I.e., what happens between trusses with 16' spacing, or on opposite wall with 24" joist spacing, etc. This should also be coordinated with detail 18/S5.1. 138. Show joist size, spacing with connection details & references on Sheet S2.3 to both W21x & tilt-up walls. 139. Please cross-reference detail 8, on detail 18/S3.1. 140. State where details 1, 2, 8, 13 & 17/S3.1 are referenced on plans. 141. Please note where details 8 & 16/S3.2 are cross referenced on plans. 142. Please state where details 19 & 20/S3.3 are referenced on plans. 143. Please specify where details 6, 7, 12, 13 & 15/S5.1 are referenced on plans. 144. Please indicate where details 5 & 1 0/S5.2 are referenced on plans. 145. Please specify where details 9, 15, 18 & 20/S6.2 are cross referenced on plans. 146. Please note where details 3, 4, 9 & 14/S6.3 are referenced on plans. 147. Please clarify two details 4 on Sheet S7.1. 148. Please specify where details 5, 7 & 8/S7. 1 are referenced on plans .. 149. All typical details shall be referenced in key-notes on relevant sheets of plans. 150. On detail 9/S5.2, please show steel plate to seat plate weld size and type. Also specify the anchor studs size, number and embedment. Also refer to panel #18 & Sht. S4.1 for panel vertical reinforcement & tie requirements under trusses. 151. On detail 1 0/S5.2, show the stiffener plate-to-beam weld size and type. 152. Please show typical truss designation and elevations with complete connection details & references over the multi-purpose room, as per Sht. S2.3, on plans. 153. Provide the proper keynotes for floor & roof sheathing on Sheets S2.2 & S2.3. 154. Clarify 1.5" of Gypcrete for floor topping, as per calc's, on Sheet S2.2. 155. Label RB-6, as PSL 5¼"x18", as per calc's., on Sheet S2.3. CARLSBAD 12-2104 OCT.29,2012 156. Show plant-on panel information & connection details on plans as implied on S2.1, rear wall of multi-purpose room. 157. Most shear panels as shown on calc's. page FLO do not match those on page L 1.1 to the left side of the multipurpose room. Please revise the calculations to be consistent. [Please do not respond by stating FLO is only used for foundation only reference, so no coordination is necessary]. 158. The calculations show the multi-purpose room trusses are being carried by columns & isolated pad footings, as opposed to being carried by the tilt-up panels. Please revise one or the other, so they match. 159. On Sheet S2.4, call out all roof & floor beams. I.e., 6x12's, etc., as per calc's. 160. On Sheet S2.5, please show the framing over office and roof (at each end) passed the girder trusses. 161. Revise the calculations to show that 25% of the storage live loads are included in the seismic evaluation of the maintenance building. ASCE 7-05, Section 12. 7 .2. 162. Please show all the site free standing walls & retaining walls, as per calculations, on structural, or on site plans witn details & references. • ADDITIONAL · 163. Please see attached for P/M/E items. 164. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 165. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not .resulting from this correction list? Please indicate: D Yes D No 166. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ali Sadre at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2010 CALIFORNIA ELECTRICAL CODE) • (&l---· ---- ' @ @ I ' ' [g] : I ' I I ' [Ql ' 1 @ [Ql ' I ' I I rtfu--.- a --··c::::::rj l'r:=::'=::==c-.,, ...... "·; I I I '' I I 'I I I ' ~I • &:!...__ J;:;-, ·-<!:!.J.. •. er 'I ' ' .J ~ .... I I ' I t I I I I I I I : ' I ' I I ' '' I ' '' I i I L ___ ___, '·-·-' l ------· ~~~::::::::J~::::;:~=-~J~l=-~-~-~-~-~~~~-~-~-~~~:::--::--:-:-:~~ :~~: r·-·-, . --••-1 I I .. .. .. : ' ' : " . ! < l_:_v=·" I I I ! I : _____ --· ---- ' I I ' ' I I I :I: I' 'I 'I I ' ;I ' . ' ' ' I I '--·--- . .. l,, fl!!J . , --;~--: __ ·::_~::_-_-_-------11Ub~~~---- ' j I I I I 'I '' I I '' I I I' I< '' ' I ' ' ' ' I ' I ' ' _____ 1 ·--- ...... ,' f L. ~ -..... .' 1 ' I ' ' I 1 l .. ' f ' . Q () .. , .. , Description : side wall 22' at truss support vL.,ll SJ · 1atlonsiGiavliyJir.amingirrarriin9:ecs"·: ·; 312!)1J\,:!:li!i_klt6J:l.§:@;v._&~6:z;lJQiOz,, • • • I Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 ,~eniral lnfpr,n~jiph . fc : Concrete 28 aay strength = 4.0 ksi Fy : Rebar Yield = 60.0 ksi Ee : Concrete !:lastic Modulw = 3,122.0ksi 'A, : Lt Wt Cone Facto1 = 1.0 Fr : Rupture Modulus = 316.228 psi Max % of p balanced = 0.8528 Max Pu/Ag = fc * = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in .. Qn~·$t9cy_W~il, 0:irnens,<>n$, A Clear Height = 22.0 ft B Parapet height = ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp.@ Top Suppor1 2.0 in Vertical Uniform· Loads . . . ( Applied per foot of Strip Width) Ledger Load Eccentricity 2.0 in Concentric Load Wall Thickness Rebar at each face Rebar 'd" distance Lower Level Rebar ... Bar Size # Bar Spacing B A _L DL : Dead Lgad 0.3960 7.250 in 1.250 in 5 12.0 in Temp Diff across thickness = deg F Min Allow Out-of-Plane Defl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020 Using Stiffness Reduction Factor per ACI R.10.12.3 Lr : Roof Live Load Lf : Floor Live Load S: Snow Load 0.440 k/ft k/ft Vertical Concentrated Loads . . . ( Applied to full "Strip Width") DL : Dead Load Lr : Roof Live Load Lf : Floor Live Load S: Snow Load Beam Load #1 Eccentricity 2.0 in Dist. from Base ft Lat~tal L~ads Full area WIND l9ad Fp = Wall Wt. * 0.3560 = 23.0 psf 30.972 psf 20.90 Bearing Width Wall Weight Seismic Load Input Method : SDS Value per ASCE 12.11.1 S DS = 0.890 10.0 k 8.0 in Base Width 12.0ft ASCE seismic factors entered ·Description : side wall 22' at truss support Governing Load Combination .. _. PASS Moment Capacity Check +1.20D+1.60Lr+0.50L PASS Service Deflection Check D+L+Lr PASS Axial Load Check +1.20D+1.60Lr+0.80W PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D J;)e$,ig_~·.M~~i111~mGomt>i.nlitlons -Mome.nts Axial Load Load Combination Pu 0.06*fc*b*t k k +1.400 at 0.73 to 1.47 3.150 20.880 +1.20D+0.50Lr+1.60L at 0.73 to 1.47 2.921 20.880 .) +1.200+1:60L+0.50S at 0.73 to 1.47 2.699 20.880 ( +1.20D+1.60Lr+0.50L at 0.73 to 1.47 3.410 20,880 +1.200+1.60Lr+0.80W at 0. 73 to 1.47 3.413 20.880 +1.20D+0.50L+1.60S at 0.73 to 1.47 2.699 20.880 +1.200+1.60S+0.80W at 0.73 to 1.47 2.700 20.880 +1.20D+0.50Lr+0.50L+1.60W at 0.73 to 1.47 2.923 20.880 +1.20D+0.50L+0.50S+1.60W at 0.73 to 1.47 2.700 20.880 +1.20D+0.50L+0.20S+E at 0.73 to 1.47 2.700 20.880 +0.90D+1.60W at 0.73 to 1.47 2.024 20.880 +0.90D+E at 0.73 to 1.47 2.024 20.880 Design Ma~Jmum Combi.nati!>ns • De6ectio.n~ . VZ.12 S'I ,_, ,-' ~ --_,'· Mer k-ft 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 2.77 Results reported for "Strip Width" of 12.0 in Actual Values. . . Allowable Values ... Maximum Bending Stress Ratio = o.9538 Max Mu -8.615 k-ft Phi* Mn 9.033 k-ft Min. Defl. Ratio 207.576 Max Allow Ratio 150.0 Max. Deflection -1.272 in Max. Allow. Defl. 1. 760 in Max Pu/ Ag 39.226 psi 0.06 * fc 240.0 psi Location 0.09167 ft Controlling As/bd 0.004306 As/bd = 0.0 rho bal 0.8528 Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 2.770 k-ft Minimum Phi Mn for Load Combination .... E Only D + L+ W+ S/2 D + L + Lr Moment Values Mu Phi Phi Mn As As Ratio k-ft k-ft inA2 6.40 0.88 9.00 0.310 0.0043 6.55 0.88 8.98 0.310 0.0043 5.57 0.88 8.95 0.310 0.0043 8.62 0.88 9.03 0.310 0.0043 8.57 0.88 9.03 0.310 0.0043 5.57 0.88 8.95 0.310 0.0043 5.46 0.88 8.95 0.310 0.0043 6.37 0.88 8.98 0.310 0.0043 5.33 0.88 8.95 0.310 0.0043 5.38 0.88 8.95 0.310 0.0043 3.97 0.89 8.87 0.310 0.0043 4.03 0.89 8.87 0.310 0.0043 0.6 * 8.622 k-ft 0.3407 k 0.4828 k 49.10 k rho bal 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 0.8528 Axial Load Moment Values Stiffness Deflections Load Combination D+L+Lr at 8.07 to 8.80 D·+L+W at 5.13 to 5.87 D+L+W+S/2 at 5.13 to 5.87 D + L +S + W/2 at 5.87 to 6.60 D + L + S + E/1.4 at 5.13 to 5.87 D+0.5(L+Lr)+0.7W at 6.60 to 7.33 D + 0.5(L +Lr)+ 0. 7E at 5.87 to 6.60 . ·R~tctions -. V~rtical ~.Horizon:taJ Load Combination DOnly SOnly \/)·-. WOnly -...., . E Only D +L+Lr D+L+S Pu Mer k k-ft 2.048 2.77 1.863 2.77 1.863 2.77 1.800 2.77 1.863 2.77 1.956 2.77 2.020 2.77 Base Horizontal 0.2 k 0.0 k 0.3 ~ 0.3 k 0.3 k 0.2 k Mactual k-ft 4.47 2.78 2.78 3.06 2.81 3.40 3.39 I gross mA4 381.08 381.08 381.08 381.08 381.08 381.08 381.08 I cracked I effective m•'4 in"4 80.28 115.111 79.90 375.298 79.90 375.298 79.76 225.287 79.90 341.658 80.09 168.805 80.21 169.598 Top Horizontal 0.23 k 0.00 ~ 0.25 k 0.34 k 0.32 k 0.23 k Deflection Defl. Ratio 1n 1.272 207.6 0.271 973.4 0.271 973.4 0.421 626.5 0.284 928.6 0.620 425.6 0.528 500.1 Vertical @ Wall Base 33.660 k 0.000 ~ 0.000 I< 0.000 , 49.100 k 33.660 k ... -~ l _):·©dii:cr:ete.siend~r WtJ. ., ., ' : ,,_ .:~ -; _,,-,_ .-_ . ; ' () ·.) Description : side wall 22' at truss support -J~_ea~tiins • V,¢rtical & Horizo_ntal Load Combination D+L+W+S/2 D+L+S+W/2 D+L+S+E/1.4 Base Horizontal 0.5 k 0.4 k 0.5 h . , __ , .:: .. -t,1:~:;t~ii.&~'. / • • I Top Horizontal Vertical @ Wall Base 0.02 k 33.660 k 0.10 k 33.660 k 0.01 k 33.660 1-, • !\S!;¥~S!~A~¥~~ Project No. Sheet No: 10051-054.00 t.--tz. sf () Project Army Navy Academy -Off{(., {( Date: 11/14/12 SEISMIC BA$E SHE;AR RE$PQ~NSE COEFFICIENT Printed: 12:19PM 2010 cac I ASCE 7 -05 By: JJW ' -" " -' I. Seismic Ground Motion Values: LAT = Site Latitude: = 33.162 LONG = Site Longitude: = -177.354 Ss = MCE Spectral Acee! @ 0.2 Sec: = 1.338 2002 USGS Mapped Value for Default Site Class B S1 = MCE Spectral.Acee! @ 1.0 Sec: = 0.504 2002 USGS Mapped Value for Default Site Class B SITE = Site Class: ( Default is D) = D (perGeotech or Table 20.3-1 -ASCE 7, pg205) Fa = Spectral Acee! @ 0.2 Sec for Site = 1.00 = Table interpoloated (Table I 1.4-1 -ASCE 7, pg 115) Fv = Spectral Acee!@ 1.0 Sec for Site = 1.50 = Table interpoloated (Table I 1.4-2 -ASCE 7, pg 115) SMS = MCE Spectral Resp (Short Period) = 1.338 =FaSs Eqn 11.4-1 SM! = MCE Spectral Resp (Long Period) = 0.756 =FvS1 Eqn 11.4-2 I uo = Design Spectral Acee!'(!!/ u.~ sec = U.lS~ .,_,,_,..,~ Eqn 11.4-3 r·" = Design Spectral Acee! (!!J 1.U Sec = u.:iu .,.,.,_,...,Ml Eqn 11.4-4 II. Design Response Spectrum Periods: To = renoa, u . .t·1>o1il>os = 0.113 sec. -U . .!"'~01/~ns Eqn 11.4-8 Ts = renoa, 1>mt1>05 = 0.565 sec. ~D1l~DS Eqn 11.4-9 'L = Long Period, Transition Period = 8.00 sec (Table 22-15 -ASCE 7, pg 228) Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = 0.020 (Table 12.8-2 -ASCE 7, pg 129) >>>>>>>>>>>>>>>> X = Exponent Parameter for Approximate Period = 0.75 h = Height of Building (approx to Mean Roof Ht) = 25 ft 0 Ta = r'.ll.t",tl.1.VAAAIMl.1,.-.,. A '-'AAVUo A..U. '-'" ,\J.ln/ = 0.224 sec. Eqn 12.8-7 Cu = Coefffor Upper Limit on Calc'd Period = 1.40 (Table 12.8-1 -ASCE 7, pg 129) T max = Max l<unctamental 1:'enoct: 1 max= Ta* Cu = 0.313 sec. Eqn 12,8-7 l calc = Calculated Period (via. computer analysis) = Leave Blank to use Ta III. Building IIDJ!ortance (!BC 1604 & ASCE 7-05 Table 11.5.1 -.(!g 116}: ICC = hnportance Classification CATAGORY: =I Ill I (IBC Section J 604) Class = Building Classification = Higher Risk Occupancy Condition IE = Seismic JMPORTANCE Factor: =I 1.25 I (Table I 1.5.1 -ASCE 7, pg 116) IV. Structural S:ystem (Table 12.2.1 -ASCE 7 ug 120}: SDC = Seismic Design Catagor-y: = D (Tables 16.13.5.6(1) & (2) -2007 CBC) BBS = BASIC BUILDING SYSTEM : = A. Bearing. Wall System SFRS = SEISMIC FORCE RESISTING SYSTEM: = 5. Intermediate precast shear walls R = Resp. Modification Coeff(DUCTJLITY): = 4.00 no = System OVERSTRENGTH Factor: = 2.5 *• can be reduced by ½ in flexible diaphragms but shall not be< 2 *' Cd = Deflection Amplification Factor: = 4.00 Height Limitations: (ft) = 65 V. Calculation of the Seismic Response Coeff ( ASCE 7 pg 129}: Cs 1 = Sosl(R/I)= = 0.278 W Eqn 12.8-2 (short penod Cutoff) Cs 2a = ifT :5 TL, then S01 / T(R/I) = = 0.704 W Eqn 12.8-3 (long period) Cs 2b = ifT > TL> then Sm.TL!T\RII)= = -n/a-Eqn 12,8-4 (veiy long pe1iod) Cs3 = 0.044*S0s *I 2: 0.01 = 0.049W Eqn 12.8-5 (rninimwn) Cs4 = if S1 > 0.6g then 0.50*S1 / (R/I) = = -n/a-Eqn 12,8-6 (soft site rninimwn) () 1v = c~ w = (Ii:qn 12'.8.1) = o:218w -SEISMIC BASE SHEAR COEFFICIENT. j.Vasd = cs w = (Eqn 12.8.l) -= . 0:195W -ASD SEISMIC BASE SHEAR COEFFICIENT . () () i )-. ..... Occupancy Category Enclosure Classification: Wind Importance Factor: Basic Wind Speed: Exposure Catagory : Topographic/Speed-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof Zone "a": Internal Press Coeffient {pos.): Internal Press Coeffient {neg.): Kz, evaluated at Mean Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor{G): WALL Coeff. (Cp) -Press Toward: WALL Coeff. {Cp) -leeward: , +WALL Pressure {toward surface): Project No: 10051-054.00 Project Name: Army Navy Academy . <-ASCE 7-05, Table 1-1 1---~-~-, <-ASCE 7-05, Sec. 6.5.9 1---~----1 <-ASCE 7-05, Table 6-1 V = <-ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction EXP= 1--------1<-ASCE 7-05, Sec. 6.5.6.3 1---~---< <-ASCE 7-05, Figure 6-4 "d _ 1--~~..----1<-ASCE 7-05, Table 6-4 a= <-ASCE 7-05, Fig. 6-11A +Gcpi= <-ASCE 7-05, Table 6-5 -Gcpi= 1---.=0-,.1""8,----i <-ASCE 7-05, Table 6-5 Kh= = 2.01*(z/zg)A(2/a) per ASCE 7-02 Table 6-3 qh= 1--~~~---1=0.00256*Kh*Kzt*Kd*lw*(V)A2 G= Cp= <-ASCE 7-05, Fig. 6-6 Cp= 1---.,....,=----l<-ASCE 7-05, Fig. 6-6 Pw1= Pw2= Pw max= =qh(+GCpt-GCpl) <--(inward) =qh(-GCpz4-GCpl) <--(suction) L/, 3 SJ Sheet Date: 8/10/11 By: JJW () SheetNo: Project No. 10051-054.00 5} Project Army Navy Academy Date: 11/14/12 · 2010CBCI ASCE. 7-:05. Sl:ISMfG_-_ VERTICAL DIST: Printed: 12:20 PM ~ -. . -,. . 0.891 g Basic Koot UL Base Shear,Vasd 0.195 W ADD Lump Mech DL@ Roof Period, la N, Stories Building Ht 1st story ht lyp story ht Parapet Ht, Typ bldg, W Iyp bldg, L Iyp Fir Area 1st Hr plate, Koot Area Floor Roof 2nd fir grade ~ .9 Cl) 2 0.224 sec Typ Fir DL 2 Partition DL Allowance 25 ft Ext Clad Perimeter 12.5 n 11::xt Glad Avg vveight 12.5 tt Ext Clad smear as RoofDL 0 tt Ext Clad smear as Fir DL 28 ft Total Typ Fir DL 84 ft I otal Roof UL 2352 sq tt Total Floor DL 2352 sq tt Total RoofDL 1656 sq tt Cale Building Ht Plate Floor Story Area Mass Height (sf) (psf) (ft) (kips) 0 st 0 pst 0.00 0 0 sf o psf 0.00 0 0 sf o psf 0.00 0 100 sf 37 psf 12.00 4 100 sf 41 psf 12.00 4 (ST) (pSTJ PI} (KlpSJ W= 8 Level Wind Pressure PSF Wind Trib Wind Force PLF 0 0 0 Roof 23 psf 6.0ft 140.2 plf 2nd fir 23 psf 9.5ft 222.0 plf 29 0 26 15 0 0 0 0 41 37 96 60 25.0 h (ft) 0.00 0.00 0.00 24.00 12.00 (tt) .. By: JJW psf kips psf psf n pst psf psf psf pst kips kips tt Fi/sf (kips) (psf) O 0.0% 0 0.00 o 0.0% 0 0.00 o 0.0% 0 0.00 88 64.0% 1 9.67 49 36.0% 1 5.43 137 100.0% (Kips) (pstJ Base Shear= 2 15.11 Seismic 9.67 5.43 Governing Depth Typ. 14 ft 41 ft () () /' Page '-l 5' ./j EDCI·ENGINEERS -4 D'AMATO CONVERSANO INC. ASD Lateral Force An?tlysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal-structural irregularity Type 1 b ). Cantilever : Loss of memnt resistance at the base connections of any single cantilever Columns Column would not result iii more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Momement: Loss of memnt resistance at the !;>earn to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an ext$reme torsional irregularity (horizontal structural irregularity Type 1 b ). Braced: Removal of an individual brace, or connection thereto, would not result in Frames more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irr~gularity (horizontal structural irregularity Type 1b) . . All. of the Conditioh$ ate. either true or not ~ppiicaole th~refi;>i~ . ,, . . . --· ' ~ --. . ' . -. . . ' ~, . p = f.6 True/False I T I T T T Page L ), I-, 5 l t) ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 Shear Wall Forces Building Forces Level Seis. Wind Typ Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) (psf) (plf) Trib Shear =Trib Length*Trib Width*Trib Force Roof 9.67 140 2nd fir 5.43 222 Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total Force= Trib Shear+ Add'I Shear Totals: 15.1 362.2 Total Shear= Total Force/ Wall Length Wall Wall Wall %of Seismic Trib Wind Seis Wind Add'I Add'I Gov. Wall ID Len Ht. Line Len Width Trib Shear Shear Seis Wind Force Shear Gov /ft) (ft) Load (ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (plf) Case Type 2nd Level Walls 7 19.0 12.5 100% 78.0 15.0 22.0 11318 3084 0 0 11318 596 Seis W3 8 22.0 12.5 100% 78.0 13.5 13.5 10187 1893· 0 0 10187 463 Seis W3 9-1 14.0 12.5 100% 78.0 10.0 10:5 7546 1472 0 0 7546 539 Seis W3 10-1 9.0 12.5 100% 85.0 10.0 18.5 8223 2594 0 0 8223 914 Seis 2W4 10-2 10.0 12.5 40% 98.0 16.0 20.5 15169 2874 0 0 7888 789 Seis 2W4 () 10-3 15.0 12.5 60% 98.0 20.5 M 12.0 12.5 100% 58.0 10.0 N-1 7.0 12.5 21% 72.0 13.0 20.5 19435 2874 0 0 15159 1011 Seis 2W3 12.0 5611 1682 0 0 5611 468 Seis W3 13.0 9055 1823 0 0 1864 266 Seis W6 N-2 9.0 12.5 26% 72.0 13.0 13.0 9055 1823 0 0 2397 266 Seis W6 N-3 10.0 12.5 29% 72.0 13.0 13.0 9055 1823 0 0 3462 346 Seis W4 N-4 8.0 12.5 24% 72.0 13.0 13.0 9055 1823 0 0 2770 346 Seis W4 P-1 11.0 12.5 39% 72.0 13.0 13:0 9055 1823 0 0 3557 323 Seis W4 P-2 10.0 12.5 36% 72.0 13.0 13.0 9055 1823 0 0 4204 420 Seis W4 P-3 7.0 12.5 25% 72.0 13.0 13.0 9055 1823 0 0 2943 420 Seis W4 Q 16.0 12.5 100% 68.0 17.0 17.0 11183 2383 0 0 11183 699 Seis W2 R-1 8.0 12.5 44% 48.0 17.0 17.0 7894 2383 0 0 3508 439 Seis W4 R-2 5.0 12.5 28% 48.0 17.0 17.0 7894 2383 0 0 2851 713 Seis W2 R-3 5.0 12.5 28% 48.0 17.0 17.0 7894 2383 0 0 2851 713 Seis W2 s 18.0 12.5 100% 60.0 17;0 17.0 9867 2383 0 0 9867 548 Seis W3 1st Level Walls 1 32.0 12.5 100% 82.0 16.0 28.5 7128 6326 15684 3895 22812 713 Seis W2 2-1 19.0 12.5 51% 94.0 21..0 29.0 10725 6437 13366 2554 12371 651 Seis W2 2-2 18.0 12.5 49% 94.0 21.0 29.0 10725 6437 13366 2554 11720 651 Seis W2 3 43.0 12.5 100% 116.0 20.0 24.0 12605 5327 8223 2594 27076 630 Seis W2 A 14.0 12.5 100% 28.0 9.0 7.0 2438 981 0 0 3169 226 Seis W6 B 12.0 12.5 100% 62.0 15.0 16.0 5053 3552 5611 1682 10664 889 Seis 2W4 C-1 10.0 12.5 22% 68.0 13.0 13.0 4803 2886 9055 1823 3013 301 Seis W6 C-2 15.0 12.5 33% 68.0 13.0 13.0 4803 2886 9055 1823 4519 301 Seis W6 C-3 21.0 12.5 46% 68.0 13.0 13.0 4803 2886 9055 1823 8224 392 Seis W4 D-1 10.0 12.5 26% 78.0 15.0 15.0 6357 3330 12782 2617 5037 504 Seis W3 D-2 13.0 12.5 34% 78.0 15.0 15.0 6357 3330 12782 2617 6548 504 Seis W3 D-3 15.0 12.5 39% 78:0 15.0 15.b 6357 3330 12782 2617 9821 655 Seis W2 ·,_) E-1 12.0 12.5 46% 84:0 28.0· E-2 14.0 12.5 54% 84.0 28.0 24.0 12779 5327 11402 2781 11161 930 Seis 2W3 24.0 12779 5327 11402 2781 16927 1209 Seis 2W2 G 15.0 12.5 100% 46.0 13:0 13.0 3249 2886 3947 1192 9355 624 Seis W2 T 20.0 12.5 100% 70.0 17.0 17.0 6466 3774 9867 2383 16333 817 Seis 2W4 LL/ 5 r Wall Wall Wall Seismic Trib Wind Seis Wind Add'I Add'I Gov. Wall ID Ht. Len Width Trib Shear Shear Seis Wind Force Shear Gov ft .(ft) lbs (lbs) (lbs) (lbs (lbs ( If Case T pe /'") { Nail Type= 10d Plywood type = cdx Type Type Sides .. Valu·e W6 1/2" cdx 10d @6" 1 310 plf W4 1/2" cdx 10d @4" 1 460 plf W3 1/2" cdx 10d @3" 1 600 plf W2 1/2" cdx 10d @2" 1 770 plf 2W4 1/2" cdx 10d @4" 2 920 plf 2W3 1/2" cdx 10d@3" 2 1200 plf 2W2 1/2" cdx 1 Od@ 2" 2 1540 plf Page LI I g s:l ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 Shear Wall Overturning Parameters DescriQtion L Length of wall Pl Left point load of Variables: H Height of wall px Point load at Xp V Unit shear on wall Pr Right point load Wt Unit weight o_f wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD = (Mot -0.48 Mr.)rL (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Wall L H V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (ft) (ft) (plf) (psf) (plf) (lbs) (lbs) (lbs) (ft) Above (ft) Case 0 2nd Level Walls 7 19.00 12:50 596 15 22 0 0 0 0 0 0 Seis 8 22.00 12.50 463 10 0 0 0 0 0 0 0 Seis 9-1 14.00 12.50 539 10 0 0 0 0 0 0 0 Seis 10-1 9.00 12.50 914 10 0 0 0 0 0 0 0 Seis 10-2 10.00 12.50 789 10 290 0 0 0 0 0 0 Seis 10-3 15.00, 12.50 1011 10 290 0 Q 0 0 0 0 Seis M 12.00 12.50 468 15 290 0 0 0 0 0 0 Seis (-) N-1 7.00 12.50 266 10 348 0 0 0 0 0 0 Seis N-2 9.00 12.50 266 ·10 348 0 0 0 0 0 0 Seis N-3 10.00 12.50 346 10 348 0 0 0 0 0 0 Seis N-4 8.00 12.50 346 10 290 0 0 0 0 0 0 Seis P-1 11.00 12.50 323 10 435 0 0 0 0 0 0 Seis P-2 10.00 12.50 420 10 174 0 0 0 0 0 0 Seis P-3 7.00 12.50 420 10 n4 0 0 0 0 0 0 Seis Q 16.00 12.50 699 10 203 0 0 0 0 0 0 Seis R-1 8.00 12.50 439 15 0 0 0 0 0 0 0 Seis R-2 5.00 12.50 713 15 0 0 0 0 0 0 0 Seis R-3 5.00 12.50 713 15 0 0 0 0 0 0 0 Seis s 18.00 12.50 548 10 493 0 0 0 0 0 0 Seis 1st Level Walls 1 32.00 12.50 713 15 230 0 0 0 0 0 0 Seis 2-1 19.00 12.50 651 10 156 0 0 0 0 0 0 Seis 2-2 18.00 12.50 651 1p 234 0 0 0 0 0 0 Seis 3 43.00 12.50 630 10 524 0 0 0 0 0 0 Seis A 14.00 12.50 226 15 145 0 0 0 0 0 0 Seis B 12.00 12.50 889 15 0 0 0 0 0 0 0 Seis C-1 10.00 12.50 301 10 156 0 0 0 0 0 0 Seis C-2 15.00 12.50 301 10 504 0 0 0 0 0 0 Seis C-3 21.00 12:50 392 10 442 0 0 0 0 0 0 Seis D-1 10.00 12.50 504 10 169 0 0 0 0 0 0 Seis D-2 13.00 12.50 504 19 156 0 0 0 0 0 0 Seis D-3 15.00 12.50 655 10 0 0 0 0 0 0 0 Seis E-1 12.00 12.50 930 10 174 0 0 0 0 0 0 Seis E-2 14.00 12.50 1209 10 377 0 0 0 0 0 0 Seis G 15.00 12.50 624 15 1/32 0 0 0 0 0 0 Se1s _) T 20.00 12.50 817 10 0 0 0 0 0 s 0 Seis Page L}, °I _s J ASD Lateral Force Analysis -201 b CBC Job: 10051-054.00 Shear Wall Overturning Descrii;1tion Mot Overturning Moment of Variables: Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: .HO= {Mot -0.48 Mr)/ I,. (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) ov. Hold Down Case Left / Right 2nd Level Walls 7 141480 37770 37770 6502 6502 Seis CMST14/CMST14 8 127332 30250 30250 5134 5134 · Seis CMST14/CMST14 ·, 9-1 94320 12250 12250 6321 6321 Seis CMST14/CMST14 ( 10-1 102784 5063 5063 11153 11153 Seis .HDU14/HDU14 ' ·~-10-2 98596 20750 20750 8873 8873 Seis CMST12/CMST12 10-3 189488 46688 46688 11153 11153 Seis HDU14/HDU14 M 70135 34380 34380 4483 4483 Seis CMSTC16/CMSTC16 N-1 23303 11589 11589 2542 2542 Seis MST48/MST48 N-2 29960 19157 19157 2317 2317 Seis MST48/MST48 N-3 43276 23650 23650 3204 3204 Seis MST60/MST60 N-4 34621 13280 13280 3539 3539 Seis MST60/MST60 P-1 44465 33880 33880 2579 2579 Seis MST 48/MST 48 P-2 52550 14950 14950 4544 4544 Seis CMSTC16/CMSTC16 P-3 36785 7326 7326 4758 4758 Seis CMST14/CMST14 Q 139787 41984 41984 7490 7490 Seis CMST12/CMST12 R-1 43855 6000 6000 5125 5125 Seis CMST14/CMST14 R-2 44540 2344 2344 8685 8685 Seis CMST12/CMST12 R-3 44540 2344 2344 8685 8685 Seis CMST12/CMST12 s 123341 100116 100116 4209 4209 Seis CMSTC16/CMSTC16 1st Level Walls 1 285156 213632 213632 5738 5738 Seis HDU8/HDU8 2-1 154643 50721 50721 6870 6870 Seis HDU8/HDU8 2-2 146503 68283 68283 6336 6336 Seis HDU8/HDU8 · ... ) 3 338453 600001 600001 1240 1240 Seis HDU2/HDU2 A 39614 32585 32585 1723 1723 Seis HDU2/HDU2 B 133297 13500 13500 10573 10573 Seis HDU14/HDU14 C-1 37657 14050 14050 3098 3098 Seis HDU2/HDU2 C-2 56485 70763 70763 1524 1524 Seis HDU2/HDU2 ov. Case Left / Right >-,-~~ C-3 102803 125024 125024· 2066 2066 Seis HDU2/HDU2 I • .. _) D-1 62958 14700 14700 5597 5597 Seis HDU5/HDU5 D-2 81·845 23745 23745 5428 5428 Seis HDU5/HDU5 D-3 122768 14063 14063 7739 7739 Seis HDU8/HDU8 E-1 139507 21528 21528 10773 10773 Seis HDU14/HDU14 E-2 211585 49196 · 491'96 13443 13443 Seis HDU14/HDU14 G 116935 41569 41569 6479 6479 Seis HDU8/HDU8 T 327502 38500 38500 15460 15460 Seis HD12/HD12 () _ _,, 0 _) Project Army Navy Academy (Single Story) I. Seismic Ground Motion Values: LAT = Site Latitude: = LONG = Site Longitude: = Ss = MCE Spectral Acee!@ 0.2 Sec: = S1 = MCE SpectraLAccel @ 1.0 Sec: = SitE = Site Class: ( Default is D) = Fa = Spectral Accel@ 0.2 Sec for Site = Fv = Spectral Acee!@ 1.0 Sec for Site = SMs = MCE Spectral Resp (Short Period) = Project No. 10051-054.00 33.162 -177.354 1.338 2002 USGS Mapped Value for Default Site Class B '0.504 2002 USGS Mapped Value for Default Site Class B D (per Geotech or Table 20.3-1 -ASCE 7, pg205) 1---------f l.QO = Table intetpoloated (Table I 1.4-1 -ASCE 7, pg 115) 1.50 = Table inte1poloated (Table 11.4-2 -ASCE 7, pg 115) l.338 =FaSs I-------! = 0.756 SM1 = MCE Spectral Resp (Long Period) =FvS1 ln,m _,.,..,...~-=-~v,e~s1~g-n..,.:s.-p:-e-ct,...r-a..-tA....---1cc-e"T1..,.....((Y.,...,.U .. J,..,:S"",e-c-----+--..,.,....,,.,.---;. MJ'-' Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn I 1.4-4 = U.IS~ -u.:,u lh:m~..----~v,e'='s1r::g=n-r:s<=1p:::-e-:::ct..:r:::-a1rA.::c1cc:-:e:,-1-=-((Y'l.7.ur.:s"',e:-:c:------=-t--'7'r"l~--1-~,J ... II. Design Response Spectrum Periods: To = renoa, u.~~:s01,:s05 = 0.113 sec. U.t.,.::in11::,os = renoa, :s01,:s05 = 0.565 sec. :::.011::ios Eqn 11.4-8 Eqn 11.4-9 Sheet No: l-), l Date: Printed: By: Ts 'L = Long Period, Transition Period = 8.00 sec (Table 22-15 -ASCE 7, pg 228) Sl 11/14/12 12:25 PM JJW Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = 0.020 (Table 12 8-2-ASCE 7, pg 129) >>>>>>>>>>>>>>>> x = Exponent Parameter for Approximate Period = h = Height ofBui1ding (approx to Mean Roof Ht) = Ta = L,..Pf'•VAUUIU. .. \,, ,A '-••vu . ..I.U -........ \Un/ = Cu = Coeff for Upper Limit on-Calc'd Period = T max = Max 1:'undamental Penod: 'linax = Ta* Cu = 0.75 13 ft 0.137 sec. 1.40 0.192 sec. Eqn 12.8-7 (Table 12.8-1 -ASCE 7, pg 129) Eqn 12.8-7 'l calc = Calcu1atedPeriod(via. computer analysis) = ,-,--___ ___, LeaveBlanktouseTa III. Building Importance (IBC 1604 & ASCE 7-05 Table 11.5.1 -pg 116): ICC = Importance Classification CAT AGO RY: = J III / (!BC Section 1604) Class = Building Classification = Higher Risk Occupancy Condition IE = SeismiclMPORTANCEFactor: =J 1.25 / (Tablell.5.1-ASCE7,pgll6) IV. Structural System (Table 12.2.1 -ASCE 7 pg 120): SDC = Seismic Design Catagory: = D (Tables 16.13.5.6(1) & (2)-2001 CBC) BBS = BASIC BUil . .DING SYSTEM : = A. Bearing Wall System 1-----------------------t SFRS = SEISMIC FORCE RESISTING SYSTEM: = 5. Intermediate precast shear wall3/ Cv~W 57,--{'~[ti fl. . :;I;'~ {.,(,&l'fll,-\ -R = Resp. ModificationCoeff(DUCTILITY): = 4.00 0 0 = System OVERSTRENGTH Factor: = 2.5 •• can be reduced by½ in flex1ble diaphragms but shall not be< 2 •• ca = Deflection Amplification Factor: 4.00 Height Limitations: (ft) 65 V. Calculation of the Seismic Response Coeff ( ASCE 7 pg 129): Cs 1 = Sos/ (R/I) = = 0.278 W Cs 2a = .jfT:'.o TL, then Sm/ T(R/I) = Cs 2b = ifT > TL, then SDl'TL!T\RII)= Cs 3 = 0.044*Sos *I ~ 0.01 Cs 4 = if S1 > 0.6g then 0.5O*S1 I (R/I) = LVasd = Cs. W = (E~ii 12:8,!)· = 1.149 W = -n/a·- = 0.049 W = -n/a - =, -o:19sw Eqn 12.8-2 (short period Cutoft) Eqn 12.8-3 (long period) Eqn 12,8-4 (vel)' long period) Eqn 12.8-5 (minimum) Eqn 12.8-6 (soft stte minimum) -SEISMIC BASE SHEAR COEFFICIENT. -ASD SEISMIC BASE SHEAR COEFFICIENT. ,. (._. I Project No: 10051-054.00 Sheet Project Name: Army Navy Academy (S' Date: 8/10/11 By: JJW Occupancy Category Ill <-ASCE 7-05, Table 1-1 Enclosure Classification: nc osed <-ASCE 7-05, Sec. 6.5.9 Wind Importance Factor: •w-<-ASCE 7-05, Table 6-1 Basic Wind Speed: V= 85 <-ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction Exposure Catagory : EXP= <--ASCE 7-05, Sec. 6.5.6.3 Topographic/Speed-up Factor: "-21-<-ASCE 7-05, Rgure 6-4 Wind Directionality Factor: ",j-<-ASCE 7-05, Table 6-4 Mean Roof Height: IJn- Wall/Roof Zone "a": a= <-ASCE 7-05, Flg. 6-11A Internal Press Coeffient (pos.): +Gcpi= <-ASCE 7-05, Table 6-5 Internal Press Coeffient (neg.): -Gcpi= <-ASCE 7-05, Table 6-5 Kz, evaluated at Mean RoofHeight: Kh= 1.00 = 2.01*(z/zg)A(2/a) per ASCE 7-02 Table 6-3 Velocity Pressure at Mean Roof Height: qh= 16 pst · =0.00256*Kh*Kzt*Kd*lw*(V)A2 Gust Factor(G): G= 0.85 WALL Coeff. (Cp)-Press Toward: Cp= 0.53 <-ASCE 7-05, Rg. 6-6 WALL Coeff. (Cp) -leeward: Cp= -0.43 <-ASCE 7-05, Rg. 6-6 +WALL Pressure (toward surface): Pw1= =qh(+GCpt-Gcp,) <--(inward) Pw2=· =qh(-GCpz4-GCp1) <--(suction) Pw max= () () () -.__.: Sheet No: Project No. 10051-054.00 L '?>·-) S t Project Army Navy Academy (Single Story) Date: 11/14/12 2010 CBCIASCE t~os. SEISMre --VERTiCAL. DIS.t Printed: 12:27PM . ---. ' .------· -. --._ ---,_,_ -... -.. ... --. . ----,I .. ~-'.· • • " . . .. . ------... .. '-'DS 0.891 g Basic .Roof DL Base Shear,Vasd 0.195 W ADD·Lump Mech DL@ Rciof Period, Ta N, Stories Building Ht 1st story ht Typ story ht Parapet Ht, Typ bldg, 1/y Typ bldg, L Typ t-lr Area 1st Fir plate, Roof ArE3a -· 'k::;: 1-.0:0 Floor Roof graae Level 0 0 0 0 Roof ~ .8 Cl) 1 0.137 sec Typflr DL 1 Partition DL Allowance 12.5 ft Ext Clad Perimeter' 12.5 ft Ext Clad Avg Weight 12.5 ft Ext Clad smear as RoofDL 0 ft Ext Clad smear as Fir DL 20 ft Total Typ Fir DL 116 ft Total Roof DL 2352 sq ft Total Floor DL 2352 sq ft Total.Roof DL 7456 sq ft Cale Building Ht ·~~- Plate Floor Story Area Mass Height · (sf) (psf) (ft) (kips) 0 sf 0 psf 0.00 0 0 sf 0 psf 0.00 0 0 sf 0 psf 0.00 0 0 sf 0 psf 0.00 0 100 sf 46 psf 12.00 5 {st) (psf) \TIJ {Kips) W= 5 Wind Pressure PSF Wind Trib Wind Force PLF 21 psf 10.3 ft 214.8 plf ---37 0 41 18 0 0 0 0 59 46 139 343 12.5 h (ft) 0.00 0.00 0.00 0.00 12.00 \TIJ By: JJW -- psf kips psf psf ft psf psf psf psf psf kips kips ft Fi/sf (kips) (psf) o 0.0% 0 0.00 o 0.0% 0 0.00 o 0.0% 0 0.00 o 0.0% 0 0.00 55 100.0% 8.97 55 100.0% (kips) (pst) Base Shear= 1 8.97 Seismic 8.97 Governing Depth Typ. 24ft () ·~) Page L},<f 51 liDCI·ENGINEERS i4 D'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 ,within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an exterenie torsional irregularity (horizontal structural irregularity Type 1b). Cantilever: Loss of memnt resistance at the base connections of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an·extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Braced: Removal of an individual brace, or connectior.1 thereto, would not result in Frames more than a 33% reduction in story strength, nor ·does the resulting system have an extereme torsional irregularity (horizontai structural irregularity Type 1 b ). p= 1:0 True/False T I T T T Page { _ ) _ S S I () ASD Lateral Force Analysis -2010 ,CBC Job : 10051-054.00 Shear Wall Forces Building Forces Level Seis. Wind Typ Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) (psf) (plf) Trib Shear =Trib Length*Trib Width*Trib Force Roof 8.97 215 Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total Force= Trib Shear+ Add'I Shear Totals: 9.0 214.8 Total Shear= Total Force/ Wall Length Wall Wall Wall %of Seismic Trib Wind Seis Wind Add'! Add'! Gov. Wall ID Len Ht. Line Len Width Trib Shear Shear Seis Wind Force Shear Gov (ft) (ft) Load (ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (plf) Case Type 1st Level Walls 5-1 17.0 12.0 41% 166.0 22.0 22.0 32747 4726 0 0 13578 799 Seis 2W4 5-2 24.0 12.0 59% 166.0 22.0 22.0 32747 4726 0 0 19169 799 Seis 2W4 H 21.0 12.0 100% 39.0 16.0 16.0 5595 3437 0 0 5595 266 Seis W6 J 38.0 12.0 100% 45.0 45.0 45.0 18158 9666 0 0 18158 478 Seis W3 K 28.0 12.0 100% 45.0 40.0 40.0 16140 8592 0 0 16140 576 Seis W3 L 19.0 12.0 100% 46.0 12.5 12.5 5156 2685 0 0 5156 271 Seis W6 ( __ :) Nail Type= 10d Plywood type = cdx Type Typr;i $ide$ Value W6 1/2" cdx 10d @6" 1 310 plf W4 1/2" cdx 10d @4" 1 460 plf W3 1/2" cdx 10d @3" j 600 plf W2 1/2" cdx 10d @2" 1 770 plf 2W4 1/2" cdx 10d @4" 2 920 plf 2W3 1/2" cdx 10d@3" 2 1200 plf 2W2 1/2" cdx 1 0d@ 2" 2 1540 plf Page l-3.b ::z( EDCI·ENGINEERS !i!!I::: D'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Overturning Parameters Descri~tion L Length of wall Pl Left point load of Variables: H Height of wall Px Point load at Xp V Unit shear on wall Pr Right point load Wt l.Jnit weight of wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) IL (CBC 1605.3.2) Wall L H V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (ft) (ft (plf) (psf) (plf) (lbs) {lbs) (lbs) (ft) Above (ft) Case b 1st Level Walls 5-1 17.00 12.00 799 10 450 0 0 0 0 0 0 Seis 5-2 24.00 12.00 799 10 0 0 0 0 0 0 0 Seis H 21.00 12.00 266 10 131 0 0 0 0 0 0 Seis (---, J 38.00 12.00 478 10 0 0 0 0 0 0 0 Seis K 28.00 12.00 576 10 0 0 0 0 0 0 0 Seis ' , ---L 19.00 12.00 271 10 87 0 0 0 0 0 0 Seis Page/ J. / 5/ ASD Lateral Force Analysis O 2010 CBC Job: 10051-054.00 Shear Wall Overturning Descri1:1tion Mot Overturning .Moment of Variables: Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left .Hold down_ force on the left side of the wall HD Ri!:iht Hold down force or:i the riQht side of the wall Seismic: HD = (Mot-0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot-.6Mr) IL (CBC 1605.3.2) Hold Down Left / Right 1st Level Walls 5-1 162935 82293 82293 7284 7284 Seis HDU8/HDU8 5-2 230025 34560 34560 8900 8900 Seis HDU11/HDU11 H 67143 55235 55235 1947 1947 Seis HDU2/HDU2 J 217893 86640 86640 4650 4650 Seis HDU5/HDU5 K 193682 47040 47040 6119 6119 Seis HDU8/HDU8 L 61871 37364 37364 2322 2322 Seis HDU2/HDU2 5DCI Project No. Sheet No. EnGlnEEAS {) ... ~-· Project Date Subject By .JJV ) : --fro V fl}(ll IJ,-TT l;,e k/V ct;tYf ' ----...... - ~( e__ If-Cb -z, -C- -\ ). ' -l _·\J --·) -- )--,--+------'----.: -------------_______ , __ -_, __ - LTT/HTT Tension Ties -~ ,..., ' ., Tension ties offer a solution for resisting tension loads that is fastened with nails. The entire line of tension ties has been tested and evaluated to the requirements of AC155. The HTT4 and HTT5 are the latest generation of tension ties. They feature an optimized nailing pattern which results-in better performance with Jess deflection. Designed to meet new code standards, the HTT4 and HTT5 offer higher loads than their predecessors. The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT20B is for nail-or bolt-on applications. The 3' nail spacing makes the LTT208 suitable for wood I-joists with 10dx1 ½. The LTTl31 is designed for wood chord open web truss attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. MATERIAL: See table' FINISH: Galvanized. May be ordered HOG; contact Simpson Strong-Tie. INSTALLATION: • Use all specified fasteners. See General Notes. l ! I • ror use in vertical and horizontal applications. • To tie multiple 2x members together, the Designer must determine the fasteners required to join members without splitting the wood. __ j __ l For tension ties, per ASTM test standards, I anchor bolt nut should be finger-tight plus 0 The Designer shall specify anchor bolt type, length and embeclment. See SB and SSTB anchor bolts on pages 36-40. CODES: See page 20 for Gode Reference Key Chart. ½ to ½ turn with a hand wrench, with I consideration· given to possible future wood shrinkage. Care should be taken to not over-torque the nut. Impact I I wrenches should not be used. ••• ---'----·····-·"·"•• ----·----------... J ~ ,' , -:..: ~·- -~31/a" LTT20B (LTT19 similar) 5) • These products are available with additional corrosion protection. Additional products on 17" These products are approved tor installation with the Strong-Drive SD Structural- this page may also be available with this option, check with Simpson· Strong-Tie for details. Connector screw. See page 30 for the correct substitution and SD screw size, • • Mod~I Material (Ga) Dimensions Seat Fasteners .Thick· -·No. Strap Plate w L ct ness Ari ch or Bolts __,_,__ ,LTT193) 1~ l_..3--__ :p/,i---49Y.a_ 1¾ '¾s ½,¾or¾ LTT20B3 12 3 2¾s 19¾ 1½ ¾s ½,¾or¾ LTTl315 18 3 3¾ 31 1¾ ¼ % ~ 11 -2½ 12¾ 1¾ ¾s %· -'' ' . HTT5 t1 2½ 16 1¾ ¾s % HTT5KF ii ¼ 2½ 16 i¾ ½G· ¾ 1. Allowable loads have been increased for wind or-earthquake with no further increase allowed. Reduce where other loads govern. Fasteners 8-10dx1½ 8-10d 10,10dx1 ½ 10-10d 2-½" Bolt 18-10dx1½ 1B~1odx1½ 18-16dx2½ _18-SD#10x1W 26-1odx1½ - 26-10d 26-16dx2½ 26-SD #10x2½ 2. Post design by Specifier. Tabulated loads are based on minimum 3'x3½" post (in 3½" wall};,:if Post may consist of multiple members provided they are connected independently of the holdown fasteners. See pages 210-211 for common post allowable loads, · 3.A standard cut washer is required under anchor nut to~ LTT19·and LTI20B when using½" or %' anchor bolts. No additional washer is required when using a¾' anchor bolt. 4. Deflection at Highest Allowable Tension Load includes fastener slip holdown deformation, and anchpr bpltelongation for holdowns installed up to 4½' above top of concrete, HIT 4 and HTT5 may be install eel raised up to 18" above top of concrete with no load reduction provided that additional elongation of tile anchor rod is accounted for. 5. If the base of the LTTl31 is installed flush with a concrete or masonry wall, the allowable load is 2285 lbs. 6. Allowable tension load for HTT5 with a bearing plate washer BP5/8-2 (sold separately) installed in the seat of the holdown is 5295 1or DF/SP and 455S for SPF/HF. 7. HTT5KT is sold as a kit with the holdown, BP¾-2 bearing plaie washer and 26-SD ;t!Ox2½ screws. 8. Structural composite-lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCDLUMN for values on the narrow face (edge) (see page 215 for details). 9, HIT 4 with SD #1 Ox1'½ screws achieves fuli loa_d on a single 2x6 stud or joist 10,FASTENERS: 10dx1½= 0.148 dia. x 1½" long, 10d = 0,148' dia. x 3" long, 16dx2½ = 0.162' dia. x 2½" long, Allowable Tension Loads (160) Deflection Code . at Highest ~ SPF/HF Allowable Load Ref. I 1310 ) 1125 0.180 / 13401 1150 0.157 1355 1165 0.195 L19, 1.500 1290 0.185 1(l25 1400 0.183 IP2, 1350 1160 0.193 F4 r-:-SBJ-6---f--3T0'5"' / 0.086 ir 4~~b 3640 0.123 V 4455 3830 0.112 160 ··, 4350 3740 0.120 Li9, 4670 4015 0.116 IP2, 50906 4375 0.135 F4 5445 5360 0.103 160 Hanger not shown for clarity Horizontal !-!TT !nsia!!atim1 SD'#10x2½ = 0.161" dia. x 2½", SD#10x1½ = 0.161" dia. x 1½". Vertical HTT4 Installation Horizontal UTl31 Installation Horizontal LTT19 Installation (LTT20B similar) 5DCI enGlnEEFIS () -.. __....· Project Subject ---!--·--. :-:=i =: -L-_-,=~~~-·=1o _-_-;-~=C-eJJ!{/.CJd!ltf_:_-~ =~ • __ ., __ 1 ___ _,1. ___ ---,------- ·--~-+---. --· -. -.. -. ____ ' .J. ____ ... --· I _-.T:· ~ -- : --~ ' ·--·. --~ . . ----· ---. I '··· -·· l -•'. ' ' ,, -, .... !.,.__,_._ ~-: __ ~--- -•••,----' I l ' ·-· -_I ___ -·- .. j J-,---i--: _ _., '. -,--. --. -. Project No. IZCh/-t:6-, ft-:::. 6,,~C\. Sheet No. L.¥. t &1 Date By . J ff '-.j,,,,....._.. ·IZz ~'l-~ /4 7. zi,, ,_ p::(\ i ~ ;::._ 6 .:·vJ (}~ 1-'A' z_'; X I S0 J Fr :::: 1/r--t r; f- :_ p (J-tJvTO(_ lktT~--e ,;;(,t/" ,. . "File: J:12012\12Q51-0054Army Navy Aciaaemy\Ca~ula\i9ris\GravitiFramin!)lfriiinirig;ec6 •. ENERCALC, /NC.1M3'2011', Buik!:6,12.6.12:"Vei:6.2!00.Q Description : Panel Span between 5' spaced Floor anchors : -·col)E REFERENCES . Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Materiaf properties fc = fr= fc112 * 7.50 4.0 ksi = 474.342 psi <b Phi Values Flexure: 0.90 Shear: 0.750 \j/ Density ')., LtWt Factor Elastic Modulus = fy -Main Rebar = E -Main Rebar = = 145.0 pcf = = 1.0 3,122.0 ksi Fy -Stirrups . E -Stirrups = 60,0 ks1 st· B s· # 29,000.0 ksi 1rn1p ar ize = Number of Resisting Legs Per Stirrup = Load Combination 2009 IBC & ASCE 7-05 i E{0.864} i i i 0.850 40.0 ksi 29,000.0 ksi # 3 2 E{0.864} i J 24" W X 7.25" h J 24"wx 7.25" h Span=5.0 ft ~ros~ ~.ec;t!on ~ Reiriforcing Details . . .. Rectangular Section, Width = 24.0 in, Height = 7.250 in Span #1 Reinforcing, ... 2-#5 at 3.625 in.from Bottom, from 0.0 to 5.0 ft in this span Span #2 Reinforcing .... 2-#5 at 3.625 in from Bottom, from 0.0 to 5.0 ft in this span Span #3 Reinforcing .... 2-#5 at 3.50 in from Bottom, from 0.0 to 5.0 ft in this span Span=5.0 ft i .s "' "! ,-. ~ i 24 in E{0.864} i 24" W X 7.25" h Span=5.0 ft • • • I • i ~ ~Appliedlo.ads -Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : E = 0.8640 k/ft, Tributary Width= 1.0 ft Load for Span Number 2 Uniform Load : E = 0:8640 k/ft, Tributary Width= 1.0 ft Load for Span Number 3 Uniform Load : E = 0.8640 k/ft, Tributary Width= 1.0 ft 'bEsiGN SUMMARY I Maximum Bending Stress Ratio = 0.237: 1 Typical Section -2.160 k-ft 9.129 k-ft · I Section used for this span I' Mu : Applied Mn • Phi : Allowable 1 Load Combination Location of maximum on span Span # where maximum occurs +1.20D+0.50l +0.20S+E 0.000ft Span# 3 Vertical Reactions : unfactorect Load Combln1;1tion Overall MAXimum E Only ~· ·sh~ai-·stirrup-Requirements Support 1 1.728 1.728 Support 2 4.752 4.752 Support 3 4.752 4.752 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Support 4 1.728 1.728 Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd; use stirrups spaced at 0.000 in ,--·~ailmum·Forces & Stresses tor Load combinations' --- Desi n OK 0.000 in Ratio= 0.000 in Ratio= 0.003 in Ratio= 0.000 in Ratio = 0<360 l 0<360 i 22362 , 999 File: J:\2012\12Q51-0054Afiny Navy'Ai:ademy\Calcul~tions\Gravity-Fiaming\fr~rning.ec6 . Et{ERGALC, !NC, j983-2011,.-Build:6:12.6.'.12, Vef:6,2.00.0 • • I Description : Panel Span between 5' spaced Floor anchors Load Combination Segment Length MAXimum BENDING Envelope Span# 1 Span #2 Span# 3 +1.20D+0.50L +0.20S+E Span# 1 Span #2 Span #3 +0.90D+E+1.60H Span# 1 Span #2 Span #3 Span# 1 2 3 1 2 3 1 2 3 Location (ft) in Span 4.958 5.000 10.000 4.958 5.000 10.000 4.958 5.000 10.000 Bending Stress Results ( k-ft) Mu : Max Phi*Mnx Stress Ratio -2.05 9:48 0.22 -2.16 9.48 0.23 -2.16 9.13 0.24 -2.05 9.48 0.22 -2.16 9.48 0.23 -2.16 9.13 0.24 -2.05 9.48 0.22 -2.16 9.48 0.23 -2.16 9.13 0.24 Overaii Maximum DeflectionS,. Unfactored Loads Load Combination Span Max."-" Deft. Location in Span Load Combination 1 0.0000 0.000 2 0.0000 0.000 3 0.0000 0.000 Max."+" Deft Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.000 .. • ) (~) 5DCI enG1neeAs Project Subject 1 . ·-----,--. ---,------. -; ·-----: - 1· Project No . 12o;i ,60 Sheet No. By --~~;~ . __ ... _ c WIL:/k:. wDP::0_ . :Cks t . .c.i2v Dr77D!V' • · fl-our . ' J . : ----;-·· · -3Z --> ---( ( 1 /h< . Dr~ -f e>_J&7 %' -'-H _!J -: .. -----~ ··-----· --------~---- h. c&tl-?-/H'5Jc-i.( sr;-17t,,,O 0v<!'ie_ 't-;< 5LH . T d/ -::. 4--S-th~ !is I( ro ffZ--~/vv 10?1 :: Yogo . i)~~ -e. . cq? -f.ZA7t .s . ·_ f1t/JJ~}t)N --~-A-=-,,5xc,~-::... 4.,_Z-5:"/,-'1... F--t-.L =-h? o ~5 ( Cd. -=-/, 6· Cr:: ::: t. I I C ~ V ' I fl. =-'$.c:{' ft-I ~01511 ' ) I ) . ' a,1:!_ .. ' . ,. L l.f I {I ; ( I\,. {_,; I { J 4,/f: ,6<;;'3'f r,t;J -'-----J .'• ~ ' V . ; ·-·· ... _· ' • -~·-1 ' -----------____I . : •. ,5:PLi.?f-:. ~'i.i} o/tt~ µ}ft}, . __ , .. • -.. ,_L~ -~. --=~ '·. '--. . . . . ·z: ::::. )Jt ih/ ~'Vv cc{:: /c' ·_J:--1~~-L--~-;_-~~'(!_l' :· ·_·J ·_:·--·, ~r 1 :0_6)//f.//hJ(J.f::.) :::-30ZOi:3 L;/4-(': \ - I DCI ;~lnEERS . ., ..... • ····: 4.. /' ARMY NAVY ACADEMY CARLSBAD, CA STRUCTURAL CALCULATIONS FORPERMIT PREPARED FOR HOUSE & DODGE ARCHITECTS SEPT 12, 2012 DCI Job# 12051-054.00 525 B Street, Suite 750 San Diego, California 92101 Phone (6i 9) 234-0501 Service Innovation Value ---- DCI J:\2012\12051-0054 Army Navy Academy\Calculations\[permit Calculation Index .xls]Structural Calculations Index Project No. Date EnGlhEERS 12051-0054.00 10/12/12 Project • Army Navy Academy Athletic Facility Location Carlsbad, CA Structural Calculations Index Athletic Building Design Criteria Design Loads D -1.1 Gravity Framing er too fflffli Office Roof Framing Key Plan H -1.1 Roof Framing Design H -1.2 Office Floor Framing Key Plan H -2.1 Office Floor Framing Design H-2.2 Low Roof Framing Key Plan H -3.1 Low Roof Framing Design H -3.2 Stud Wal!Design V -1.1 Multipurpose Roof Framing Key Plan H-4.1 Multipurpose Roof Framing Design H-4.2 Tiltup Concrete Wall Design V-2.1 Foundation & Substructure Foundation Key Plan F-1.0 Footing Design F-1.1 Lateral Office2nd Level Shearwall Key Plan L-1.0 • Office l st Level Shearwall Key Plan L-1.1 Seismic Base Shear Coefficient L-1.2 QfficeWind Loading L-1.3 Office Story Force Distribution L -1.4 Office Redundancy Factor Check L-1.5 Office Shearwall Design L-1.6 Multipurpose Room Seismic Base Shear Coefficient L-2.1 Multipurpose Room Partition Loading L-2.1 Multipurpose Room Key Plan/Loading L-2.4 Mulitpurpose Room Wall Design L-2.5 Low Roof Base Shear Coefficient L-3.1 Sin~ Low Roof Wind Loading L-3.2 Low Roof Story Force Distribution L-3.3 Low Roof Redundancy Factor Check L-3.4 Low Roof Shearwall Design L-3.5 Concrete Wall Out-of-Plain Anchorage Design L -4.1 Multipurpose Room Diaph[agm Design L-5.1 • • •• DCI J:\2012\12051-0054 Army Navy ,:\cademy\Calculations\[permit Calculation Index .xls]Structural Calculations Index E 17 GI n EE.RS Project Army Navy Academy Athletic Facility Location Carlsbad, CA Structural Calculations Index Ticket Booth Building Design Criteria Design Loads Project No. Date 12051-0054.00 10/12/12 . TD-1.1 Gravity Framing a-.a""="""""""""'"""" ..... .., _______ ..,.. ___ ...,._.,..,,_u .. 1~ ... zlll ............................................... ._ ___ ....,.,m..,., .............. HU<t .. v_,..,..,m __ .., _ _,.....,.,..,,._, _..,....,........., Ticket Booth Roof Framing Key Plan Ticket Booth Roof Framing Design Lateral Ticket Booth Shearwall Key Plan Seismic Base Shear Coefficient Wind Loading Story Force Distribution Redundancy Factor Check Shearwall Design . Foundation & Substructure Foundation Key Plan Footing Design TH -1.1 TH -1.2 TL-1.0 TL -1.2 TL -1.3 TL -1.4 TL -1.5 TL -1.6 TF-1.1 TF -1.2 • Athletic Facility Building • EDCI·ENGINEERS Project No. Sheet No. _:.µ D'AMATO CONVERSAl\10 TNC. 12-51-054 n l11 Project Date ANA -Offi~e/Mu(tipurpose Rm 8/27/12 Subject -By Load Takeoff (Wood Framing) JJW OFFICE ROOF LOADING (flat) Dead Load Vertical Seismic 12" TJl's 3.0 psf 3.0 psf 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing 2.0 psf 2.0 psf GWB -1 layers -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Mechanical 4.0 psf 4.0 psf Misc 1.3 psf 1.3 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 16.0 psf 24.0 psf Live Load 20.0 psf OfFICE ROOF ~OADING (Pitched) Dead Load Vertical Seismic Truss Over Frami'!g 1.5 psf 1.5 psf 12" TJl's 3.0 psf 3.0 psf • 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing (Tile) 15.0 psf 15.0 psf GWB -1 layers -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Mechanical 2.0 psf 2.0 psf Misc 1.8 psf 1.8 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 29.0 psf 37.0 psf Live Load 20.0 psf MULTIPURfOSE ROOF LOADING Dead Load Vertical Seismic 9.5" TJl's 1.7 psf 1.7 psf 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing (Tile) 15.0 psf 15.0 psf GWB -l layers -5/8" @ 0.55psf / eighth inch 2.8 psf-2.8 psf Mechanical 2.0 psf 2.0 psf Misc 0.6 psf 0.6 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 25.0 psf 33.0 psf Live Load 20.0 psf • • • ftOOR LOADING Dead Load TJl's 23/32" Plywood Sheathing or OSB Flooring GWB -1 layer -5/8" @ 0.55psf / eighth inch Insulation 1 .5" Gypcrete Topping MEP/Misc Exterior Walls & Interior Non Load Brg Partitions Live Load (office) Cooridor Vertical 2.5 psf 2.7 psf 2.0 psf 2.8 psf 1.0 psf 12.0 psf 3.0 psf 0.0 psf 26.0 psf 50.0psf 80.0 psf Seismic 2.5 psf 2.7 psf 2.0 psf 2.8 psf 1.0 psf 12:0 psf 3.0 psf 15.0 psf 41.0 psf ... • i) 19n ~ :i1 C=~ ¢', r; " C) :f- N1 7) -~ ,-,{ ,..._ ~FORTE' MEMBER REPORT Level, Roof: Joist J1 1 piece(s) 11 7 /8" TJI® 210 @ 19.2'; oc Overall Length: 20' 7" PASSED • • • + 0 m + 0 All locations are measured from the outside face of left support (o.r left cantilever end). All dimensions are horizontal.;Drawing Is Conceptual /D.l"$}gp'i~ijy!_tff: :J:' i) · ·;-,:,~ct\,.~',\; ,:1,j;}jfi;J~c{i:] ~~,/~,'.:;;:/, t~fJ [),~f(([~~~m~)~fJ§kt£:f£~ System : Roof ·MemberReaction (lbs) 760@2_1/2" 1825 (3.50") Passed (42%) 1.25 1.0 D + 1.0 Lr (AU-Spans) Shear (lbs) 738 @3 1/2" 2069 Passed (36%) i.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 3712 @ 10' 2 3/16" 4744 Passed (78%) 1.25 1.0 D + i.o Lr (All Spans) Live Load Defl. (In) 0.407 @ 10' 3 1/2" 0.672 Passed (L/594) 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (ii')) 0.926@ 10' 3 1/16" 1.008 Passed (L/261) 1.0 D + 1.0 Lr (Ail Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced-at 3' 3 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability . Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser-expressly disclaims any other warranties related to the software. ·Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking-Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional a,s determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product aJ)l)llcatioh, input design loads, dimensions and support Information have been provided by Forte Software Operator Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE ~------~-----------------------------~ Forte Software Oper~tor JUS!in Wei DCI (619) 234'-0501 1wei@dc1-engineers com · Job Notes -------------- 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1.203 framing.4te Page 2 of 36 ~!FORTE. MEMBER REPORT ' Level, Roof: Joist J2 1 piece(s} 117/8" TJI® 210@ 24" oc PASSED 1-11.J Overall Length: 15' 7" • • + 0 m 15' + 0 All locations are measured from the outside face of left support (or left cantilever end). All-dimensions are horizontal.;Drawing is Conceptual fDislgrii:R:~sUIB ,:,~.' ~,-, ·:,, ·' t'~'~ {~f,if;u,~,ii'!~h-~f. ~ ~:~,~la/:.'.~~; i.if/'. .: ,:;:· :_.: ~ '-i.i:ii,~ ,J;.c,u;~ec;~i\'iltigi\{ti~j;:bt}:;:,';;.,';i: System : Roof . Member Reaction (lbs) 561@21/2" 1825 (3.50") Passed,(31 %) 1.2!i 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 540 @ 15' 3 1/2" 2069 ·Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2070 @ 7' 9 1/2" 4744 Passed (44%) 1.2s: 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (in) 0.172@ 7' 9 1/2" 0.506 Passed (l./999+) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.309 @ 7' 9 1/2" 0.]58 Passed (l./588) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360)°and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 5 3/16" o/c unless detailed otherwise. Proper attachment and positioning of·lateral bracing Is required to achieve member stability, 1 -Stud wall -Df 2 -Stud wall -DF • Blocking Panels are assumed to carry no loads applied directly above them and the full load-is applied to the member being designed. Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.c_om) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority·having jurisdiction .. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator -------------------------------------~ Member Type : Joist Builcling Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Justin We: DC! Job.Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1.203 framing.4te (619) 234-0501 1we1@dci-engineers com --------------------~-·--. --Page 3 of 36 ~FORTE~ "."'EMBER REPORT Level, Roof: Joist J3 2 piece(s) 11 7 /8" TJI® 210 @ 24" OC PASSED Overall Length: 21' 1" • + 0 [I] + 0 All locations are measured from the outside face of-left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Ji1s.1cf6.f.iiiJd~i .. t:;t:;_;: ;i;:~,;•· ~~u:, {~·;:$1~?:;:.·:; (~i.;/i;~'; /2.~ ~;~~i:J; C~.i;~~@nil2!lfflt~.mt~L-\j,;:,::4,i Member Reaction .(lbs) 1075 @ 2 1/2" 3650 (3.50") Passed (29%) 1.25 1.0 D + 1.0 Lr (All Spans) Sheat (lbs) . 1046 @ 3 1/2" 4138 Passed (25%) 1.25 .1.0 D + 1.0 Lr (Afl Spans) Moment (Ft-lbs) 5446 @ 10' 6 1/2" 9488 Passed (57%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (In) · 0.280 @ 10' 6 1/2" 0.689 Passed (L/886) 1.0 D + 1.0 Lr (All Spans) . Total Load Def!. (in) 0.713 @ 10' 6 1/2" 1.033 ·Passed (L/~48) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 3/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed • System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 • ii,~~lD~~z{i{:~? ;&L" .j 1 : Uniform(PSF) Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser produ~t design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessorles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a desJgn professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ---------~-----~~----------------~---~ ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator JUStin We, DCI Job Notes 10/9/2012 4:53:07 PM Forte v4.0 Design Engine: V5.6.1.203 framing.4/e (619) 234-0501 1we1@dc1-engmeers com Page 4 of 36 ~FORTE' MEMBER REPORT Level, Roof: RB1 1 piece(s) 7" x 11 7/8" 2.0E Parallam® PSL PASSED. Overall Length: 16' 7" /+[.s •• • + 0 1-· •• >-····· + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual ;)}ilfanfR~JMltsJ.Jt:~.-;"; ?::~.it'~ei{;~:, :· ~ii~:~n ~11;~:,:;:i;,;{;; J:pi,] f,~I.£e'.ii1!!!»#.~i~jR;~~tfll::~~: System = Roof Member Reaction (lbs) 6198 @2" 9844 (2.25") ·Passed (63%) 1.0,D + 1.0 Lr (All Spans) Shear (lbs) 3877 @ 1' 3 3/8" 14464 Passed (27%) 0.90 1.0 D (All Spans) Moment,(Ft-lbs) 18254 @ 8' 3 1/2" 35824 Passed (51%) . 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.173 @ 8' 3 1/2" 0.542 Passed (l/999-!;) 1.0 D + 1.0 Lr (All Spans) Tota'I Load Defh (in) 0.643 @ 8' 3 1/2" 0.813 Passed (l/303) 1.0 D + 1.0-Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All.q>mpression edges (top and bottom) must be braced at 16' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability • Weyerhaeuser warrants tha\ the sizing of.its produ~ts will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software, U~e of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer is responsible to assure that this calc~lation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input desi!:Jn load~, dimensions and support information have been provided by'Forte Software Operator Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1ustmWei DCI (619) -234-0501 1wei@dci-engmeers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1 203 framing.4te Page 5 of 36 ----------------------------~------------~ ~FORTE'" MEMBER REPORT Level, Roof: RB2 1 piece(s) 5 1/4" x 11 7 /8" 2,01: Parallam® PSL PASSED Overall Length: 16i 7" • • + 0 + 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ;Drawing is Conceptual :fieifg'ffi~soiJs}'.'~·,: -:: :;}' ~;,~ ~i~i.ftoi.agi,nY .. ; ,,' >)iim&,f?::.:; r~~:.i,;'r{.' ,,,; '.~ii,Jii~ ~~.m!itnailonlfg~y~;70x"iJ~~~: System : Roof Member Reaction (lbs) 5088 @2" 7383 (2.25") Passed (69%) 1.0 D + 1.0 Lr (All Spans)· Shear (lbs) 3179 @ 15' 3 5/8" 10848 Passed (29%) 0.90 1.0 D (All Spans) Moment (Ft-lbs) 14969 @ 8' 3 1/2" 26868 Passed (56%) ·-0.90 1.0 D (All Spans) Live Load Defl. (in) 0.190 @ 8' 3 1/2" 0.542 Passed (L/999+) . 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)' 0.703 @ 8' 3 1/2" 0.813 Passed (L/277) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240), • Bracing (Lu): ·All compression edges (top and bottom) must be braced at 16' 41/2" o/c unless detailed.otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability . Weyerhaeuser warrants that the sizing of its. products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www .woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority.having jurisdiction, The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third'party certified to sustainable forestry standards. The produ_ct application, input design lo~ds, dimensions and support information have been provided by Forte Software Operator Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE • ~-----~---------,--'~---'------~----'----'-,-----~ Forte-Software Operator JUS!in Wei DC! (619) 234-0501 . 1we1@dc1-eng1neers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1 203 framing.4/e Page 6 of 36 • ~FORTE + 0 MEMBER REPORT Level, Roof: HR1 1piece(s)51/4" x 91/2" 2.0E Parallam® PSL t ' ' m Overall Length: 13' 7'; 13' + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual {Dt!~jdmlfesults.',, ·_,;· "~;,·: ~·: 1~1ow.oc1.t1on·· . , 1~.,,,-~jl~:.sc;;r'·, '.~tt,,;{';t ,;::,}; ;.:aio1< !goad\;&°liililiiil~c'eiJfs'.Ji>X-~:f'i,<r,~';-;,,, Member·Reactlon (lbs) 3411 @ 2" 7383 (2.25") Passed (46%) 1.0 D + 1.0 Lr (All Spans) . Shear (lbs) 2124@ 1' 1" · 8678 Passed (24%) _ 0.90 l.O D (All Spans) Moment (Ft-lbs) 8166 @ 6' 9 1/2" 17627 Passed (46%) 0.90 1.0 D (All Spans) Live Load Deft. (in) 0.135 @ 6' 9 1/2" 0.442 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (in) 0.497 @ 6' 9 1/2" 0.663 Passed (L/320) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Weyerhaeuser warrants that the ~izing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. 'Refer to current Weyerhaeuser literature for installation.de):ails. (www.woodbywy.com) Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for.a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and suppc>rt information have been provided by Forte Software Operator ·,---------,.-------, PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator justin Wei DCI Job Notes 10/9/2012 4:53:07 PM Forte v4.0. Design Engine: V5.6.1.203 framing.4/e (619) 234-0501 1we1@dci-eng1neers.com Page9 of 36 ~FORTE~ MEMBER REPORT Level, Roof: HR2 1 piete(s) 4 x 8 Douglas Fir-Larch No. 2 PASSED Overall Length: 6' 1 O" • • + 0 -.. ';', 6' 3" ,.· /)Jf j,f :rt:: ~ i + D All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Member'Reactidn (lbs) 1659 @ 2" 4922 (2.25") Passed (34%) 1.0 D 'I-1.0 Lr (All Spans) S_hear (lbs) 915 @ 10 3/4" 2741 Passed (33%) 0.90 1.0 D (All Spans) Moment (Ft-lbs) 1917@3' 5" 2691 Passed (71 %) O. 90 .1.0 D (All Spans) Live Load D_efl. (In} 0.031 @3' 5" 0.217 Passed (L/9~9+) 1.0 D + 1._0 Lr (All Spans) Total Load Deft. (in) 0.1_1_3 @3' 5" 0.325 Passed (L/689) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL.(l/240). ' • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracin·g is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology • • Rim Board Is assumed to carry all loads appiied directly above It, bypassing the member being designed. 0 to 6' 10" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~\;·1:~l!'fi~iJii;~~mi1!i~u~"jei]'~-t1~cfN~"'~cjti-'~ieiit;"s~;.:,.~,:\:.-::,,.7~•~~1J~:·(J,I~\-['.,]~,~~::,".::··-:·{:;:·;:.::·~·-=-2::::~:;]:::~;::~2;~::~;;:;~;r222~~[~~~1l~~[gf~~j::~8~]J~ &{,suSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser, expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) ,6;ccessorles (Rim Board, Blocking Panels and Squash Blocks) are.not designed by this software. Use of this software is not intended to clrcuinvent t!'Je need for a design pr~fesslonal as determined by the authority having jurisdiction. The designer of record, builiier or franier is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities-are third-party certified to sustainable fores_try standards. The product application, Input design loads, dimensions and support Information have·been provided by Forte Software Operator • ~~--------------~--------------------~ Forte Software Operator 1ustinWe1 DC! (619) 234-0501 jwei@dci-engineers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0. Design Engine: V5.6.1.203 framing.4te Page 10 of 36 ~FORTE~ MEMBER REPORT Level, Roof: HR3 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 PASSED Overall Length: 5' 7" • • + 0 11:--;·' ~-· ' ill 5'. + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual ;o~s1§HiKeJIDu·.:.· ,.._;,3;;~ ·~o~;;~i;i~( :. : : :,.~.:.:.,iJiWsif -/~ -:~'.*f ~':::,·,:y; i'ftot~ ,-Gpt::l®Wf6i-*~~ittaffiJt1~:-,~}~.;~1, Member Reaction (lbs) 1346 @ 2" · 4922 (2.25") Passed (27%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 688 @ 4' 8 1i4" 2741 Passed (25%) b:90 1.0 D (All Spans) Moment (Ft-lbs) 1250 @ 2' 9 1/2" 2691 Passed (46%) 0;90 1.0 D (All Spans) Live Load Deft. (in) 0.013 @ 2' 9 1/2" 0.175 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (In) 0.048 @ 2' 9 1/2" 0.262 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Applicable calculations are·based on NOS 2005 methodology . Weyerhaeuser warrants that the sizing-of its products will be In accordance with-Weyerhaeuser product design criteria and publlsbed design values. Weyerhaeuser expressly disclaims any other warranties related to the softwar~. Refer to current Weyerhaeuser literature for installatio.n details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined·oy the authority having jurisdiction, The designer of record, builder or frarper Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified'to sustainable forestry standards. The product application, inp_ut design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type : Flush Beam Building Use : Resic;lential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE •------r---~---. Forte Software Operator Justin We, DCI (61'9) 234-0501 1wei@dc1-eng1neers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0. Design En'gine: V5.6.1.203 framing.4te Page 11 of 36 ~FO·RTE' MEMBER REPORT Level, Roof: HR4 1 piece(s) S 1/4" x 111/4" 2.0E Parallam® PSL PASSED M-l,t6 Overall Length: 16' 11" • •• + 0 [TI + 0 All locations are mec1sured from the ootslde face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual ~P~'tailta:i~}ij)~~~~\~:, -~~~-~ ;~~~~~1'i~-.J~½~ ~;:_;i_~-lla~it'.~~~ ~~~:~:;?JJJ,;~~k~~~ ~~~r ~~~~lJ~~~&~)~~~~~~~~;t%~ Member Reaction-(lbs) 1232 @4" 13945 (4.25") Passed (9%) 1.0 D + 1.0 Lr (Ali Spa!]s) Shear (lbs) 787 @ 1' 4 3/4" 10277 Passed (8%) 0.90 1.0 D (All Spans) Moment (Ft-lbs) 3679 @ 8' 5 1/2" 24260 Passed (15%) 0.90 . 1.0 D (All Spans) · Live Load Deft. (in) 0.048 @ 8' 5 1/2" 0.542 Passed (l/999+) 1:0 D + 1.0 Lr (Ali Spans) Total Load Deft. (in) 0.195@ 8' 5 1/2" 0.813 Passed (l/999). 1.0 D +LO Lr (All Spans) • Deflection criteria:.LL (1,/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 8 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 2 • Stud wall -DF 11/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member beiQg designed • Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for·installation details. (www.woodbywy.com) Accessories (Rim Board,, Blocking Panels and Squa~h Blocks) are not designed by this software. Use·of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that thls·calculationJs compatible with the.overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided-by Forte Software Operator System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC De.sign Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE •~-~-------, Forte Software Operator 1ustin Wet DCI (619) 234-0501 JWei@dci-engmeers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0. Design Engine: V5.6.1.203 framing.4te Page 12 of 36 • + 0 MEMBER REPORT Level, Roof: HR5 1 piece(s) 3 1/2" x 11 7 /8" 1.SSE TimberStrand® LSL Overall Length: 11' 1" ill + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are h9rizontal.;DraWing is Conceptual PASSED 1o;ii§11"iR'i!~Ults:'.. :;;~ff ·-::i::,~:.:,~\o'~\~7'; :_ -~ ~ :_ ir1'@;F' ·; t<~fi:·:;~:\":i,;}' f:u,--,;[:, ~;fd'dr~ffaifa;tifl'f~)f~¥:~;~;12:c:. System : Roof Member· Reaction (lbs) 3189 @2" 4922 (2.25") Passed (65%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2499 @ 9' 9 5/8" 10_737 _Passed (23%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 8472 @ 5' 6 1/2" 19941 Passed (42%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.083 @ 5' 6 1/2" 0.358 · Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Lo.ad Defl. (in) 0.263 @ 5' 6 1/2" 0.538 Passed (L/490) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: Ll, (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed . • ;' Weyerhaeuser warrants that the sizing of its products will.be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software •. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board,. Blocking Panels and Squash Blocks).are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is comp~tible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, Input design loads, dimensions a~d-support information have been provided by Forte Software Operator • -------~----------,----------------------, Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 &,; SUSTAINABLE FORESTRY INITIATIVE Forte Software Oper_ator 1ustin We, DCI · Job Notes 10/9/2012 4:53:07 PM Forte v4.0. Design Engine: V5.6.1.203 framing Ate (619) 234-0501 1we1@dci-eng1neers.com Page 13 of 36 • •• ~FORTE' + 0 MEMBER REPORT Lf?Vel, Roof: HR6 1 piece(s) 5 1/4" x 7" 1.SE Parallam® PSL Overall Length: 6' 1 O" ill + 0 All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual fijfiJ.g6~~~1~Iii\~::::;" :~·~~~i-'iz~~t:D zi:'·i~~~:'>); t~'.{ ,, {tzJJ ;i~i?t.·, f~;~~(i~tri~r1iir::z~:{1 Member Reaction (lbs) f098 @2" 7088 (2.2.5") Passed (15%) 1.0 Ci (All Spans) Shear (lbs) 843 @ 5' 111/2" 5072 Passed (17%) o. 90 1.0 D (All Spans) Moment (Ft-lbs) 1751 @3' 5" 8535 Passed (21%) 0.90 1.0 D (All Spans) Live Load Deft. (in) 0.000 @ 11/4" 0.217 · Passed (l/999+) 1.0 D (All Spans) Total Load befl. (In) 0.055 @ 3' 5" 0.325 Passed (l/999+) 1.0 D (All Spans) ' • Deflection criteria: LL (l/360) and TL (l/240), ' • Bracing (Lu): All compression ~dges (top and bottom) must be braced at 6' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability . Weyerhaeuser warrants that the sizing.of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuserfacilities are third-party certified to sustainable forestry standards. The product.application, input design.loads, dimensions and support information have been.provided b):' Forte Software Operator • --------~-------~------------~--------, PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator justin Wei DCI Job Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1.203 (619) 234-0501 · jwei@dci-engineers.com framing.4.te Page 14 of 36 ~FORTE~ MEMBER REPORT Level, Roof: fB5 1piece(s)51/4" x 18" 2.0E Parallam® PSL PASSED Overall Length: 26' 7" f-1 I .{3 • • + 0 m 261 · ... ~-·,,s.;;. ... ~ + 0 All locations.are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual ~o'eifc!in'liteiillt~i-··> . /: ;:-:,,~(iftjl&··~·}·:.~; ;F,~, ~~;cf;·~ (fflitt~:,;:-7~£ i.~;-. :~ilfir;Y i~&'i,1b))iaii~~~rij)~~~-f;1'.~}-5:~ System : Roof Member Reaction (lbs) 6759 @2" 7383 (2.25") Pc1ssed (92%) 1.0 D + 1.0 Lr (All Sparis) Shear (lbs) 4307 @ 24' 9 1/2" 16443 Passed (26%) o._9o 1.0 D (All Spans) Moment (Ft-lbs) 32261 @ 13' 3 1/2" 58948 Passed (55%) 0.90 1.0 b (All Spans) ·uve Load Def!. (in) 0.303 @ 13' 3 1/2" 0.875 Passed (L/999+) 1,0 D + 1.0 Lr (All Spans) Total Load Def!. (in) 1.127 @ 13' 3 1/2" 1.313 Passed (l/280) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 26' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability . o to 26' 7" f,Wevem~~o:i@1sJroHts~. -::::c · -- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocklng Panels and Squash-Blocks) are not designed by-this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is.responsible to a~sure.thatthis calculation is compatible with the overall-project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product: application, input design loads, dimensions and support information liave been provided by Forte Software· Operator Member Type : Flush Beam Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE • ---,.-------~------,-------~-------------, Forte Software Operator JUStin Wei DCI (619) 234-0501 1we1@dci-engineers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: V5.6.1.203 framing.4/e Page 15 of 36 ~FORTE" MEMBER REPORT Level, Roof: :RB6 1piece(s)51/4" x 18" 2,0E Parallam® PSL Overall Length: 24' 11" • • • + 0 + 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ;Drawing is Conceptual Member Reaction (lbs) 7679@4" 13945 ( 4.25") Passed (55%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) q526 @ 22' 11 1/2" 22838 Passed (29%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 45689 @ 12' 5 1/2" 81872 Passed (56%) 1.25 1.0 D + 1.0.-Lr (All Spans) Live Load Deft. (in) 0.310 @ 12' 5 1/2" 0.808 Passed (L/939) 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (In) 1.003 @ 12' 5 1/2" 1.212 Passed (L/290) 1.0 D. + 1.0 _Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 8 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing 'is required to achieve·meinber stability, 1 1/4" Rim Bqard • Rim Board is·assumed to carry all loads applied directly above it, bypassing the member being designed . Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte·Software Operator ,-------------------.-----------------~---. PASSED Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1ustin Wet , DCI ' (619) 234-0501 1we1@dci-engineers.com Job Notes 10/9/2012 4:53:07 PM Forte v4.0, Design Engine: VS.6.1.203 framing.4te Page 16 of 36 ?:ii'"·""' "' ...... z -•• r: ~ ~ •: ,' ~-., ·l ' . 2 - k -'• h . .• \ i s ' ~ ; : • D '• n D -a -0 i'\ l,,, ~ ~ "';J:l. ,.5) ~ -0, 0--~ --"I ~ 1v A~ ~~ kV'\ ~ \ ~ ., ,. - • ~FORTE. + 0 MEMBER REPORT Level, Floor: DJ1 1 piece(s) 11 7 /8" TJI® 230 @ 16" OC Overall Length: 14' 7" 14' m + 0 All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual -P~$fontR;~s.01t~. . · -~,t~tiC?,1,1, ~·~· -.~s\llt .; !,~f. ~~i;~~~~iit~ii,~'ti~j,· ~-~ . .. .. .. Member Reaction (lbs) 882 @2 1/2" 1183 (2.25") Passed (75%) 1.00 1.0 D + 1.0:L (All Spans) Shear (lbs) 859 @ 14' 3 1/2" 1655 Passed (52%) 1.00 1.0 b + 1.0 L (All Spans) Moment (Ft-lbs) 3077 @ 'l' 3 1/2" 4215 Passed (73%) 1.00 1.0 D + 1.0 L (All Sl)ans) Live Load Def!. (in) 0.173 @ 7' 3 1/2" 0.354 Passed (L/980) .. 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.319 @ 7' 3 1/2" 0.708 Passed· (l/533) .. 1.0 D·+ 1.0 L (All Spans) TJ:Pro™ Rating 52 40 Passed .. .. • Deflection criteria: LL (L/480) and TL (L/240). •. Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 2 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been-performed. • Deflection analysis is based on composite action with a sjngle layer of 23/32" Weyerhaeuser Edge™-Panel (24" Span Rating) .that is glued and nailed down. • Additional considerations for the TJ·Pro™ Rating include: None • 1 • ~tud wall • DF 3,50" 2.25" 1.75" 408 . 486 894 11/4" Rim Board r2---S~tu_d_w_al~I----D-f'.----~--t-3-.5-0-"-t--2-,2_5_"_-+--1-.7-5-" -t--4-. 0-8-+-~4-8-6-+--_8_9_4_-+_1_1_/4-,-, R-i_-m_B_o-ar-d-----1 • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed . . ·. Dead, (f!,9C!) . ;:,oor.uve . .. '. .. <~-11!1> · . Fom~ts . 1 · Uniform(PSF) 0·to 14' 7" 1611 42.0 50.0 Residential • Living Areas Weyerhaeuser warrants that the-sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software-is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, puilder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are tl)ird·party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte So_ftware Operator • ----------------~--------------------~ PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator l'-·~ur· VVei DC! (619) 2"4-0601 Job Notes 10/9/2012 4 53:08 Pfv1 Forte v4. O Design Engine. V5 6.1.203 framing.4te 1wc1i@d.::1 ·engineers i:-om Page 29 of 36 ~FORTE MEMBER REPORT Level, Floor: FJ1 1 piece(s) 14" TJI® 360 @ 16" OC Overall Length: 18' 7" • + + 0 0 -[ J fj 18' ~ [TI ~ Allfocations are measured from the outside face of left support (or left cantilever end). ,Alf dimensions are horizontal.;Drawlng is Conceptual :gEi~fon,R'i!si:iit:s: :__ ·' ~.i!-i-~ ~l!QII A!.!~----~~-i~ .. ,. '" j:oadi ·c"oinb1it!i:l~\cB!itte'rii> '. 1PF._. Member Reaction (lbs) _ 1176 @21/2" 1202 (2.25") Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 1152 @31/2" 1955 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5280 @ 9' 3 1/2" 7335 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live LQc1d Defl. (in) 0.377 @ 9•· 3 1/2" 0.454 Passed (L/579) --1.0 D + 1.0 L (All Spans) Total Load befl. (In) 0.517@ 9' 3 1/2" 0.908 Passed (L/422) --1.0 Q + 1.0 L (All.Spans) TJ-Pro ™ Rating so 40 Passed ---- • Deflection criteria: Lb (1./480) and TL (1./240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is requlred'to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: None 'Floor": ,··· • 1-1_-_s_tu_d_w_a_ll_-_D_F_~-----'-+-3_.s_o'_' -+-2_._25_"_+---~+------+----+~----+-:... J' 2 -Stud wall -DF 3.50" 2.25" Required:; .• c"·" ~.ii u~ -· totaJ Acces_~~-- 2.14" 322 867 1189 11/4" Rim Board 2.14" 322 867 1189 11/4" Rim Board .) • Rin: Board is assumed to carry all loads applied directly above it, bypassing the member being designed. ~ .. )=1~:uve . . · co;_~>_ -(!,®) · . -~om~11ts · · 1 -Uniform(PSF) 0 to 18' 7" 16" 26.0 70.0 Residential -_ Living Areas .I -__ I I Weyerhaeuser warrants that the sizing of Its produ~ts will be In accordance with Wi:yerhaeuser product design criteria and published design values. Weyerhaeuser expressly dfsclalms any other warranties-related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are·not designed by. this software. Use of this-software is not Intended to circumvent the need for a design-professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator --------~------~,-----------------~--~ PASSED System : Floor ·Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD <ft; SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator . jUStir, Vi./e: DC! Job Notes I 10/9/2012 4·53:07 PM Forte v4.0. Design Engine V5 6 1.203 frammg.4/e (619) 234-0501 :v .. ei@·dc1-erg1neers c-,yn -___ _J Page 17 ot 36 ~FORTE' MEMBER REPORT Level, Floor: FJ2 2 piece(s) 14" TJI® 360 @ 19.2" OC PASSED Overall Lepgth: 21' 1" • • + 0 rm:owrme 20' 6" ... J + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual ;P~slgi-(~€$uJis _ -· Ac!\l~i ci:~ll~ A)lo,vecl_ j:_r:,j;_;_ -J~111:· ~4i,,.~in:~~cin ci§~rt1i: ---· Resu_lt· . · Member Reaction (lbs) _ 1909@ 20' 10 1/2" 2403 (2.25'') Passed (79%) 1.0Q 1.0 D + 1.0 L (All SPilnS) .Shear (lbs) 1880 @ 20' 9 1/2" 3910 Passed ( 48°/o) 1.00 i.o D + 1.0 L (All Spans) .Moment (Ft-lbs) 9205@ fr 1 7/8" 14670 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.382 @ 10' 6 1/2" 0.517 Passed (1./650) --· 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.592 @ 10' 8 3/16" 1.033 Passed (L/419) --1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 49 40 Passed ---- • Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be.braced at 4' 2 1/4" o/c unless·detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck.has not been.performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and-nailed down. • Additional considerations for the TJ-Pro™ Rating include: None Ju·'•· ort:s ... ~.!i-~~,- ·-·· Avalil!61-~.,-Requfr~: ..... PP _ _._--,, ... Total -Dt!I!~ 1 -Stud wall -DF 3.50" 2.25" 1.75" 533 1181 37 175i 11/4" Rim Board 2 -Stud wall -DF 3.50" 2.25" 1.75" 744 119 2044 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. · Spacing Deacf ~<!l:?ot -• Floor 4ve · · Rc>oi i.i · · · J1._90) _ _j.;;~;;~1.2!!>~ ~~min~ik:. · 1 -Uniform (PSF) 0to21'1" 19.2" 26.0 70.0 Residential -Living Areas 2 -Point(lb) 16' N/A 400 156 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser lfterature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this-software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsiqle to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainaole forestry standards. The product application, Input design loads, dimensions and support information have been providecl by Forte Software Operator System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology': ASD $ SUSTAINABLE FORESTRY INITIATIVE • ------~---------~------------------~--, Forte Software Operator 1u2ur 'NF:;;1 DCI (6191 234-0501 1we1@dc1~eng1neers com Job Notes 10/912012 4 53:07 PM Fc,ne ·1--I.O Design Engine: \/5.6.1.203 flammg4te Page 18 of 36 MEMBER REPORT Level, Floor: FJ3 PASSED 1 piece(s) 14" TJI® 360 @ 16" oc Overall Length: 18' 7" • + 0 [: ~ ill b. ... 18' + 0 -~ ,, § All locations are measured from the outside face of left support (or left cantilever end): All dimensions are horizontal.;Drawing is Conceptual ;o~stgnJ\~sui.ts -,. ~~· cu,acat1011 · A)I~ ---~~it --i:pF · :'1:0_1!.c1; c:o:_~i,l~~ti~T~~fuJ . Member Reaction (lbs) 1329@21/2" 1502 (2.25") Passed ( 88°/o) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 1302.@ 3 1/2" 2444 Passed (53%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 5968 @ 9' 3 1/2" 9169 Passed (65%) 1.25 1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Liye Load Deft. (in) 0.444 @·9' 3 1/2'' 0.454 Passed (L/4~1) --1.0 D + 0.75 L + 0:75 Lr (All Spans) Total Load Deft. (in) 0.584 @ 9' 3 1/2" D.908 Passed (L/373) --1.0 D + 0.75 L + 0.75 Lr (All Spans) TJ-Pro ™ Rating so 40 Passed --,- • Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) ·must be braced at 3' 8 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to a~hieve member stability. • A structu(al analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ-Pro™·Rating include: None J-· System : Floor Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD • ~~==" : ·-:~ "';';;'." :-!: ' !" :: ::::"'" · ;--2--S_tu_d_w_a_l_l --D-F--------+-3.-5-0'-' -+--2-:2_5_"~-+--1.-75_"_+-_3_2_2--+--4-96--+--8-6_7_+--1-68-5--+-1-1-'-J-4'-' R_i_m_B_o-ar-d------1 • • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. 1 -Uniform(PSF) 0 to 18' 7" 16" ~- ((!:~OJ 26.0 Fioor·uve (~.00) 40.0 figotI.1~:_ · ~1ioi)-.~o~: !'·l~J · .Cc@~ii~; · 70.0 Residential -Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to. the software. Refer to current Weyerhaeuser literature for installation details. (www.wooqbywy.com) Accessories·(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The-product application, input d~sign loads, dimensions and support information have been provided by Forte Software Operator -------------------.---------------------, ~ SUSTAINABLE FORESTRY INITIATIVE _F_o_rt_e_s_oft_w_ar_e_O_p_e_ra_to_r ________ -+-J_o_b_N_o_t_es ________________ --l •0:tin \IV&, DCI j 10/912012 4:53:07 PM F0rte v4 0 Design Engine· '!5.6 1 203 frammg 4te (619) 234-0501 1we1@dc1~erg1n0e:rs r:orn Page 19 of 36 • ~FORTE + 0 MEMBER REPORT Level, Floor: FJ4 1 piece(s) 14" TJI® 360 @ 16" OC Overall Length: 13' 7" r E 13' + 0 All locations are measured from,the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual :pii~JghJtt!S:"Q!~{ ~l!!@~tlon , __ A,!19~ ltfs\,!!~ '~Q!( ~~:,tkiiMb:a~cm:<~ttijj:nf: .. Memqer Reaction (lbs). 1~86@ 2 1/2" 1502 (2.25") Passed (99%) 1.25 1.0 D + 0.75 L + 0.75 Lr (AILSpans) Shear (lbs) 1459 @31/2" 2444 Passed (60%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 3695 @ 6' 2 3/4" 9169 Passed (40%) 1.25 1.0 .D + 0. 75 L + 0. 75 Lr (Ali Spans) , Live Load Deft. (in) 0.148@ 6' 8 7/8" 0.329 Passed (L/999+) .. 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load befl. (in) 0.220 @ 6' 7 3/4" 0.658 Passed (L/720) .. 1.0 D + 0.75-L + 0.75 Lr (All Spans) TJ-Pro™ Rating 61 40 Passed -----• Deflection criteria: LL (l/480) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 8 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel·(24" Span.Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: None "supports 3.50" 3.50" 2.25" 2.25" 2.20" 1.75" 637 299 362 · 362 789 658 1788 1_319 Accessories -,-·: • .!:.:;:,,. " 1 1/4" Rim Board 11/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed: --·~_t;fo!I 1 -Uniform{PSF) Oto 13' 7" 16" 2 -Point{lb) 2' N/A Deac! (!);~Q) 26.0 465 40.0 I 70 .. 0 Residential -Living Areas I 180 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD ,f-:,w"':· __ ~"'J"'.~""J-"h''-'-.~"'-~"'J""_l~"--e-'-,r.,_':-N...c-'·"'"~"-' .. :"'~""'~"-.' -'----"-~--~---"'-"-'----'-~--'-'-----'---"'"'--~-'-'---'-~-'-~-----'--l <ft> SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products wlll be in accordance with Weyerhaeuser product design criteria and published design values. 'Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Boara, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of resord, builder or framer is responsible to assure that this calculation is compatible with the ov<arall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. · The product application, inp~t design loads, dimensions and support information have been provided by Forte Software Operator -----------------,.---------------------, Forte Software Operator Job Notes iv'!t,.... >Ni;;;i DCI 1619) 23.\-050 I r:ve•@jc .. Re0gmeers corn ! ' I _J 10/912012 4:53·07 PM F0rre v-1 0 Design Engine· V5.6 1 203 ftammg4te Page 20 of 36 ~FORTE. MEMBER REPORT Level, Floor: FJ5 1 piece(s) 11 7/8" TJI® 230@ 16" oc Overall Length: 14' 2 15/16" + 0 13' 715/16" All locations are measured from th~ outside face of left support (or left cantilever end). All dimensions are horizontal. o~,1gp:R~_syl:f$ ·~i:@~ti.9.!I ~·~~ lte.su)t. i-9~, ·--~ . ., .. ' !4!rt; €d.!!!lii,!!,ltJ!>!l .. (~~,Ji,t J Member Reaction (lbs) 1193 @2 1/2" 1479 (2.25") Passed (81%) 1.,25 1,0 D + O. 75 L + 0. 75 Lr (All Spans) Shear (lbs) 1166 @3 1/2" 2069 Passed (56%) 1.25 1:0·D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 4400 @ 6' 2 13/W 5269 Passed (84%) 1.25 1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Live Load Defl. (in) l),284 @ 7' 11/8" 0.346 Passed (L/585) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.427 @ 7' 11/16" 0.,691 Passed (L/388) --1.0 D + 0.75 L + 0.75 Lr (All Spans) TJ-Pro™ Rating 53 40 Passed ---- • Deflection·criteria: LL (L/480) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 5 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A.structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. • Add1tional·considerations for the TJ-Pro™ Rating include: None • ' 111 _·;tud wall -DF 2 -·Stud w~II -DF 3,50" 3.50" 2.25" 2.25" 1.75" 1.75" :pa 341 ,'fl®'" :, ~Roof - Uve. :ave 380 727 1485 11/4" Rim Board 380 710 1431 11/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 1.oacfs· 1 -Uniform (PSF) 0 ~ 14' 2 15/16" 16" 2 -Point(lb) 6' N/A 3. -Point(lb) 0 N/A Qeil,d (0~99) 26.0 225 .fJOOf Uve (1',0!)) 40;0 70,0 Residential -Living Areas . 108 Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeu$€r literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent.the need for a design professional as. determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been,provided by Forte Software Operator •--- + 0 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE ,~~-··------·· ---.- Forte Software Operator ... S:t.,'l "-1\•o:>1 DCI __ j I l 10 10'2(,12 8 05 23 AM Fo1te v+ 0, Design Engine· V5 6 1 203 frammg 4te 161~J 2=A·0501 , \\ e, {b:dc1-Br1gmeer" corr Page 1 of 1 ~FORTE + 0 MEMBER REPORT Level, Floor: FB1 1 piece(s) 7" x 14" 2.0E Parallam® PSL Overall Length: 20' 7" 20' + 0 j fl § All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual :bejigrfi.e~l!Jts ~l]P~if~ ~19\Ved · ,,it~sult .. . Ll?F : _i,oa~'( ;of!!~fnii_ij6:i! ~~~riij .. .. Member Reaction (lbs) ,82_79@ 2" 9844 (2.25") Passed (84%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 7179 @ 19' _11/2" 18947 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 41656 @ 10' 3 1/2" 54324 Passed (77%) 1.00 1.0 D :+ 1.0 L (All Sparis) Live Load Deft. (in) 0.571 @ 10' 3 1/2" 0.675 Passed (l/425) --1.0 D + 1.0 L (All Spans) Tota.I Load Deft. (in) 1.QQ9 @ 10' 3 1/2" 1.0_13 Passed (L/241) --1.0 Q + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1:/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ·~ring so~~cirt~. Tqtal Avi!l.la~e Reci,u_lred ",~ 1 -Stud wall -DF 3.50" 2.25" 1.89" 3627 4734. 1420 9781 11/4" Rim Board 2 -Stud wall -DF 3.50" 2.25" L89" 3627 4734 1420 9781 11/4" Rim Board • Rim Board Is assumed to carry all loads applied directly alJove it, bypassing the member tieing designed. 1 -Uniform(PSF)_ O_to 20' 7" Tril,'!fary Y{J!l\f!· 11' 6" 28.0 -.i=i~uve !toof'!,il"! -(1.,,!io}. ("!!n-S~W.j:L,~}. '.~!l_i~i:1~ . 40.0 12.0 . Residential,-Uving Areas PASSED lf 2,1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC Design Methodology : ASD f-W~. _e-")'"':~'-")-"fl:"".~"":~_· U"",'..5"'_:e-"-~r,_)"-~"'-.fJ_t_e=~----~----~---~~--'--'-~--------'------~---~~-----1 «t> SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will·be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. ·Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy._com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design profession~! as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to · assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Softw~re Operator ·~~t,-\t.Jei DCI Job Notes 10/912012 4:53:08 PM Fortt: v:i O Design Engine '/5 6 1.203 fram1119Ate (0,,2) 234-0501 , v..-e1@dc1-engineer~.com Page 22 of 36 ., Steel Beam liile: J:\2012\12051-0054 Army Navy Academy\Calculations\Gravityframinglframing:ec6 . . ~NERC[\LC, INC .. 1983-2012, Build:6,12.8.29, Ver:6~2.0(_ Description : FB 2 CODIE RIEFIERIENCIES Calculc1tions.per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Meth9d : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination.2009 IBC & ASCE 7-05 't t t + D(0.155iLr(0.06) . D(0.26tL{0.65) _ Span = 28.0 ft W12x45 t t -'' < ' '',,, --.,;:.... _,___,._ -- t • Applied Loads Service loads entered. Load Factors will be applied for calculations. • Uniform Load: D = 0.0260, L = 0.0650 ksf, Tributary Width= 10.0 ft, (Floor) Uniform Load: D = 0.0310, Lr= 0.0120 ksf, Tributary Width= 5.0 ft, (Roof) DESIGN S_UMMARY Maximum·serict1ng stress Ratio = Section used for this span Ma: Applied Mn/ Omega : Allowable Load Combination Location of maximum on· span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.652: 1 W12x45 104.3.?0k-ft 160.180 k-ft +D+L+H 14.000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs 0.980 in Ratio= 0.000 in Ratio= 1.554 in Ratio = 0.000 in Ratio= 342 0 <240 216 Q <180 · [)esi n 01;( · 0.184:1 W12x45 14.910 k 81.070 k +D+L+H o.ooc ft Span# 1 Maximum Forces & $tresses for Load Combinations ~------~~~-------~------,--,----Max Stress Ratios Summary of (\foment Values Summaiy of Shear Values Load Combination Segment Length Span# M V Mmax+ Mmax-Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 28.00 ft 1 0.254 0.072 40.67 40.67 267.50 160.18 1.00 1.00 5.81 121.61 81.07 +D+L+H Dsgn. L = 28.00 ft 0.652 0.184 104.37 104.37 267.50 160.18 1.00 1.00 14.91 121.61 81.07 +D+Lr+H Dsgn. L = 28.00 ft 0.291 0.082 46.55 46.55 267.50 160.18 1.00 1.00 6.65 121.61 81.07 +D+0.750Lr+0.750L +H Dsg n. L = 28.00 ft 0.580 0.164 92.85 92.85 267.50 160.18 1.00 1.00 13.27 121.61 81.07 +D+0.750L +0.750S+H Dsgn. L = 28.00 ft 0.552 0.156 88.45 88.45 267.50 160.18 1.00 1.00 12.64 121.61 81.07 +D+O. 750Lr+0.750L +0.750W+H Dsgn. L = 28.00 ft 0.580 0.164 92.85 92.85 267.50 160.18 1.00 1.00 13.27 121.61 81.07 +D+0.750L+0.750S+0.750W+H Dsgn. L = 28.00 ft 1 0.552 0.156 88.45 88.45 267.50 160.18 1.00 1.00 12.64 121.61 81.07 +D+0.150Lr+0.750L,i.Q.5250E+H • Dsgn. L = 28.00 ft 1 0.580 0.164 92.85 92.85 267.50 160.18 1.00 1.00 13.27 121.61 81.07 +D+0.750L +0.750S+0.5250E+H Dsgn. L = 28.00 ft 1 0.552 0.156 88.45 8&.45 267.50 160.18 1.00 1.00 12.64 121.61 81.07 Overall Maximum Deflections · Unfactored Loads Loaa Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1.5540 14.140 0.0000 0.000 • ~teel-~eam File: J:\2012\12051-0054 Army Navy Academy\Calcula\ions\Gravity Franiing\framing.ec6 ·Et::JERCALC, INC.1983-2012, Buiiq:6.12.8.29, Ver:6.2.0( I ,t I ,I Description : FB 2 Vertical Reactions· Unfactored Support notation : Far left is #1 Values in KIPS Load. Combination Support 1 Support'2 Overall MAXimum 15.750 15.750 D Only 5.810 5.810 L Only 9.100 9.100 Lr Only 0.840 0.840 L+Lr. 9.940 9.940 D+Lr 6.650 6.650 D+L 14.910 14.910 D+L+Lr 15.750 15,750 • •· H2...\(0 File: J:\2!)12\12051,0054 Army·Navy.Academy\Cak:ulations\Gravity Framing\framing.ec6 ·ENERCflC, INC. ~ 983:,20.11,. Build :6.12. 6. 12, 1£er;6.2.00.0 Description : FB 3 CQDE REF_ERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 • • • • 0(0.3) Lr(0.3) 0(0.325) tco.8125) + Span= 23.0 ft W12x35 Fy : Steel Yield : E: Modulus: • + 50.0 ksi 29,000.0 ksi • • I Applied Loads Service loads entered. Load Factors will be applied for calculations. -Uniform Load: D = 0.0260, L = 0.0650 ksf, Tributary Width= 12.50 ft, (Floor) Uniform Load : D = 0.060, Lr= 0.060 ksf, Tributary Width= 5.0 ft, (Roon • DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.755: 1 W12x35 96.501 k-ft 127.745 k-ft +D+0.750Lr+0.750L+H 11.500ft Span# 1 0.852 in Ratio= 0.000 in Ratio= 1.334 in Ratio= 0.000 in Ratio= Maximum Forces & ·stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# .M V Mmax+ Mmax- +D Dsgn. L = 23.00 ft 0.324 0.096 41.33 +D+L+H Dsgn. L = 23.00 ft 0.744 0.220 95.05 +D+Lr+H Dsgn. L = 23.00 ft 0.479 0.142 61.17 +D+0.750Lr+O. 750L +H Dsgn. L = 23.00 ft 0.755 0.224 96.50 +D+0.750L +0.750S+H Dsgn. L = 23.00 ft 0.639 0.189 81.62 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 23:00 ft 0.755 0.224 96.50 +D+0.750L +0.750S+O. 750W+H Dsgn. L = 23.00 ft 0.639 0.189 81.62 +D+O. 750Lr+O. 750L +0.5250E+H 0.755 0.224 96.50 Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 323 0 <240 207 0 <180 Summary of Moment Values Ma-Max Mnx . Mnx/Omega Cb 41.33 213.33 127.74 1.00 95.05 213.33 127.74 1.00 61.17 213.33 127.74 1.00 96.50 213.33 127.74 1.00 81.62 213.33 127.74 1.00 96.50 213.33 127.74 1.00 81.62 213.33 127.74 1.00 96.50 213.33 127.74 1.00 Rm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Desi ·n OK' . 0.224: 1 W12x35 16.783 k 75.0 k +D+0.750Lr+0.750L +H 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 7.19 112.50 75.00 16.53 112.50 75.00 10.64 112.50 75.00 16.78 112.50 75.00 14.20 112.50 75.00 16.78 112.50 75.00 14.20 112.50 75.00 16.78 112.50 75.00 • Dsgn. L = 23.00 ft I!!'' +D+0.750L +0.750S+0.5250E+H Dsgn. L = 23.00 ft 1 0.639 0.189 81.62 81.62 213.33 127.74 1.00 1.00 14.20 112.50 75.00 OveraUMaximum Deflections • Unfactored Loads Load Combination Span Max."-" Def! Location-in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1.3342 11.615 0.0000 0.000 File: J:\2012\12051-0_054 Aimy, Navy Academy\Calcul.itions\Gravity Framinglffaining.ec6 ENERCALC, INC.1983-2011, Buikf:6.12.6.12, Ver:q.2.00.0 ---<, -.. ~'SJ,;-.,,/. Description : FB 3 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 19.981 19.981 DOnly 7.188 7.188 L Only 9.344 9.344 Lr Only 3.450 3.450 L+lr 12.794 12.794 D+Lr 10.638 10.638 D+L 16.531 16.531 D+L+Lr 19.981 19:981 • • File: J:\201 ;1\12051-0054 Army Navy Academy\Calculations\Gravity Framing\framing .ec6 . ALC, ll'JC.J983-2Q11, Buikt6.12.6.J2, Ver:6.2.0Q.O CODE REFERENCES Calculations per NOS 2005, IBC 2009, CBC 2010, ASGE 7-05 load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb -Tension Fb-Gompr Fe -Prll 2900 psi 2900psi 2900 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : iLevel Truss Joist Fe -Perp : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling .. D(0.391) Lr(0.391) 00.052 L0.13 3.5x14.0 750 psi 290 psi 2025 psi Ebend-xx 2000 ksi Eminbend -xx 1016.535 ksi Density 32.21 pcf D(0.18) Lr(0.18) '.- Sp~n = _1(3:0_f! ._A_,p~p_li_e_d_L_o_a_ds ______________________ S_e_rv_ic_e_lo_a_ds_en_te_r_ed_._L_oa_d_F_a_ct_o_rs_w_il_l b_e_a_p_pl_ie_d_fo_r_ca_lc_u_la_ti_on_s_. Uniform Load : D = 0.0260, L = 0.0650 ksf, Tributary Width = 2.0 ft Point Load: D = 0.180, Lr= 0.180 k@ 14.0 ft Point Load: D = 0.3910, Lr= 0.3910 k@ 3.0 ft · _DESIGN SUMMARY _ Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ma~imum Deflection Max Downward L +Lr+S Deflection Max Upward·L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = ~ . -~ o.23g 1 3.5x14.0 692.44psi 2,900.00psi +D+L+H 7.760ft Span# 1 Maximum Shear Stress Ratio Section-used for this span fv: Actual 0.146 in Ratio= 0.000 in Ratio= 0.220 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1311 0 <360 871 0 <180 Maximum Forces & Stresses for LQad Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb +D Length= 16.0 ft 0.089 0.074 1.000 1.000 1.000 1.000 1.000 1.000 2.46 257.70 +D+L+H f.ooo 1.000 1.000 1.000 1.000 Length= 16.0 ft 0,239 0.168 1.000 1.000 1.000 1.000 1.000 1.000 6.60 692.44 +D+Lr+H· 1.000 1.000 1.000 1.000 1.000 • Length= 16.0ft 0.119 0.110 1.000 1.000 1.000 1'.000 1.000 1.000 3.30 345.96 +D+0.750Lr+0.750L +H 1,000 1.000 1.000 1.000 1.000 Length= 16.0ft 0.223 0.171 1.000 1.000 1.000 1.000 1.000 1.000 6.15 645.66 +D+0.750L +0.750S+H 1.000 1.000 1.000 1.000 1.000 -Length= 16.0 ft 0.201 0.144 1.000 1.000 1:000 1.000 1.000 1.000 5.56 583.46 = 0.171 : 1 3.5x14.0 = 49.71 psi = 290.00 psi +D+O. 750Lr+O. 750L +H = 0,000ft = Span# 1 Sh ear Values Fb V fv Fv 0.00 o.oo 0.00 0.00 2900.00 0.70 21.37 290.00 0.00 0.00 0.00 0.00 2900.00 1.59 48.75 290.00 0.00 0.00 0.00 0.00 2900.00 1.04 31.78 290.00 0.00 0.00 0.00 0.00 2900.00 1.62 49.71 290.00 0.00 0.00 0.00 0.00 2900.00 1.37 41.90 290.00 • • File: J:\2012\1205.1-0054·Army Navy Academy\Calculations\Gravity Framing\framing.ec6 ENERC.I\LC, INC. 1983:-2.01-1, Build:6.12.6.12, .Ver:6.2.00.0 . Description : FB6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb Fb V fv Fv +D+O. 750Lr+O. 750L +O. 750W+H 1.006 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.223 0.171 1.000 1.000 1.000 1.000 1.0QO 1.000 6.15 645.66 2900.00 1.62 49.71 290.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.201 0.144 1.000 1.000 1.000 1.000 1.000 1.000 5.56 583.46 2900.00 1.37 41.90 290.00 +D+O. 750Lr+O. 750L +0.5250E+H 1.000 . 1.000 1.000 1.000 1,000 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.223 0.171 1.000 1.000 1.000 1.000 1.000 1.000 6.15 645.66 2900.00 1.62 49.71 290.00 +D+O. 750L +O. 750S+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.201 0.144 1.000 1.000 1.000 1.000 1.000 1.000 5.56 583.46 2900.00 1.37 41.90 290.00 Overall-Maximum·Deflectioils · Unfactored Loads Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Dell Location in Span D+L+Lr Vertical Reactions -unractored Load Combination Overall MAXimum DOnly L0nly Lr Only L+Lr D+Lr D+L · D+L+Lr Support 1 2.136 0.756 1.040 0.340 1.380 1.096 1.796 2.136 0.2204 Support 2 1.918 0.647 1.040 0.231 1.271 0.878 1.687 1.918 7.920 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 • • ~FORTE. + 0 MEMBER REPORT Level, Floor: FB9 1 piece(s) 3 1/2" x 14" 2.0E Parallam® PSL Overall Length: 1 O' 8" 10' m + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;'Drawing ·is Conceptual . Q~sigi) ~~sult~: .. ~lliOtoc;ati,oiJ ~lci"(ed ~·~ Lj)_F . ;~~ ~6r:n~,~~qn(~~ffi) '• Member Reaction (lbs) 5790@ 2 1/2" 6016 (2.75") Passed (96%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 4245 @1' 6" 9473 Pi!ssed {45%) 1.00 1.0 D + 1.0 L {All Spans) Moment (Ft-lbs) 14542 @5' 4" 27162 Passed (54%) 1.00 1.0 D +, 1.0 L (All Spans) Live Load Deft. (In) . 0.145@5' 4" 0.342 Passed (L/848) --1.0 _D -i-1.0 L (All Spans) Total Load Deft. (in) 0.206 @5' 4" 0.512 Passed (L/597) --1.0 D + LO L (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required.to achieve member stability. . 1-Studwall-DF 4 .. QO" 2.75" 2.65" I 1144 4160 s904 1 1/4" Rim Board 4.00" 2.75" 2.6s" I 1144 4160 5904 11/4" Rim Board • Rim Board is assumed to carry· all loads applied directly.above it,.bypassing the member being-designed . j:J~'i,lye (t!)(i) Cp"!l1Ji!!lt5 1 -Uniform(PSF) o to 10' 8" 12· I 26.0 65.0 Residential -Uvmg Areas Weyerhaeuser warrants that the sizing of its products wlll be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woo_dbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The'deslgner of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products.manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry,standards. The product application, input design loads, dimensions and support informatiori have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD <fl> SUSTAINABLE FORESTRY INITIATIVE ----------------r---------------------, Forte Software Operator :ust rl 1/'/i:;, OCI ,619/ 234 0501 1we1@,'dci~engineer3. r:.o!), Job Notes 10/9i2012 4·53:08 PM Forte ,4.0 Design Engine· V5.6 1 203 framing.4te Page 24 of 36 ~FORTE + 0 MEMBER REPORT Level, Copy of Floor: FB9 1 piece(s) 3 1/2" x 14" 2,0E Parallam® PSL Overall Length: 1 O' 8" 10' [] J d + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual i:>.~sigo:.t~~u1):s · · ~!~l.oc!!~C!'!. _· ~ll)wecl_ ''Re~lt -:·(ti~ . ~<!::~o.t11ii~;i~~ (Pi\ttem> · Member Reaction (lbs) 5790@ 2 1/2" 6016 (2.75") Passed (96%) --. 1.0 D + 1.0 L (All Spans) Shear (lbs). 4245@ 1' 6" 9473 Passed ( 45%) 1.00 1.0 D + )..0 L (All Spans) Moment (Ft-lbs) 14542 @5' 4" 27162 Passed (54%) 1.00 .1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.145 @5' 4" 0.342 Passed (L/848) --1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.206 @5' 4" 0.512 Passed (L/597) --1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 1 -Stud wall -DF 4.00" 2.75" 2.65" 1744 4160 5904 11/4" Rim Board 2 -Stud wall -DF 4.00" 2.75" 2.65" 1744 4160 5904 1 1/4" Rim Board • Rim Board is assumed to carry aU-loads applied directly above it, bypassing the member being designed . PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD • } ,--=--,-~.,.-,--,--,,--~-....,.,----,-,--li_-,ri,_b,_-..... -._. __ ,ry--,,-----,-----,,-.,~--,--~~~~ ~ u... Oead FIQ9.1' i,ive t:o,~~f:_ ~tiori . )Yilf.th ioioj <~-_qq> c~!"~-~: • 1 -Uniform(PSF) O to 10' 8" 12' _26.0 65.0 Residential -Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser·product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details . . (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Sqyash Blocks) are not deslgned·by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dim~nsions and support information have been provided by Forte Software Operator ~ SUSTAINABLE FORESTRY INITIATIVE ---------------.--------------------, Forte Software Operator Just1r Wti:1 DCI Job Notes 10!912012 4'53.08 PM F0r1e ·14 0 Des19n Engine· \/5.6 1 203 frammg,4te (619) 23"--050! )\'\'e1@dc1-ergmeers (Orr Page 25 of 36 • -~ ~!FORTE + 0 MEMBER REPORT Level, Floor: FB10 1 piece(s) 3 1/2" x 14" 2.0E Parallam® PSL Overall Length: 7' 2" 6' 6" + 0 All locations are measured from the outside face of left-support ( or left cantilever end). All dimensions are horizontal. ;Drawing is Conceptual .. Al!~ Member Reaction(lbs) 4486 @21/2" 6016 (2.75") Passed (75%) --1.0 D + 1.0 L (All Spans) Shear (ibs) 2686 @5' 8" 9473 Passe9 (28%) 1.00 1.0 .D + 1.0 L (All Spans) Moment (Ft-ibs) 7343 @3' 7" 27162 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Def!. (in). 0.039@3' 7" 0.225 Passed (L/999+) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.055@3' 7" 0,338 Passed (L/999+) --1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All e<impression edges (top and bottom)-must be braced at 6' 111/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. s~t,;~~rts· · .. ,-,"!':_.o • 1 -Stud·wall -DF 4.00" 2.75" 2.05" 1358 3261 4619 11/4" ~Im Board . 2·-Stud wall -DF 4.00" 2.75" 2.05" 135_8 3261 4619 11/4" Rim Board I 1 -Uniform(PSF) 0 to 7' .2" 14' 26.0 65.0 Residential -Living Areas PASSED bt Z,l( System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology ; ASD 1-'-w-"::"'.~""'y""~"")"':n."":~""::!!'-'-~u-"· .~'-'-·:e""::r"-' :.;_~"'~g"'_t""·~,_$ ... : ~---·~-~~~~~-'-~--'-'---"--~~-~---'-~~·~·"--'·---"~-'-"--'-~'-'-~-------'-l ~ SUSTAINABLE FORESTRY iNITIATIVE Weyerhaeuser warrants that the·sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocklng·Panels and Squash Blocks) are no~designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information·have been provided by Forte Software Operator -----------------,--------------------, Forte Software Operator 1US'' n -\,/'./(::1 DC! 1619) 234-0$01 p.,ve1@·dci-engineers com Job Notes 10;9,2012 4.53.08 PM Forte v,~ ') Design Engine: \/5 6.1.203 fram,ng4le Page 26 of 36 ~FORTE. MEMBER REPORT Level, Floor: FB11 1piece(s)51/4" x 14" 2.0E Parallam® PSL Overall Length: 22' 1 1/2" + 0 -------------------------------____ ,_,_,,,_ --- I = ~ ~ ;j 13' ;,_:] 8' -1 B [TI [fil All locations are measured from the outside face of left support (br left cantilever end). All dimensions are horizontal. .o~sJe.,:-iJeiu.it!; ~ ~_,ar~l!~ -~lo~---~!~. -~P~ · :·~.c1: ~Q.~~!~i.~a~;c~~i-~i Member Reaction (lbs) _ .18017 @ 13' 6 3/4," 18047 (S.50") Passed (100%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 8337 @12' 2" 14210 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -21696 @ 13' 6 3/4" 40743 Passed (53%) 1.00 1.0 D + 1.0 l (All Spans) Live Load Defl. (in) 0.189 @ 6' 413/16" 0.445 Passed-(L/846) _ --1.0 D + 1.0 .L (Alt Spans) Total Load Deft. (in) 0.274 @ 6' 4 3/16" 0.668, Passed (L/586) --1.0 D + 1.0· L (Alt Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be .braced at 21' 11" o/c unless detailed otherwise. ·Proper attachment and positioning of lateral bracing is required to achieve member stability. · • -434 lbs uplift at support 3. Strapping or other restraint may be required. -S~pp9it~· :. _. '_/' - 1 -Stud wall -DF 4.00" 2.75" 2.20" 2386 49501• 7336/-124 124 11/4" Rim Boara 2 -Stud wall -DF 5.50" 5.50" 5.49" 6039 11979 18018 None + 0 PASSED bt2..17 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD • \'-3--s_tu_d_w_a_l~I -_D_F ______ __.__4_.o_o_" _,_ __ 2._7S_" _ _.__1._5_0"_L__9_9_s _ _,___3,..,36"'6""1·_L4_3_6_1/_-_12_9_9_,__1_1_/4_"_Ri_·m_Bo_a_rd ____ _, r 1299 • Rim Board Is assumef] to carry all loads applied directly above 1t, bypassing the member being designed. ., 1 -l,Jniform(PSF) o_ to 22· 1 112" TribubtY _ iv111~ 13' ,Dead .co:~>.- 31.0 i=looi-ouve --(~;oi>) -:4>.iifue!i_ts: ._ 65.0 Residential -_ Living Areas Weyerhaeuser warrants that the sizing of its products will be In accordance with. Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use-of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of.record,.builder or framer is responsible to assure that this calculation is compatible with the overall project. Products.manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application_, input design loads, dimensions and support information have been provided by Forte Software Operator irj> SUSTAIN0BLE FORESTRY INITIATIVE :=F=or=te==So=·ft=w=a=re=O=p=e=r=at=o=r =~----~---_-_-_-_-_-_-_-_-_..~_-J~o_b-N~ot_e_s __ ~~~---_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-]~ 1Js:,r1 1.,\•.:.1 DCI 10,10/2012 8'47:34 AM Forte ,4 0, Design Engine. V5 6.1 203 framing.4te 06 l\'t: 234-0501 Page 1 of 1 ~FORTE-MEMBER REPORT Level, floor: FB12 1 piece(s) 7" x 14" 2.0E Parallam~ PSL PASSED Overall Length: 24~ 8" • • . ~--- + 0 + 0 J 24' ill All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ;Drawing is Conceptual ; (>_esigit~e§git~r . . Ag.u!l-·.~~oii _ A/1,GWeg, . Re~lt-'\i>t :~;: ~~~§.!J~~ti,~ (~i.wfiif. Member Reaction (lbs) 5659 @2 1/2" 12031 (2. 75") Passed (47%) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 4_924@ 1' 6" 18947 Passed (26%) 1.00 1.0 D + 1.0 L (All _Spans) Moment (Ft-lbs) 31983 @ 11' 8 15/16" ,54324 Passed (59%) LOO 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.466 @ 12' 1 1/2" 0.808. Passed (l/625). _ --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (In) 1.107 @ 12' 2 7/16" 1.212 Passed (L/263) --1.0 D + 0.75 L + o)s Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ~r.fop' . ~s:~~p~(ibs): -. . ; ~Y!lila~e . ~ulrecj ii: .. : ~; ? · ·. 1'~i: ~gj~~ries 1 -Stud wall -DF _ 4.00" 2.75" 1.50" 3234 _ 2408 888 6530 _11/4" Rim Board 2 -Stud-~all -OF 4.00" 2.75" 1.50". 2937 1608 888 5433 1 1/4" Rim·Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. 1 -Uniform(PSF) 0 to 24' 8" 2 -Uniform(PSF) 0 to 16' Trl~~ry . wid~ 6' - 2' 31.0 26.0 f!oorl,lve (:J,,00)'. 12.0 70.0 ~-Li~ ("9rij¥jvI i-~~ . ¢oml_l)e!I.~ . _ 12.0 Residential -Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for'installation details. (www.woodbywy.com) Accessories (Rim-Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record,-builder or framer is responsible to assure that this calculation is compatillle with the overall project: Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have-been provided by Forte Software Operator ,1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD «}) SUSTAINABLE FORESTRY INITIATIVE ------------------,--------------------, Forte Software Operator 1,...:£"Un V'J'&i OCi !613) 13'1-0501 1v1e1@·dcr sngmeer5.\0m Job Notes 10/9/2012 4 53:08 PM F011e v4.0 Design Eng1•1e \/5.6.1.203 framing.4te Page 28 of 36 ~FORTE. MEMBER REPORT Level, floor: FB13 1 piece(s) 3 1/2" x 14" 2.0E Parallam® PSL PASSED Overall Length: 24' 1 1 /2" • • • + 0 t ~ """ , m 9' ~ t l: !fil 14' + 0 All locations are measured from -the outside face of left support ( or left cantilever end). All dimensions are horizontal. ;Drawing is Conceptual .1>esigii,tes.~its ~ai @,Lota~~ ~·o'~ Member Reaction (lbs) 6937 @ 9' 6 3/4" 8181 (5.50") Shear (lbs), 3806 @ 10' 11 1/2" 9473 Moment (Ft-fbs) 9983 @ 17' 10 3/8" 27162 Live Load Deft. (in) 0.075 @ 17' 2 15/16" 0.478 Total Load·Defl. (in) 0.255@ 17' 3 1/4" 0.718 • Deflection criteria: ~L (l/360) and TL (l/240). .~.i~. Passed (85%) Passed ( 40%) Passed (37%) Passed (l/999+) Passed (l/676) Loi=· 1.00 ·1.00 "9!i(: ~g\tt~!ia~dp,(i!,i~~~r=,/i~f~--·------1 1.0-D + 0.75 L + 0.75 Lr (All Spans) i.o D + 1.0 L (All Spans) 1.0 o' + 1.0 L (Alt Span-s~)------< 1.0 D + 0.75 L + 0.75,Lr (Alt Spans) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Bracing (Lu): All compression edges (top and bottom) must be braced at 23' 11" o/c unless detailed.otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. · • -680 lbs uplift at support 1. Strapping or other restraint may be required, System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD , $µpptirts . ,;:,· "-, · tota1,: Avalla&le , -~~ire;il : ~-···.~ , . Floor' .. , -Roof " .· T~J ·-~ctes. --~-)ie§l __ . uvt!-. uve . """-~~~~-'--I f-1_-s_tu_d_w_a_l_l -_D_F __ -'--------+-4_.o_o_" ___ 2._75_"_-+-_1._5_0'_' __ -_3_93 __ 5_7_5/_-2_0_3-+_-_16_0_+-_5_75~/_-7_5_6-t-_1 _1/_4_" _Rim Board .2 -Stud wall -·SPF 5.50" 5.50" 4.66" 4683 1998 1007 7688 No.ne ~3_-~s_tu~d_w_a_ll_-_D_F_~----~-4_.o_o'_' ~-2_._75_"_~_1._63_"_~_2_5_35_~_81_9_/-_2_6~_5_8_9_~~3_94_3_/-_2_6 ~-1 _l/_4_" _Rim Board • Rim· Board.is assumed to, carry all·loads·applied directly above it, bypassing the member being designed. 1 -Uniform(PSF) O to 24' 1 1/2" 2 -Uniform(PSF) 9' to 23' 111/2" , 3 -Uniform(PLF) 9' to 23' 11 1/2" 1)i!>~IY . w.1~11). 2' 8' N/A 26.0 3i".o 100.0 FIOQt''Uye (;!,.O"). 65.0 Roof-Uve .. . . . . .tno/i-s!'"'\Y'·i,~sJ. ·t:o.tri'.m~~ts. Residential -Living Area_s __ ----1 12.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designect·by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standari:ls. The product application, input design loads, dimensions and support information have been provided by Forte Software.Operator i1f; SUSTAINABLE FORESTRY INITIATIVE ----------------.----------------,--------, 10/9,2012 4 ·53:08 PM Forte v4 0 Design Engine: \15 6.1.203 framing 4te Forte Software Operator ,1.:0lifi \fl.'e.1 DCI t6'9) :::34-0501 1we1@1dci-engtneer5.ccm Job Notes Page 31 of 36 • .\ ~FORTE. + 0 MEMBER REPORT Level, floor: FB14 1 piece(s) 7" x 14" 2,0E Parallam® PSL Overall Length: 23' 8" l 23' m + 0 J ~ 'f} 81 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Member Reaction (lbs) 5649 @21/2" Shear (lbs) 4968 @22' 2" Moment (Ft-lbs) 32470 @ 11' 10" Live Load Deft. (in) 0.454@ 11' 10" Total Load Deft. (in) 1.027@ 11' 10" • Deflection criteria: LL (l/360) and TL (l/240). 12031 (2. 75") 18947 54324 0.775 1.163 Passed ( 4 7%) Passed (26°/o) Passed (60%) Passed (L/614) Passed (L/272) --1.0 D + 0.75 L +.0.75 Lr (All Spans) 1.00 1.0 D + 1.0 L (All Spans) 1.00 1.0 D + 1.0 L (All Spans) 1.0 D + 0.75 L + 0.75 Lr (All Spans) 1.0 D + o:?5 L + o.75 Lr (All Spans) • Bracing (Lu): All compression edges (top and bottom) must be braced at 23' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability, 1 -Stud wall -OF 2 • Stud wal/ • OF ,~rl_f!il to1a1 · · Ava11a~1~ 4.00" 2.75" 4~0011 2.75" •• 1" - _!-oads.~.SU!)_~ (IJ>st. ·> .. ~"'·~ · ~11' i~~ ., .. ~-1'. ,.~~L :~~#.i.tl.. L50" 3176 2508 852 6536 11/4" Rim Board LSO" 3142 2416 852 6410 1 1/4" Rim Board • Rim Board is assumed.to carry all loads applied directly above it, bypassing.the member being designed . . Tl'!!Jutary. W!!lth i>eacl -. ,.. .(0.90) _ -1:IOC!r'-L,lve_: R6ofi.i .. ·· (~.o~>.. . '~~n~~;~*~), i:~.m~ii~ 1 -Unifonn(PSF) Oto 23' 8" 6' 31.0 12.0 12.0 Residential -LiVing Areas 2 -Uniform(PSF) 0 to 23' 2' 26.0 70:0 Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and publis~ed design values. Weyerhaeuser expressly disclaims any other warranties·related to the software. Refer to current Weyerhaeuser literature for installation details. , (www.woodbywy.com) Accessoiies (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority haVing jurisdiction. The designer cif record, builder or framer is responsible to ·assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry·standards. · · The product application, input design loads! dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE ----------------.---------------------, Forte Software Operator DCI (619) Z:?--1-(•50 I 1we:1@',jc1.eng1netrs r,:m, Job Notes 10/912012 4 53:08 PM Forte v4.0 Design Eng111B: V5.6.1 203 framing .Jte Page 30 of 36 ~FORTE' + :o MEMBER REPORT Level, floor: FB15 1 piece(s) 3 1/2" x 14" 2.0E Parallam® PSL Overall Length: 9•· 8" 9! + 0 All locations are measured from the outside face of left support (o~ left cantilever end). A!I dimensions are horizontal.;Drawing is Conceptual )>'~si'iinJies~li:~: :: -~"I., ~ti!>fl ' .;i,~V'~. ~~J! -. L,_DF J~~=:!.~mb!f!i!ijli6'c,P!l.~h1} -- Member Reaction (lbs) 2671@21/2" 6016 (2.75") Passed (44%) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 1691 @1' 6" 9473 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5426@4' 10" 27162 Passed (20°/o) 1.00 1.0 D + 1.0 L (All Spans) _ Live Load Deft. (in). 0,024 @ 4' 10" 0.308 Passed (l/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Deft. (in) 0.072@4' 10" 0.463 Passed (l/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflecbon criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. l -Stud wall -OF 4.00" 2.75" 1.50" 1822 628 580 ~030 l 1/4" Rim Board 2 -Stud wall -i?F 4.00" 2.75" 1.50" 1822 628 ·580 3030 l 1/4" Rim ~oard • Rim Board is assumed to carry all loads applied-directly above it, bypassing the member being designed • • .--0~--~--c-,,,.-',,.-',--',-----r-_ .~11-ri,-b-uta~--ry~ . .----Dead-_-;-~-!'-loor-___ ~--l,i-ve-c.:c-.--~Roof~ .. ~--""";u~ve-__ ""_ --.----~,---~---~ · Loads -. ~~llfl _i1_~~ · co,9QJ _ c1,~1 --c~~~!"c' i,~r t~ii!~,i~ - 1 -Uniform(PSF) o to 9' 8" 2' 26.0 65.0 Residential -Living ~reas 2 -Uniform(PSF) Oto 9' 8" 10' 31.0 12.0 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC Design Methodology : ASD f'-·we..:.~::c-~"':'y_"-',e""J"'-fl:._,~'-"~'-"~'-"$"'~"'_t""N~:·"'.QJ:"'.e~-:-_"-5---~:'-'---'----'----'---..;._-'-'--~'-'--'----'~--"'---~-~--'-~--=-~--'-'---'---'-'--!. ?fl>sUSTAINABLEFORESTRYINITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria ana published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking P~nels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, ·input design loads, dimensions and support information have been provided by Forte Software Operator • ------~---------~------------------~ Forte Software Operator ,--~t.., \A't; DC! Job Notes 10/9,2012 4·53:08 PM Fo11e ;4 0 Design Erig1ne: \t5.f.1.203 framfr,g.-Ue Page 32 of 36 ~FORTE. + 0 MEMBER REPORT Level, floor: FB16 1piece(s)51/4" x 14" 2.0E Parallam® PSL Overall Length: 17' t t.i 4 . ' 8' _ _, m § + 0 J ;...: 8' t;J [fil All locations are measured.from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual . D~jlgo. R~!iql~~. , . '. ~,l:G>-~!ibli i\e~lt · ~~: c~m~,11~ti~,(!'11,t!i!f!h . ' Al!i>~~ .·'LDF· .. . Member Reactio_n (lbs) 8836 @8' 611 8925 (4.00") Passed (99%) --1.0 D + 0.75 L + 0.75-Lr (All Spans) Shear (lbs) 2817@ 9' 10" 14210 Passed (20%) 1.00 1.0 D + 1.0 L(AII Spans) Moment (Ft-lbs) -6291 @8' 6" 40743 Passed (15%) 1.06 1.0 D + 1.0 L (All Spans) Live Load·Defl. (iri) 0.010 @ 4' 5/8" 0.276 Passed (l/999+) --1.0 D + o. 75 L + o. 75 Lr (Alt Spans) Total Load Def!. (in) 0.029 @ 13' 113/16" 0.415 Passed (l/999+) --1.0 D + 0.75 L + 0.75 Lr (Alt Spans) • Deflection criteria: LL (l/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 9 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. · ,~ri~!. ----,· $Qpp_9~s-T!Jti!I Available ·· · Requirecj _P ••• -., -·:. - : .. -~~;~·~11~~·i~L Del\~: ~ '. t':'. . 'L°:1:-. -~-... "'~-~ ,_ Atces~~--. -·-. ---·-"·~-: . --Tota! .<::;-_ 1 -Stud wall -DF 4,00" ,2.75" 1.S0" 1995 499/-54 7;30 3224/-54 1_ 1/4" Rim Board 2 -Stud wall -SPF 4.00" 4.00" 3,96" 6239 1347 . 2114 9700 None 3 -Stud wall -DF 4.00" 2:75" 1.50" 1995 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD • "'"•~Ri_·_m_B_o_ar_d_is-·a~s~su_m_e_d--,toc-c-a-rry-al_l _10-ad_s_a_pp-li .... ed~dl-re~c-tly_a_bo~ve--r-i-t,_b_ypa-ss-in_g_th-re_m_e_m~b_e_r -be-in_g~d-e-si-gn_e_d_. ----,------~--c----, Dead flo« U~•t ~ U~- 499/-54 730 3224/-54 11/4" Rim Board • Tributary· 'Y(ld~ ' (0.,!IP) · (1.00) . -(non-:snow: ~-~~i-' '<;oiii_~nts 1 -Uniform(Ps'F) 0 to 17' 2' 26.0 65.0 Residential -Living Areas 2 -Uniform(PSF). 0 to 17' 17' 31.0 12.0 f-'w"-':'"-'.J!"'-'Y"'.~"")'--'.-11·.,...··a-"¢=~u'-··s"-':'~'--'-j,'-_·:--'l'i"-:o'--':t"'.~'-s----~~-----"~----'-~-'--~-'-~~-=---'---'-'C....C--'--"-~'--'--"~~---'----i ~SUSTAINABLEFORESTRYINITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and, publlshed design -values. Weyerhaeuser expressly disclaims any·other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are-third-party.certified to sustainable forestry standards. · The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator -----------------.---------------------, Forte Software Operator u-:;,n ',t/e DCI t619) 234-0501 we,@dc1-engin€-ers-i:-arn Job Notes -j 10/912012 4 53 08 PM Forte v4 0 Design Engine: V5.6 ·1 .203 frammg 4te Page 33 of 36 ~FORTE' + 0 MEMBER REPORT Level, floor: FB17 1 piece(s) 51/4" x 14" 2.0E Patallam® PSL Overall Length: 17' 2" t ::::.,, B ...... . -""' 8' L_t [i] ~ 8' + 0 All locations are measured from the outside face of lelt support (or lelt cantilever end). All dimensions are horizontal.;Drawing is Conceptual Q~si§if~e~uih: · --·· .. . _Rimll~-'~9.!' ~4':'~:riii>fo~~~X~#irn) ' -Acl!J~FGl,~tion ~lowe4; --· •-"- Member Reaction (lbs) 11411 @8' 7" 13388 (6.00") Passed (85%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 4161@ 10' 14210 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) . -9557 @ 8' 7" _ 40743 P.assed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.027 @4' 2 1/4" 0.279 Passed-(L/999+) --1.0 D + 1.0 L (Alt Spans) total Load Deft. (in) 0.043 @ 13' 1 9/16" 0.419 Passed (L/999+) . --1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing·(LU): All compression edges (top and bottom)-must be braced at 16' 111/2"-o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. · ;' ; -·: '~ -:: I -. _. ·- su '·otts· . _. _.)1P _ _,,_ ". 1 -Stud wall -OF 4.00" 2.75" 1.5_0" 1689 2265/-347 4301/-245 245 2 -Stud wall -SPF 6.00" 6.00" 5.11" 5287 6124 1005 12416 11/4" Rim Board None 3 -Stud wall -OF 4.00" 2.75" 1.50" 1689 2265/-347 4301/-245 1 1/4" Rim Board • --~ ~--,--,,,------,----,--,--~--,,--,,---~~~245~~~~ aJ = Board is assumed to carry all loads applied directly above it, bypassing the member being designed. -~ii 1 -Uniform(PSF) o to 17' 2" 2 -Uniform(PSF) o to 17' 2" "Tributai:Y .. Vil~~ 9' 8' ((!,90} 26.0 31.0 floor Uve c:i,,o.~> 65.0 :Roofi:ive {'!()R~~~: ~~~5), COrrifflertts Residential -Living Areas 12.0 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD r:w~· :'-'-.~-'-'Y."'~~-'-· in"-: :'-a-":~ __ "p=:!,-'; ~--[=";-'~~~-----'~'-S_'"-'------'----'---~---'-~----'"-'-----'-'~-'-----'--~-'--~--'---''-''·-·--·-~--------, <{» SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to.current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or.framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator •-----.-------Forte Software Operator 1ust,r VVE:1 DCI 1\319) 234-050! 1we1@1dc1-eng1reers ("O,,..., Jo!> Notes 10/9i2012 4.53:08 PM Forte v4 0. Design Engine: V5.6.1 203 flam1ng.4te Page 34 of 36 ~FORTE. + 0 MEMBER REPORT Level, floor: FB18 1 piece(s) S 1/4" x 16" 2,0E Parallam® PSL Overall Length: 18' 1 O" 18' + 0 J ~ ,<a;, @ All locations are measured from the outside·face of left support (or left cantilever end). All dimensions are hofizontal.;Drawing is Conceptual Member Reaction (lbs) Shear (lbs) Moment (Ft-lbs) Live.Load Defl. (in) Total Load Defl. (in) 10637 @ 3 1/2" 8642@ 17' 1" 46931 @9' 5" 0.373 @9' 5" 0.861 @9' 5" _Ailo~ 12305 (3.75") 16240 52432 D.608 0.913 -· -~~!t. '·. Passed (86%) --1.0 D + o. 75 L + 0. 75 Lr (All Spans) Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Passed (90%) 1.00 1.0 D + 1.0 L (Alf Spans) Passed (L/587) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Passed (L/254) 1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ~r!~i .. i"o1a1 A;,.iiabi~ . '~.\11~: • '~ii 1 -Stud wall -DF 5.00" 3.75" 3.24" 6092 4520 1695 12307 1 1/4" Rim Board 2 -Stud waU -DF 5.00" 3.75" 3.24" 60,92 4520 1695 12~07 11/4" Rim Board • Rim Board is assumed to cany all loads applied directly above it, bypassing the member being designed. -~~00, .. 1 -Uniform(PSF) Oto 18' 10" 2 -Uniform(PSF) .o to 18' 10" .. Tiib!!~!Y W:!!!~ 6' 15' Dead· co,?iif 26.0 31.0 'Floor:u~-· ·· :ci,.oi>>" 80.0 · ~c~itLlve lnon:-sikl:.;,,_1;2s) ·~1t1.~;,_:- Residential -Living Areas 12.0 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1-'\-"v;·-",--'~"-)-"~)nca:~_""· ~'---·e..,.u"')"',e-"· :r...,::=N~.o""i"'~-'-·~----~~-'----'-~----'-'=--"--~-'----'---,--'----~=--'---'"'-'-"---''-"--'-"~--~--'-l ~ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products wllrbe In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any ot!Jer warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy,com) Accessories (Rim-Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or fi"amer ,s responsible to assure that this calculation is compatible with the overall project. Products manufacg.Jred at Weyerhaeuser facilities are third-party certified-to sustainable forestry standards. The f)roduct application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator 1 .. ,~t,r· 1-Nf:;• DC! {619) 234-0501 :'JJe·@d--:1-e"'gineers com Job Notes 10/912012 4:53:08 PM F-:,rte ,4 0 Design Engine. V5.6 1.203 frammg.4te Page 35 of 36 •,, ~ r 0 E • ~ G'• --i -~\ ---~ ~ ~ ,. "f 1-. ,, ~ ~ 1~ •; \" \ -4------1-------=-------~ ·~ 7v (iv vJ • __. ) - • ~FORTE~ + 0 MEMBER REPORT Level, Roof: LRB1 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length: 13' 7" 13' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) 2515@ 2" 7734 (2.25") Pc1ssed (33%) 1.0 D + 1.0 Lr (All Spans) · Shear (lbs) 2084@ 1' 3" 8960 Passed (23%) 1.25 1.0 D + 1.0 Lr (All.Spans) Moment (Ft-lbs) 8252 @ 6' 9 1/2" . 11050 Passed (75%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.122 @ 6' 9 1/2" 0.442 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) · Total Load Def!. (in) 0.288 @ 6' 9 1/2" 0.663 Passed (L/553) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (1/360) and TL (1/,240). + 0 • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral !:)racing is required to achieve member stability. · • Applicable calculations are based on NDS 2005 methodology. Weyerhaeuser warrants thaMhe sizing of its products will be in accordance with Weyerhaeuser product design criteria and published de?ign values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design-professional" as determlned·by the authority having Jurisdiction. The ·designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are-third-party certified to sustainable forestry standards. · · The product application, input design loads, dimensions and support information have ~n provided by Forte Software Operator •-----.----------, PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1ustin We, DCI Job Notes 10/10/2012 9:13:39 AM · Forte v4.0. Design Engine: V5.6.1.203 framing.4te (619) 234-0501 1v.,e1@dci-~ng1neers com Page 1 of 1 • ~FORTE" + 0 MEMBER REPORT Level, Roof: LRB3. 1piece(s)51/4" x 7" 1.SE Parallam® PSL I:- ,I 1L' :i-r [I] Overall Length: 6' 7" 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 10"¥s1an:~s::mu,,,,~7,-.. ::' ;'.·)c,-I•i~UJcal:ciii[::, -~~;;} . -~~);;~::I"·-::·:':·. ~.,, ':u>:f:" :~feoiii&i1itifinl6tteffi1:·,ZfI:::y3£;;c;, Memb!!r Reaction (lbs) 2460 @ 2" 7809 (3.501') Passed (32%) 1.Q D + 1.0 Lr (All Spans) Shear (lbs) 1806 @ 5.' 8 1/2" 7044 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 3650@ 3' 3 1/2" 11854 Passed (31%) 1.25 1.0 D + 1.0 Lr (All Spans) Live LCJad Defl. ·(in) Q.046 @ 3' 3 1/2" 0,208 Pa1ised (L/999+) 1,0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.108 @ 3' 3 1/2" · 0.313 Passed (l/696) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu).: All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and·positioning of lateral bracing is required to achieve member stability. Blocking 2 -Stud wall -SPF 2460 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 1 -Uniform(PSF) Oto 6' ?" PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : !BC Design. Methodology : ASD Member Pitch: 0/12 ""~V/,:;:'i;:)'2:i::1l~'fh~··'~~~',J;lui:l;{~::;;}.r::,_:N3i:U·l>ti:,:. ~;;:~,!!~:.;]ii'"";'"'",' ==~~~.,,;_,_:.,;.:.,:£.:.:~~~~::.L,::,,:::a:~~~;.;.,,::~~~=~~~=~~"""ii.:2~~£:!.~~ ~ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this·software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or fram_er is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeu~er' facilities are third-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator •-~-------r------.----Forte Software Operator Job Notes 1ustin We, OCI (619) 234,0501 1wei@dci-engineers com 10/10/2012 9:34:30 AM Forte v4.0. Design Engine: VS.6.1.203 framing.4te Page 1 of 1 Description : Exterior Wail -2nd Floor studs Cod_e References Calculations per 2005 NOS, IBC 2009, CBC-2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 _General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft Wood Species. Wood Grade Douglcis Fir -Larch No.2 Fb -Tension 900.0 psi Fb -Compr 900.0psi Fe -Prll 1,350.0 psi Fe -Perp 625.0 psi Fv Ft Density 180.0 psi 575.0 psi 32.~10 pcf File: J:\2012\12051-0054.Army Navy Academy\Cali:u]ations\Gravity Framing\fr~mirig.ec6 .ENE;~CA_LC, LNG-. -19aq,2011, BJJikl:6.J2,6.12, Ver:6.2.0Q.O Wood Section Name 2x6 &. i ~ '::,,-c.. Wood Gratjing/Manuf. Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Ix ly 1.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 8.250 in"2 Cf or Cv for Compression 1.1 O 20. 797 in"4 Cf or Cv for Tension 1.30 1.547 in"4 Cm : Wet Use Factor Ct: Temperature Factor 1.0 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0. 580.0 Axial Kf: Built-up columns 1.0 Basic Minimum 1,600.0 ksi Use Cr: Repetitive? Yes Brace condition for deflection (buckling) along columns : Load Combination 2009 I BC & ASCE 7-05 X-X (width) axis :Fully braced against buckling along X-X Axis Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 Applied ~oads Service loads entered. Load Factors will be applied for calculations. Column self weiaht included : 20.299 lbs * Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 11.0 ft, D = 0.3850, Lr= 0.2660 k BENDING LOADS ... wind: Lat. Uniform Load creatinQ Mx-x, W = 0.0250 k/ft DESIGN SIJMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.4787: 1 Load Combination +D+W+H Governing NDS Forumla Comp+ Mxx, NOS Eq. 3.9-3 Location of max.above base 5.463 ft Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.1375 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... --r-- 0.1375 k 0.0 k At maximum location values are ... Applied Axial Applied Mx Applied My Fe : Allowable 0.4053 k 0.3781 k-ft 0.0 k-ft 706.10 psi Along Y-Y 0.2502 in at 5.537 ft above base PASS Maximum Shear Stress Ratio = l:.oad Combination Location of max.above base Applied.Design Shear Allowable Shear Load Combination Results Load Combination +D +D+Lr+H +D+O. 750Lr+O. 75oL +H +D+W+H +D+0.750Lr+O. 750L +0. 750W+H +D+0.750L +0.750S+0.750W+l-l +D+O. 750Lr+0.750L +0.5250E+H +0.60D+W+H for load combination : W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression 0.09259: 1 +D+W+H 0.0 ft Cf or Cv: Size based factors 1.300 1.100 1.q.66.7.psi 180.0 psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location . 0.06958 PASS 0.0 ft 0.1152 PASS 0.0ft 0.1038 PASS 0.0 ft 0.4787 PASS 5.463 ft 0.3774 PASS 5.463 ft 0.3602 PASS 5.463 ft 0.1038 PASS 0.0 ft 0.4640 PASS 5.463 ft Maximum Shear Ratios Stress Ratio 0.0 0.0 0.0 0.09259 0.06944 0.06944 0.0 0.09259 Status PASS PASS PASS PASS PASS PASS PASS PASS Location 11.0 ft 11.0 ft 11.0 ft 0.0 ft 0.0 ft 0.0 ft' 11.0 ft 0.0 ft • Description : Exterior Wall -2nd Floor studs Maximum Reactions • Unfactored Load Combination DOnly Lr Only WOnly D+Lr D+W D+Lr+W X-X Axis Reaction @Base @Top k k k k k k File: J:12012\12051~0054 Army Navy Academy\Ca]i:ulatians\Gravity Framinglfram[ng.ec6 EN.ERCALC"INC: J g·a:i..2011, ~uild:6.12.6.12, \(er:6.2.00.0 Y-Y Axis Reaction @Base @Top 0.138 0.138 0.138 k k 0.138 k k 0.138 k 0.138 k • • 8 Note: Only non-zero reactions are listed. Axial Reaction @Base 0.405 k 0.266 k k 0:671 k 0.405 k 0.671 k Maximum Deflections for Load Combir:iations • Unfactored Loads Load Combination DOnly Lr Only WOnly D+Lr D+W D+Lr+W Sketcbes ..; . ;,( ,·;,, 2x6 .LJ 1.50 in Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Max. y:y Deflection 0.000 in 0.000 in 0.250 in 0.000 in 0.250 in 0.250 in 003 Distance 0.000 ft 0,000 ft 5.537 ft 0.000 ft 5.537 ft 5.537 ft M!>OO<Loads Loads are total entered value. Arrows do not reflect absolute direction. • • File: J:12012112051-0054 /vmy N~vy AcadeinyiC9lculatidn~\Gravity.Framing\framJng.ec!l . . . ENJ;)<.Cl,\LG, iNC. 198~4~1,1, B~ilQ:!lJ 2.6.12,\Jer:.6.-2,0.0,0 Code References Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft I {; Wood Section Name 2x6 6!,_ l.b c>ec. Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn . . . Wood Species Wood Grade Douglas Fir -Larch No.2 Exact Width Exact Depth Area 1.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 Fb • Tension 900.0 psi Fv 180.0 psi 575.0 psi 32.210 pct 8.25 in112 Cf or Cv for Compression 1.10 Fb • Compr 900.0 psi Ft Density Ix 20. 797 in114 Cf or Cv for Tension 1.30 Fe· Prll 1,350.0 psi Fe· Perp 625.0 psi E : Modulus of Elasticity ... Basic Minimum x-x Bending y-y Bending 1,600.0 1,600.0 580.0 580.0 Load Combination 2009 IBC & ASCE 7-05 ly Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Axial Kf: Built-up columns 1,600.0 ksi Use Cr: Repetitive? Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced·against buckling along X-X Axis 1.0 1.0 1.0 1.0 ·.,. Yes Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 Applied Loa.d.s Column self weiQht included : 20.299 lbs * Dead Load Factor AXIAL LOADS . . . . Roof: Axial Load at 11.0 ft, D = 0.3850, Lr:::: 0.2660 k Floor: Axial Load at 11.0 ft, D = 0.2760, L = 0.690 k BENDING LOADS ... wind: Lat. Uniform Load creatinQ Mx-x, W = 0.0250 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.5086 : 1 Load Combination +D+W+H Governing-NOS Forumla Comp+ Mxx, NOS Eq. 3.9-3 Location of max.above base 5.463 ft At maximum location values are ... Applied Axial Applied Mx Applied My Fr.: AllowahlP. PASS Maximum Shear Stress Ratio= Load Combination -1:ocation·of·max·.above·base Applied Design Shear Allowable Shear Load Combinati.on Results 0.6813k 0.3781 k-ft 0.0k-ft 706.10 [l$i 0.09259: 1 +D+W+H ·0.(;lft 16.667 psi 180.0 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.1375 k Bottom along Y-Y 0.1375 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections •.. Along Y-Y 0.2502 in at 5.537 ft above base for load combination l W Only Along X-X ' 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calcuJate all9wable stresses ... Bending Compression Cf or Cv: Size based factors 1.300 1.100 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +ci +D+L+H +D+Lr+R +D+0.750Lr+0.750L +H +D+O. 750L +0.750S+H +D+W+H +D+O. 750Lr+O. 750L +0. 750W+H Stress Ratio Status Location 0.1170 PASS 0.0 ft 0.2354 PASS 0.0 ft 0.1626 PASS 0.0 ft 0.240 PASS 0.0 ft 0.2058 PASS 0.0 ft 0.5086 PASS 5.463 ft 0.4773 PASS 5.463 ft Stress Ratio Status Location 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.09259 PASS 0.0 ft 0.06944 PASS 0.0 ft • • Description : Exterior Wall -1st Floor studs ~oad Combination Results 'File:· J:,\2012114051-0054 Army Navy Ai:ad~my\!;:alc~laJions\Gravity'Fn!ming\frari)ing,.ec6 Et;IERGt:LC,.JNC. J983:2.011 "Builcj:_6.12.6.12, Ver:6.2.00.0 Maximum Axial+ Bending.Stress Ratios Maximum Shear Ratios Load Combination +D+0.750L +0.750S+O. 750W+H +D+0.750Lr+0.750L+0.5250E+H +D+O'. 750L +0.750S+0.5250E+H +0.60D+W+H Maximum ~eactions • Unfactored Load Combination Stress Ratio . . Status. Location . 0.4473 PASS 5.463 ft 0.240 PASS 0.0 ft 0.2058 PASS 0.0 ft 0.4790 PASS 5.463 ft X-X Axis Reaction @Base @Top D Only k L~ k ~~ k L+Lr k w~ k D+Lr k D+L k D+L+Lr k D+W k D~ k .D+Lr+W k M.aximum Deflections for Load Combinations • Unfactored Loads Stress Ratio Status Location 0.06944 PASS 0.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.09259 PASS 0.0 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction @Base @Top :k k k k 0.138 0.138 k k k k 0.138 0.138.k 0.138 0.138 k 0.138 0.138 k Axial Reaction @Base 0.681 k 0.690 k 0.266 k 0.956 k k 0.947 k 1.371 k 1.637 k 0.681 k 1.371 k 0.947 k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly L Only Lr Only L+Lr WOnly D+Lr D+L D+L+Lr D+W D+L+W D+Lr+W Sketches 1.: -,, .. __ ._,_ 2x6 LJ 1.50m 0.0000 in 0.0000 in 0.0000 in 0:0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.250 in 0.000 in 0.000 in 0.000 in 0.250 in 0.250 in 0.250 in II 1: 0.000 ft 0.000 ft 0.000 ft 0.000 ft , 5.537 ft 0.000 ft 0.000 ft 0.000 ft 5.537 ft 5.537 ft 5.537 ft ~Loads Loads are total entered value. Arrows do not reflect absolute direction. • • • Wood Column Description : Interior Wall -2nd Floor studs (2x4) Code R~ferences Calculations per 2005 NOS, IBC 2009, CBC 2010,.ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 Genera! _Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned, Overall Column Height 11.0 ft Wood Spf?cie~ Wood Grade Fb-Tension Fb-Compr Fe -Prll Fe -Perp Douglas Fir -Larch No.2 900.0psi Fv 900.0 psi Ft 1,350.0 psi . Density 625.0psi 180.0 psi 575.0 ·psi 32.210 pcf File:_J:\2012\12051~0054 Army Navy Academy\Calculqti9ns\Gravity Framinglframing.ec6 _ ENERCALC, INC. 1983-:20_1'.1, Buiid;6.12.6.12;Yer:6.2.0J).O • • I Wood Section Name 2x4 @.. / (, 4 6 .c.. Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Ix ly 1.50 in Allowable Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 5.250 in"2 Cf or Cv for Compression 1.150 5.359 in"4 Cf or Cv for Tension 1.50 0.9844 in"4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 ' Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Load Combination 2009 IBC & ASCE 7-05 1,600.0 ksi Use Cr: Repetitive? Yes - Brace condition for deflection (buckling) along columns : · X-X (width) axis :Fully brac;:ed against buckling along X-X Axis Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiQht included : 12.918 lbs * Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 11.0 ft, D = 0.6550, Lr= 0.4520 k BENDING LOADS ... wind: Lat. Uniform Load creatinQ Mx-x, W = 0.0050 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = o.6881 : 1 Maximum SERVICE Lateral'Load Reactions .. Load Combination +D+0.750Lr+0.750L+0.750W+H Governing NDS Forumla Comp+ l'ylxx, NOS Eq. 3.9-3 Top along Y-Y 0,02750 k Bottom along Y-Y 0.02750 k Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.537 ft Maximum SERVICE Load LateraLDeflections .•. At maximum location values are ... Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base -~Applied-Qesign-Shear- Allowable Shear Load Combination Resuits Load Combination +D +D+Lr+H +D+O. 750Lr+0.750L +H +D+W+H +D+0.750Lr+0.750L +0.750W+H +D+0.750L +0. 750S+O. 750W+H +D+0.750Lr-r0.750L+0.5250E+H +0.60D+W+H 1.007k 0.05672 k-ft Along Y-Y 0.1942 in at 5.537 ft above base for load combination : W Only 0.0k-ft 321.045 psi AlongX-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending 0.02910: 1 +D+W+H Cf or Cv : Size based factors 1. 500 Compression 1.150 0.0ft · 5.-2-38-psi · 180.0 P$i Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.3963 PASS 0.0 ft 0.6644 PASS 0.0 ft 0.5974 PASS 0.0.ft 0.4632 PASS 5.463 ft 0.6881 PASS 5.537 ft 0.3963 PASS 0.0 ft 0.5974 PASS 0.0 ft 0.3031 PASS 5.463 ft Maximum Shear Ratios Stress. Ratio Status Location 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.02910 PASS 0.0 ft 0.02183 PASS' 0.0 ft 0.02183 PASS 0.0 ft 0.0 PASS 11.0 ft 0.02910 PASS 0.0 ft • • Description : Interior Wall -2nd Floor studs (2x4) Maximum Reactions • Unfac;tor~d X-X Axis Reaction Load Combination @Base @Top D Only k ~~ k w~ k D+Lr k D+W k D+Lr+W k Maximum Deflections for Load Combination.s • Unfactored Loads Load Combination D0nly Lr Only W0nly D+Lr D+W D+Lr+W Sketches . Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0:000 ft 0.000 ft File: J:\2012\12Q51-0054 Army Navy Ac~demy\Calc~latjons\Gravity Framing\frafning.ec6 . . .. . . .. . 'EN{~t[>.LC,:lf-/C. '.1983:-_ZQ11, Build;S,.1.2.6.12, Ver:6.2 .. 00.0 Y-Y Axis Reaction . @Base @Top k k 0.028 0.027 k k 0.028 0.027 k 0.028 0,027 k Max. Y-Y Deflection 0.000 in 0.000 in 0.194 in 0.000 in 0.194 in 0.194 in Distance OOlkJf 0.000 ft 0.000 ft 5.537 ft 0.000 ft 5.537 ft 5.537 ft • • I Note: Only non-zero reactions are listed. Axial Reaction @Base 0.668 k 0.452 k k 1.120 k 0.668 k 1.120 k u Lqads are total entered value. Arrows do not reflect absolute direction . • • Description : Interior Wall -1st Floor studs (2x6) -t"""(-f,£ :l- Code Ref{trences Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 Load Combinati'ons Used: 2009 IBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft ( U':-12,1 fol r,-:;n-:;.,It=,: _1,:-.:z;.,:,.,,,:2 ... :.._ 1::, • Wood Species Douglas Fir -Larch Wood Grade No.2 Fb -Tension 900.0 psi Fb-Compr 900.0 psi Fe -Prll 1,350.0 psi Fc-Perp 625.0psi Fv Ft Density 180.0 psi 575.0 psi 32.210 pcf 'file: J:\2012\12051-0054 Army ,Navy Academy\Ca'9ulation~\Gravity Framing\fraining.ec6 -. l;NJ;BC.titC,JNC .. 1,98~2011, ~uild:6,12.6.12, Ver:6.2,0Q.O Wood-Section Name 2x6 @. {{, /t«-,c..- Wood Grading/Manuf. Graded Lumber Wqod Member Type Sawn Exact Width Exact Depth Area Ix ly 1.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 8.250 in/12 Cf or Cv for Compression 1.10 20. 797 in/14 Cf or Cv for Tension 1.30 1.547 in/14 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1. 0 E : Modulus of Elasticity . . . x-x Bending y-y Bending Axial Kf : Built-up columns 1. O · Basic 1,600.0 1,600.0 Minimum 580.0 580.0 1,600.0 ksi Use Cr: Repetitive? Yes Brace condition for deflection (buckling) along columns : L9ad Combination2009 IBC & ASCE 7-05 X-X (width) axis :Fully braced against buckling along X-X Axis Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 Applied Lo~ds Service loads ent~red. Load Factors will be applied for calculations. Column self weiQht included : 20.299 lbs * Dead Load Factor AXIAL LOADS ... Roof (12' max trib): Axial Load at 11.0 ft, D = 0.4620, Lr= 0.3190 k Floor (15' trib): Axial Load at 11.0 ft, D = 0.5190, L = 1.296 k BENDING LOADS ... wind: L~t. Uniform Load creatinQ Mx-x, W = 0.0050 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination · Governing NOS Forumla location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fe : Allowr1ble PASS Maximum Shear Stress Ratio= Load Combination Location-of-maJ1,above base Applied D~sign -Shear Allowable Shear Load Combination Results Load Combination +D +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+W+H +D+O. 750Lr+O. 750L +O. 750W+H 0.3944: 1 +D+L+H Comp Only, fc/Fc' 0.0ft Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.02750 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.02750 k 0.0 k 2.297k 0.0 k-ft 0.0 k-ft 706.10 psi Along Y-Y 0.05003 in at 5.537 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses . , . · Bending · Compression 0.01852: 1 +D+W+H 0.0ft 3.333 psi 180.0 psi Cf or Cv : Size based factors 1.300 1.100 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.1719 PASS 0.0 ft 0.0 PASS 11.0 ft 0.3944 PASS 0.0 ft 0.0 PASS 11.0 ft 0.2266 PASS 0.0 ft 0.0 PASS 11.0 ft 0.3798 PASS 0.0 ft 0.0 PASS 11.0 ft 0.3387 PASS 0.0 ft 0.0 PASS 11.0 ft 0.1719 PASS 0.0 ft 0.01852 PASS 0.0 ft 0.3798 PASS 0.0 ft 0.01389 PASS 0.0 ft • • Interior Wall -1st Floor studs (2x6) .Load Combination R~sli!ts File: J:1201211205.1-0054 Army NlJI'}' A9iide/ny\C~~i)lations\Gravjty Framing\framing.ec6 . Et{E;l{C,ALC, INC. 1983:20t1. Bui\j:6._12.6.12; Ver;6.2.00.0 • • I Maximum Axial.+ Bending Stress Ratios Maximum Shear Ratios Load Combination +D+0.750L+0.750S+0.750W+H +D+0. 750Lr+0.750L +0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+W+H Maximum Reactions -Unfactored Load Combination Stress Ratio Status Location 0.3387 PASS 0.0 ft 0.3798 PASS 0.0 ft 0.3387 PASS 0.0 ft 0.1083 PASS 5.463. ft X-X Axis Reaction @·Base @Top D Only k l~ k ~~ k L+Lr k w~ k D+Lr k D+L k D+L+Lr -k D+W · k D+L+W k ~~ k Maximum Deflections for Load Combinations -Unfactored Loads Stress Ratio Status Location 0.01'389 PASS 0.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.01852 PASS 0.0 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction · Axial Reaction @Base @Base @Top 0.028 0.028 0.028 0.028 k k k k 0.027 k k k k .0.02'7 k 0.027 k 0.027 k 1.001 k 1.296 k 0.319 k 1.615 k k 1.320 k 2.297 k 2.616 k 1.001 k J..297 k 1.320 k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft LOnly 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 L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft WOnly 0.0000 in 0.000 ft 0.050 in 5.537 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.050 in 5.537 ft D+L+W 0.0000 in 0.000 ft 0.050 in 5.537 ft' D+Lr+W 0.0000 in 0.000 ft 0.050 in 5.537 ft Sketches ~Loads 2x6 LJ 1.50 ,n 001 Loads are total entered value. Arrows do not reflect absolute direction. • • Description : Interior Wall -1st.Floor (studs Type 2) Code References Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft Wood Species Douglas Fir -Larch Wood Grade No.2 Fb -Tension 900.0 psi Fb -Compr 900.0 psi Fe -Prll 1,3~0.0 psi Fe -Perp 625.0 psi Fv Ft Density 180.0 psi 575.0 psi 32.210 pcf File: J:\2012\12051°0O54 Army Navy Ai:ad~iny\Calculaiions\Gravity Framing\franijng.ec6 ENERC.A.LC,JNG., f983-2il11,,_Bui!d;§.J2:,6.12, Ver:6.4.Q0,0, • • I I. Wood Section Name 2x4 e I 2. 0 . c Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width .Exact Depth Area Ix ly 1.50 in Allowable Stress Modification Factors 3.50 in Cf or Cv for Bending 1.50 5.250 inA2 Cf or Cv for Compression 1.150 5.359 inA4 CforCv.forTension 1.50 Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor 1.0 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 1.0' Basic Minimum 1,600.0 1,600.0 580.0 580.0 Load Combination 2009 I BC & ASCE 7-05 1,600.0 ksi Use Cr: Repetitive? Yes ,. Brace condition for deflection (buckling) along columns : X-X (width) axis :Fully braced against buckling along X-XAxis Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 Applied Loads Column self weiqht included: 1-2.918 lbs* Dead Load Factor AXIALLOADS ... Roof (2' trib): Axial Load at 11.0 ft, D = 0.1690, Lr= 0.0530 k Floor (15' trib): Axial Load at 11.0 ft, D = 0.390, L = 0.970 k BENDING LOADS ... wind: Lat. Uniform Load creatinq Mx-x, W = 0.0050 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9709: 1 Load Combination +D+0.750Lr+0.750L +0.750W+H Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above·base 5.537 ft At maximum location values are ... Applied Axial Applied Mx Applied My. Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination ·Location of·max:above·base Applied Design Shear Allowable Shear Load Combination Results 1.339k 0.05672 k-(t 0.0 k-ft 327.817 psi 0.01819: 1 +D+W+H · O:O·ft·· 5.238 psi 288.0 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.02750 k Bottom along Y-Y 0.02750 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.1942 in at 5.537 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Cf or Cv : Size based factors 1.500 1.150 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +D +D+L+H +D+Lr+H +D+O. 750Lr+O. 750L +H +D+0.750L +0.750S+H +D+W+H +D+0.750Lr-t0.750L+0.750W+H Stress Ratio Status Location 0.3393 PASS 0.0 ft 0.9148 PASS 0.0 ft 0.3708 PASS 0.0 ft 0. 7945 PASS 0.0 ft 0.7709 PASS 0.0 ft 0.3323 PASS 0.0·ft 0.9709 PASS 5.537 ft Stress Ratio Status · Location 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.01819 PASS 0.0 ft 0.01364 PASS 0.0 ft • • Description : Interior Wall -1st Floor (studs Type 2) Load Gombi.nation Re~ults File: J;\2012\120/i1-0054 Army-Navy Ai;ademy\Cak::_4lation.s\loravity Framing\framing.ec6 ENEBCALG, JNC. 1983'201_1, JMkl;6,J2,6..12, Yer:6:2.00.0 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +D+O. 750L +O. 750S+6. 750W+H +D+O. 750Lr+O. 750L +0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+W+H Maximum Reactions -1,Jnfactored Stress Ratio Status Location 0.9048 PASS 5.537 ft 0. 7781 PASS 0.0 ft 0.7550 PASS 0.0 ft 0.1994 PASS 0.0 ft X-X Axis Reaction Load Combination @ Base @Top D~ k L Only k u~ k L+Lr k w~ k D+Lr k D~ k D+L+Lr k D+W k D+L+W k M~ k Maximum Deflections for Load Combinations • Unfactored Loads_ Stress Ratio Status Location 0.01364 PASS 0.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0W19 PASS 0.0 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction @Base @Top k k k k 0.028 0.027 k k k k 0.028 0.027 k 0.028 0.027 k 0.028 0.027 k Axial Reaction @Base 0.572 k 0.970 k 0.053 k 1.0?3k k 0:625 k 1.542 k 1.595 k 0.572 k 1.542 k 0.625 k Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection-Distance DOnly L Only Lr Only L+Lr WOnly D+Lr D+L D+L+Lr D+W D+L+W D+Lr+W Sketches .5 0 "' .; u 0.0000 in 0.0000 in 0.0600 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft - 0.000 ft 0.194 in 5.537 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.194 in 5.537 ft 0.000 ft 0.194 in 5.537 ft 0.000 ft 0.194 in 5.537 ft M«oads Loads are total entered value. Arrows do not reflect absolute direction . • • • Description : Interior Wall -1st Floor (studs Typical) Code Reference~ Calculations per 2005 NOS, IBC 2009, CBC 2010, ~SCE 7-05 Load Combinations Used: 200~ IBC & ASCE 7-05 . Ge:neral lr\fQ_rmation Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 11.0 ft Wood Species Wood Grade Douglas Fir -Larch No.2 Fb -Tension 900.0-psi Fb -Compr 900.0-psi Fe -Prll 1,350.0 psi Fe -Perp 625.0 psi Fv Ft Density 180.0 psi 575.0 psi 32.210 pcf Fl~: J:12012112051-0054 Army.Navy Academy\Calculat[ons\Griivity Framing\fiaming.ec6 . EN,ERGA.tc, INC, t9.&i2011;J!lilfi!:.6.12J;12; \/E;r:6.2.00.0 Wood Section Name 2x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allowable Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 5.250 inA2 Cf or Cv for Compression 1.150 Ix 5.359 inA4 Cf or Cv for Tension 1.50 ly 0.9844 inA4 Cm : Wet Use Factor 1.0 Ct: Temperature Factor Cfu : Flat Use Factor E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built-up columns 1.0 1.0 1.0 . Basic Minimum Load Combination 2009 IBC & ASCE 7-05 1,600.0 ksi Use Cr: Repetitive? Yes Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 11 ft, K = 1.0 AppJied Lo~ds Service loads entered. Load Factors will be applied for calculations. Column selfweiQht included: 12.918 lbs* Dead Load Factor AXIAL LOADS ... Roof (2' trib): Axial Loac;l at 11.0 ft, D = 0.1690, Lr= 0.0530 k Floor (10' trib): Axial Load at 11.0 ft, D = 0.3450, L = 0.8640 k BENDING LOADS ... wind: Lat. Uniform Load creatinQ Mx-x, W = 0.0050 k/ft D.ESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NbS Forumla Location of max.above base 0.8252: 1 +D+L+H - Comp Only, fc/Fc' 0.0ft Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.02750 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.02750 k 0.0 k At maximum location values are ... Applied Axial Applied Mx Applied My Fe; Allowable 1.391 k 0.0 k-ft 0.0 k-ft 321.045 psi Along Y,Y 0.1942 in at 5.537 ft above base PASS Maximum Shear Stress Ratio= Load Combination · 1:ocation·of max:above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D+L+H +O+Lr+H +D+0.750Lr+0.750L +H +D+O. 750L +O. 750S+H +D+W+H +D+O. 750Lr+O, 750L +O. 750W+H for load combination : W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n!a Other Factors used to calculate allowable stresses ... Bending Compression 0.01819: 1 +D+W+H Cf or Cv : Size based factors 1.500 1.150 0.0ft 5.238 psi 288.0 psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.3126 PASS 0.0 ft 0.8252 PASS 0.0 ft 0.3441 PASS 0.0 ft 0.7207 PASS 0.0 ft 0.6971 PASS 0.0 ft 0.3062 PASS 0.0 ft 0.7821 PASS p.537 ft Maximum Shear Ratios S\ress Ratio Status Location 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.01819 PASS 0.0 ft 0.01364 PASS 0.0 ft • Description : Interior Wall -1st Floor (studs Typical) Loaq Combination Results F.ile: J:\2017\12051-0054.Army Navy Academy\Calctjlations\Gravity Framing\fra_ming.ec6 .ENERCAic, INC. )fi83-2P11,.~uikl:6.1,2.6.1:/, Ver;6.2.00._0 • • I Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination +D+O. 750L +0.750S+0.750W+H +D+0.750Lr+0.750L +0.5250E+H +D+O. 750L +O. 750S+0.5250E+H +0.60D+W+H !Ylaximum Re.actions· Unfactored Load Combination Stress Ratio Status Location 0.7312 PASS 5.463 ft 0.7058 PASS 0.0 ft 0.6827 PASS 0.0 ft 0.1837 PASS 0.0 ft X-X Axis Reaction @Base @Top D Only k LO~ k ~~~ k L+Lr k w~ k D+Lr k D+L k D+L+Lr k D+W k D+L+W k D+Lr+W k tJlaximum Deflections for Load Combinations • Unfactored Loads Stress Ratio Status Location 0.01364 PASS 0.0 ft 0.0 PASS 11.0 ft 0.0 PASS 11.0 ft 0.01819 PASS 0.0 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction @Base @Top k k k k 0.028 0.027 k k k k 0.028 0.027 k 0.028 0.027 k 0.028 0.027 k Axial Reaction @Base 0.527 k 0.864 k 0.053 k 0.917 k k 0.580 k 1.391 k 1.444 k 0.527 k 1.391 k 0.580 k Load Combination Max. X-X Deflection Distance Max. Y ~y Deflection Distance D0nly L Only Lr Only L+Lr WOnly D+Lr D+L D+L+Lr D+W D+L+W D+Lr+W Sketches C 0 "' .; LJ 1.50in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 in 0.000 ff 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.194 in 5.537 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.194 in 5.537 ft 0.000 ft 0.194 in, 5.537 ft 0.000 ft 0.194 in 5.537 ft M-'!l'loads OOtkJI Loads are total entered value. Arrows do not reflect absolute direction. • __ ,,,... • • :_..,: \ \ I ., ~ . I I . \ I I I I I • ' •" '-'-""~' '-......... 1r, ... '--... -n l a\ • riJFO RTE~ + 0 MEMBER REPORT Level, Roof: MRJ1 1 piece(s) 9 1/2" TJI® 230 @ 24" oc Overall Length: 16' 7" All locations are measured fn;im the outside face of left support ( or left cantilever end). All dimensions are horizontal. + 0 '_ ~1:ii}ti~ ·Member·Reaction (lbs) 746@21/2" 1856 "(3.50") 'Passed·( 4!)%) ·1.25 1:0 D + 1.otr(AII Spans) · Shear(lbs) 720 @ 16' 3 1/2'' 1663 Passed (43%) 1.25 1.0 D + 1.0lt (All Spans) Moment (Ft-lbs) 2940 @ 8':3 1/2" 4163 Passed (71%) 1.25 1:0 D + 1.0 Lr (All Span~) Live Load Deft. (In) 0.328 @ 8' 3 1/2" 0.539 Passed (L/592) 1.0 D + 1.0 Lr (All Spans) Total LoacJ Deft. (in) 0.738@ 8' 3 1/2" 0.808 Passed (l/263) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria:" LL (l/360) and TL (l/240). • Bracing (Lu): Ali compression edges (top and bottom) must be braced at 3' 9 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. g 2 -Stud wall -DF 3.50" 3.50" 1.75" 415 332 747 _Bloc.king • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Weyerhaeuser warrants that the slzfng of Its products will be in a_ccordance with Weyerhaeuser product design criteria and publls~ed cJesign values. Weyerhaeuser expressly disclaims any other wa~riti!ls related to the software. Refer to current Weyerhaeuser literature for installation details. (www.wooclbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined. by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product_ application, input design loads, dimensions and support information have been provided by forte Software Operator •--~~--~ PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD Member Pitch: 0/12 ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator JUStln Wei DCI ' (619) 234-0501 jwei@dci-engineers.com Job Notes 10/12/2012 1 :13:09 PM Forte v4.0, Design Engine: VS.6.1.203 framing.4te Page 1 of 1 • ::tJ~«ms~,:;::~u~~·;:,~~t)J~, :.:~r>i'.~:~-;~<·~" Description : MRB1 . Calculations per AISC 360-05, IBC 2009, CBC 2010; ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 M:a'te'fia11Rr8 lnie;s .. · : .... ~~ "·'",, ~.,P,.,. . . . . . Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Beam self weight calculated and added to loads Load(!!) for Span Number 1 D(22.8) Lr18.24) Point Load : D = 22.80, Lr= 18.240 k@ ff Oft, ·(Huss) Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi D(24) Lr19.2) Service loads entered. Lo,ad Factors will be applied for calculations. • .• _ -·~fJ,.,..fS~J""';~~~~;t=~M=":.Me,...?A'""'':;R=?Y,_=..,,...24_.o_, _Lr==-19..,....2_,_0_k_@,_3_8._o_tt __________ .,...-___ ---,,-___ ~========- Ml:lximum Bending Stress Ratio = 0.847: 1 · Maximum Shear Stress Ratio = 0.263 : 1 Desi n OK $ection used for this span W21x101 Section used for this span W21x101 Ma : Applied 534.355 k-ft Va : Applied 56.281 k Mn /oOmega: Allowable 631.238k-ft Vn/Omega: Allowable 214.0 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on $pan 17.084ft Location of maximum on span 43.250 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downw~rd L +Lr+S Deflection Max Upward l.,+Lr+S Deflection Max Downward Total D.eflection Max Upward Total Deflection 1.000 in 0.000 in 2.367 in 0.000 in Ratio= Ratio= Ratio= Ratio= 518 0 <360 219 0 <180 Maxi111uni Fdtc~s.&·strejs'e$. fot Lo,a~.Gom~ii1ations _____ ~-------------------- L6ad Combination Max Stresll Ratio~ Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax"' Mmax -Ma -Max Mnx Mm</Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 43.25 ft ·----+D+tr+ · 0.486 0.151 306.94 306.94 1,054.17 631.24 1.00 1.00 32.24 321.00 214.00 ------------------------- • Dsgn. L = 43.25 ft +D+O. 750Lr+0.750L +H Dsgn. L = 43.25 ft +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 43.25 ft 1 +D+0.750Lr+0.750L-+:0.5250E+H 0.847 0.263 0.756 0.235 0.756 0.235 Dsgn. L = 43.25 ft 1 0.756 0.235 .Qver.~1.1::M~(mitm Jiefle~tioos -,OMt~tored· LQlds Load Combination Span Max. "-" Defl D+Lr 1 2.3670 \ie.dI~i.il.Rt~¢ti9ns,.-'IJnJ~~tored .. Load Combination . Support 1 Overall MAXimum 32.346 D Only 18.945 Lr Only 13.401 D+Lr 32.346 Support 2 56.281 32.242 '24.039- 56.281 '534.35 534.35 1,054,17 631.24 1,00 1.00 56.28 321.00 214.00 477.50 477.50 1,054.17 631.24 1.00 1.00 50.27 321.00 214.00 477.50 477.50 1,054.17 631.24 1.00 1.00 50.27 321.00 214.00 477.50 477.50 1,054.17 631.24 1.00 1,00 50.27 321.00 214.00 Location in Span Load Combination Max."+" Defl Location in Span 21.625 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Description : MRB2 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 .M··a"t·e··r·1~a··1·p·_.~~o'·"e·Hi'e:"s·· .. '· · ·: .. ,,.,, ..... ~: .. A. ..... _ .. , .. -. .. -.,·· ... Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination2006 IBC & ASCE 7-05 0(32.24) Lr24.04) A · iied Lo 'ds· pp__ ..... ~---.. ' ' .. Beam self weight calculated and added to loads Load(s) for Span-Number 1 Fy : Steel Yield : E: Modulus: OP(2.-i)) l!Jr11$2)4) 50.0 ksi 29,000.0 ksi 0(32.24) Lr24.04) Service loads entered. Load Factors will be applied for calculations. • Point Load : D = 32.240, Lr= 24,040 k @ 0.0 ft Load(s) for Span Number 2 Point Load : D = 22.80, tr= 18.240 k @ 12.0 ft Point Load: D = 24.0, Lr= 19.20 k@ 12.0 ft Load(s) for Span Number 3 ' Point Load: D = 32.240, Lr= 24.040 k@ 8.0 ft o.ts!PfJ.-SJ!MMA8M--: , Maximum Bending Stress Ratio = Section used for this span Mu :Applied Mn I Omega : Allowable Load Combination Location-of maximum on span Span # where maximum occurs Maximum Deflection • Max Downward L +Lr+S Deflection Max·Upward L+Lr+S Deflection Max Downward.Total Deflec;:tion Max Upward Total Deflection 0.718: 1 W21x101 453.486 k-ft 631.238 k-ft +D+Lr+H 8.000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Vu :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.329 in Ratio= 583 -0.087 in Ratio= 1,647 0.775 in Ratio= 248 -0.205 in Ratio= 701 Desi n OK 0.267: 1 W21x101 57.092 k 214.0 k +D+Lr+H 12.000 ft Span# 2 Ma_idm.1,1tn f9rc_e$ & Str~s.se$-for LQM Combinatio.ns • ----·-toacl'ComDJfiation--Max·Stress·Rc!tio _ Summary-of·Mom·entVallfes-------------·· ---summ·ary-of·Shear Values · -· · · Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Oinega +D Dsgn. L = 8.00 ft 1 0.414 0.154 -261.17 261.17 1,054.17 631.24 1.00 1.00 33.05 321.00 214.00 Dsgn. L = 12.00 ft 2 0.414 0.154 -0.00 -261.17 261.17 1,054.17 631.24 1.00 1.00 33.05 321.00 214.00. Dsgn. L = 8.00ft 3 0.414 0.154 -261.17 261.17 1,054.17 631.24 1.00 1.00 33.05 321.00 2.14.00 +Q+Lr+H Dsgn. L ~ 8.00 ft 1 0.718 0.267 -453.49 453.49 1,054.17 631.24 1.00 1.00 57.09 321.00 214.00 Dsgn. L = 12.00 ft 2 0.718 0.267 -0:00 -453.49 453.49 1,054.17 631.24 1.00 1.00 57.09 321.00 214.00 Dsgn. L = 8.00ft 3 0.718 0.267 -453.49 453.49 1,054.17 631.24 1.00 1.00 57.09 321.00 214.00 +D+O. 750Lr+O. 750L +H • Dsgn. L = 8.00ft 1 ·o.642 0.239 -405.41 405.41 1,054.17 631.24 1.00 1.00 51.08 321.00 214.00 Dsgn. L = 12.00 ft 2 0.642 0.239 -0.00 -405.41 405.41 1,054.17 631.24 1.00 1.00 51.08 321.00 214.00 IJsgn. L = 8.00ft 3 0.642 0.239 -405.41 405.41 1,054.17 631.24 1.00 1.00 51.08 321.00 214.00 +D+O. 750Lr+O. 750L +O. 750W+H Dsgn. L = 8.00 ft 1 0.642 0.239 -405.41 405.41 1,054.17 631.24 1.00 1.00 51.08 321.00 214.00 Psgn .. L = 12:QO ft 2 0.642 0.239 -0.00 -4.05.41 40?,41 1,,054, 17 631.24 1.00 1.00 51.0.8 32t00 214.00 Dsgn. L = 8.00 ft 3 0.642 0.239 -405.41 405.41 1,054.17 631.24 1.00 1.00 51.08 321.00 214.00 +D+O. 750Lr+O. 750L +0.52501:+H • • Description : Lqad Combination Max Stress Ratios Summary of Moment Values Segment Length Span# ·M V · Mmax+ Mmax-Ma-Max Mnx· Mnx/Omega Cb Dsgn. L = 8.00 ft 1 0.642 0:239 Dsgn. L = 12.00 ft 2 0.642 0.239 Dsgn .. L. = 8.00 ft 3 0.642 0.239 . ,Qi~.ti!i]Aiiimi:mtO~fl~tli<>ti~ e: Urifa¢t_p.f~:cf-.~Q.~.dJ. . . Load Combination D+Lr D+Lr Span 1 2 3 Vef.ticaliReaeffons,.:wntactotect ....... _,., .. _,_ ~ -""' -,. . . --. "" -,, , , .. Load Combination Overall MAXimum DOnly Lr Only D+Lr Support 1 Max.'-" Dell 0.7746 0.0000· 0.7700 Support 2 57.700 33.660 24.040 57.700 -405.41 -Q.00 -405.41 -405.41 Locatiqn in Span 0.000 0.000 8.000 405.41 1,054.17 405.41 1,054.17 405.41 1,054.17 Load Combination · D+Lr Support notation ; Far left is #1 Support 3 141.940 80.460 61.480 141.940 Support 4 631.24 1.00 631.24 1.00 631.24 1.00 Summary of Shear Values Rm 1.00 1.00 1.00 Va Max 51.08 51.08 51.08 Max."+" Deft 0.0000 -0.2054 0.0000 Values in KIPS Vnx Vnx/Omega 321.00 214.00 321.00 214.00 321.00 214.00 Location in Span 0.000 6.076 6.076 (k\ L ---.., ·•" ,-.• .•~ ,.~•,',!'c·~.· :.,' ,.,_..,, ,..,~'F-'le;;jM . Gt:j~1: ;t ~;_~-,:i_ -·:~<r-: _-/~;,:K}:::;l~~:t~~:~f;.:;_~\-!~ili~i\;,i Description: MC1 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2006 ISC & ASCE 7-05 . ·Ge ··eraflnformafiori .... Jt ..... " ,., ... ,., ... .,., .. , ----· . Steel Section Name : Analysis Method : HSS8x8x5/16 Allowable Stress Overall Column Height 19.0 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi 29,000.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus Load Combination: A· ' ·11ea1toias. · · ... pp··-..... _ .. --.. 2006 IBC & ASCE 7-05 Column self weight included : 604.06 lbs * Dead Load Factor AXIAL 'LOADS ... MB2 reaction: Axial Load at 19,0 ft, D = 80.40, LR= 61 .480 k : f;>gsJjifitsllMM~"JlY: .. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial 0.8438 : 1 +D+Lr+H 0.0 fl X-X (width) axis :Unbraced Length for X-X Axis buckling= 19 fl, K = 1.0 Y-Y (depth) axis :Unbraced Length for X-X Axis buckling= 19 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations . Maximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k BottomalongY-Y 0:0 k •• Pn / Omega : Allowable Ma-x : Applied Mn-x /Omega : Allowable Ma-y : Applied 142.484 k 168.862' k 0.0 k-ft 57.615 k-ft 0.0 k-ft Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at 0.0fl above base for load combination : • Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of.max.above base At maximum location values are ... Va: Applied Vn I Omega : Allowable 1:.~ad,Qprt1~i.if~ti~n .R.Q$'Uits. 57.615 k-ft 0.0 : 1 0.0 0.0 fl 0.0 k 0.0 k AlongX-X 0.0 in at O.Ofl above base for load combination : Maximum Axial + Bending Stress Ratios Maximum Shear Ratios · Load Combination +D +D+Lr+H +D+0.750Lr+0.750L +H Stress Ratio Status Location . St~ess Ratio Status Location 0.480 PASS 0.00 ft 0.000 PASS 0.00 fl 0.844 PASS 0.00 fl 0.000 PASS 0.00 fl 0.753 PASS 0.00 ft 0.000 PASS 0.00 ft 0.753 PASS 0.00 fl 0.000 PASS 0.00 ft +D+O. 750Lr+0.750L +0.750W+H +0+0~7-501:r+0;750L+0:5250E+H 0. 753· -.. PASS · · O:OO·ft ·-· -· ·o:ooo--F:>Ass o:oo ft· .. !\'l.ij1tmi:i'.m:~8~.il~tj90~ -·.UnfacJ9red. Load Combination D Only Lr Only D+Lr X-X Axis Reaction @ Base @i Top Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft D+Lr 0.0000 in 0.000 ft Siel!T$e.etiJm. !?Jqpert.J.e~. : HS$~x8x§/16 .. k k k Y-Y Axis Reaction @Base @Top Max. Y-Y Deflection 0.000 in 0:000 in 0.000 in Distance k k k 0.000 ft 0.000 ft 0.000 ft Note: Only nonszero reactions are listed. Axial Reaction @Base 81.004 k 61.480 k 142.484 k • Description : MC1 -St~el. :_$~ptiQnJ~ro-g~rti~$ Depth = Web Thick = Flange Width Flange Thick Area Weight Ycg C: i5 0 ,,; = = = = ------------- • .. F.1~:$.sx$x;~J16- 8.000 in 0.000 in 8.000 in 0.313 in 8.760 in"2 31.792 plf 0.000 in y 8.00in I xx = Sxx = Rxx = I yy = Syy = Ryy = X 85.60 in•4 J 21.40 in"3 3.130 in 85.600 in"4 2-1.400 in"3 3.130 in ¢' 0 m .... II 1: "' "iii :c = 136.000 in"4 141880k Loads are total entered value. Arrows do not reflectabsolute direction. • • end panel 36' .·, .. .,·.:: file:'.'i!:\2012\12b5, ~~~/ ·.~ ~:~:~·~·=i:~K:; ~~i~~ :; .<~·:-~~:::~~;.~:?J:.~~:;~:;f/#t Calculations per ACI 318-08 Sec 14.8, l~C 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 Gerick i rtortri'aticfo , , ·----~--.IL, .... .,., .... ,, fc : Concrete 28 day strength = Fy : Rebar Yield - Ee : Concrete Elastic Modulw = 'A, : Lt Wt Cone Facto, = Fr : Rupture Modulus = Max % of p balanced = Max Pu/Ag = fc * = Concrete Density = Width of Design Strip = ·0he;stocy, WaiiJbi'm:~nsl-0ns .. A Clear Height B Parapet height = = 4.0 ksi 60.0 ksi 3,122.0ksi 1.0 316.228 psi 1.516 0.060 144.0 pcf 12.0 in 36.0 ft 2.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp.@ Top Supper! 2.0 in Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load Eccentricity 6.0 in Concentric Load . LatQral J.;oad.$ Full area WIND load Fp = Wall Wt. * 0.4890 = 23.0 psi 54.279 psf Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar ... Bar Size # Bar Spacing B A _L DL : Dead Load 0.2120 9.250 in 1.250 in 4 8.0 in Temp Dlff across thickness = deg F Min Allow Out-of-Plane Defl Ratio = L / 150.0 Minimum Vertical Steel% = 0.0020 Using Stiffness Reduction Factor per ACI R.10.12.3 Lr : Roof Live Load 0.170 Lf : Floor.Live Load S: Snow Load k/ft kilt Wall Weight Seismic Load Input Method : Factor applied to wall weight entered 0.4890 Seismic factor to be·applied:to wall weight Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check +1.20D+0.50L +0.20S+E PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D PASS Reinforcing Limit. Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = 0.8306 Max Mu 9. 713 k-ft Phi * Mn Min. Defl. Ratio 158.330 Max Allow Ratio Max. Deflection 2. 728 in Max. Allow. Defl. Max Pu / Ag 54.194 psi 0.06 * fc Location 0.150 ft Controlling As/bd 0.003125 . As/bd = 0.0 rho bal Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 4.510 k-ft Minimum Phi Mn for l:.oad Combination .... E Only E Only D + L + Lr 11.693 k-ft 150.0 2.880 in 240.0 psi 1.516 11.091 k-ft 1.089 k 0.9740 k 4.60 k end panel 36' Load Combination +1.40D at 34.80 to 36.00 +1.20D+0.50Lr+1.60L at 34.80 to 36.00 +1.20D+1.601;.+0.50S at 34.80 to 36.00 +1.20Q+1.60Lr+0.50L at 34.80 to 36.00 +1.20D+1.60Lr+0.80W at 18.00 to 19.20 +1.20D+0.50L+1.60S at 34.80 to 36:00 +1.20D+1.60S+0.80W at 16.80 to 18.00 +1.20D+0.50L~+0.50L+1.60W at 16.8.0 to 18. +1.20D+0.50L+0.50S+1.60W at 16.80 to 18.0 +1.20D+0.50L +0.20S+E at 16.80 to 18.00 +0.90D+1.60W at 16.80 to 18.00 +0.90D+E at 16.80 to 18.00 '• \ :·, . • '· --. •.. , '., ::, 'liile~sl:\2Dfi21~2051~D:054, ~:.-,~4/:t,;·.~::.,~-:;;~;-:!~~.-:~:"-l,~-\-}:b~~.-~:l.,1::,:-r:;)j~~'][;;;::~}1~1:i{·~{ Axial Load Mom·ent Values Pu 0.06*f'c*p*t Mer Mu Phi Phi Mn As k k k-ft k-ft k-ft inA2 0.000 26,640 4·.51 0;15 0.90 11.09 0.300 0.000 26,640 4.51 0.17 0.90 11.09 0.300 0.000 26.640 4.51 0.13 0,90 11.09 0.300 0.000 26.640 4.51 0.26 0.90 11.09 0.300 3.190 26.640 4.51 3.09 ·o.88 11.71 0.300 0.000 26:640 4.51 0.13 0.90 11:09 · 0.300 3.078 26.640 4.51 3.04 0.88 11.69 0.300 3.163 26.640 4.51 6.49 0.88 11.71 0.300 3.078 26.640 4.51 6.46 0.88 11.69 0.300 3.078 26.640 4.51 9.71 0.88 11.69 0.300 2.309 26.640 4.51 6.31 0.89 11.55 0.300 2.309 26.640 4.51 9.46 0.89 11.55 0.300 -~~s@:i:i1vb1~imum-G"b.miiinaiioos---~efl@~tiQ11$° Axial Load Moment Values. Stiffness 0.6 * As Ratio rho bal 0.0031 1.5161 0.0031 1,5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 0.0031 1.5161 Deflections Load Combination Pu Mer Mactual I gross I cracked I effective Deflection Defl. Ratio D + L + Lr at 20.40 to 21.60 D+L+W at 16.80 to 18.00 • D+L+W+S/2 at 16.80 to 18.00 _ D+L+S+W/2 at 16.80 to 18.00 D + L + S + ~1.4 at 16.80 to 18.00 D+0.5(L+Lr)+0.7W at 16.80 to 18.00 D +0.5(L+Lr)+0.7E at 16 .. 80 to 18.00 _ Jieac.tiq.i:t$:iY.edJtat& B~ri2;9nta1. Load Combination DOnly Sbnly WOnly EOnly D+L+Lr D+L+S D+L+W+S/2 k k-lt 2.336 4.51 2.565. 4.51 2.565 4.51 2.565 4.51 2.565 4.51 2.650 4.51 2.650 4.51 Base Horiz9ntal o.o k 0.0 k 0.4 k 1.0 k 0.0 k 0.0 k 0.4 k- k-ft 0.05 3.78 3.78 1.90 6.80 2.67 6.70 inA4 791.45 791.45 791.45 791.45 791.45 791.45 791.45 jnA4 inA4 146,39 791.453 147.26 791.453 147.26 791.453 147.26 791.453 147.26 229.184 147.57 791.453 147.57 233.895 Top-Horizontal ·o.oo k o.oo k 0.46 k 1.09 k 0.00 k 0.00 k 0.46 k in 0.005 ~1,863.0 0.356 1,212.2 0.356 1,212.2 0.179 2,415.5 2.728 158.3 0.252 1,716.7 2.647 163.2 Vertical @ Wall Base 4.430 k 0.000 k 0.000 k 0.000 k 4.600 k 4.430 k 4.430 k D + L +S +W/2 0.2 k 0.23 k 4.430 k ---D+l:+S+E/M--------------------0~7--Jl'----------------0~79-k---------------4:430·-k-------- • Description : end panel 30' Calculations per ACI 318-08 Sec 14,8, IBC 2009, CBC 2010, ASCE 7-05 Load, Combinations Used : 2009 IBC & ASCE 7-05 \G~rri¥fl~Hr11 Jtmltr6'rf' -· .. · _ . , · :~ --· fc: Concrete 28 day strength = 4.0 ksi Fy : Rebar Yield = 60.0 ksi Ee : Concrete Elastic Modulw = 3,122.0 ksi 11,.: Lt Wt Cone Facto, = 1.0 Fr.: Rupture Modulus = 316.228 psi Max% of p balanced = 1.516 Max Pu/Ag= fc * = 0.060 Concrete Density = 144.0 ptf Width of Design Strip = 12.0 in -· :©neisto""1;,Wili'!l1·'m"0ent611~ . ..-··--~ -------" cIT·"---·_·.l .... J ....... · A Clear Height B Parapet height = = 30.0 ft 2.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp . .@ Top Suppor1 2.0 in Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar ... Bar Size # Bar Spacing B 9.250 in 1.250 in 4 15.0 in Temp Diff across thickness = deg F Min Allow Out-of-Plane Defl Ratio = L/ 150.0 Minimum Vertical Steel % = 0.0020 Using Stiffness Reduction Factor per ACI R.10.12.3 • A • Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load Eccentricity 6.0 in Concentric Load · ·-t~teiaf iiilacis··_ : Full area WIND load Fp = Wall Wt..* 0.490 23.0 psf 54.390 psf _L DL : Dead Load 0.2120 Lr : Roof-Live Load 0.170 Wall Weight Seismic Load Input Method : Seismic factor to be applied to wall weight Lf : Floor Live Load S: Snow Load k/ft k/ft Factor applied to wall weight entered 0.490 Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values. , . Allowable Values .. , PASS Moment Capacity Check · +0.90D+E . PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.40D PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = 0.9444 Max Mu 6.445 k-ft Phi * Mn Min. Def!. Ratio 1,253.95 Max Allow Ratio Max. Deflection 0.2871 in Max. Allow. Def!. Max Pu/ Ag 46.07 4 psi 0.06 * fc Location 0 .. 1250 ft Controlling As/bd 0.001667 As/bd = 0.0 rho bal Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 4.510 k-ft Minimum Phi Mn for Load Combination .... E Only EOnly D+L+Lr 6.825 k-ft 150.0 2.40 in 240.0 psi 1.516 6.321 k-ft 0.9282 k 0.8122 k 3.934 k Description : Axial Load Load Combination Pu O.O6*fc*b*t Mer Mu k k k-ft k-ft +1.40D at 29.00 to 30.00 j 0.000 26.640 4.51 0.15 +1.20D+0.50Lr+1.60L at 29.00 to 30.00 0.000 26.640 4.51 0.17 +1.20D+1.60L+Q;50S at 29.00 to 30.00 0.000 26.640 4.51 0.13 +1.20b+1.60Lr+0.50L at 29.00 to 30.00 0.000 26.640 4.51 0.26 +1.20D+1.60Lr+0.80W at 15.00 to 16.00 2.791 26.640 4.51 2.14 +1.20D+0.50L+1.60S at 29:00 to 30.00 0.000 26.640 4.51 0.13 +1.20D+1.60S+0.8PW at 14.00 to 15.00 2.652 26.640 4.51 2.09 +1.20D+0.50Lr+0.50L+1.60W at 14.00 to 15. 2.737 26.640 4.51 4.18 +1.20D+0.50L+0.50S+1.60W at 14.00 to 15.0 2.652 26.640 4.51 4.17 +1.20D+0.50L+0.20S+E at 14.00 to 15.00 2.652 26.640 4.51 6.60 +0.90D+1.60W at 14.00 to 15.00 1.989 26.640 4.51 4.15 +0.90D+E at 14.00 to 15.00 1.989 26.640 4.51 6.46 · .. Jll~11e"o:MhintUi.fi:,c.~m:6J1t~tlQn~;~ :b:~tJ~t.lp.ri, , -_ · Moment Values Load Combination Axial Load Pu Mer Mactual D + L + Lr at 17.00 to 18.00 D + L + W at 14.00 to 15.00 • D+L+W+S/2 at 14.0~ to 15.00 D+L+S+W/2 at 14.00 to 15.00 k 2.047 2.210 2.210 2.210 D +L+S +E/1.4 at 14.00 to 15.00 2.210 D+0.5(L+Lr}+0.7Wat 15.00 to 16.00 2:184 D +0.5(L+l:r}+0.7E at 14.00 to 15.00 2.295 . >Rfflt:ilQ'.fr~~liettfeltttRi.rlzQlt~J ,: . . . -r : . _ .. _ ... k-ft k-ft 4,51 4.51 4.51 4.51 4.51 4.51 4.51 0.05 2.60 2.60 1.31 4.39 1.84 4.31 Load Combination Base Horizontal D Only 0.0 k S Only 0.0 k WOnly 0.3 k E Only 0.8 k D+L+Lr 0.0 k D+L+S 0.0 k D+L+W+S/2 0.3 k D+L+S+W/2 0.2 k D +L+S-+E/1.4 ·-·--. ·0,6· k • Moment Values 0.6 * Phi Phi Mn As As Ratio rho bal k-ft in'•2 0.90 6.32 0.160 0.0017 1.5161 0.90 6.32 . 0.160 0.0017 1.5161 0.90 6.32 0.1(l0 0.0017 1.5161 0.90 6.32 0.160 0.0017 1.5161 0.88 7.06 0.160 0.0017 1.5161 0:90 6.32 0.160 0.0017 1.5161 0:89 . 7.02 0.160 0.0017 1.5161 0.88 7.04 0.160 0.0017 1.5161 0.89 7.02 0.160 0.0017 1.5161 0.89 7.02 0.160 0.0017 1.5161 0:89 6.85 0.160 0.0017 1.5161 0.89 6.85 0:160 0.0017 1.5161 Stiffness Deflections I gross I cracked I effective Deflection Def!. Ratio inA4 in'-4 in'4 in 791.45 87.77 791.453 0.003 108436.6 791.45 88.46 791.453 0.170 2,113.2 791.45 88.46 791.453 0.170 2,113.2 791.45 88.46 791.453 0.086 4,202.4 791.45 88.46 791.453 0.287 1,253.9 791.45 88.35 791.453 0.121 2,982.2 791.45 88.81 791.453 0.283 1,273.8 Top Horizontal Vertical @Wall Base 0.00 k 3.764 k 0.00 k 0.000 k 0.39 k 0.000 k 0.93 k 0.000 k 0.00 k 3.934 k 0.00 k 3.764 k 0.39 k 3.764 k 0.20 h 3.764 k 0.66· ·k 3.764 k • • Description : Caiculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combination·s Used: 2009 IBC & ASCE 7-05 _->Gi0fi6iflt~.rntft!~6Cr-__ ~~ ,:'._.-~-r · · .~ ,. fc : Concrete 28 day strength = Fy : Rebar Yield = Ee : Concrete l:lastic Modulw. = ')., : Lt Wt Cone Facto1 = Fr.: Rupture Modulus = Max % of p balanced = Max Pu/Ag= re * = Concrete-Density = Width of Design Strip = A Clear Height B Parapet height = = 4.0 ksi 60.0 ksi 3,122.0ksi 1.0 316.228 psi 0.3113 0.060 144.0 pcf 12.0 in 22.0 ft 0.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp.@ Top Support 2.0 in Vertical Uniform Loads· . . . ( Applied per foot of Strip Width) Ledger Load Eccentricity 2.0 in Concentric Load · · ~,te.t:it~Sagt: . ., . ~-. . Full area WIND load Fp = Wall Wt. * 0.3560 = 23.0 psf 30.972 psf Wall Thickness Rebar, at wall center Rebar "d" distance Lower Level Rebar ... Bar Size # Bar Spacing B A _L DL : Dead Load 0.3960 0.0 7.250 in 3.625 in 5. 16.0 in Temp Diff across thickness = deg F Min.Allow Out-of•Plane.Oefl Ratio = L / 150.0 Minimum Vertical Steel % = 0.0020 Using Stiffness Reduction Factor per ACI R.10.12.3 Lr :.RoofUve Load 0.440 0.0 Lf : Floor Live Load 0.0 0.0 S: Snow Load O.Ok/ft 0.0k/ft Wall Weight Seismic Load Input Method : ASCE seismic factors entered SOS Value per ASCE 12.11.1 SOS = 0.890 Results reported for "Strip Width" of 12.0 in Governing Load Combination ... A_ct_ua_~ Vcjl~~s :: .. : .... ... ... .... __ .. ___ .. __ .... Allowable_ VaJue_~.: ._ :. _ ---· -----·---· ----PASS Moment Capacity Check +0.90D+1.60W PASS Service Deflection-Check o·+ L+W PASS Axial Load Check +1.20D+1.60Lr+0.50L PASS Reinforcing Limit Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = o.5770 Max Mu 2.236 k-ft Phi * Mn Min. Defl. Ratio 2,581.04 Max Allow Ratio Max. Deflection 0.1023 in Max. Allow. Defl. Max Pu/ Ag 39.074 psi 0.06 * re Location 0.09167 ft Controlling As/bd 0.005345 As/bd = 0.0 rho bal Mcracking 2.770 k-ft Minimum Phi Mn Maximum Reactions ... for Load Combination. ... Top Horizontal Base Horizontal Vertical Reaction EOnly E Only D + L + Lr 3.874 k-ft 150.0 1.760 in_ 240.0 psi 0.3113 3.614 k-ft 0.3407 k 0.3407 k 2.750 k Axial Load Loacf Combination Pu O.O6*fc*b*t Mer Mu k k k-ft k-ft +1.40D at 21.27 to 22.00 0.000 20.880 2.77 0.09 +1.20D+0.50Lr+1.60L at 21.27 to 22.00 0.000 20.880 2.77 0.12 +1.20D+1.60L +0.50S at 21.27 to 22.00 0.000 20.880 2.77 0.08 +1.20D+1.(l0Lr+0.50L at 21.27 to 22.00 0.000 20.880 2.17 0.20 +1.20D+1.60Lr+0.80W at 10.27 to 11.00 2.404 20.880 2.77 1.12 +1.20D+0,S0L +1.60S at 21.27 to 22.00 0:000 '20,880 2.77 0:08 +1.20D+1.60S+0.80W at 10.27 to 11.00 1.700 20.880 2.77 1.12 +1.20D+0.50Lr+0.50L+1.60W at 10.27 to 11. 1.920 20.880 2.77 2.24 +1.20D+0.50L+0.50S+1.60W at 10.27 to 11.0 1.700 20.880 2.77 2.24 +1.20D+0.S0L+0.20S+E_ ~t 10.27 to 11.00 1.700 20.880 2.77 1'.89 +0.90D+1.60W at 10.27 to 11.00 1.275 20.880 2.77 2.24 +0.90D+E at 10.27 to 11.00 1.275 20.880 2.77 1.88 .Jo.e:sign ;p~faxrtnum·:Q.01niij1J'atlons·~;ttet1W6Hns· : ... '. Axial Load Moment Valaes Load Combination Pu Mer Mactual D+L+Lr at 11.73 to 12.47 D + L +W at 10.27 to 11.00 • D+L+W+S/2 at 10.27 to 11.00 D+L+S+W/2 at 10.27 to 11.00 D+L+S+E/1.4·at 10.27 to 11.00 D+0.5(L+Lr)+0.7W at 10.27 to 11.00 D +0.5(L+lr)+0.7E at 10.27 to 11.00 .. 'Rialitforis,;-i.Vett·cah&-Borizon~f; . ...... .. , ....... -c ........ ·,. u. .,J., ...... __ ._...... . Load Combination DOnly SOnly WOnly EOnly D+L+Lr D+L+S D+L+W+S/2 D+L+S+W/2 k k-ft 1.729 2.77 1.417 2.77 1.417 2.77 1.417 2.77 1.417 2.77 1.637 2.77 1.637 2.77 Base Horizontal 0.0 k 0.0 k 0.3 k 0.3 k 0.0 k 0.0 k 0.3 k 0.1 k ----Gl-+-L.-+-S-+-5/.'.!A---------------0,2 k ---- • k-ft 0.00 1.40 1.40 0.70 1.34 0.98 1.32 Phi 0.90 0.90 0.90 0.90 0.88 0.90 o .. 89 0.89 0.89 0.89 0.89 0.89 ' I gross in'·4 381.08 381.08 381.08 38).08 381.08 381.08 381.08 Moment Values b.6 * Phi Mn As As Ratio rho bal k-ft m'2 3.61 0.233 3.61 0.233 3.61 0.233 3.61 0.233 4.12 0.233 3:61 0.233 3.98 0.233 4.02 0.233 3.98 0.233 3.98 0.233 3.89 0.233 3.89 0.233 Stiffness I. cracked I effective in'4 in'·4 22.47 381.078 .22.10 381.078 22.10 381.078 22.10 381.078 22.10 381.078 22.36 381.078 22.36 381.078 Top Horizontal 0.00 k 0.00 k 0.25 k 0.34 k 0.00 k 0.00 k 0.25 ~ 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 0.0053 0.3113 Deflections Deflection Defl. Ratio in 0.000 ####fl#..# 0.102 2,581.0 0.102 2,581.0 0.051 5,173.2 0.098 2,683.6 0.072 3,685.6 0.097 2,734.8 Vertical @ Wall Base 2.310 k 0.000 k 0.000 k 0.000 k 2.750 k 2.310 k 2.310 k 0.13 , 2.310 k ----------0,24·-k----·-----------2.310· -~ ·--·----·-- • • . Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used: 2009 IBC & ASCE 7-05 . ::G.e:o'i1~Kfm9ID1iflJ16r t:1\::'·\;:/':: .. ~:;·. -~,-:· ~ J / fc : Concrete 28 day strength = 4.0 ksi Fy : Rebar Yield = 60.0 ksi Ee : Concrete Elastic Modulw = 3,122.0 ksi '),., : Lt Wt Cone Facto1 = 1.0 Fr: Rupture-Modulus = 316.228 psi Max-% of -p balanced = 0.1791 Max Pu/Ag= fc * = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in -:~.0il:eJSfo,wtW~i1J:pjnleflsio'fi~{:. ~: r ; __ : /.;,:;> .' · .. -· A Clear Height = 22. 0 ft B Parapet height = 0.0 ft Wall Support Condition Top & Bottom Pinned Initial Lateral_Disp.@ Top Suppori 2.0 in Vertical Uniform Loads. . . ( Applied per foot of Strip Width) Ledger Load Eccentril;ity 2.0 in Concentric Load dtit~iiJlfflff, <: ... : _; ,,_. Full area WIND load Fp = Wall Wt. * 0.3560 = 23.0 psf 23.496 psf ;~::, .... ~ -.·. -., --· -.. · Wall Thickness Rebar at wall center Rebar "di' distance Lower Level Rebar ... Bar Size # Bar Spacing B A l_ DL : Dead Load 0.3960 0.0 5.50 in 2.750 in 5 16.0 in Temp Diff across thickness = deg F Min Allow Out-of-Plane Defl Ratio = L/ 150.0 Minimum Vertical Steel % = 0.0020 Using Stiffness Reduction Factor per ACI R.10.12.3 Lr : Roof Live.Load 0.440 0.0 Lf : Floor Live Load 0.0 0.0 S: Snow Load O.Ok/ft O.Ok/ft Wall Weight Seismic Load lhput Method : ASCE seismic factors entered SOS Value per ASCE 12.11.1 Sos 0.890 Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual ValLJes . . . Allowable Values ... PASS Moment Capacity Check +1.20D+0.50Lr+0.50L +1.60W PASS Service Deflection Check D+L+W PASS Axial Load Check · +1.20D+1.60Lr+0.50L PASS Reinforcing Liniit Check PASS Minimum Moment Check +1.40D Maximum Bending Stress Ratio = o.9959 Max Mu 2.926 k-ft Phi * Mn 2.938 k-ft Min. Defl. Ratio Max. Deflection Max Pu/ Ag Location Controlling As/bd Mcracking 1,118.02 0.2361 in 43.387 psi 0.09167 ft 0.007045 1.594 k-ft Max Allow Ratio Max. Allow. Defl. 0.06 • fc As/bd = b.o rho bal Minimum Phi Mn Maximum Reactions ... for Load Combination .... Top Horizontal Base Horizontal Vertical Reaction E Only E Only D + L + Lr 150.0 1.760 in 240.0 psi 0.1791 2.698 k-ft 0.2584 k 0.2585 k 2.288 k Description : sidewall 22' ~~oeit'rfNl'~x-ilra -ttto'ifiBll:fatit>ni • ,rM-cjmihts· ··:_ ....... , ... 9 .. -.. ~~~ .. L .. Jlll ·----·· .... ,.~.-......... , _______ ........... Axial Load Load Combination Pu 0 .06*fc*b*t Mer Mu k k k-fi k-ft +1.40D at 21.27 to 22.00 0.000 15.840 1.59 0.09 +1.20D+0.50Lr+1.60L at 21.27 to 22.00 0.000 15.840 1.59 0.12 +1.20D+1.60L+0.50S at 21.27 to 22.00 0.000 15.840 1.59 0.08 +1.20D+1.60Lr+0.50L at 21.27 to 22.00 0.000 15.840 1.59 0.20 +1.20D+1.60Lr+0.80W at 10.27 to 11.00 2.108 15.840 1.59 1.14 +1.20D+0.50L+1.60S at 21.27 to 22.00 0.000 15.840 1.59 0.08 +1.20D+1.60S+0.80W at 10.27 to 11.00 1.404 15.840 1.59 1.13 +1.20D+0.50Lr+0.50L+1.60W at 10:27 to 11. 1.624 15.840 1.59 2.93 +1.20D+0.50L+0.50S+1.60W at 10.27 to 11.0 1.404 15.840 1.59 2:80 +1.20D+0.50l+0.20S+E at 10.27 to 11.00 1.404 15.840 1.59 1.44 +0.90D+1.60W at 10.27 to 11.00 1.053 1'5.840 1.59 2.61 +0.90D+E at 10.27 to 1·1.00 1.053 15.840 1.59 1.44 _: twislgn:fMaximJiiirf ~am~t1i·it,w6s:~.,:t,~n~ltlarts. · ·., ._ · :,, Moment Values Load Combination Axial.l,.oad Pu Mer Mactual D+L+Lr at 11.73 to 12.47 D+L+W at 10.27 to 11.00 • D+L+W+S/2 at 10.27 to 11.00 D+L+S+W/2 at 10.27 to 11.00 D+L+S+E/1-.4 at 10.27 to 11.00 D+0.5(L+lr)+0.7W at 10.27 to 11.00 D + 0.5(L +Lr)+ 0. 71: at 10.27 to 11.00 k 1.514 1.170 1.170 1.17.0 1.170 1:390 1.390 :_)::;·e·''·a· ift··,·:o·;;,;.;_-s'-.:~S1e~:~-,-,;;_'1·t· .. :0/u_·_.;,.,.-z:,o· . .., ..• -.;;11·:. . · · :!!¥,. .,'!,.__,,JY .... ,.;1 ,tL ... ~~ .~.-r-tPJl..--«-,-0,~, ... <. : • • • , -·-· k-ft k-ft. 1.59 0.00 1.59 1.41 1.59· 1.41 1.59 0.70 1.59 1.03 1.59 0.99 1.59 1.01 Load Combination Base Horizontal DQnly S Only WOnly E Only -D+L+Lr D+L+S D+L+W+S/2 D +L+S +W/2 ----1D c+-l.-+-S-+-E/-11.-'1----------- • Mk 0.0 k 0.3 k 0.3 k 0.0 k 0.0 k 0.3 k 0.1 k --°'2-k Moment Values 0.6 *. Phi Phi Mn As As Ratio rho bal k-fi in'2 0.90 2.70 0.233 0.0070 0.1791 0.90 2.70 0.233 0.0070 0.1791 0.90 2.70 0.233 0.0070 0.1791 0.90 2.70 0.233 0.0070 0.1791 0,88 3.01 0.233 0.0070 0.1791 0.90 2.70 ·0.233 0.0070 0.1791 0.89 2.91 0.233 0.0070 0.1791 0.88 2.94 0.233 0.0070 0.1791 0.89 2.91 0.233 0.0070 0.1791 0.89 2.91 0.233 0.0070 0.1791 0.89 2.86 0.233 0.0070 0.1791 0.89 2.86 0.233 0.0070 0.1791 Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio in"4 in"4 in'•4 in 166.38 12.10 166,375 0.000 689113.8 166,38 11.88 166.375 0.236 1,118.0 166.38 11.88 166.375 0.236 1,118.0 166.38 11.88 166.375 0.118 2,239.7 166.38 11.88 166.375 0.172 1,533.1 166.38 12.02 166.375 0.166 1,593.4 166.38 12.02 166.375 0.169 1,559.6 Top Horizontal Vertical @Wall Base 0.00 k 1.848 k 0.00 k 0.000 k 0.25 k 0.000 k 0.26 k 0.000 k 0.00 k 2.288 k 0.00 k 1.848 k 0.25 k 1.848 k 0.13 k 1.848 k 0,-1-9--'-k---------------1:84.8--k---- • (9 #- -, •. =., ,.., ·' # 11?:-::::=v• _______ !' ___ I ~t> ~,g:,, ~, ... 1~ ',, '' I ' ' I , I I ·~ J I I I ' I I I ;iJ I if.l.: tti I ' I I I I I 'I I I I I I I I I ·' [lj ~I~ r--, l:~~PZ I -':!...J ·--.J s· SlA8 ON GRADE w/ \ /- 84 ® 1 B"OC EW CTRO :____,.- PER PlAN NOTES : 1/!!:-':8.. = o·-o· ~I~ ,,,t> ~<?, ,,,t> -*'""1/-- 1/T / -'------·----------~----,{~. 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I t-+-! --+--r---;--,' ' ' ' H,-i-t-H-t---t-HH++H-+++-H-+++-1-+-+++,H+--l-+--lL!--l---l--l--l-l--l---l-W---t--:·-l--l-i _;_._f__, _j·_! i i I Lj H-t----t-MH-t--+-M-+++H-++-t-H-+++-H+++.--:H-l---l--l--lW-1----l-WW~':--L_J~: J.1--L1 _:1_1_,_· J_ 1 : f"'T--,----j-j---; , I I '1 ·1~1 :~ I T-r--1 H-t--i-nH-t---t-HH++H-+++-H-+++-l---+++~W-l---l--l--l-++--l-W-l--l----i--W.-_;_--.)1_j_l -L .... i -L ... Li ---;·:-n+rn i I ! ! I ' I I I I ! ' I I I I • • • :ii;;DCI·ENGINEERS ;a ; D'AMATO CONVERSANO INC. ~~:o ~'1NC\! f L -~!rC\iON? ~ (rtfJ--i) o~ 0.<tJ~ . L~ ~. l lL- L~~ o.eftt Project No. 17tt-lQ~ ~~fSr-t-4CbtSf f~ J\'Y)p1 L U)\Pf-l+ ?24 11 (yqoot ~ 5.Cl<off-i -'? . '-6'' "--2' -~'1 fT'? l 2SDD~ ~. Gi.isrr1) , ·..f ·rt; ·£4 !'_ I \ • --,...... R~AC-f;-Wtl.> : (l"lR \3 z._) 0 ~ 3 ~ '' )<-------- . ~ . ~'t~ o'tr-- ~ 7 -r-.. Sheet No. :""[1~ Date~~ 'By TW 5"7 TJ:JO ~> . -f f Z. -f"' , , 2) 'Z-'l~ i( -::: 1'1-ll"l _ ~ i;_vS_f_s-_-o_5_'?_M_F_n____.j Pr½ )83::_ _____ ---~ ... JU~"l¼Cflo~.s~(F--~-:-.?) . ___ ..... --~ll\ftW1.i0.k\.wM.f?.:_ O+G--- o~--1, '2-~ D-lL~ 1 12--+ i. :;,~ /l(J ,E::,k-- L~°\, ~~ L-(l,;; ~' L{ s 1':- I U>~.lt ,, ,S.1 n-1---') WO" -,_c,' --o·}rei [ g.qov{);f (A-~~rr'9 i • r:J a, ;.· [ 0 t • • 3 l m r I N = CJ (") I I (,) (,) - ~ G ~ D D I D c... :r b r ( 5-1 ~8 ~, r'\ 5-2 ~ r- \ -"'-r-- • • Page l { , 2v LAT Site Latitude: LONG Site Longitude: Ss = MCE Spectral Acee! @ 0.2 S1,c: S1 = MCE Spectral Acee!@ 1.0 Sec: . SITE = Site Class: ( Default is D) Fa Fv = Spectral Acee! @ 0.2 Sec for Site = Spectral Acee! @ 1.0 Sec for Site SMs = MCE Spectral Resp (Short Period) SM! Project No. 12051-054.00 33.162 ~177.354 1.338 2002 USGS Mapped Value for Default Site Class B 0.504 2002 USGS Mapped Value for Default Site Class B D (per Geotech orTable20.3-l -ASCE 7, pg 205) 1.00 = TableintelJloloated (Table 11.4-1-ASCE 7, pg 115) 1-------1 1. 50 ='Table intelJloloated (Table 11.4-2 -ASCE 7, pg 115) 1.338 =FaSs !--~-----1 0.756 . =FvS1 n:nm--~...-~-----,---.--..,._..,...,, ...... e-. c---------,.-,.,,...-,---, S.,fJUM!) ti:rrrr-----::--rr.:::=,.,,,.===rr-::-:=-=-T"Tr-r<'.e:-:c=-------:::-t---rr~---,--t .,,..,VML Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 Ts = r.enoo, ::,01!:Sos 0.113 sec. D.565 sec. Eqn 11.4-8 Eqn 11.4-9 Sheet No: Date: Printed: = Long Period, Transition Period 8.00 sec (Table 22-15 -ASCE 7, pg228) 10/12/12 11:14AM · JJW Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 0.020 (Table 12 8-2 -ASCE 7, pg 129) >>>>>>>>>>>>>>>> x = Exponent Parameter for Approximate Period 0.75 h = Height of Building (approx to Mean Roof Ht) 25 ft Ta = ..:-:a.ppavA.IUUII-'-~ '-A.IVU, .A.~ -'-"" \lln/ 0.224 sec. Cu = Coefffor Upper Limit on Calc'd Period 1.40 T max= Max .t'unctamental Penoct: Tmax = Ta* Cu 0.313 sec. l calc = · Calculated Period ( via. co~puter analysis) m. Building Importance (IBC 1604 & ASCE 7-05 Table 11.5.1 -pg 116): ICC = Importance Classification CATAGORY: =.__I __ m_~ Class = Building Classifi9ation = Higher Risk Occupancy Condition IE = Seismic IMPORTANCE Factor: = 1· l.25 IV. Structural System (Table 12.2.1-ASCE 7 pg 120): Eqn 17.8-7 (Table 12.8-1-ASCE 7, pg 129) Eqn 12.8-7 Leave Blank to use Ta (!BC Section 1604) (Table 11.5.l-ASCE7,pg 116) (Tables 16.13.5.6(1) & (2) -2007 CBC) SDC = Seismic Design Catagory: 0 !------------"--"----------------, BBS = BASIC BUILDING SYSTEM : = A. Bearing Wall System SFRS = SEISMIC FORCE RESISTING SYSTEM: Cd = Resp. Modification Coeff (DUCTILITY): = System OVERSTRENGTH Factor: = Deflection Amplification Factor: Height Limitations; (ft) 1-------------------------'-I 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets 6.50 3 ** can be reduced by½ in flexible diaphragms but shall not be< 2 ** --------------- 4.00 65 V Calculation of the Seismic Resoonse Coeff ( ASCE 7 DI! 129)· C s 1 = Sos I (R/1) = s 2a = if T ::; TL, then Sm / T(R/1) = C Cs Cs Cs 2b = ifT > TL, then SDl*TL/r(R/1)= 3 = 0.044*S0s *I 2: O.oI 4 = ifS1 > 0.6g then 0.50*S1 I (R/1)= = 0.171 W = 0.433 W = -n/a- = 0.049W = -n/a- Eqn· 12.8-2 (short period Cutoff) Eqn 12.8-3 Oong period) Eqn 12.8-4 (veiy long period) Eqn 12.8-5 (minimum) Eqn 12.8-6 (soft site minimum) a) ~ • Occupancy Category Enclosure Classification: Wind Importance Factor: Basic Wind Speed: Exposure Catagory : Topographic/Spe~d-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof Zone "a": Internal Press Coeffient (pos.): Internal Press C6effient (neg.): Kz, evaluated at Mean Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor(G): WALL Coeff. (Cp) -Press Toward: WALL Coeff. (Cp) -leeward:. +WALL Pre_ssure (toward surface): •w- V:= EXP= "zt- "d- 11n- a= +Gcpi= -Gcpi= Kh= qh= G= Cp= Cp= Pw1= Pw2= Pwmax= Page Ll,5 Proje(:!No: 12os1-os~.oo Slieet Project Name: Army Navy Academy • C Date: 8/10/11 By: JJW Ill <----ASCE 7-05, Tab!e 1-1 nc osed <----ASCE 7-05, Sec. 6.5.9 <----ASCE 7-05, Table 6-1 85 <----ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction <---ASCE 7-05,.Sec. 6.5.6.3. _<----P,.SCE 7-05, Figure 6-4 <---ASCE 7-05, Table 6-4 <----ASCE 7-05, Fig. 6-11A <----ASCE 7-05, Table 6-5 -0.18 <----ASCE 7-05, Table 6-5 .13 = 2.01*(z/zg)'(2/a).per ASCE 7-02 Table 6-3 =0.00256*Kh*Kzt*Kd*lw*(V)'2 0.53 <----ASCE 7s05, Fig. 6-6 -0. 3 <----ASCE 7-05, Fig. 6-6 =qh(+GCpt-GCpi) <-(inwa[d) =qh(-GCpz4G~pl) <-· (suction) p~ ----------·-------------------------·---------------------------------------------·-------· -·-·--··--~ -------- • Page L..J.'f Sheet No: Project No. 12051-054. 00 • Project Army Navy Academy -Office --===,,..-:,="""""====="'=====-------------1 Date: 10/12/12 11:14AM JJW 9 ps 0 kips 26 ps 15 psf 0 0 0 0 41 37 266 237 Plate Floor Story -w hk / -X ~ Area Mass Height Wx h Wxhk rwihik Fi Fi/sf Floor .s Cf) (sf) (psf) (ft) (kips) (ft) (kips) (psf) • Os Ops 0.00 0 0.00 0 0.0 0 0 0.00 O sf o psf 0.00 0 0.00 0 0.0% 0 0.00 O.sf O psf 0.00 0 0.00 0 0.0% 0 0.00 Roof 2 6480 sf 37 psf 12.00 237 24.00 5,676 64.0% 39 5.95 2nd fir 1 6480 sf 41 psf 12.00 266 12.00 3,188 36:0% 22 3.34 grade s) ( ) (kips) ( ) 8,865 100.0 0 (kips) (ps) W= 502 Base Shear= 60 9.30 ~tiif~ft... Wind Pressure Wind Force Governing Depth Level PSF Wind Trib PLF Seismic Typ. 0 0 0 ----------. oof -23-psf--6-.-0-ft 1-40.2-plf-----,---5,95--------------2-4-ft------------ 2nd fir 23 psf 9.5ft 222.0 plf 3.34 66 ft • • Page L .. I ~c;;' ASP Lateral Force Analysis -2010 CBC Job : 12051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p =1or1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story streng!h, nor does the resulting system .have an extereme torsional irregularity (horizontal structural irregularity Type 1 b). Cantilever: Lo~s of memnt resistance at the base connections of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b). Braced: Removal of an individual brace, or connection thereto, would not result in Frames more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). True/False I T I T T T -------------------------------------------------------------------------------------------· • l;DCI·ENGINEERS Ai D'AMATO CONVERSANO INC . • ASD Lateral Force Analysis -2010 CBC Shear Wall Forces Building Forces L.e~el Seis. Wind Typ (psf) (pit) Roof 5.95 140 2nd fir 3.34 222 Totals: 9.3 362.2 Wall Wall Wall .. % of Seismic Tr'ib Wind ID Len Ht. Line Len Width Trib (ft) (ft) Load (ft) (ft) (ft) 2nd Level Walls 7 19.0 12.5 100% 78.0 15.0 22.0 8 22.0 12.5 100% 78.0 13.5 13.5 9-1 14.0 12.5 100% 78.0 10.0 10.5 10-1 9.0 12.5 100% 85.0 10.0 18.5 10-4 10.0 12.5 40% 98.0 16.0 20.5 10-3 15.0 12.5 60% 98.0 20.5 20.5 • M 12.0 12.5 100% 58.0 10.0 N-1 7.0 12.5 21% 72.0 13.0 12.0 13.0 N-2 9.0 12.5 26% 72.0 13.0 13.0 N-3 10.0 12.5 29% 72.0 13.0 13.0 N-4 8.0 12.5 24% 72.0 13.0 13.0 P-1 11.0 12.5 39% 72.0 13.0 13.0 P-2 10.0 12.5 36% 72.0 13;0 13.0 P-3 7.0 12.5 25% 72.0 13.0 13.0 Q 16.0 12.5 100% 68.0 17.0 17.0 R-1 8,0 12.5 44% 48.0 17.0 17.0 R-2 5.0 12.5 28% 48.0 17.0 17.0 R-3 5.0 12.5 28% 48.0 17.0 17.0 s • 18.0 12.5 100% 60.0 17.0 17.0 • Page t. b Job : 12051-054.00 Equations: Seismic Govs: (Trib Length > Gov. Length/1.4) Trib Shear =Trib Length*Trib Width*Trib Force Wind Govs: (Trib Length < Gov. Length) Seis Shear (lbs) 6965 6269 4643 5060 9334 11960 3453 5572 5572 5572 5572 5572 5572 5572 6882 4858 4858 4858 6072 Trib Shear = Trib Width*Trib Force Total Force = Trib Shear+ Add'I Shear total Shear= Total Force I Wall Length Wind Add'I Add'I Gov. Wall Shec!r Seis Wind Force Shear Gov (lbs) (lbs) (lbs) (lbs) (plf) Case Type 3084 0 0 6965 367 Seis W4 1893 0 0 6269 285 Seis W6 1472 0 0 4643 332 Seis W4 2594 0 0 5060 562 Seis W3 2874 0 0 485 Seis W3 2874 0 0 622 Seis W2 1682 0 0 3453 288 Seis W6 1823 0 0 1147 164 Seis W6 1823 0 0 1475 164 Seis W6 1823 0 0 213 Seis W6 1823 0 0 213 Seis W6 1823 0 0 9 199 Seis W6 .. 1823 0 0 259 Seis W6 1823 0 0 25~ Seis W6 2383 0 0 6882 430 Seis W4 2383 0 0 2159 270 Seis W6 2383 0 0 439 Seis W4 2383 0 0 439 Seis W4 2383 0 337 Seis W4 -j~04ZEJ---c~~~ -- t4AUE--\?iii' ~I\./ 1 rvcP--~0 \3 ''"( ]D°jo 't6 ACCO v~ ,~(9{Z /\J8fv-e>fl.-Tbt-o G11!LrA{_ S YS11vv1, Wall Wall Wall %of Seismic Trib Wind Seis Wind Add'I Add'I Gov. ID Len Ht. Line Len Width Trib Shear Shear Seis Wind Force Shear Gov (ft ft Load ft (ft) lbs) lbs lbs (lbs lbs) pl Case T pe • 1st Level Walls 1 32.0 12.5 100% 82.0 16.0 28.5 4387 6326 9652 3895 14038 439 Seis W4 2-1 19,0 12.5 51% 94.0 21.0 29.0 6600 6437 8226 2554 7613 401 Seis W4 2-2 18.0 12.5 49% 94.0 21:0 29.0 6600 6437 8226 2554 7212 401 Seis W4 3 43.0 12.5 100% 116.0 20:0 24.0 7757 5327 5060 2594 387 Seis W4 A 14.0 12.5 100% 28.0 9.0 7.0 1500 9&1 0 0 139 Seis W6 B 12.0 12.5 100% 62.0 15.0 16.0 3109 3552 3453 1682 6562 547 Seis W3 C-1 10.0 12.5 22% 68.0 13.0 13.0 2956 2886 5572 1823 1854 185 Seis W6 C-2 15.0 12.5 33% 68.0 13.0 13.0 2956 2886 5572 1823 2781 185 Seis W6 C-3 21.0 12.5 46% 68.0 13.0 13.0 2956 2886 5572 1823 -241 Seis W6 D-1 10.0 12.5 26% 78.0 15.0 15.0 3912 3330 7866 2617 3099 310 Seis W6 D-2 13.0 12.5 34% 78.0 15.0 15.0 3912 3330 7866 2617 4029 310 Seis W6 D-3 15.0 12.5 39% 78.0 15.0 15.0 3912 3330 7866 2617 -403 Seis W4 E-1 12.0 12.5 46% 84.0 28.0. 24.0 7864 5327 7017 2781 6868 572 Seis W3 E-2 14,0 12.5 54% 84.0 28.0 24.0 7864 5327 7017 2781 744 Seis W2 G 15.0 12.5 100% 46.0 13.0 13.0 1999 2886 2429 1192 384 Seis W4 T 20.0 12.5 100% 70.0 17.0 17.0 3979 3774 6072 2383 10051 503 Seis W3 Nail Type= 10d Plywood type = cdx Type Type Sides Value W6 1/2" cdx 10d@ 6" 1 310 plf W4 1/2" cdx 10d@ 4" 1 460 plf W3 1/2" cdx 10d @ 3" 1 600 plf W2 1/2" cdx 10d @ 2" 1 770 plf 2W4 1/2" cdx 10d@ 4" 2 920 plf • 2W3 1/2" cdx 10d @ 3" 2 1200 plf 2W2 1/2" cdx 10d (@. 2" 2 1540 plf ____ " ________ _ • Page .·Wtg Sl;DCI·ENGINEERS ;:a§ D'AMATO CONVERSANO INC . • ASD Lateral Force Analysis -2010 CBC Job: 12051-054.00 Shear Wall Overturning Parameters DescriQtion L Lengt~ of wall Pl . Left p6in_t load of Variables: ~ Height of wall Px Point load at Xp V Unit shear on wall Pr Right point load Wt Unit weight of wall Xp Location of Px Well Dead load on w~II Wx Loca\ion of Wall Above Seismic: HD = (Mot -0.48 Mr) IL (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Wall L H V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (ft) (ft) (plf) (psf) (plf) (lbs (lbs) (lbs) (ft) Above (ft) Case 0 2nd Level Wails 7 19.00 12.50 367 15 0 0 0 0 0 0 0 Seis 8 22.00 12.50 285 10 0 0 0 0 0 0 0 Seis 9-1 14.00 12.50 332 10 0 0 0 0 0 0 0 Seis 10-1 9.00 12.50 562 10 0 0 0 0 0 0 0 Seis 10-2 10.00 12.50 485 10 290 0 0 0 0 0 0 Seis 10-3 15.00 12.50 622 10 290 0 0 0 0 0 0 Seis M 12.00 12.50 288 15 290 0 0 0 0 0 0 Seis • N-1 7.00 12.50 164 10 348 0 0 0 b 0 0 Seis N~2 9.00 12.50 164 10 348 0 0 0 0 0 0 Seis N-3 10.00· 12.50 213 10 290 0 0 0 0 0 0 Seis N-4 8.00 12.50 213 10 290 0 0 0 0 0 0 Seis P-1 11.00 12.50 199 10 435 0 0 0 0 0 0 Seis P-2 10.00 12.50 259 10 145 0 0 0 0 0 0 Seis P-3 7.00 12.50 259 10 145 0 0 0 0 0 0 Seis Q 16.00 12.50 430 10 203 0 0 0 0 0 0 Seis R-1 8.00 1-2.50 270 15 0 0 0 0 0 0 0 Seis R-2 5,00 12.50 439 15 0 0 0 0 0 0 0 Seis R-3 5.00 12.50 439 15 0 0 0 0 0 0 0 Seis s 18.00 12.50 337 10 493 0 0 -0 0 0 0 Seis 1st Level Walls 32.00 12.50 439 15 208 0 0 0 0 0 0 Seis 2-1 19.00 12.50 401 10 156 0 0 0 0 0 0 Seis 2-2 18.00 12.50 401 15 2~4 0 0 () q 0 0 Seis ----3 43.00 12.50 387 10 234 0 0 0 ___ o ____ o ____ o _____ Seis ______________ A 14.00 12.50 139 15 145 0 0 0 0 0 0 Seis B 12.00 12.50 547 15 o· 0 0 0 d 0 0 Seis C-1 10.00 12.50 185 10 156 0 0 0 0 0 0 Seis C-2 15.00 12.50 185 10 156 0 0 0 0 0 0 Seis C-3 21.00 12.50 241 10 442 0 0 0 0 0 0 Seis D-1 10.00 12.50 310 10 156 0 0 0 0 0 0 Seis D-2 13.00 12.50 310 10 156 0 0 o· 0 0 0 Seis D-3 15.00 12.50 403 10 0 0 0 0 0 0 0 Seis E-1 1200 12.50 572 10 174 0 0 0 0 0 0 Seis • E-2 14.00 12.50 744 10 377 0 0 0 0 0 0 Seis G 15.00 12.50 384 15 182 0 0 0 0 0 0 Seis T 20.00 12.50 503 10 0 0 0 0 0 0 0 Seis Page L//j • E;DCI·ENGINEERS Ai D'AMATO CONVERSANO INC . ASD Lateral Force Analysis -2010 CBC 12051-054.00 Job: Shear Wall Overturning .. Oescrigtion Mot Overturni.ng Moment of Variables: Mr Left Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left ·side of the wall HD Right Hold down force on. the riQht side of the wall Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (-CBG 1605.3.2) ov. Hold Down Case Left / Right 2nd J,.evel Walls 7 87064 33844 33844 3736 3736 Seis MST60/MST60 8 78358 30250 30250 2908 2908 Seis MST48/MST48 9-1 58043 12250 12250 3730 3730 Seis MST60/MST60 • 10-1 63252 5063 5063· 6761 6761 Seis CMST12/CMST12 10-2 60(?74 20750 20750 5081 5081 Seis CMST14/CMST14 10-3 116608 46688 46688 6295 6295 Seis CMST14/CMST14 M 43160 34380 34380 2235 2235 Seis MST48/MST48 N-1 14340 11589 11589 1262 1262 Seis CS16/CS16 N-2 18437 19157 19157 1037 1037 Seis CS16/CS16 N-3 26631 20750 20750 1677 1677 Seis CS16/CS16 N-4 21305 13280 13280 1874 1874 Seis MST48/MST48 P-1 27363 33880 33880 1024 .1024 Seis CS16/CS16 P-2 32338 13500 13500 2592 2592 Seis MST 48/MST 48 P-3 22637 6615 6615 2785 2785 Seis MST48/MST48 Q 86023 41984 41984 4129 4129 Seis CMSTC16/CMSTC16 R-1 26987 6000 6000 3017 3017 Seis MST48/MST48 R-2 27409 2344 2344 5259 5259 Seis CMST14/CMST14 R-3 27409 2344 2344 5259 5259 Seis CMST14/CMST14 -------------------~-----------~-------------------·--·-·------·---------------------------------. -----------------------· .. --s 75902 100116 100116 1573 1--573 Seis CS16/CS16 • l1 j) ov. Hold Down case Left / Right 1st Level Walls • 1 175480 202496 202496 2476 2476 Seis HDU2/HDU2 2-1 95165 50721 50721 3740 3740 Seis HDU4/HDU4 2-2 90156 68283 68283 3206 3206 Seis HDU4/HDU4 3 208279 331896 331896 1176 1176 Seis HDU2/HDU2 A 24378 32585 32585 635 635 Seis HDU2/HDU2 B 82029 13500 1'3500 6301 6301 Seis HDU8/HDU8 C-1 23173 14050 14050 1650 1650 Seis HDU2/HDU2 C-2 34760 31613 31613 1316 1316 Seis HDU2/HDU2 C-3 63263 125024 125024 183 183 Seis HDU2/HDU2 D-1 38743 14050 14050 3207 3207 Seis HDU4/HDU4 D-2 50366 23745 23745 3006 3006 Seis HDU2/HDU2 D~3 75550 14063 14063 4591 4591 Seis HDU5/HDU5 E-1 85850 21528 21528 6302 6302 Seis HDU8/HDU8 E-2 130206 49196 49196 7630 7630 Seis HDU11/HDU11' G · 71960 41569 41569 3480 3480 Seis HDU4/HDU4 T 125637 25000 25000 5688 5688 Seis SEE CALI l-l-l ( • ----------------------------------- ) • • • EDCI·ENGINEERS Project No. Sheet No. -44_ D'AMATO CONVERSANO INC. I _/, t/ ' · Project /\~'i Nf-\-Vi -AcAO.tM~ Date - Subject By T\JJ 1,,-~,~ vJAU--W.4~ S AW VSc _) T 8E l/DIIJ -,..,...,,a--,;,1~ lf)g(k-~ -: ~ __ , ~ 3~n-f ~ ,--'"N WAUvt\ · \\,VJ , t 1l\ ,,-w• 1' + 1AJ '.-Q'• f ,~ 2.6:\':v~-~llto ,; 1~o'F \~!---c/l \JS~ 1-\Vul\-" 1~ ~q~ @_ ~-------~ ---------·---···---------------------------------------------------···--·----·---·-. ----- • • IIPAS!;¥~~!tJA~p~~ Project No . Sheet No: 10051-054.00 Project Army Navy Academy~ IYlVL(--/JJ~fof£ ~ Date: 10/10/12 .. Printed: 2Mo,bse I AS.CJ: 1 ~ 05 $f;t:$NJic Ett\se sH~AR ~E$.PQN$E coJ.:F-t:1¢1_1:.NT 2:50PM ,. ; ' t _ .. , • ·,. • • -~ • • • ~ ·-By: JJW ,,,' -·· ... .. ... --. I. Seismic Ground Motion Values: LAT = Site Latitude: = 33.162 LONG = Site Longitude: = -177.354 Ss = MCE.Spectral_Accel@0.2 Sec: = 1.338 2002 USGS Mapped Value fur Default Site Class B s, = MCE Spectral Acee!@ 1.0 Sec: = 0.504 2002 USGS Mapped Value fur Default Site Class B SITE = Site Class: ( Default is D) = D (perGootechorTable20.3-l -ASCE 7, pg205) Fa = Spectral Accel @ 0.2 Sec for Site = 1.00 =Table interpoloated (fable 11.4-1 -ASCE 7, pg 115) Fv = Spectral Acee!@ 1.0 Sec for Site = 1.50 =Table interpoloated (fable 11.4-2-ASCE 7, pg 115) SMs = MCE Spectral Resp (Short Period) = 1.338 =FaSs Eqnll.4'1 SM! _ = MCE Spectral Resp (Long Period) -0.756 =FvS1 Eqn 11.4-2 I -~ -,ues1gn i;pectral Accel ® u.:.: ISec -U.11~ -k,--''-'MS Eqn 11.4-3 1 ·u, -Ves1gn 1Spectra1 Acee!® 1.u ISec -U • .5U ~'-'"'Ml Eqnll.4-4 II. DesignRes11onse S11ecfrum Periods: To = renoo, u.1•:s01t:Sos = OJl3 sec. =u.1.·~n1l~ns Eqnll.4-8 Ts = renoo, :Smi:Sos = 0.565 sec. =!>m/~vs Eqn 11.4-9 'L = Long Period, Transition Period = 8.00'sec (fable 22-15 -ASCE 7, pg 228) Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = 0.020 (fable 12.8-2 -ASCE 7, pg 129) 0 -··> .--: -..... _ .. ;:., ....... ,,. X = Exponent Parameter for Approximate Period = 0.75 h = Height of Building (approx to Mean Roof Ht) = 25 ft • Ta = rs.pp.t UA.IIIIALC .1. C.t lUU, .I. A -'--"L \Un} = 0.224 sec. Eqn 12.8·7 Cu = Coeff for Upper Limit on Calc'd Period = 1.40 (fable 12.8-1 -ASCE 7, pg 129) T max = Max Fundamental Penod: Tmax = Ta* Cu = 0.313 sec. Eqn 12.8-7 I' calc = Calculated Period ( via. computer analysis) = Leave Blank to use Ta HI. Building-Im11ortance {IBC' 1604 & ASCE 7-05 Table 11.5.1 ~ 11g 116}: ICC = linportance Classification CATAGORY: =I III I (!BC Section 1604) Class = Building Classification _ = Higher Risk Occupancy Condition IE = Seismic IMPORTANCE Factor: =I 1.25 I (fable 11.5.l -ASCE 7, pg 116) IV. Structural System {Table 12.2.1 -ASCE 711g 120}: SDC = Seismic Design Catagory: = D (fables 16.13.5.6(1) & (2) -2007 CBC) BBS = BASIC BIBbDING SYSTEM : = A. Bearing Wall System SFRS = SEISMIC FORCE RESISTING SYSTEM: = Intermediate Pre-cast Shear wall~ R = Resp. Modification Coeff(DUCTILITY): = 4.00 no = System OVERSTRENGTH Factor: -Z,5 •• can be reduced by ½ in flexible diaphragms but shall not be< 2 ** Cd = Deflection Amplification Factor: = 4.00 . Height Limitations: (ft) = 160 ---------------------------------- V: Calculation of the Seismic Res11onse Coeff { ASCE 7 11g 129}: Cs 1 = Sos I (R/1) = = 0.278 W Eqn 12.8-2 (short period Cutoff) Cs 2a = ifT :S T t, then Sm I T(R/I) = = 0.704 W Eqn 12 8-3 (long period) Cs2b = ifT > TL,then SwTL/T2(R/1)= = -n/a -Eqn 12.8-4 (veiy long period) Cs3 = 0:044*S0s *I 2: 0.0 I = 0.049W Eqn 12.8-5 (minunwn) Cs4 = ifs,> 0.6g then 0.50*81 I (R/1) = = -n/a-Eqn 12.8~ (soft site minimwn) rr ... = ~.s }"'= ~'!ti. )2.8":1) = ,0.~?8:W -SEISMIC BASE SHEAR COEFFICIENT. l:V,~~!I 9 C;sW=Q.!:t)J11Z;!l.l)' ··:o.195W ' -ASD SEISMIC BASE SHEAR COEFFICIENT. '"· ,, • .EDCI e·n GI n EE RS Project No. tz es I ---Pn--QP Sheet No. L2,2.,. 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Design Response Spectrum Periods: To = renoa, u.L~:s011:s05 Ts = renoa, :Smll:los 'l 0.113 sec. 0:565 sec. -U . .l"'So1/Sos :,bil:Sos Eqn 11.4-8 Eqn 11.4-9 Sheet No: = Long Period, Transition Period 8.00 sec (Table 22-15 -ASCE 7, pg228) Page ___ _ 10/12/12 12:48 PM JJW Ct = Factor for Approximate Period,.SEE ASCE 7-05 pg 129 0.020 (Table 12.8-2 -ASCE 7, pg 129) >>>>>>>>>>>>>>>> x = Exponent Parameter for Approximate Period 0.75 h = Height ofBuilding (approx to Mean Roof Ht) 13ft Ta 0.137 sec. Cu = Coeff for Upper. Limit on Calc'd Period 1.40 T max= Max rundamental .t'enod: !max= Ta* Cu 0.192 sec . r calc =' Calculate~ Period (via. computer analysis) III. Building Illlflortance UBC 1604 & ASCE 7-05 Table 11.5.1 -pg 116): ICC = Importance Classification CATAGORY: = I III Class = Building Classification = Higher Risk Occupancy Condition Eqn 12.8-7 (Table-12.8-1 -ASCE 7, pg 129) Eqn 12.8-7 Leave Blank to use Ta (!BC Section 1604) IE = SeismicIMPORTANCEFactor: =I 1.25 (Tablell.5.1-ASCE7,pg116) IV Structural Svstem (Table 12 2 1 -ASCE 7 DI! 120)· .SD BB C s = Seismic Design Catagory: = BASIC BUILDING SYSTEM : RS = SEiSMIC FORCE RESISTING SYSTEM: SF R = Resp. Modification Coeff(DUCTJLITY): = System OVERSTRENGTH Factor: = Deflection Amplification Factor: ... .Height.Limitations: (ft}.·_ ·-· -. . - = D (Tables 16.13.5.6(1) & (2) -2007 CBC) . = A. Bearing Wa:ll System = 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets = 6.50 -·---· --.. = 3 ** can be reduced by ½ in flexible diaphragms but shall not be< = 4.00 65 .. ,. .. . V Calculation of the Seismic Resnonse Coeff ( ASCE 7 ne: 129)· Cs Cs Cs Cs Cs 1 = Sos I (R/I) = 2a = ifT::,TL,then S01 /T(R/I)= 2b = ifT > TL, then SDl*TL/T2(RII)= 3 = 0.044*S05 *I 2: 0.01 4 = if S1 > 0.6g then -0.50*S1 / (R/I) = = = = = = 0.171 W 0.707W ~n/a- 0.049W -n/a- Eqn 12.8-2 (short period Cutoff) Eqn 12.8-3 (long period) Eqn 12.8-4 (vety long period) Eqn 12.8-5 (minimum) Eqn 12.8-6 (soft site minimwn) ./ :Yt\, ~~'.Mf~"!f~!Jf -SEISl'viIC BASE SHEAR COEFFICIENT . . c.::._:;:~·:::=::~J ,_l:~t!~.,qtW/{i -ASD SEISMIC BASE SHEAR COEFFICIENT . 2 •• • • • Occupancy Category Enclosure Classification: Wind Importance Factor: Basic Winct $peed: Exposure Catagory : Topographic/Speed-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof z,;me "a": Internal Press Coeffient (pos.): Internal Press-Coeffient (neg.): Kz, evaluated at Mean Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor(G): WALL Coeff. (Cp) -Press Toward: WALL Coeff. (Cp) -leewar~: +WALL Pressure_(toward surface): Project No: 10051-054.00 Project Name: Army Navy Academy • S <-ASCE 7-05, Table 1-1 1-----.---.----, <-ASCE 7-05, Sec. 6.5.9 1w -1----r-----,. <-ASCE 7-05, Table 6-1 V = <-ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction EXP= 1-----~-1<-ASCE 7-05, Sec. 6:5.6.3 <-ASCE 7-05, Figure 6-4 <-ASCE 7-05, Table 6-4 a= <-ASCE7-05,Fig.6-11A +Gcpi= <-ASCE 7-05, Table 6-5 -Gcpi= 1---.,...,;-,..------,<-ASCE 7-05, Table 6-5 Kh=m· = 2.01*(z/zg)A(2/a) per ASCE 7-02 Table 6-3 qh= ps =0.00256*Kh*Kzt*Kd*lw*(V)A2 G= • 5 Cp= • <-ASCE 7-05, Fig. 6-6 Cp= • • 3 <-ASCE 7-05, Fig. 6-6 Pw1= Pw2= Pw max= =cjll(+GCpt-GCplJ <--(inward) =qh(-GCpz4-GCpi) <--(suction) Page--L.J; 'fl, Sheet Date: 8/10/11 By: JJW • - • Project No. Project Army Navy Academy-Single Story Base Shear,Vasd Period, Ta N, Stories Building Ht 1st story ht Typ story ht F'.a_r~.e_e~ Ht, Typ bldg, W Typ bldg, L Floor Roof gra e ~ 0 -en 1 Plate Area (sf) Os 0 sf 0 sf 0 sf 4480 sf Floor Story Mass Height (psf) {ft) 0 ps 0.00 O psf 0.00 0 psf 0.00 0 psf 0.00 46 psf 12.00 W= ~tilt.~~ tiitii~'.~j-~}iiJtkc Level Wind Pressure Wind Trib PSF 0 0 0 O· Wx (kips.) 0 0 0 0 206 Ips 206 Wind Force PLF Page~:3 Sheet No: 10051-054.00 Date: 10/12/12 12:48PM JJW ps 0 kips 41 psf 18 psf 0 ft 0 psf 0 psf 0 _ ps_f 59 psf 46 psf 264 kips Wxhk / h whk X I:wihik Fi Fi/sf (ft) (kips) (psf) 0.00 0 0.0% 0 0.00 0.00 0 0.0% 0 0.00 0.00 0 0.0% 0 0.00 0.00 0 0.0% 0 0.00 12.00 2,473 100.0% 25 5.52 .. 2,473 Governing Depth Seismic Typ. --·------· ------R00f-------2-1-f)S --1-Q-;3-ft.------------2-1-4;8-f)lf------------fii...62----·--· -------39-ft---·--·----- • • • •• Page LJ. Lf ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width r~tio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, not does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1b). Cantilever : Loss of memnt resist~nce at the base connections .of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1b). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a'sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Braced: Removal of an individual brace, or connection thereto, would not result in Frames more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ) . True/False I T I T T T -Page~? ii; DCI · EN·G INEERS ij i D'AMATO CONVERSANO INC . • ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 Shear Wall Forces Building Forces Level Seis. Wind Typ Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) (psf) (plf) Trib Shear =Trib Length*Trib Width*Trib Force Roof 5.52 215 Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total.Force= Trib Shear+ Add'I Shear Totals: 5.5 214.8 · Total:Shear = Total Force/ Wall Length Wall Wall Wall %of Seismic Trib Wind Seis Wind Add'I Add'I Gov. Wall ID Ht. Width Trib Shear Shear Seis Wind Force Shear Gov ft (ft) lbs lbs) . (lbs lbs lbs) plf Case T e 1st Level Walls 5-1 17.0 12.0 41% 166.0 22.0 22.0 20152 4726 0 0 8356 492 Seis W3 5s2 24.0 12.0 59% 166.0 22.0 22.0 20152 4726 0 0 11796 492 Seis W3 H 21.0 12.0 100% 39.0 16.0 16.0 3443 3437 0 0 3443 164 Seis W6 J 38.0 12.0 100% 45.0 45.0 45.0 11174 9666 0 0 11174 294 Seis W6 K 28.0 12.0 100% 45.0 40.0 40.0 9932 8592 0 0 9932 355 Seis W4 L 19.0 12.0 100% 46.0 12.5 12.5 3173 2685 0 0 3173 167 Seis W6 • Nail Type= 10d Plywood type = cdx Type Type Sides Value W6 1/2" cdx 10d @6" 1 310 plf W4 1/2" cdx 10d@4" 1 460 plf W3 1/2" cdx 109 @3" 1 600 plf W2 1 /2" cdx 10d @ 2" 1 770 plf 2W4 1 /2" cdx 10d @ 4" 2 920 plf 2W3 1/2" cdx 10d @3" 2 1200 plf 2W2 1/2" cdx 10d@ 2" 2 1540 plf •• Page L-72-& • EDCI·ENGINEERS ..44 D'AMATO CONVERSANO INC . ASD Lateral Force Analysis -2010 CBC Job : 1OO51-O54.O0 Shear Wall Overturning Parameters DescriQtion L Length of wall Pl Left point load of Variables: H Height of wall Px Point loa9 at Xp V Unit shear on wall Pr . Right point load Wt Unit weight of wall Xp Lo~ation of Px Wdl Dead load on wall Wx Lo9ation of Wall Above .. Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Wall L H V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (ft) (ft) (plf) (psf) . (plf) (lbs) (lbs) (lbs) (ft) Above (ft) Case 0 1st Level Walls 5-1 17.00 12.00 492 10 450 0 0 0 0 0 0 Seis 5-2 24.00 12.00 492 10 0 0 0 0 0 0 0 Seis H 21.00 12.00 164 10 131 0 0 0 0 0 0 Seis J 38.00 12.00 294 10 0 0 0 0 0 0 0 Seis • K 28.00 12.QO 355 10 0 0 0 0 0 0 0 Seis L 19.00 12.00 167 10 87 0 0 0 0 0 0 Seis • Page L'}.,'7 • l!DCI·ENGINEERS 4:i D'AMATO CONVERSANO INC . ASD Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Overturning Descri12tion . Mot . Overturning Moment of Variables: Mr L~ft Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side pf the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the right side of the wall Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) av. Hold Down Case Left / Right 1st Level Walls 5-1 100267 82293 82293 3598 3598 Seis HDU4/HDU4 5-2 141554 34560 34560 5214 5214 Seis HDU5/HDU5 H 41319 55235 55235 718 718 Seis HDU2/HDU2 J 134088 86640 86640 2445 2445 Seis HDU2/HDU2 • K 119189 47040 47040 3458 3458 Seis HDU4/HDU4 L 38074 37364 37364 1069 1069 Seis HDU2/HDU2 • .§DCI E.ri G I n E E .A S Project ~ Arvft- .;., .Subject @zJT..:e ,z,---f UJ-Nf_ I I Project No. 1'2..0<;;"{ -(5(:)'5 LI- I I I I •"4'~ I ! i I i I I I I i Sheet No. L-tf;.,J) Date ~- I J 1 1 t • i : 1 , ; , r i I I I I 1"'1 -fi I j : 1 I ; , I 1 --t-t-1 H-!--+-+-!--t-+--iH--1--++---+-+-H--+-t-+---t-+-H--+-+·!a!:,--H-i'=-ih ';-'3,-lic, _;=i---l--+--1--i-+-'--l-+-l--+--i-.J-L, --l!-+-+--!--l-' -~-H-f-',-L->-+-i T ,-: I l I I' i' , i ! I: '' ':--H l ! I i i ! 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J A 1,_0J..,~r' s • '', 'ij: ~ r...~=•-......... _ _,....,_ HDU/DTT2Z Ho/downs '5'' ihl, '""'" .~ ,,..m,• 1,~miiM '"""'n '"'"' ol ~,:-_ · • a)easier installation, b) higherJoads, c) lower Installed cost, ;:: : -./ ! or a·comblnation tit these features. -~ . ,· : --------------------1 ~ • •• • •• •• HOU Hold owns are pre-deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong-Tie® Strong-Drive® SOS screws which install easily and provide reduced fastener Slip. Using SOS screws results in a greater net section, when compared to bolts, as no material is removed. The HOU series of holdowns are designed to replace previous versions of the product such as PH D's as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. TheDTT2Z tension tie is suitable for lighter-duty hold own applications on-single br double 2x posts, and installs easily with Strong-Drive SOS screws (incllrded). The DTT2Z has been tested in accordance with the ICC-ES . acceptance criteria for Holdowns Attached to Wood Members (AC155) and meets the miniµ1Um requirements for rn.any alternate braced wall panels per section R602.i0.3.2 ofthe 2009 !RC (see table R602.10.6, item 1). For more information on holdown options, contact Simpson Strong-Tie. HDU SPECIAL FEATURES: • Pre-deflected body virtually eliminates deflection due to material stretch. • Uses SOS screws which jnstall ~asily, reduce fastener slip, and provide ,a greater net section area of the post compared to bolts. • sos screws are supplied with the holdowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: See table . FINISH: HDlJ -Galvanized; DTT2Z -ZMAX® coatings INSTALLATION: • Wse all specified fasteners. See General Notes. • For use in vertical and horizontal applications. • The HOU requires no additional washer, the OTT requires a standard cut wash~r (included) be installed between the nut and the seat. • To tie multiple 2x me(llbers together, the Designer must determine the fasteners required to join the members without splitting the wood. See !}age 28 for SOS Values. • See SB.and SStB Anchor Bolts on pages 36-40 for anchorage options. • SOS screws install best with a low speed high torque drill with a¾" hex head driver. CODES: Se~ page 20 for Code Reference Key Ch~it For holdowns, per ASTM test standards, anchor bolt nut should be finger-tight'plus ½ to ½ turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken _to not oveHorque the nut. Impact wrenches should not be used. " HDU U.S. Patent 6,112.495 2-2x Blocking Horizontal HDU Offset Installation (Plan View) See footnote 7 Preservative-treated barrier may be required Vertical HDU Installation Hanger not shown • These products are available with additional corrosion protection. Additional products an this page may also be available with this option, check with Simpson Strong-Tie for details. ·Mo~'.el tJp;·_ -. ~ -· "~ -- • DTT27 • DTT2Z-SDS2.5 Ga 14 3¼ 613/is 1% '3/is ½ • d:!DU2-;S[i~f2.l5 _ . "_1'4.. · . __ 3 : . _ 811/2,. . 3¼ -1 ½.s. __ 1,%_ · _ % _ . . 8-SDS ¾"x1½' 1½ 1825 1800 0.105 8-SDS %"x.1 ½" 3 214G 1835 0.128 16, L8,F5 170 ____ ._Ll:J;lo;Q~'.$11$:2~·5;.t ;:.1.4..,..; _ .• 3 _: J~ --3~ 3%.a . : ... fiL,; -.·% 50 • i)HU!Jq;;~Y.;;:.;:~:: .. ·:~;~--:" · 1.071s. ·-jj!(4", -lo/.1~ ;· 1.78· 78 .( HDU8°SDS2.5\) 10 3 16% 31/i 11/a 1½ ¼ 20-SDS¼"x2½" f 3½ 1 /6970 /j 5020 0.116 16, LB, F5 4½ • /0/U 5665 0.113 • :HDU:1;1-SD~z°.s ·,-10 --, ',...- 3 · 22¼ 3½ 1% 1½ :_,5'½·: __ :·;;;:______ · · q"~·ss.· o.1s1 , 30~SliiS-¼'x-?½~ b"-:E:;c;-"--±,,;~ ~;+,-~b:-:'--,--+.,--e--:?-:-=:---9 tr; ·:!f}.1.· ·.:,; ."$'0.45 · __ .. · ·-o,137 • HDU14-SDS2.5 7 3 251½s 3½ 1¾s 36_SDS ¼"x2½' ·1---7.:..¼__,_4 --1--1.:..4:.::3.:..75::..9-----!_1.:.:0:...:4-=-35=-9-1--_..:..0."-'17-'7----1 5½8 144458,9 103509 0.177 1. Aliowable loads have been increased for earthquake or wind load QUrations with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt·type, length and embedment. See SB and SSTB Anchor Bolts (pages 36-40). 3. Structoral ·compqsite lumber columns h_ave sides that show either the.wide face or the egges of the lumber strands/veneers. Values in the tables reflect installation int9 the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (~ee pag~ 215 far details). 4. Post design by-Specifier. Tabulated-loads-are based on.a minimum 3½' wide. post (in a: 3½" wall), Post may· consist of multiple members provided they are connected independently of the holdown fasteners. See pages 210-211 for common post allowable loads. 5. Tension values are valid for holdowns flush or raised off of sill plate. 6. Deflection at Allowable Tension Load includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 6" above top of concrete. Holdo'!'fnS may be installed raised up to 18" above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 7. Tabulated loads maY be doubled when the HOU is installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. 8. Nbtetf·HDU1'4·alloWable loads·are based·on-a-5½' wide-post (6x6 min.). 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with ha/dawn). ) • 55:DCI En G'f n E EA s Project Subject Project No. \~( _-oQt;;;;'-{-- Sheet No. L,S.1 Date By .JJvv- I I I l I I i I I I i i_ : ! / , 1 I , : 1 LCCf""__u_,_ '-u 1-1--J...--l--l--il--l---l----l---l-lH--~l--l---l--,.+--l-lH--!---l--+-_-f-+++--H-+-1-H-+-!--I-H-++-l-t--_-+-+4-+-H-+l-t-1, +-+--+-i i l 1 I : i i i l) /ii""",-,, '"-1 "' ~ --r r,i, '-1 i"TI --fJJf"'."" ~'-'I m t.-,/,"'V : ! f--1 : ! 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'±i· 1--, t-t--W++,-J-1-+l--+++-1+-l--1H--+H71-t1 +H-t-ti1rr-t--i-H1r-11-r1, J'=t-1---:-:L--:-+ H---,t~r(j-1':?j--• 1---! I • 1 1 : , .L 1 1 c___;_E¥--. .~ , -' 1 --1-1--1--+++-1---1-+-'-hf-l-+-+-+-++-t-+--nH-t--t-t:t---i--t--rr11M7:' -rT11---;--!-----J---' 1 · , • , 1 , , , , , , , , , ll--l-+-l---l-+..:.l-iH-+-1-++++-+--rH-t-t-t--t--i-t-t-~H-t-,1-r-r--r-r'-r-rT· 1 i , !_..i....~ ! : '. ·, , 1 1 j • 1 I I i ·1' ·rt-1-: I I ! ILJ' ' ~ __ • _: -' I ':J' [J__j_t_./-~WW-t-t++++-+-t--H-+-+++++-+--t-H-i-t-t-i---tt-1rhn:-r1== --'---<-'-t-,---, • .-,-, I ' i '. i ! I I I I ; I I 1 I ,_ -~~ -: !_~Ll--c---~--L--i _:_. !--'-H---Y ==o, c·1 == ' enGlnEEAS DCI Engineers Title : screem Wall 3' 525 B Street, Ste. 750 Job,# : 12051-005~ S~n Diego, CA 9,nn------------JD~e;;s!:cription .... 619-234-0501 3' screen Wall Dsgnr: jjw Date: Page: __ OCT 12,2012 • Retain Pro 9 © 1989 ~ ~OUVer: 9.27 8171 Registration#: RP-1167785 RP9.27 This Wall in File:j:\2012\12051-0054 army navy academ \calc . ' . Lcriterta. Retained Height = 1.00 ft Wall height, above soil = 3.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00in Water height over heel = 0:0 ft ,1 !Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, foe F6oting!ISoil Friction Soil height to ignore = = = = 35.0 psf/ft 35.0 psf/ft 350.0 psf/ft 110.00 pcf 110.00 pcf 0.400 for passive pressure = 12.00 in CQde: CBC 2010 ·r 7 s •. u •. _r.~.IJa.:r.glll!l~!IIL·o·a-d_s __ ... ____ .... , J J,.a~~r~I Le>ad Appli~d, to ~-~~llJ . I I Ad,je;t~~nt Footing Lo~d •• Surch·argeOver Heel _= b.O psf Used To Resist Sliding & Overturning Surc;harge Over Toe = 0.0 psf l)sed for Sliding & Overturning I_Axi,alJ.,pad,Appli~d·to St~m Axial Dead i,.oacl :::0 o.o lbs Axial Live-Load = 0.0 lbs Axial _Load E99entricity = 0.0 in • Lateral Load ... Height to Top ... Height to Bottom The above lateral load has been increased by a factor of ,- = = Wind on Exposed Stern = d.o #!ft Adjacerif Footing Lciad 0.00 ft Footing Width 0.00 ft Eccentricity Wall to Ftg CL Dist 1.00 Footing Type Base Above/Below Soil 20.0 psf · atBack of VV all Poisson's Ratio 71 _ S•t•~•rrt•·•\N•e•J•~•h•_t•Sll!l~lll!~•.Plll!I, •'~--L•o•a •. d ___ •. Fp I WP Weight Multiplier = 0.200 g Added seismic base force I Des,ign &ummary • W~n stal:iflit{R~tfos Overturning Sliding = 2.27 OK 7.92 6k Tot91 Bearing Load ... resultant ec.c. = 759 lbs 5.12 in Soil Pressure@ Toe = 882 psf OK Soil Pressure@ Heel = 0 psf OK Allowabl$ = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,235 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = 4.3 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi ------Sliding-Gales-fVertieal-Gomponent-N0'.f-l::lsed) Lateral Sliding Force = 104.6 lbs less 100% Passive Force --525.0 lbs less 100% Friction Force --303.5 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1· Stability = 0.0 lbs OK Load Factors _. Buil<;!ing Code CBC2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seis.mic, .I; 1.00.0. I Stem Constn.1c~ion, •• Top St~m Des!gn Height Above Ftg Stem OK ft= 0.00 Wall Material Above "Ht" = Masonry Thickness rr 8.00 Re\:)arSize -~2.0.D Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force@Section lbs= Moment .... Actual ft-#= Moment. .... Allowable = Shear ..... Actual·. psi= Shear ..... Allowable psi= Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = Edge 0.213 104.6 239.1 1,12.1.1 1.7 38.7 78.0 5.25 30.00 HOOK EMBED INTO FTG in= 30.00 Lap·splice above base reduced by stress ratio Hook ernbedment reduced by stress ratio Masonry Data · · . fm psi = 1,500 i=s psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.4~ Short-Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = AS.D Concrete Data fc psi= Fy psi·= = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 44.6 lbs EDC;I EhGlnEEAS DCI Engineers 525 B.Street, Ste. 750 San. Diego, CA 92101 619-234-0501 Title : screeln Wall 3' Job# : 12051.005, Description, ... 3' ~creen Wall Dsgnr: jjw Date: Page: __ OCT 12,2012 • . Retain Pro 9 © 1989 -2011 Ver: 9.27 8171 Registration#: RP-1167785 RP9.27 . . . Ttiis Wall in File: j:\2012\12051-0054 army navy academy\calc Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Dinle!1sio11s -~ Stre11gth~ • Footirig De~fg~-~~!1>~1t$. I Toe Wicith -0.75 ft -Toe ~ Heel Width = ~ Total Footing Width = .00 Footing Thick11ess = 12.00 in Key Width = 12.00 in Factored Pressure = 1,235 0 psf Mu': Upward = 427 12 ft-# Mu' : Downward = 153 102 ft-# Mu: Design .... 274 90 ft-#· Actual 1-Way Shear = 4.26 1.57 psi Key Depth -0.00 in Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4@16.00 in fc = 2,500 ps( Fy = 60,000 psi Footing Concrete Density = 150.00pcf Heel Reinforcing = #4@ 16.00 in Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr I. Summary of Overturning & Resisting Forces & Moments Item H_eel Active Pressure = Surcharge over Heel = ..... OVERTURNING ..... Force Distance Moment lbs ft ft.-# 70.0 0.67 -70.0 0.67 46.7 -46.7 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = = = = toe Active Pressure Surcharge Over Toe Adjacent Footing Load = Axial Dead Load on Stem = . .... RESISTING ..... Force · Distance lbs ft 64.2 1.71 Moment ft-# 109.6 = ~ Added Lateral Load ., Load @ Stem.Above Soil = 60.0 44.6 3.50 3.00 O.T.M. = 210.0 • Axial Live Load on Stem = Soil Over Toe = 82.5 0.38 30.9 Surcharge Over Toe = ~ ., Seismic Stem Self Wt = Total = 104.6 Resisting/Overturning Rc,ttio Vertical Loads used for Soil Pressure = If seismic included the min. OTM and sliding ratios may be 1.1 per' IBC '09, 1807.2.3. DESIGNER NOTES: = 2.27 758.7 lbs 133.7 343.7 Stem Weight(s) = 312.0 1.08 338.0 Earth @ Stem Transitions = Footing Weight = 300.0 1.00 300.0 Key Weight = 2.50 Vert. Compone1;t -=-~--- Total = 758.7 lbs R.M.= 778.6 • Axial live load NOT included in total displayed, or used for overturning resistance, but is includ.ed for soil pressure calculation. • DCI Engineers Title : screem Wall 6' 525 B Street; Ste. 750 Job# : 12051-005' San Diego, CA9~2:!10!t1L---------i;eMlj1.Ption .... 619-234-0501 6' screen-Wall Dsgnr; jjw Date; Page: __ OCT 12,2012 • ~Retaiti" Pro 9 © 1~89 • 2011 Ver: 9.27' 8171 ./Registration#: RP-1167785 RP9.27 I <;cf<.eFif\) This Wall in File: j:\2012\12051-0054 army navy academy\calc Cantilevered Retaining Wall Design Code: CBC 2010 ,I C•r•i~e.r.ia111 ___________ ... I J Soil r;>~t~ . I Allow Soii Bearing = 2,500.0 psf Retained Height = 1.00 ft Wall height above·soil = 6.00 ft Slope Behind Wall = o.oo: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft I Surcharge ~oads . Surchar'ge·over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Ovf!r Toe --0.0 psf Used for Sliding & Overturning I ~ial Loa~,App1ied to Stem Axial Dead Load . = 0.0 lbs Axial Live load = 0.0 lbs Axial Load Eccentricity = 0.0 iri J Stemj1ye,ig'1t Sei~n'lic Load • I • Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, To(? = FootingllSoil Friction = 35.0 psf/ft 35.0 psf/ft 350.0 psf/ft 110.00 pcf 110.00 pcf 0.400 Soil height to ignore for passive pressure = 12,00 in Late,rai Loa~ APPlie.~ ~o ~_terri • Lateral Load = 0.0 #ift ... Height to Top = 0.00.ft ... Height to Bottom = 0.00ft" The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 20.0 psf ·• Fp /WP Weight Multiplier = 0.200 g T~;~tn:bJ1~H I Adjacent F~,pting Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Added seismic base force 78.0 lbs Wa,lf ~tatfjli°ty Ratios • .._,I s.t •. e.m_c.o.n.s.tr •. l;l.~.-t.io!l!IIJIII. ---· _To_,p_S.;..cJ_em~·--------------• • Stem OK De!iign tteight Above Ftg ft= o.oo Ov'erf(miiiig = Sliding = Total Bearing Load = ... resultant ecc. = 2.02 OK 5.18 OK 1,253 lbs 8.73 in Soil Pressure·@ Toe = 1,081 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf S_oil Pressure Less Than Allowable ACI Factored @Toe = 1,514 psf ACI Factored @ Heel = 0 psf Waif Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment. .... Allowable Shear ..... Actual = Masonry =Tkb = Edge = 0.672 lbs= 198.0 ft-#= 753.0 = 1,121.1 psi= .3.1 Footing Shear @ Toe = 8.8 psi OK Shear ..... Allowable psi = Fo9ting Shear@Heel 3.0 psi OK Wall.Weight = 78.0 38.7 · Rebar-Depth 'd' in = 5 25 Allow<!ible = 75.0 psi · -~LA~P~S~P=Ll=C=E~IF0~A=B~O~V~E~_~in~=--30.00 _ -·-··-______ _ -----·-Sliding·ealcs-tVertical0eomponent:Ne>T-t1sed)··--·--· · Lateral Sliding Force = 198.0 lbs LAP SPLICE IF BELOW in= • less 1oo% P,;1ssiv!:l Force = • 525_0 lbs HOOK-EMBED INTO FTG in= 30.00 less 100% Friction Force = • 501 _1 lbs Lap splice above-base reduced by stress ratio Added Force Req'd ... .for 1.5 : 1 Stability Load Factors .Building Code Dead Load Live Load Earth,H Wind,W Seismic, E = = b.o lbs OK 0.0 lbs OK CBC 2010 1.200 1.600 1.600 1.600 1.000 M D H.ook embedment reduced by stress ratio · asonry ata . : fm · psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = A$D Concrete Data fc psi:= Fy psi= DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : screern Wall 6' Job# , 12os1-oos, Description .... 6' screen Wall Dsgnr: jjw Page: __ _ Date: OCT 12,2012 This Wall in File:j:\2012\12051-0054 arfT!Y nc,1vy academy\calc • etain Pro 9 © 1989 -2011 Ver: 9.27 8171 egistration #: RP-1167785 RP9.27 . - . Cantilevered Retaining Wall Design Code: CBC 2010 I Fqoting Dimension~ ~ Str~~gths Toe Width Heel Width ·TotaLFooting Width Footing Thickness = = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete-Density = 1.25 ft 1.75 m 12.00 i'n 1~W0in 0.00 in 2.00 ft 60,000 psi 150.00pcf 0.0018 Min.As% cover@Top :2.00 @ Eitm.= 3.00 in • Footing Design Re,µlts . ,1 ioe ~ Factored Pressure = 1,514 0 psf Mu': Upward = 1,210 20 ft-# Mu' : Downward -= 365 284 ft-# Mu: Design = 844 265 ft-# Actual 1-Way Shear = 8.82 3.00 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4@ 16;00 in Heel Reinforcing #4@16.00in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr I Summary of Overturning & Resisting Forces -& Moments . -..... OVERTURNING..... - Force llista-nce Moment Item lbs ft ft-# Heel Active.Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load = = = = = 70.0 -70.0 0.67 0.67 46.7 -46.7 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ..... RESISTING ..... Force Distance lbs ft 119.2 2.46 Moment ft-# 293.0 r"b Added Lateral Load '. _J; Load @ Stem Apove Soil = = 120.0 78.0 5.00 4.50 O.T.M. = * Axial Live Load on Stem = Soil Over Toe = 137.5 0.63 85.9 • Seismic Stem Self Wt Jotal_ . = Resisting/Overturning ~atio 198.0 Vertical Loads used for Soil Pressure= If seismic included the min. OTM.and sliding ratios mi;iy be 1.1 per IBC '09, 1807.2.3. DESIGNER NOTES: = 2.02 1,252.7 lbs 351.0 .951.0 Sµrcharge Over Toe = Stem Weight(~) -546.0 Earth @ Stem Transitions = Footing Weight = 450.0 Key Weight = Vert. Component _= ____ _ 1.58 1.50 2.50 864.5 675.0 Total= 1,252.7 lbs R.M.= 1,918.4 * Axial liv.e l_oad NOT included in total displayed, or us_ed for overturning resistance, but is included for soil pressure calculation. • ·- Ticket Booth Building • • • • • E DCI · ENGINEERS #44 D'AMATO CONVERSANO TNC . Project ANA -Ticket Booth Subject Load Takeoff ROOF LOADING (Pitched) Dead Load Truss 15/32" Plywood Sheathing Insulation Roofing (Tile) GWB -1 layers -5/8" @ 0.55psf / eighth inch Mechanical Misc .Exterior Walls & Interior Non Load Brg Partitions Project No. 12-51-054 Vertical 2.0 psf 1.7 psf 1.2 psf 15.0 psf 2.8 psf 2.0 psf 1.3 psf 0.0 psf 26.0 psf Sheet No. TO 1.d Date 8/27/12 By JJW Seismic 2.0 psf 1.7 psf 1.2 psf 15.0 psf 2.8 psf 2.0 psf 1.3 psf 8.0 psf 34.0 psf • • • "T\GKE.T BOOTH ROOF KEY PLAN ~FORTE® • + 0 MEMBER REPORT Ticket Booth Roof, Wall: Header (RB6) 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 2' 3" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. + 0 !.PtslflofR'ellilts>.~: ~ii ._,i: 1 .JAc:t"Ilitcri1t~Jit1n'.' ·, ~· ?. iJMl.',i;,:; ~siiit.,.~· -~ " ·.; ,jo,it1 ,,tif:c1r~1>1liiiikim:cgaiitiin'=f ;e: 1 :::::.;;:, Member Reaction (lbs) 450@0 3281 (1.50") Passed (14%) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Snans) Shear (lbs) 170 @1''8" 2888 Passed (6%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 198 @ 1' 11/2" 2151 Passed (9%) 1.25 1.0 D + 1.0 Lr (All Spans) Live.Load Defl. (in) 0.002 @ 1' 11/2" 0.075 Passed (L/999+) --1.0 D + ·o.525 E + 0.75 L + 0.75 Lr (All Soans) Total Load Def!. (in) 0.003 @ 1' 11/2" 0.112 Passed (L/999+) --1.0 Q + 0.525 E + 0.75 L + 0.75 Lr (All Soans) • Deflection criteria: LL (l/360) and n (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. 1.50" 1.50" . 218 135 603/-250 None 1.50" 1.50" 218 135 603/-250 None 0 to 2' 3" 6' 31.4 Wey rhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product de lgn criteria and published design values. Wey rhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhae ser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is re5Ponsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facillties·are tHird-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator s\ PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE • ~orte Software Operator Megan Herr DCI ~ng1neers Job Notes 8/28/2012 3:44:28 PM Forte v4.0. Design Engine: VS.6.1.203 ANACAL-1.4TE (619) 234-0501 mherr@DCIENGINEERSonm,crosoft.com Page 1 of 1 ~FORTE@: + 0 MEMBER REPORT Ticket Booth Roof, Wall: Header (RB7) 1 piete(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 3' 3" + -~ '' .:.,..~~:....;.~/--·::"r~ ... .:,__-~_::...:-.,.-__ .. ""."""--.. -----·~· ~'-~,'j__;.;;._., .. . ----' ' .,·,:., .!/ 3' ill All locations are measured from the outside face of left support ( or left cantilever end). Ail dimensions are horizontal. ll + 0 tpesfg'n(R"eiult$;:-·'" .-. ::-:; ··M_iliiJ·C!!iitiiirt•. ::Ji::, ' A!'9~f-~"~' , .• ·c.'. ·.\:< .. ·>' \~.!!!~ ·., ·ec ;.. _;; ;'.:_!;i>lf;i ~f;ajd:--~li~iilalki~r(l?a'i~tn},~t~ --~;J~J_;~ Member Reaction (lbs) 650@0 3281 (1.50") Passed (20%) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) Shear (lbs) 326 @7" 2888 Passed (11 % ) 1.25 1.0 D + 1.0· Lr (Ail Spans) Moment (Ft-lbs) 414 @ 1' 7 1/2" 2151 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (In) 0.007 @ 1' 7 1/2" 0.108 Passed (L/999+) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) Total Load Def!. (in) 0.013 @ 1' 7 1/2" 0.162 Passed {L/999+) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required-to achieve member stability. • • Applicable calculations are based on NDS 2005 methodology. •. -~' . ·+,,: ___ ' .· Weyerhaeuser warra ts that the sizing of Its products will be in accordan~e with Weyerhaeuser product design criteria an published design values. Weyerhaeuser expre sly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature or Installation details. (www.woodbywy.com) Accessories {Rim Board, Blocking Panels and Squash Blocks) are not designed !JY this software. tlse of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to · assure that this calculation. is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product appllcation, input design loads, dimensions and support Information have been provided by Forte Software Operator ~ PASSED il+ /.] System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD &!> SUSTAINABLE FORESTRY INITIATIVE • ~orte Software Operator Megan Herr DCI Engineers Job Notes 8/28/2012 3:44:18 PM Fo1ie v4.0, Design Engine: V5.6 1.203 ANACAL-1.4TE (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Page 1 of 1 ~FORTE' • + 0 MEMBER REPORT Ticket Booth Roof, Wall: Header (RBB) 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 9' 3" 9' All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. 6i!~aiJt~~1ts ' . ~!llil.@ ~c;a)'i!IJi, liijl~~ ~,~., ..... lQf: ~~ti!mt>!n,.t1,>9{~1z · •.-.. + 0 Member Reaction (lbs) 1865@ 0 3281 (1.50") Passed (57%) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All --Soans) Shear (lbs) 1181 @ 8' 4 1/4" 4856 Passed (24%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 3387 @ 4' 7 1/2" 5615 Passed ( 60%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.092@ 4' 7 1/2" 0.308 Passed (L/999+) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Snans) Total Load Def I. (in) 0.180@ 4' 7 1/2" 0.463 Passed (L/617) --1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NOS 2005 methodology. 1 -Trimmer -DF 2 -Trimmer -DF tion 1 -Uniform(PSF) o to 9' 3" Weyerhae~ser Notes 1.50" 1.50" 1.50" 1.50" 1.50" 1'.ri~-~ry \Vicllfl 6' 1.50" 31.4 910 555 910 555 Roof (Ive (nci~~rlo.,;; 1.25) 20.0 ~..,,.;;,,,,-.,..,,;;,,,,--,';:!.'-''' ~J~~~s 1027/-1027 2492/-1027 N ne Seismic k~oi . . tciminenii 37.0 Weyerhaeuser warrants that the siz g of its products will be in accordance with Weyerhaeuser product design criteria and published desi n values. Weyerhaeuser expressly disclaims a y other warranties related to the software. Refer to current Weyerhaeuser literature for installation etails. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System: Wall Member Type : Header Building Use : Residential Building Code : !BC Design Methodology : ASD ~ SUSTAINABLE FORESTRY :NITIATIVE Job Notes 8·28120·12 3.44:39 Pr\1i Fo11e v4.0, Design Engine; \'5.6. 1.203 /,/VA 1.4TE ---------~-----·------~--------------- Ti_ I, 1 100... .. i -.4" SLAB ON GRADE W/ 1/53.1 • #4 @ l8"0C EW CTRD L-+----1 t , PER PLAN NOTES L : . T/StAB =~x·-._x" -7 I, r----11 b L ___ J_ l '-0"Wx24"DP CONT FTG 1 b/ ~3 11 _- Tl C KET 800TH KE:'( PLP.N (sw) --· C\ .) ::) • TL \IL •PS:!;.~~S!~~~f ~~-Project No. Sheet No: 10051-054.00 Project Army Navy Academy Date: 9/5/12 20f0 CSG / A$eE SEISMIC BASE SHEAR RESPONSE COEFFICI.ENT Printed: 11·30AM 7-05 By: JJW I. Seismic Ground Motion Values: LAT = Site Latitude: = 33.162 LONG = Site Longitude: = -177.354 Ss = MCE Spectral Acee!@ 0.2 Sec: = 1.338 2002 USGS Mapped Value for DefaullS1te Class B S1 = MCE Spectral Acee!@ 1.0 Sec: = 0.504 2002 USGS Mapped Value for Default Site Class B SITE = Site Class: ( Default is D) = D (per Geoteclto1Table 20.3-1 -ASCE 7. pg205) Fa = Spectral Acee! @ 0.2 Sec for Site = 1.00 = Table inlerpoloated (Table 11.4-1 -ASCE 1: pg I 15) Fv = Spectral Acee!@ 1.0 Sec for Site = 1.50 -Table inlerpoloatcd (Table 11.4-2 · ASCE 7. pg 115) SMs = MCE Spectral Resp (Short Period) = 1.338 =FaSs Eqn II 4-1 SM! = MCE Spectral Resp (Long Period) = 0.756 =FvS1 Eqn 11.4-2 ISos = Design Spectral Acee! @ 0.2 Sec = 0.89 =2/3~MS Eqn 11.4-3 ISm. = Uesign Spectral Accel'@ 1.0 Sec = 0.50. =2/3SM1 Eqn 11.4-4 II. Desi2n Resuonse Suectrum Periods: To = Period, 0.2*Sn,/S08 = O.H3 sec. =0.2*Sm/S05 Eqn 11.4-8 ts ·= Period, S01/S05 = 0.565 sec. =Sni/Sns Eqn 11.4-9 TL = Long Period, Transition Period = 8.00 sec (Table 22-15 -ASCE 7, pg228) Ct = Factor for ApproximateP~iod, SEEASCE 7-05 pg 129 = 0.020 (Table 12 8-2-ASCE 7. pg 129) >>>>>>>>>>>>>>>> X = Exponent Parameter for Approximate Period = 0.75 h = Height of Building (approx to Mean Roof Ht) = 12 ft Ta = Approximate Period: Ta = Ct*(h.)"' -0.129 sec. Eqn 12.8-7 Cu = Coefffor Upper Limit on Calc'd Period = 1.40 (Table 12 8-1 -ASCE 7. pg 129) T max= Max Fundamental Period: Tmax = Ta* Cu = o.181 sec. Eqn 12.8-7 T calc = Calculated Period (via. computer analysis) = Lea,e Blank to use Ta III. Buildin11 Imnortance ,me 1604 & ASCE 7-1 5 Table 11.5.1 -nu ]16): ICC = hnportance Classification CATAGORY: =I Ii I (IBC Section 1604) Class = Building Classification = Typical Building IE = Seismic IMPORTANCE Factor: =I 1.00 I (Table 11.5.J -ASCE 7. pg II 6) IV. Structural Svstem (Table 12.2.1 -ASCE 7 no 120): SDC = Seismic Design Catagory: = D (Tables 16.13.5.6(1) & (2) -2007CBC) BBS = BASIC BUILDING SYSTEM : = A. Bearing.Wall Sy$tem SFRS = SEISMIC FORCE RESISTING SYSTEM: = 13. Light-framed walls sheathed ,vith wood structural I panels rated for .shear resistance or steel sheets R = Resp. Modification Coeff(DUCTILITY): = 6.50 Qo = System OVERSTRENGTH Factor: = 3 :t* can be reduced by% in flexible diaphragms but shall not be< 2 ** Cd = Defle9tion Amplification Factor: = 4.00 Height Limitations: (ft) = 65 V. Calculation of the Seismic Resuonse Coeff ( ASCE 7122 129}: Cs I = Sos/(Rll)= = 0.137W Eqn 12.&-2 (short period Cutoff) Cs 2a = ifT '.S TL, then S01 / T(R/1) = = 0601 w Eqn 12 8-3 Oong period) Cs 2b = ifT > h, then SwTL/T(R/I)= = -n/a-Eqn 12 8-4 (\'CI)" long period) Cs 3 = 0.044*S0s *I 2 0.01 = 0.039W Eqn 12.8-5 (nunimwn) Cs4 = ifS1 > 0,6g then 0.50*S1 I (R/I)= = -n/a7 Eqn 12.8-6 (sofl site mniimum) .. IV = <;;s .. W. = (}\:qn \7-~--1) -0.)~7 \\'. .. I-SEISMIC BASE SHEAR COEFFICIENT. 1Yasd = ~s W. "''(~q~ 12;8.l) = o.098W. -ASD SEISMIC BASE SHEAR COEFFICIENT. Project No: '10051-054.00 Sheet Project_ Name: -Arm Nav Academ Date: 11 /1/10 By: JJW 2010 csc-& ASCE 7.-02WIND DE§/GN CRITERIA: ---- Occupancy Category II <-ASCE 7-05, Table 1-1 Enclosure Classification: Enclosed <--ASCE 7-05, Sec. 6.5.9 Wind Importance Factor: lw= 1 <-ASCE 7-05, Table 6-1 Basic Wind Speed: V= 85 <--ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction Exposure Catagory : EXP= D <--ASCE 7-05, Sec. 6.5.6.3 Topographic/Speed-up Factor: Kz1= 1 <--ASCE 7-05, Figure 6-4 Wind Directionality Factor: K,i = 0.85 <--ASCE 7-05, Table 6-4 Mean Roof Height: hn= 12 Wall/Roof Zone "a": a= 4.8ft <--ASCE 7-05, Fig. 6-11A Internal Press Coeffient (pos.): +Gcpi= 0.1,8 <--ASCE 7-05, Table 6-5 Internal ·Press Coeffient (neg.): -Gcpi= -Q.18 <--ASCE 7-05, Table 6-5 Kz, evaluated at Mean Roof Height: Kh= 0.99 = 2.01*(z/zg)A(2/a) perASCE 7-02 Table 6-3 Velocity Pressure at Mean Roof Height: qh= 16 psf =0.00256*Kh*Kzt*Kd*lw*(V)'2 Gust Factor(G): -G= 0.85 WALL Coeff. (Cp) -Press Toward: Cp= 0.53 <--ASCE 7-05, Fig. 6-6 WALL Coeff. (Cp) -leeward: Cp= -0.43 <--ASCE 7-05, Fig."6-6 _ +WALL flressure (toward surface): Pw1= n.1 psf =qh(+GCpt-GCpi)I<--(inward) -WALL Pressure (Le~wrd): Pw2= -9.5 psf =qh(-GCpz4-GCpi) I<--( suction) Max MWFRS Design Pressure: Pw max= 20.6 psf Sheet No: Project No. 10051-054.00 ,U ,l.f Project Army Navy Academy 20,1:0, CBC iASCE 1'-05 SEISMIC -VER,TICAL DIS-1! . --------. ' , ---. ----,------ .§l.lH~ffi~tJ~·ati:i:" . r -" ---:_,_,_-·:: ---,: ---'.-__ , ~-,-': . -;--.. -;:· .,_,,..,. ( ----- Sos 0.891 g Basic Roof DL Base Shear,Vasd 0.098 W ADD Lump Mech DL@ Roof Periop, Ta N, Stories Building Ht 1st story ht Typ story ht Parapet Ht, Typ bldg, W Typ bldg,L Typ Fir Area 1st Fir plate, Roof Area Floor Roof grade .. evel ' 0 0 0 0 Roof 0.129 sec 1 12 ft 12 ft 12 ft 0 ft 6 ft 36 ft 96 sq ft 96 sq ft 96 sq ft t'IOOr Plate Area Floor Mass (sf) (psf) 0 sf O psf 0 sf 0 psf 0 sf O psf 0 sf 0 psf 96 sf 41 psf (sf) {psf) Typ Fir DL Partition DL Allowance Ext C!ad Perim~ter Ext Clad Avg Weight Ext Clad smear as RoofPL Ext Clad smear.as Fir PL Total Typ Fir DL Total Roof DL Total Floor DL Total Roof DL Cale Building Ht Story Height (ft) 0.00 0.00 0.00 0.00 12.00 (ft) W= (kips) (kips) 0 0 0 0 4 4 Wind Pressure PSF Wind Trib Wind Force PLF , 21 psf 5.5 ft 113.1plf , ... ...;_'_,.,_,'.; '..;_~ 37 :o --41 0 0 0 0 0 41 37 4 4 12.0 h (ft) 0.00 0.00 0.00 0.00 12.00 (ft) Date: 9/5/12 Printed: 11:33AM _ Bv: JJW ·., -~., ,. .. : -~ _,,~ ·:-. --- ' . -~--·~, --· '¥·~' psf _ kips psf psf ft psf psf psf psf psf kips kips ft Wxhk / Wxhk I:wiht Fi/sf (kips) (psf) o 0.0% 0 0.00 o 0.0% 0 0.00 o 0.0% 0 0.00 o 0.0% 0 0.00 47 100.0% 0 4.01 47 100.0% (kips) (psf) Base Shear= 0 4.01 Seismic Governing Depth Typ. 4.01 28 ft " • Page __ _ TL.11 ~ •DC!· ENGINEERS- • E D'AMATO 'CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (PerCBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1b). Cantilever : Loss of memnt resistance at the base connections of any single cantilever , Columns Column would not result in more than a_ 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity lorizontal structural irregularity Type 1 b ). i Braced: emoval of an individual brace, or connection thereto, would no result in Frames ore than a 33% reduction in story strength, nor does the resulti .. 9 system have an extereme torsional irregularity (horizontal structural irregularity Type 1b). True/False I T I , T T T I rliPAS!;~tiS!~A~f~~ e) ASD Lateral Ferce Analysis -2010 CBC Shear Waif Forces Buildina Forces Wall ID Level Roof Totals: 1 nd L~vel Walls ~ " • 1 6.0 2 6.0 3 6.0 4 6.0 10a 10b 11a 11b 3.0 3.0 4.0 4.0 Seis. (osfl 4.01 4.0 9.0 9.0 9.b 9.0 9.0 9.0 9.0 9.0 Wind Typ (plf) 113 113.1 Seismic Trib Width ft 100% 6.0 6.0 100% 8.0 12.0 100% 8.0 12.0 100% 6.0 6.0 50% 36.0 1.0 50% 36.0 7.0 50% 36.0 6.0 50% 36.0 6.0 8d Pl T ·e 1/2" C X 10d @6" 1/2" C X 10d@4" 1/2" C X 10d@3" 1/2" C X 10d@2" 1 /2" C X 1 0d @ 4" 1/2" cdx 10d@ 3" 1 /2'.' cdx 10d 2" 4.0 7.0 7.0 4.0 6.0 6.0 6.0 6.0 Page r L l1{. Job : 10051-054.00 Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) Trib Shear =Trib Length*Trib Width*Trib Force Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total Force = Trib Shear+ Add'I Shear Total Shear= Total Force/ Wall Length Seis Wind Add'I Add'! · Gov. Wall Shear Shear Seis Wind Force Gov lbs lbs lbs lbs lbs 145 452 0 0 452 75 Wind W6 385 792 0 0 792 132 Wind W6 385 792 0 0 792 132 Wind W6 145 452 0 0 452 75 Wind W6 1012 679 0 0 506 253 Seis W6 1012 679 0 0 506 253 Seis W6 867 679 0 0 434 122 Seis W6 867 679 0 0 434 122 Seis W6 Value 260 plf 350 plf 490 plf 640 plf 700 plf 980 plf 1280 -If Page fl,1, 7 IEDCI·ENGI.NEERS ;ED'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.0C Shear Wall Overturning Parameters Descri12tion L Lenath of wall Pl Left point load . of Variables: H Heiaht of wall Px Point load at Xp _ V Unit shear on wall Pr Riaht point load Wt Unit weiaht of wall XP Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD = (Mot -0.48 Mr) IL (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) IL (CBC _1605.3.2) Wall Wt Pl Px Pr Xp Wall Wx Gov. ID lbs lbs lbs ft Above ft Case 0 1 nd Level Walls 1 6.00 9.00 75 15 0 0 0 0 0 0 0 Wind 2 6.00 9.00 132 15 0 0 0 0 0 0 0 Wind 3 6.00 9.00 132 15 0 0 0 0 0 0 0 Wind 4 6.00 9.00 75 15 0 0 0 0 0 0 0 Wind 10a 3.00 9.00 253 15 75 0 0 0 0 0 0 Seis 10b 3.00 9.00 253 15 75 0 0 0 0 0 0 Seis 11a 4.00 9.00 122 15 75 0 0 .0 0 0 0 Seis 0 11b 4.00 9.00 122 15 75 0 . 0 0 0 0 0 Seis • 0 • ASD Lateral Force Analysis -2010 CBC Sheat Wall Overturning Job: 10051-054.00 Descri12tion Mot Overturning Moment of Variables: Mr Left ResistinQ Moment about the Left side of the wall Mr Riaht Resistina Moment about the RiQht side of the wall HD Left Hold down force on the left side-ofthe wall HD Riaht Hold down force on the riaht side of the wall Seismic: HD = (Mot-0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Wall Mot Mr Left Mr Right HD Left HD Right Gov. Hold Down I_D (ft-lbs) (ft-lbs) (ft-k) (lbs) (lbs) Case Left / Ri ht 1 nd Level Walls 1 4072 2430 2430 435 435 Wind HDU2/HDU2 2 7126 2430 2430 944 944 Wind HDU2/HDU2 3 7126 2430 2430 944 944 Wind HDU2/HDU2 4 4072 2430 2430 435 435 Wind HDU2/HDU2 10a 6829 945 945 2127 2127 Seis HDU2/HDU2 10b 6829 945 945 2127 2127 Seis HDU2/HDU2 11a 4390 1680 1680 898 898 Seis HDU2/HDU2 11b 4390 1680 1680 898 898 Seis HDU2/HDU2 Page 4CL-l t 1$ • 11 11 -'I ...._-C: 1. I 11 11 T\Ck\::: T '6001 H ;QUNbPi T\ON k EY PLA \"-1. j) Project No. l ~051-0054 5DCI en Gin EE RS Project TI (,~ET SOOT\-\ Subject !=00\'--Jt>Pr, \ ON 'DES\ bN . :..... '----~-~·--· • --, , __ .,.r , ....,....,_' -~ -,~ -~-~---. ~~ I ,. Date 9./6/\"';J... • Press Box Building • • :!ii;; DCI · ENGINEERS Project No. Sheet No. • i D'AMATO CONVERSANO TNC. 1~-51-054 Pt\(, l Project Date ANA -Press Bo~ 8/27/12 Subject By Load Takeoff JJW ROOF LOADING (Pitched) Dead Load Vertical Seismic Truss 2.0 psf 2.0 psf 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing {Tile) 15.0 psf 15.0 psf GWB -1 layers -5/8"@ 0.55psf / eighth inch 2.8 psf 2.8 psf Mechanical 2.0 psf 2.0 psf Misc 1.3 psf 1.3 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 26.0 psf 34.0 psf FLOOR LOADING Dead Load Vertical Seismic TJl's 2.5 psf 2.5 psf 23/32" Plywood Sheathing or OSB 2.7 psf 2.7 psf Flooring 2.0 psf 2.0 psf GWB -1 layer -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Insulation 1.0 psf 1.0 psf • 1.5" Gypctete Topping 12.0 psf 12.0 psf MEP/Misc 3.0 psf 3.0 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 15.0 psf 26.0 psf 41.0 psf Live Load 100.0 psf • • RBl • ~Br I\S· o <::-......._~~,.......;-.,,..~ ---------·------------------------------------. ------------. -----------•---- •• PRESS BOOTH R.00F KE.Y Plt'-\N ~FORTE" • + 0 MEMBER REPORT Press Booth Roof, Wall: Header (RB1) 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length: 16' 3" ill All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. + 0 ~if~~•'citt~m§u)u-~>:i,.1.:V?; ~i: ~iiil'i';oii!o'~tii>~r;-~ ,.: ;:;;;::-.ib~.:/.;; · ~~iiit.;:x ~.?~ ::~.:: i:XofJ (i!o'affi-~ii1ii1tiii)'t~~;g>@t~~ _)'.:,~if-~ Member Reaction-(lbs) 3072@0 Shear (ibs) 2104@ 1' 1" Moment (Ft0Ibs) 9863 @ 8' 11/2" . Live Load Deft. (in) 0.328 @ 8' 11/2" Total Load Def!. (in) 0.655 @ 8' 11/2" • Deflection criteria: LL (l/360) and n (l/240). 5156 (1.50") 8960 11050 0.542 0.813 Pa~sed (60%) Passed (23%) Passed (89%) Passed (L/595) Passed (L/298) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.25 1.0 D + .1-.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) 1.0 D·+ 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All -Soans) • Bracing (Lu): All compression edges (top and bottom) m~st be braced at 16' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • -237 lbs uphft at support 1. Strapping or other restraint may be required. • Applicable calculations are based on NOS 2005 methodology. 1.50" 1.50•: 1.50" 1534 894 1653/-1653 1.50" 1.50" 1.50" 1534 894 1 -Uniform(PSF) . Oto 16' 3" 5' 6'~ 3_1.4 20.0 37.0 Weyerhaeuser warrants that t e sizing of Its products will be in accordance with Weyerhaeuser product design criteria and publishel:I design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to cun;ent Weyerhaeuser literature for instali~tion details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactuied at Weyerhaeu_ser facilities are third-party certified to sustainable forestry. standards. The proauct application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE ?rte Sqftware Qperator Megan H·e,r DC! Engineers Job Notes 8/28/2012 3:43.55 PM Forte v4.0, Design Engine: VS.6.1.203 ANACAL-1.4TE (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Page 1 of 1 ~FORTE" • + 0 MEMBER REPORT Press Booth Roof, Wall: Header (RB2) 1 piece(s) 5 1/4" x 11 7 /8" 2.0E Parallam® PSL overall Length: 16' 3" m All. locations are measured-from the outside face of left support (or left cantilever end). Ail dimensions ·are horizontal. + 0 tP.~liQlt'iitOJll';<:~: ·,:,;;:: i'::iAaua1'i0.~cat1on.' · . :. Ci: ~W~i('?. ~·~~pit~~?~:\=~·"=~ ~': \ :sr~,i ~~ -Cij!7l~,!h'iiJKfnf.(~8t~tjf :}l~,\~t~\ ,:-1~~.; Member R'eaction (lbs) 5241 @0 5906 (1.50") Passed (89%) --1.0 0 + 0.525 E + 0.75 L + 0.75 Lr (Ail Soans) . Shear (lbs) 3561 @ 15' 1 5/8" 15066 Passed (24%) 1.25 1.0 D + 1.0 Lr (Ail Spans) Moment (Ft-lbs) 16766 @ 8' 11/2" 37317 Passed (45%) 1.25 1.0 D + 1.0 Lr (Ail Spans) Liv.e Load Def!. (in) 0.370 @ 8' 11/2" 0.542 Passed (L/527) --1.0 D + Q.525'E + 0.75 L + 0.75 Lr (Ail Soans) Total Load Defl. (in) 0.730 @ 8' 11/2" 0.813 Passed (L/267) --1.0 D + 0'.525 E + 0.75 L + 0.75 Lr {Ail ·Soans) • Deflection criteria: LL (l/360)-and R(l/249), • Bracing (Lu): Ali compression edges (top and bottom)·must be braced at 16' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • -449 lbs uplift at support l. Strapping or oiher restraint may be required. Weyerhaeuser warrants that the sizing of its oducts will-be In accordance with Weyerhaeuser product design criteria and published design value . Weyerhaeuser expressly disclaims-any other arranties related to the software. Refer to current Weyerhaeuser literature for installation-details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as deterrnined by the authority having jurisdiction. The designer of record, builder or framer·is responsible.to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dim_ensions and support information have been provided by Forte Software.Operator PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ~SUSTAINABLE FORESTRY INITIATIVE orte Software Operator Megan Herr DCI Engineers Job Notes 8/28/2012 3:43:25 PM Forte v4.0. Design Engine: V5.6.1.203 ANACAL-1.4TE (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Page 1 of 1 • + 0 MEMBER REPORT Press Booth Roof, Wall: Header (RB3) 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 3' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 ffi~ttii'fIR~'~ull:iF~'--~ ·:::·:: i, -:--Acf~fr.~1i:&itic;i{ ;'; -';,~ :.·;All6Wecf ... 5 ~S!~it::~. <; ~: '· ·, ,-{iii( 'i,o~~€fjfiiblijtliiKt~tte~)f '(>.<~;;:·::i;;. Member Reaction (lbs) 1024@0 Shear·(lbs) _ 514@7" Moment (Ft-lbs) 651 @ 1' 7 1/2" Live Load Def!. (in) 0.011 @ 1' 7 1/2" Total Load Def!. (in) 0.020 @ 1' 7 1/2" • Deflection criteria: LL (L/360) and TL (L/240). 3281 (1.50") 2888 2151 0.108 0.162 Passed (31%) Passed (18%) Passed (30%) Passed (L/999+) Passed (L/999+) 1.0 D + 0:525 E + 0.75 L +·0,75 Lr (All Soans) 1.25. 1.0 D :I-1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.0 D + 0.525 E + 0.75 (. + 0.75 Lr (All Soans) • Bracing (Lu): All compressiqn edges (top and bottom) must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to·achieve member stability. -· • Applicable calculations are based on NDS 2005 methodology. Weyerhaeuser warrants that the sizing of its products.will b in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties relat. . to the software. Refer to current Weyerhaeuser literature for Installation details, (w\'{W,woodbywy.com) Accessories (Rlm Board; Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumventthe need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, qimenslons and support information have been provided by Forte Software·Operator PASSED System: Wall Member Type : Header Building Use : Residential Building Code : !BC Design Methodology : ASD ~SUSTAINABLE FORESTRY INITIATIVE orte Software Operator Megan Herr DCI Engineers Job Notes 8/28/2012 3:43:35 PM Forte v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE (619) 234-0501 mherr@DCIENGINEERS.onmicrosofl.com Page 1 of 1 iiJFO RTE" MEMBER REPORT Press Booth Roof, Wall: Header (RB4) 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 • + 0 Overall Length: 8' 3" + 0 All locations are measured from the outside face ofleft support (or left cantilever end). All dimensions !Jre horizontal. M~mber Reaction (lbs) 2614 @0 Shear (lbs) 1604@ 7' 4 1/4" Moment (Ft-lbs) 4225 @ 4' 1 1/2'' Live Load Deft. (in) 0.092 @ 4' 11/2" Tota) Load Def). (in) 0.179 @ 4' 11/2" • Deflection criteria: LL (l/.360} and n (l/240). 3281 (1.50") 4856 5615 0.275 0.412 Passed (80%) Passed (33%) Passed (75%) Passed (L/999+) Passed (L/554) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.25 · 1.0 D + 1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) • Bracing (Lu): All compression ecfges (top and bottoni) must.be braced at 8' 3" o/c unless detailed otherwise. P.roper attachment and positioning of lateral bracing is required to achieve member stability. • -256 lbs uplift at support 1. Strapping or other restraint may be required. • Applicable calculations are based on NOS 2005 methodology. PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ~~~~-~.,:-. ~=~= 0 :=~:=::~:-:~:=;~-e~C~\N-;:~b-t'"'e~s~~ 0 "":,:-:-:=·-,-= 3 ~.-;.-,.--_,.~!--:,-=i-£=.;=,.~-.:=~-~~,~--:-\"'.s-t~ .. ~-~~~-~~~=:.,.f. ,-.,~: __ -_"~:-.-, __ -.~= ... :.,.. 2 __ :·"'~-s.,-,~.:-;,=·~"';,·---.. ~-;,~-,~-~=::-.:-=c-i-:"".,""'..-,,.,3"':t"'._=,.,."'_.-... ~.;~=,.-i("':""'1"':;"';,"';,,--.. "".;-i,"'>'"'~:""~;"'f;."',.""'~'"",1'"'SSfSI: ~~""~ -~ '"'™ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly (jisclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdlction. The designer of record, builder or framer i~ responsible to assure that this calculation is.compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by forte Software Operator • s:,;; .,, ·orte Softwar,e Operator Job Notes Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERSonmicrosoft.com 8/28/2012 3:43:44 PM Forte v4.0. Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE" MEMBER REPORT Press Booth Roof, Wall: Header (R.B5) 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 • + 0 Overall Length: 6' 3" + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~lifl1i:Kii~)1ilJJ?r;::::·t? :ti~tI;Jf.i;t,'l:alfaJ!f :1 :,~-r~tit, ~,LL \:.i';;:i ,;:t~t,;1;1;o,iiiJI~~m!@tJ~~~il:~1±;;:;;;;~~ Member Reaction (lbs) 1730 @0 Shear {lbs) 1050 @ 5' 4 1/4" Moment (Ft-lbs) 2300 @ 3' 11/2" Live Load Def!. {In) 0.024 @ 3' 11/2" TotalLoad Defl. {In) 0.051 @ 3' 11/2" • Deflection criteria: LL (l/360) and TL (l/240). 3281 (1.50") -Pa~sed {53%) 4856 Passed (22 % ) 5615 Passed (41%) 0.208 .Passed {L/999+) 0.313 Passed {L/999+) . 1.0·D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) _1.25 1.0 D + 1.0 Lr {All Spans) 1.25 1.0 D. + 1.0 Lr (All Spans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) 1.0 D + 0.525 E + 0.75 L + 0.75 Lr (All Soans) • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment-and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. PASSED System: Wall Member Type : Header Building Use : Residential Building Code ; IBC Design Methodology : ASD "'~w""r,""'~g"'--~"":~"'-.. "'11"'·'a"'1"':u'°':i., 7~""'i("')N,.,·:~a"'t"''ij"-'$""~.:""_'::'"';~'-";'-""'-'-"'-'-'-'""'-"--'-'""-"-""""--'-"-"-""-"-'-""-="""-=-'-\-'-"-"''--"-"-'"-'-'-""-'"""-=.:.,.=""'-'"-'-""'"',-'="""'-"-""'-""'""-'"""'"""-'-'"'9 ~SUSTAINABLEFORESTRllNITIATIVE Weyerhaeuser warrants that the sizing of its products will be In-accordance with Weyerhae ser product design criteria and published design values. Weyerhaeuser expressly disclaims any otl]er warranties related to the software. Refer to c rrent Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software •. Use of this-software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designe~ of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support inform_ation have been provided by Forte Software Operator • , orte Software Operator Job Notes Megan Herr DCI Engineers (619) 234-0501 mherr@QCIENGINEERS.onmicrosoft.com 8/28/2012 3:44:06 PM Forte v4.0, Design Engine: VS.6.1.203 ANACAL-1.4TE Page 1 of 1 FS\ 'J' \ PBl • PRE.SS BOOT\-\ LE\JEL F55 F63 KEY PLAN ~FOijTE" SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB1) Current Solution:: 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 PASSED Overall Length: 6' 3" • + 0 ill All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual . . . ::iiifiifl.~Bi!:t,J.(tiJ:~~j (;@~~1'~f~1il~;) i .. :;M~:-.i ~~it.~ :Lt:: ~-'.:' '.:.llfF, 1 ·Member Reaction (lbs) 2420@ 0 3281 Passed (74%) --(1.50") Sliear (lbs) 1427@ 10 3/4" 3885 Passed (37%) 1.00 Moment (Ft-lbs) 3126@ 3' 11/2" 4492 Passed (70%) 1.00 Live Load Defl. (In) 0.042 @ 3' 11/2" 0.208 Passed (L/999+) -- Total Load Defi. (in) 0.072 @ 3' 11/2" 0.313 Passed (L/999+) -- 9 1/4" 4 x Douglas Fir-Larch No. 2 + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 51.80 The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes . • . • orte Software Operator . . Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2:14:51 PM Forte v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE" SOLUTIONS REPORT Press Booth Upper Level Floor, Wal/: Header (FB2) C~rrent Solution:: ·1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 PASSED Overall Length: 3' 3" • + 0 m All locations are measured from the outside face of left support ( or left cantilever ·end). All dimensions are horizontal.; .Drawing Is Conceptual '.6tslijiJi\k~ttiltl~"',: ;~~ii~~ ~~t!~,;: :-·Allii~;···) '-~!l!Jf: ·, ,,t{, -~ . ' ;,. ::. Member Reaction (lbs) 1691@ 0 3281 Passed (52%) (1.50") Shear (lbs) 92.8 @7" 2310 Passed ( 40%) Moment (Ft-lbs) 1176 @ 1' 7 1/2". 1720 Passed (68%) Live Load Def!. (in) 0.022.@ 1' 7 1/2" 0.108 Passed (L/999+) Tota) Load Defl. (in) 0.034 @ 1' 7 1/2" 0.162 Passed (L/999+) 5 1/2" 4 x Douglas Fir-Larch No. 2 t;'·'.l:DF:, .· -- 1.00 1.00 -- -- + 0 System: Wall Member Type : Header Building Use : Residentia I Building Code : IBC Design Methodology : ASD 1 30.80 The purpose of this report is for product comparison only. Load and support information necessary·for professional design review is not displayed here. Please print an individual Member Report for submittal purposes • • c;,rte Soft:Yare:OP,erator Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosofl.com Job Notes 8/28/2012 2:15:21 PM Fo1ie v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE" SOLUTIONS REPORT Press Booth Upper Level Floor, WaH: Header (FB3) Current Solution: : 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 PASSED Overall Length: 8' 3K • + 0 m All locations are measured.from the outside face of left support (or left cantilever end). All dimensions are horlzontal.;.Drawing.is Conceptual I~e:sj§Jt:gg_ti.ilt§');,;;.i, i:@~ii\~ftoeiii{iilt', X.i~~·:~ ~,h;L., ,/;_' Member Reaction (lbs) 4340 @0 5156 Passed (84%) (1.50") Shear (lbs) 2744@ 1' 1" 7168 Passed (38%) Moment (Ft-lbs) 7676 @ 4' 11/2'' 8840 Passed (87%) Live Load Deft. (In) 0.077 @ 4' 1 1/2" 0.275 Passed .(l./999:t-) Total Load Defl. (In) 0.121 @. 4' 11/2" 0.4i2 Passed (l./818) ~:-·i:or·_; -- 1.00 1.00 -- -- + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report is for product comparison only. Load and support information necessary for professional design review Is not displayed here. Please print an individual Member Report for submittal purposes. · • orte Software Operator Megan Herr DCI Engineers (619) 234-01\01 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2:15:29 PM Forte v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB4) PASSED ~FORTE~ Current Solution:: 1piece(s)51/4" x 9 1/4" 2.0E Parallam® PSL (11-i,r • + 0 ill AU-locations are measured .from .the outside face of left support ( or left cantiiever end). All dimensions are horizontal.; Drawing is Conceptual Overall Length: 9' 3• 'l)J$.!gji:-{t~~'iill;~;f;~j i \~tfoi!I@'lbtjtigif/ r,:Jfia~.::: ~:~Jil]~:';,~.;t~~i~ < ~\i:Q.f-:., Member Reaction·(los) 52'72@ 0 5906 Passed (89%) --(1.50"1. Shear (lbs) 3529 @ 10 .3/4" 9359· Passed (38%) 1.00 Mqment (Ft-lbs) 10011 @4' 6. 18623 Passed (54%) 1.00 11/16" Live Load Deft. (in) 0.178 @4' 7 0.308 Passed (l/625) --7/16" Total. Load Def!. (in) 0.293 @ 4' 7 1/4" 0.463 Passed (l/379) -- 5 1/4" 2.0E Parallam@ PSL + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 97.13 The purpose of this report is for product com pr son only. Load and support information necesspry for professional design review is nrt dlsplayed here. Please print an .Mdoal Memb~ Report mcs,bmlttal '"'''"i , . • orte Software Operator Megan Herr DC! Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2:15:45 PM Forte v4.0. Design Engine: VS.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE® SOLUTIONS REPORT Press Booth Upper Level Floor, Wall: Header (FB5) Current Solution: : 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 PASSED Overall Length: 1 O' 3• • + 0 r -- m All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is ·conceptual 10' fDeslBn!Rilsuit§~~). ~Ai:luii@;!dcitt'on7 .'.Aliil~, -:~ ,Re.;:;j'.':~, ·:::··· :::;Ts :/~pi;'_ · Member Reactfon (lbs) 654@0 Shear (lbs) 494@8 3/4" Moment (Ft-lbs) i475 @ 5' 11/2" Live Load Defl. (in) 0.096 @ 5' 11/2" Total Load Defl. (in) 0.178 @ 5' 11/2". 3281 (1.50") 3045 2989 0.342 0.313 Passed (20%) Passed (16%) 1.00 Passed ( 49°/o) _ 1.00 Passed (1./999+) Passed (l./690) + 0 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD '&; ,~ ,;-• -c~ ' :;-~;· :----... :~!0 ~~,f,f'.i i!;:J?;-w~:;\~~.~--'4;,:~/~:\}'::5;.JJ~~~ , ~~ri(ij~~:~:~~~~~~~~:~ i~i~·~,~~~::,;2::;I ~~,~::::~:~:~-5~~-~,::~~~~ ~~-:.;_-.<· -~--.:-~-~~ 2~;:~::~:-~.-~t-~:~~~;~ ~ ~-~~-_ ~~.::G·:~~~:rr ~::_;J :);~·j: :~i:0:~ ~;~·~:~:;;;;1~:a~ ;l!1tl: ~W191l~)i~ 71/4" 4 x Douglas Fir-Larch No. 2 1 40.60 The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes . • orte Software Operator Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2:16:13 PM Forte v4.0, Design Engine: VS.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE" SOLUTIONS REPORT Press Booth Upper Level Floor, Floor: Joist (J.1) Current Solution: : 1 piece(s) 9 1/2" TJI® 210 @ 16" OC Overall Length: 11' 7" • + 0 m All locations are measured from the outside face of left support ( or left cantilever end). All.dimensions are horizontal.; Drawing is C:onceptual ~lsJ[11,;i:'lJ!l'f~J.f~f I t~~~1°(1ijtitlc>~ ; ::~:A.!!i!~T:~ ii£il.tr ,:~:~>:;::::·' Member Reaction (lbs) 524@21/2" 1134 Passed ( 46%) (2.25") Shear (lbs) 515 @.11' 1330 Passed (39%) Moment (Ft-lbs) 1500@ 5' 11 ·1116" . 3000 Passed (50%) Live Load Deft. (In) 0.135 @5' 9 0.279 Passed (L/993) 11/16" Total Load· Defl. (in) 0.214@ 5' 9 7/8" 0.558 Passed (L/626) TJ-Pro™ Rating 54 45 Passed ;;:~L~ 1.00 1.00 1.00 -- -- -- + 0 System : Floor PASSED Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD .dividual Member Report for submittal purposes. . . The purpose of this report is for product comparison only. Load and suplort information necessary for professional design review is not displayed here. Please lrint an orte Software Opera.tor Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERS.oDmicrosoft.com Job Notes 8/28/2012 2:16:38 PM Forte v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 SOLUTIONS REPORT Press Bdoth Upper Level Floor, Floor: Joist (J2) Current Solution:: 1 piece(s) 117/8" tJI® 210@ 16" OC Overall Length: 15' 7" • + 0 ill All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing Is Conceptual Irtijll~ij~l(tsJi"lG,f/f L~~~~jAftiijg;.~; :?t~w::: :'.@;tJtff-,; ::'.' ~JPJ:h Memb"er Reaction (lbs) 677 @21/2" 1134 Passed (60%) 1.00 (2.25") Shear (lbs) 660 @3 1/2" 1655 Passed ( 40%) 1.00 Moment (Ft-lbs) -2530 @ 7' 9 1/2" 3795 Passed (67%) 1.00 Live Load Deft. (in) 0.247 @ 7' 9 1/2" 0.379 Passed (L/738) -- Total Load Defl. (in) Q.371-@ 7' 9 1/2" 0.758 Passed (L/490) -- TJ-Pro™ Rating 48 45 Passed -- 11 7/8" 16" 48 ' + 0 System : Floor PASSED Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0.79 The purpose bf this report is for product comparison only. Load and support information necessary-for professional design review is not displayed here. Please print an ,dMd"'I Membec R'P"rt focs,bml\tal '"'''=· · orte Software Operator Megan Herr DGI Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2.16:53 PM Forte v4.0, Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 ~FORTE'" SOLUTIONS REPORT PressBooth Upper Level Floor, Floor: Joist (J3) Current Solution:: 1piece(s)91/2" TJI® 210@ 16" OC Overall Length: 7' 7" • + 0 BJ All lo~ations are measured from the .outside face of left support ( or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual !QiiJg11~~~ultii:r<: ~~~ir~s~"i E-:1!~~·::. :.t\t~;."t :;:· ·,'< ·· , Member Reaction (lbs) 32,5@ 2 1/2" 1134 Passed (29%) (2.25") Shear (lbs) 308 @ 7' 3 1/2" 1330. Passed (23%) Moment (Ft-lbs) 565 @ 3' 9 1/2" 3000 Passed (19%) Live Load.Deft. (in) 0.027 @ 3' 9 1/2" 0.179 Passed (L/999+) Total Load Defl. (In) 0.041 @ 3' 9 1/2'' 0.358 Passed (l:/999+) TJ~Pro™ Ratin·g 65 45 Passed ':~~~f'.'.:,: 1.00 1.00 1.00 ------ + 0 System·: Floor PASSED Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes . • orte Software Operator. Megan Herr DCI Engineers (619) 234-0501 mherr@DCIENGINEERS.onmicrosoft.com Job Notes 8/28/2012 2:17.02 PM Forte v4.0. Design Engine: V5.6.1.203 ANACAL-1.4TE Page 1 of 1 • 19f3z" SHTHG · PER PLAN NOTE 3 30 cl TRUSSES BY OTHERS fv{) "C1z:._" . • 06 I 3-S\~7£-Q &-b oirs,(10 ot-piz:(2_ 1\)0 S 4; z., ~ 30 a_, P~E'SSB-OQTF\·LE\/EL 1 KE'( Plf\N (sw) • a - •• fLLc T --------- I I I I I I d ::::::::,1 I I I I I I I I I I-- 'dcC....- f-AS'\ fil--+--+-~ ~s r~ L/4-rort,AL .------wAtJ I I I I :::_S:): : -:::::::.1 I I I I I I I I I I I I I I I I I I I I I ~[ f =11 I I I I I I I : '"-7ur----- l I I I : L ____ _ ~-----, 1-__.....:.._ _ __, I I I G[TS Df<.vG- H'\JT(J cow~ .. GLJfAc.U-El< '"'-+-----+-U-1----_-_-_-_~ -7. ------__ j Uf'U(rC \ ~(<.E~ 60)( 5 HlfAte.{A.Al<---\4?'Y PLAJv .55DCI En GI n EE.Rs Project No. Sheet No.- fLL 1 Project Date I . ---.--, -~ :- r I ;._, I 1 ) I i ! ~, : I ! ! I ! I l I I ! BOOT\-\ S \-\ E:PsR WALLS II PS:!,:~~ s ! tJA~ ~ ~~ Project No. Sheet No: 10051-054.00 Project Army Navy Academy Date: 9/5/12 ----· Pni1ted: -i.0:10 e's¢ 1 ASc12 7 -os ~E;ISMl"C 8AS.E SHEARJ~ESPONSE ·COEFF-ICH:Nt. ll 30AM By: JJW •- I. Seismic Ground Motion Values: LAT = Site Latitude: = 33.162 LONG = Site Longitude: = -177.354 Ss = MCE Spectral Acee!@ 0.2 Sec: = 1.338 2002 USGS Mapped Value for Default Site Class 8 S1 = MCE Spectral Accel@ 1.0 Sec: = 0.504 2002 USGS Mapped Value for Default Site Class B SITE = Site Class: ( Default is D) = D (per Geotcch or Table 20.3-1_ -ASCE 7. pg 205) Fa = Spectral Accel @ 0.2 Sec for Site = 1.00 = Table interpoloatcd (Table 11.4·1 • ASCE /. pg 11.5) Fv = Spectral Acee!@ 1.0 Sec for Site = 1.50 -Table interpoloated (fable 11.4-2 -ASCE 7, pg 115) SMs = MCE Spectral Resp (Short Period) = 1.338 =FaSs Eqn 11.4-1 SM! = MCE Spectral Resp (Long Period) = 0.756 =FvS1 Eqn 11.4-2 ISns = Design Spectral Acee! @ 0.2 Sec = 0.89 =2/3SMs Eqn 114-3 !SDI _ = Design Spectral Accel @ 1.0 Sec = 0.50 =2/3SM1 Eqn 11.4-4 II. Desii:;n Res(!onse S[!ectrum Periods: To = Period, 0.2*S0ifS0s = 0.113 sec. =O 2•S01/Sns Eqn 11.4-8 Ts = Period, S0 /Sos = 0.565 sec. =S01/Sos Eqn Jl.4-9 TL = Long Period, Transition Period = 8.00 sec (Table 22-15 -ASCE 7. pg228J Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = 0.020 (Table 12.8-2 -ASCE 7, pg 129) >>>>>>>>>>>>>>>> X = Exponent Parameter for Approximate Period = 0.75 h = Height of Building (approx to Mean Roof Ht) = 12 ft Ta = Approximate Period: Ta = Ct*(hn))I. = 0.129 sec. Eqn 12.8-7 Cu = Coefffor Upper Limit on Calc'd Period = (40 (Tobie 12.8-1 -ASCE 7. pg 129) T max= Max Fundamental Period: Tmax = Ta* Cu = 0.181sec. Eqn 12 8-7 T calc = Calculated Period (via. computer analysis) = Lea,c Blank to use Ta III. Buildimr lmnortance <IBC 1604 & ASCE 7-05 Ta 1Ie 11.5.1 -DI! 1161: ICC · = Importance Classification CATAGORY: = II (!BC Section I 604) ·Class = Building Classification = Typical Building IE = Seismic Il'vIPORTANCE Factor: = 1.00 (fable 11.5.I -ASCE 7. pg I 16) IV. Structural Svstem (Table 12.2.1·-ASCE 7 DI! 120). SDC = Seismic Design Catagory: = D (Tables 16 13.5.6(1) & (2) · 2007 CBC) BBS = BASIC BUILDiNG SYSTEM : = A. Bearing Wall System SFRS = SEISMIC FORCE ~SISTING SYSTEM: = 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp. Modification Coeff(DUCTILITY): = 6.50 Qo = System OVERSTRENGTH Factor: = 3 ** can be reduced by ½ iii flexible diaphragms but shall not be< 2 ** Cd = Deflection Amplification Factor: = 4.00 Height Limitations: (ft) = 65 V. Calcula:tion of the Seismic Res11onse Coeff ( ASCE 7 l!I: 129}: Cs I = Sns I (R/1) = = 0.137 W Eqn 12 8-2 (short period Cutoff) -·----Cs 2a = ifT :S TL, then Sn1 I T(R/1) = = 0:601 W Eqn 12.8-3 0ong penod) Cs2b = ifT > TL,then SDl*TLIT2(Rll)= = -n/a -Eqn 12 8-4 (,·cry long period) Cs3 = 0.044*Sns *I ~ 0.01 = 0.039W Eqn 12 8·5 (minimwn) Ts4 = ifS1 5 0.6g then 0.50*S1 I (R/1)= = · -iita -Eqn 12.8-6 (soft sue mirumum) Iv -·a:::: 9~ w .=·cE_qn·H.i~.)> 0,1]7 )V~ .1-SEISMIC BASE SHEAR COEFFICIENT. IV~~d -¥ q W =(Eqn 17;1!,l). -= . :o,ir,s:_w · -ASD SEISMIC BASE SHEAR COEFFICIENT . . • • Occupancy Category -Enclosure Classification: Wind Importance Factor: Basic Wind Speed: Exposure-Catagory: Topographic/Speed-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof Zone "a": hiternal Press Coeffient (pos.): Internal Press Coeffient (neg.): Kz, evaluated at Mean Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor(G): WALL Coeff. (Cp) -Press Toward: WALL Coeff. (Cp) -leeward: +WALL Pr~ssure (toward surface): V= EXP= ''<I- a= +Gcpi= -Gcpi= Kh= qh= G= Cp= Cp= Pw1= Pw2= Pw max= II Enclosed l 85 D '1 u.o.:, ~t> 10.0 ft 0.18 -0.18 1.13 18 psf 0.85 0.53 -0.43 ps ps Project No: 10051-054.00 Project Name: Army Navy Academy <-ASCE 7-05, Table 1-1 <-ASCE7-05, Sec. 6.5.9 <-ASCE 7-05, Table 6-1 <-ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction <-ASCE 7-05, Sec. 6.5.6.3 <-ASCE 7-05, Figure 64 <-ASCE 7-05, Table 64 <--ASCE 7-05, Fig. 6-11A <-ASCE 7'05, Table 6-5 <-ASCE 7-05, Table 6-5 = 2.01*(z/zg)"(2/a) per ASCE 7-02 Table 6-3 =0.00256*Kh*Kzt*Kd*lw*(V)"2 <-ASCE 7-05, Fig. 6-6 <-ASCE 7-05, Fig. 6-6 =qh( +GCpt-GCpi) <--(inward) =qh(-GCpz~GCp1) <--(suction) fL;,s Sheet Date: 8/10/11 By: JJW • • • Project No. 10051-054.00 Project Army Navy Academy Date: 10/9/12 201o_CB.C I ASOE 7-05. Sl=ISMIO ~ . VERTICAL DIST Printed: 8:32 AM Base Shear,Vasd · Period, 1a N, Stories Building Ht 1st story ht lyp story ht Parapet Ht, Typ bldg, vv Typ bldg, L Typ Fir Area 1st Fir plate, Root Area k=1'.oif: . -' -, : ,, ' ~ ' Floor Roof 2nd fir grade· ~ 0 .... Cf) 2 1 0.891 g tsasic Roof UL 0.096 W ADD Lump Mech DL@ Roof . o.224 sec Typ Fir DL 2 Partition DL Allowance 25 tt 1:::xt Clad 1-'erimeter 13 ft Ext Clad Avg Weight ·12 tt Ext Clad smear as RoofDL 0 ft Ext Clad smear as Fir DL 28 tt I otal I YP t-lr UL 84 ft Total Roof DL 235? sq ft Total Floor DL 2352 sq tt Total Roof DL 1656 sq tt Cale Building Ht I·-- Plate Floor Story Area Mass · Height (sf) (psf) (ft) (kips) o sf o psf 0.00 0 0 sf 0 psf 0.00 0 0 sf 0 psf 0.00 0 1656 sf 37 psf 12.00 61 2~52 sf 41 psf 12.00 96 (st) (ps~) (kips) w;: 156 Level · Wind Pressure PSF Wind Trib Wind Force PLF 0 0 0 ---Roof---.. --· 23·-psf ---6;(:)·ft ,, ' 28 0 42 18 0 0 0 0 60 37 141 61 25.0 h (ft) 0.00 0,00 0.00 24.00 12.00 (ft} By: JJW psf kips psf psf tt psf psf psf pst psf kips kips ft Fi/sf (kips) (psf) o 0.0% 0 0.00 o 0.0% 0 0.00. o 0.0% 0 0.00 1,471 56.0% 8 5.11 1,157 44.0% 7 2.83 2,628 100.0% (kips) (psf) Base.Shear= 15 7.95 Seismic Governing Depth Typ. 2'1 ft" 2nd fir 23 psf 9.5ft 222.0 plf 2.83 78 ft • • • Page /l.,. /1 7 EDCI·ENGINEERS __;. D'AMATO CONVERSANO INC . ASD Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCYFACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght-to-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Cantilever : toss of memnt resistance at the base connections of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1b) . Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Braced: Removal of an individual brace, or connection thereto, would not result in Frames m9re than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). p ==_ 1.Q True/False I T I T T T Page /2.. /1~ l;;DCI·ENGINEERS • jj D'AMATO CONVERSANO INC. I) ASD Lateral Force Analysis -2010 CBC Job : 10051-054:00 Shear Wall Forces Building Forces Level Seis .. Wind Typ Equations: Seismic.Govs: (Trib Length> Gov. Length/1.4) (psf) (plf) Trib Shear =Trib Length*Trib Width*Trib Force Roof 5.11 140 2nd fir 2.83 222 Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total Force= Trib Shear+ Add'IShear Totals: 7.9 362.2 Total Shear= Total Force/ Wall Length Wall Wall Wall %of Seismic Trib Wind Seis Wind Add'I Add'I Gov. Wall ID Len Ht. Line Len Width Trib Shear Shear Seis Wind Force Gov (ft ft Load ft) ft (ft) lbs) lbs lbs) lbs lbs 2nd Level Walls 20 14.0 10.0 100% 18.0 8.5 8.5 783 1192 0 (J 1192 85 Wind W6 21 14.0 10.0 100% 18.0 11.0 11.0 1013 1542 0 0 1542 110 Wind W6 22 14.0 10.0 100% 21.0 15.Q 15.0 1611 2103 0 0 2103 150 Wind W6 23 14.0 10.0 100% 21.0 15.0 15.0 1611 2103 0 0 2103 150 Wind W6 24 14.0 10.0 100% 18.0 11.0 11.0 1013 1542 0 0 1542 110 Wind W6 25 14.0 10.0 100% 18.0 8.5 .30a 8.0 10.0 19% 68.0 10.0 30b 13.0 10.0 31% 68.0 10.0 8.5 783 1192 0 0 1192 85 Wind W6 10:0 3478 1402 0 0 662 83 Seis W6 10.0 3478 1402 0 0 1076 83 Seis W6 30c 13.0 10.0 31% 68.0 10.0 10.0 3478 1402 0 0 1076 83 Seis W6 30d 8.0 10.0 19% 68.0 rn.o 10.0 3478 1402 0 0 662 83 Seis W6 31a 3.0 10.0 50% 68.0 9.0 9.0 3130 1262 0 0 1565 869 Seis 2W3 31b 3.0 10.0 50% 68.0 9.0 9.0 3130 1262 0 0 1565 869 Seis 2W3 1st Level Walls 10 21.0 10.0 100% 84.0 5.5 5.0 1309 1110 0 0 1309 62 Seis W6 11a 10.0 10.0 34% 84.0 13.5 13.0 3213 2886 3478 1402 2307 231 Seis W6 11b 10.0 10.0 34% 84.0 13.5 13.0 3213 2886 3478 1402 2307 231 Seis W6 11c 9.Q 10.0 31% 84.0 13.5 13.0 3213 2886 3478 1402 2077 231 Seis W6 12 73.0 10.0 100% 84.0 8.0 8.0 1904 1776 3130 1262 Seis Cone Fd 1.0 1.0 100% 30.0 5.3 9.b 453 1998 3130 1262 Seis Drag Nail Type= 8d Plywood type = cdx TyJ:Je Typ~ ----. __ $Jde_s. Value -------. -------------- W6 1/2" cdx 10d @6" 1 260 plf W4 1/2" cdx 10d@ 4" 1 350 plf W3 1/2" cdx 10d @3" 1 490 plf W2 1/2" cdx 10d@2" 1 640 plf 2W4 1/2" cdx 10d @4" 2 700 plf 2W3 1/2" cdx 10d @3" 2 980 plf 2W2 1/2" cdx 10.d @2" 2 1280 plf • Page fZ/4 j • liDCI·ENGINEERS !iii:: D'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.0C Shear Wall Overturning Parameters Descrii:1tion L Length of wall Pl Left point load of Variables: H Height of wall Px Point loap at Xp V Unit shear on wall Pr Right point load Wt Unit weight of wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Above Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) IL (CBC 1605.3.2) Wall L H V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (ft (ft) (plf) (psf) (plf) (lbs) (lbs) (lbs) (ft) .. Above (ft) Case 0 2nd Level Walls 20 14.00 10.00 85 10 0 0 0 0 0 0 0 Wind 21 14.00 10.00 110 10 0 0 0 0 0 0 0 Wind 22 14.00 10.00 150 10 0 0 0 0 0 0 0 Wind 23 14.00 10.00 150 10 0 0 0 0 0 0 0 Wind 24 14.00 10.00 110 10 0 0 0 0 0 0 0 Wind • 25 14.00 10.00 85 10 0 0 d 0 0 0 0 Wind 30a 8.00 10.00 83 10 200 0 0 0 0 0 0 Seis 30b 13:00 10.00 83 10 200 0 0 0 0 0 0 Seis 30c 13.00 10.00 83 10 200 0 0 0 0 0 0 Seis 30d 8.00 10.00 83 10 200 0 0 0 0 0 0 Seis 31a 3.00 10.00 869 10 200 0 0 0 0 0 0 Seis 31b 3.00 10.00 869 10 200 0 0 0 0 0 0 Seis 1st Level Walls 10 21.00 10.00 62 10 75 0 0 0 0 0 0 Seis 11a 10.00 10.00 231 15 200 -0 0 0 0 0 0 Seis 11b 10.00 10.00 231 15 200 0 0 0 0 0 0 Seis 11c 9.00 10.00 231 15 200 (J 0 0 0 0 0 Seis 12 73.00 10.00 90 120 0 0 0 0 0 0 0 Seis Fd NA NA NA NA NA 0 0 0 0 0 0 Seis • Page fll/t)lJ EDCI·ENGINEERS 2aj D'AMATO CONVERSANO INC. ASD Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Overturning DescrigUon Mot Overturning Moment of Variables: Mr Left . Resisting Moment about the Left side of the wall Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Right Hold down force on the rightside of the wail Seismic: HD= (Mot-0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot-.6Mr) / L (CBC 1605.3.2) Hold Down Left / Right 2nd Level Walls 20 11917 9800 9800 431 431 Wind CS16/CS16 21 15422 9800 9800 681 681 Wind CS16/MSTC4883 22 21030 9800 9800 1082 1082 Wind CS16/MSTC4883 23 21030 9800 9800 1082 1082 Wind CS16/MSTC4883 24 15422 9800 9800 681 681 Wind CS16/MSTC4883 25 11917 9800 9800 431 431 Wind CS16/CS16 30a 6624 9600 9600 258 258 Seis CS16/CS16 • 30b 10765 25350 25350 -99 -99 Seis no HD 30c 10765 25350 25350 -99 -99 Seis no HD 30d 6624 9600 9600 258 258 Seis CS16/CS16 31a 26083 1350 t350 8481 8481 Seis 31b 26083 1350 1350 8481 8.:1-81 Seis 1st Level Walls 10 13091 38588 38588 -250 -250 Seis no HD 1'1a 23073 17500 '.17500 1476 1476 Seis HDU2/HDU2 11b 23073 17500 17500 1476 1476 Seis HDU2/HDU2 11c 20766 14175 14175 1559 1559 Seis HDU2/HDU2 12 65445 3197400 3197400 -19919 -19919 Seis NA Fd NA NA NA NA NA Seis NA •• .=:oc1 Project No. Sheet No. e n G I n e e R s J'J,,.o 5?-o() '.i> 'f' -f<_.-"2, ) • • • , J:\2012\ 12051-0054 Army Navy Academy\Ca/cu/atians\Lateral\[Cantilevered Diaphragm Deflection press box.xls)Grid 2 L VL, E DCI · ENGINEERS _; D'AMATO CONVERSANO INC. Project ANA Subject Press Box. 11 .Q ·······----····-----·•··· L = 38.0' Bending: 3(Vmax)L3 EAb Shear and Nail Slip: 0.5(Vmax)L l000G0 Chord ~plice Slip: r(xt.c) 2b Total Diaphragm Deflection .................. = 0.00530 in = 0.089 in = 0.004 in = I 0.099 '" i 449.0 plf Deflected Shape, b. T N f::..c :~ oYl-- Project No. Sheet No. 12051-0054 { t.::i.-.,? Date 10/10/12 By JJW Diaphragm Deflection I 3(Vmax)L3 0.5(Vmax)L 0,11,1 = ----+ ----+ EAb l000G0 Ga = 25 (per NDS table C4.2A, B, C) A = 15.75 sq. in E = 1,600,000 psi Notes: A) Deflection determined with strength level forces B) OSB Used for Deflection Calculations C) Diaphragm Assumed 1 /2 Blocked & 1 /2 Unblocked Vmax = 118 plf = 2236 lb = 14 # of 1 0d nails required at chord splice = 0.032 in Printed on 10/11/12@ 3:53 PM 5DCI Project No. Sheet No. 17/)i; \ -005-4 fl :t,) EnGlhEERS Project Date ·A \\JPv-PRESS Boo-rH <?./31/ \ ::z._, Subject By I D\'$(.O~ll N\JOVS -S\-\Gf\RWWLL SVPPOR, \J\'J H I i i . I I ! ' ' ' ' i T : I ' ' l . -~ -·-·-------.. ) ----: _, ______ ------ 'i • ·r:-o··ac-·i::it-'ifGRll'.N";af:··,t ·· .. · .. · . · -0· &.El.-fXEFB ·CS:, V ·.::J•,-J,_ ·., , ,:_ -• '~-• ~! : -.~, ·.:",~ 1"',, ,-,•,-., -• 4 •T' • Calculations per ND$ 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi 2,900.0 psi 2,900.0psi E : Modulus of Elasticity Load Combination P.SCE 7-05 Fb-Compr Fc-Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parailam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0psi 290.0 psi 2,025.0 psi Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54 ksi Density 32.210pcf D(0.27) L(0.186) E(0.681) 1.75x9.25 Span= 16.0 ft Service loads entered. Load Factors will be applied for talculations. Uniform Load: D = 0.0260, L = 0.0410 ksf, Tributary Width= 1.333 ft Point Load: D = 0.270, L =. 0.1860, E =0.68jQ k@ 13.0 ft, (SW2.1) DESiGN:Sf!JMMAR.Y'-.. : Maximum Bending stress Ratio = o. ~83: 1 1.75x~ .25 Section used for this span fb: Actual = 2,850.28psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination = 2,900 OOpsi Fv : Allowable Load Combination +1.380D+0.50Lr+0.50L +2.0E Location of maximum on span Span# where maximum·occurs Maximum· Deflection Max Downward L tLr+S Deflection Max Upward L +Lr+S Deflection Max Downwarcj Total Deflection Max Upward Total Deflection = 12.560ft = Span# 1 0.416 in 0.000 in 0.970 in -0.240 in Load Combination · Max Stress Ratios · Ratio= Ratio= Ratio= Ratio= Location of maximum on span . Span # where maximum occurs 461 0 <360 197 , 801 Moment Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb +D Length= 16.0 ft +D+L+H Length= 16.0 ft 1 +D+0.750Lr+0.750L +H 0.257 0.151 0:594 0.326 0.510 0:282 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.55 745.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.58 1,722.83 = Design OK 0·549: 1 1.75x~.25 = 18 R.30 psi = 290.00 psi +1.380D+0.50Lr+0.50L +2.0E = 15.280ft = Span# 1 Shear Values F'b V fv 0.00· 0.00 0.00 F'v 0.00 2900.00 0.47 43.71 290.00 0.00 0.00 0.00 0.00 2900.00 1.02 94.58 290.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 • ~-D+0:750L+0.750S+H I..J Length= 16.0 ft · +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.510 0.282 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 1,478.10 2900.00 0.88 81.86 290.00 0.00 0.00 0.00 0.00 3.07 1,478.10 2900.00 0.88 81.86 290.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.416 0.274 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.51 1,207.84 2900.00 0.86 79.60 290.00 +D-0.70E+H 1.QO 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ,/ fLJ.3 Description : .Press Booth , supporting SW21 Load Combination Max Stress R~tios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length= 16.0 ft 1 0.136 o.o6e 1.00 1.00 1.00 1.00 1.do 1.00 1.00 0:82 394.62 2900.00 0.21 19.79 290.00 +D+O.i'50l.:r+0.750L+0.750W-+f-l 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.510 0.282 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 1,478.10 2900.00 0.88 81.86 290.00 +D+O. 750L +0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.510 0.282 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3:07 1,478.10 2900.00 0.88 81.86 290.00 +D+O. 750Lr+0.750L +0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.615 0.375 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.71 1,782.98 2900.00 1.17 108.78 290.00 +D+0.750Lr+O:Y50L-0.5250E;+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.414 0.189 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.50 1,201.78 2900.00· 0.59 54.94 290.00 +D+0.750L +0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.615 0.375 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.71 1,782.98 2900.00 1.17 108.78 290.00 +D+0.750L +O. 750S-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00. 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.414. 0.189 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.50 1,201.78 2900.00 0.59 54.94 290.00 +1.380D+0.50Lr+0.50L +2:0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.983 0.649 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 2,850.28 2900.00 2.03 188.30 290.00 +1.380D+0.50Lr+O. 50L-2.0E 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.207 0.173 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 600.24 2900.00 0.54 50.12 290.00 +0.7200+2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.709 0.462 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.27 2,054.98 2900.00 1.45 134.01 290.00 +0.720D-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.389 0.263 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 2.35 1,127.93 2900.00 0.82 76.25 290.00 ·. :OYet~IM~tim.!J'.rn: PE!fl~ctioti~ ~ l:Jnfg~~~r~:dt_Q~g·$ ii) Load Combination Spc;1n .Max."-" Defl Location in Span Load Combination Max.".+!' Deft Location in Span 0.9702 8.480 0.0000 0.000 , ·. f ii~jg,ts; l1~(4¢1oret:,,:rt, SL~port notation : Far left is #1 Values in KIPS Suppoii2 Overall MAXimum 0.928 1.638 D Only 0:328 0.497 lOnly 0.472 0.588 EOnly 0.128 0.553 -EOnly -0.128 -0.553 D+L 0.800 1.085 D+E 0.456 1.050 D-E 0.200 -0.057 D+L+E 0.928 1.638 D+L-E 0.672 0.532 Description : Press Booth , supporting SW22 · '.CQOE'lfEJN1k&NcES,. ·, .. · ' > '.·~,,-;. , ..... , , -~·-"~ •• ' -••• ~-· _... .- Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Fb-Tension Fb-Compr Fc-Prll · 2,900.0 psi 2,900.0psi 2,900;0psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0psi 290.0psi · 2,025.0 psi Ebend-xx 2,000.0 ksi Eminbend -xx . 1,016.54 ksi Density 32.210pcf D(0.27) q0.186) E( 1.082) 1.75x11.25 Span = 16.0 ft S rvice loads entered. ·Load Factors will be applied for calculations. Unif rm Load : D = 0.0260, L = 0.0410 ksf, Tributary Width = 1.333 ft Pein Load : D = 0.270, L = 0.1860, E = 1.082 k @ 13.0 ft, (SW22) DESI,. . SUMMARY --· .Maxim· mBeriding-Stress Ratio = 0.882 1 Maximu Shear Stress Ratio , Se !ion used for this span , fb: Actual I FB : Allowable 1.75x11.25 2,558.51 psi = 2,900.00psi Load Combination +1.380D+0.50Lr+0.50L +2.0E Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection. = 12.960ft = Span# 1 0.231 in 0.000 in 0.617 in -0.212 in '. M~x,n;!'t,1{lfr:Qf.C~S'?x. $fn~$,~~~ fQrkQ.~9 Qonibinati,(?n~ Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci +D Length= 16.0 ft 0.174 0.122 1.00 1.00 1.00 +D+L+H 1.00 1.00 Length= 16.0 ft 1 0.402 0.264 1.00 1.00 1.00 +D+0.750Lr+0.750L +H 1.00 1.00 Length= 16.0 ft 0.345 0.229 1.00 1.00 1.00 .,.D+0.750L +0.750S+H 1.00 1.00 -Length= 16.0 ft 1 0.345 · 0.229 1.00 1.00 1.00 +D+0.70E+H 1.00 1.00 Length= 16.0ft 1 0.356 0.284 1.00 1.00 1.00 +D-0.?0E+H 1.00 1.00 Ratio= Ratio= Ratio= Ratio= Cr Gm 1.00 1.00 1.00 1.00 1.00 1.00 · 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 S ction used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 829 0 <360 311 907 Moment Values Ct CL M fb 1.00 1.00 1.55 504.21 1.00 1.00 1.00 1.00 3.58 1,164.72 1.00 1.00 1.00 1.00 3.07 999.27 1.00 1.00 1.00 1.00 3.07 · 999.27 1.00 1.00 1.00 1.00 3.18 1,033.53 1.00 1.00 Design OK = 0.702: 1 1.75x11.25 = 203.55 psi = 290.00 psi +1.380D+0.50Lr+0.50L +2.0E = 15.120ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 0.47 35.52 290.00 0.00 0.00 0.00 0.00 2900.00 1.01 76.68 290.00 0.00 0.00 0.00 0.00 2900.00 0.87 66.39 290.00 0.00 0.00 0.00 0.00 2900.00 0.87 66.39 290.00 0.00 0.00 0.00 0.00 2900.00 1.08 82.40 290.00 0.00 0.00 0.00 0.00 Description : Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length= 16.0 ft 1 0.056 0:069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 . 163.62 2900.00 0.26 20.06 290.00 +D+0.750Lr+0.750L +0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.345 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 999.27 2900.00 0.87 66.39 290.00 +D+O. 750L +0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.345 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 999.27 2900.00 0.87 66.39 290.00 +D+O. 750Lr+0.750L +0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length= 16.0 ft 1 0.461 0.350 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.11 1,335.78 2900.00 1.33 101.55 290.00 +D+0.750Lr+0.750L-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 L~ngth = 16.0 ft 1 0.245 0.134 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 711.51 2900.00 0.51 38.77 290.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.461 0.350 1.00 1.00 1.00 1.00 1.00 1.00 1.00 · 4.11 1,3~5.78 2900.00 1.33 101.55 290.00 +D+0.750L +0. 750S-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.245 0.134 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 711.51 2900.00 0.51 38.77 290.00 +1.380D+0:50Lr+0.50L +2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.882 0.702 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.87 2,558.51 2900.00 2.67 203.55 290.00 +1.380D+0.50Lr+0:50L-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.297 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.65 860.36 2900.00 1.00 76.28 290.00 +0.720D+2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 0.698 0.550 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.22 2,022.80 2900.00 2.09 159.53 290.00 +0.720D-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.481 0.387 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.29 1,396.07 2900.00 1.47 112.35 290.00 QY,~,t;~!fJyt~tlm.µnj l;leffij~ti.QnS • ,l:}pf~¢.tqr~~:LP,~~ . Load Combination Span Max."-" Deft Location in Span Load Combination Max."+" Deft Location in Span ~ . .,,;;@Lilg~~Oi t-11~~>tolil<I . 1 0.61'72 8.560 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination . Support 1 Support2 Overall MAXimum 1.003 1.964 DOnly 0.328 0.497 LOnly 0.472 0.588 EOnly 0.203 0.879 -EOnly -0.203 -0.879 D+l, 0.800 1.085 ,D+E 0.531 1.376 D-E 0.125 -0.382 D+L+E 1.003 1.964 D+L-E 0.597 0.206 Description : ·,CQDE:.REPfRENCES ... -; .--. --' -. ~-· -:,,_. -.· ,,, . .,, ' ' . - Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0 psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54 ksi Density 32.210pcf D(0.27) L(0.186) E(1.082) 1.15x11.25 Span = 16.0 ft · Applied Loads~. __ Service loads entered. Lo d Factors will be applied for calculations. Uniform Load : D = 0.0260, = 0.041 O ksf, Trlbutary Width = 1.333 ft Point Load: D = 0.270, L = 0 1860, E = 1.082 k@ 13.0 ft, (SW23) DESlGNSUMMARY' · Maxin1urri-Beiicffiig stress R . tio Section used-for this span fb: Actual = 0.882 1 1.75x11.25 = 2,558.51 psi Maximum Shear Stress Ratio Section used for this spa fv: Actual FB : Allowable = 2,900.00psi Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection +1.380D+0.50Lr+0.50L+2.0E = 12.960ft = Span# 1 Max Downward L +Lr+S Deflection 0.231 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.617 jn Max Upward Total Deflection -0.212 in M~~iql'µiti :Pt>t~~$ ~ ~qe~$~~-f9t.·~Q!!<tQ9m_bination~: Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci +D Length= 16:0 ft 1 0.174 0.122 1.00 1.00 1.00 +D+L+H 1.00 1.00 Length= 16.0 ft 0.402 0.264 1.00 1.00 1.00 +D+O. 750Lr+O. 750L +H 1.00 1.00 Length= 16.0 ft 1 0.345 0.229 1.00 1.00 1.00 ~D+O. 750L +0.750S+H 1.00 1.00 Length= 16.0 ft 0.345 0.229 1.00 1.00 1.00 +D+0.70E+H 1.00 1.00 Length= 16.0 ft 1 0.356 0.284 1.00 1.00 1.00 +D-0.?0E+H 1.00 1.00 Ratio= Ratio= Ratio= Ratio= Cr ·Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 too 1.00 1.00 1.00 1.00 1.00 1.00 Fv : Allowable Load Combination Location of maximum on span Span·# where maximum occurs 829 0 <360 311 907 Moment Values C t CL M fb 1.00 1.00 1.55 504.21 1.00 1:00 1.00 1.00 3.58 1,164.72 1.00 1.00 1.00 1.00 3.07 999.27 1.00 1.00 1.00 1.00 3.07 999.27 1.00 1.00 1.00 1.00 3.18 1,033.53 1.00 1.00 Design OK = 0.702: 1 1.75x11.25 = 203.55 psi = 290.00 psi +1.380D+0.50Lr+0.50L+2.0E = 15.120ft = Span# 1 , _____ -------------- Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 0.47 35.52 290.00 0.00 0.00 0.00 0.00 2900.00 1.01 76.68 290.00 0.00 0.00 0.00 0.00 2900.00 0.87 66.39 290.00 0.00 0.00 0.00 0.00 2900.00 0.87 66.39 290.00 0.00 0.00 0.00 0.00 2900.00 1.08 82.40 290.00 0.00 0.00 0.00 0.00 .:.,'.j,~}Q'.it~f·:l:;· '" :·\ .i\-1.:;<j,;W~~tft!f~> "-····", . , .. , .. Description : Pres~ Booth , supporting SW23 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length= 16.0 ft 1 0.056 0.069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 163.62 2900.00 0.26 20.06 290.00 +D+0.750Lr+0.750L +0.750W-iH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.345 0.229 1.oo 1.00 1.00 1.00 1.00 1.00 1,00 3.07 999.27 2900.00 0.87 66.39 290.00 +D+O. 750L +O. 750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.345 0.229 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 999.2i' 2900.00 0.87 66.39 290.00 +D+0.750Lr+0.750L+0.5250E-iH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.461 0.350 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.11 1,335.78 2900.00 1.33 101.55 290.00 +D+O. 750Lr-t{).750L-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.245 0.134 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 711.51 2900.00 0.51 38.77 290.00 +D+O. 750L +0. 750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.461 0.350 1.00 1.00 1.00 1.00 1.00 1:00 1.00 4.11 1,335.78 2900.00 1.33 101.55 290.00 +D+0.750L +0.750S-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 O.QO 0.00 0.00 Length= 16.0 ft 1. 0.245 0.134 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.19 711.51 2900.00 0.51 38.77 290.00 +1.380D+0.50Lr+0.50L +2,0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.882 0.702 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.87 2,558.51 2900.00 2.67 203.55 290.00 +1.380D+0.50Lr+0.50L-2:0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.297 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.65 860.36 2900.00 1.00 76.28 290.00 +0.7200+2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.698 0.550 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6.22 2,022.80 2900.00 2.09 159.53 290.00 +0.720D-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.481 0.387 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.29 1,396.07 2900.00 1.47 112.35 290.00 ·. _Q,yeJ~I.I\M.#iJn!im.P,~fl~cti911s. L(pf~~tore~_~oMs Load Combination · Span Max."-" Defl Location in Span Load Combination Max. "+" Def! Location in Span ~M~ 1 0.6172 8.560 0.0000 0.000 : Y.~#i~~(R~~Gtions -unJa.~JQr~~ Support notation : Far left is #1 Val es in KIPS "" Load Combination Support 1 Support2 Overall MAXimum 1.003 1.964 DOnly 0.328 0:497 LOnly 0.472 0.588 EOnly 0.203 0.879 -E Only -0.203 -0:879 D+L 0.800 1.085 D+E 0.531 1.376 D-E 0.125 -0.382 D+L+E 1.003 1.964 D+L-E 0.597 0.206 ;,e:r-.'i:;,ii:.-·i:J'ft'if~R-'df<lo-~·if~ --:_ ... :_ ,~-t?:~_1['-~~~·~~~·~-';•_~9·*, .. -;' ~-·-·-~-- Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Mat_erial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-05 Fb-Tension Fb-Compr Fc-Prll Fc-Perp 2,900.0psi ~.900.0psi 2,900.0psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling 75Q.Opsi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1, 016. 54 ksi Density 32.2i0pcf D(0.27) L(0.186) E(0.681) 1.75x9.25 Span = 16.0 ft Service loads entered. Load Factors will be appli d for calculations. Maximum ·sending ·stress· Ratio Section used for this span = 0.98l 1 .75x9.25 fb: Actual = 2,850.28psi Maximum Sh~ar Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Load Combination +1.3800+0.50Lr+0.50L +2.0E Location of maximum on span Span # where maximum occurs Maximum Deflection . Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max l:Jpward Total Deflection = 12.560ft = Span# 1 0.416 in 0.000 in 0.970 in -0.240 in Ratio= Ratio= Ratio= Ratio= ----"' : •· ,M~Jm.1!:iJ:!::f(>r~'.~s.-.j,·s(r,~.§$f!~;;fot4P~~ iQ-9-itJbjoations Load Combination Max Stress Ratios Segment Length Span# ·M V Cd C FN. Cj Cr Cm +D Length= 16.0 ft 0.257 0.151 1.00 1.00 1.00 1.00 1.00 +D+l+H 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.594 0.326 1.00 1.00 1.00 1.00 1.00 +D+O. 750Lr+0.750L +H 1.00. 1.00 1.00 1.00 Length= 16.0 ft 1 0.510 0.282 1.00 1.00 1.00 1.00 1.00 4i)D+0:750L +0.750S+H 1.00 1.00 1.00 1.00 , Length= 16.0 ft 0.510 0.282 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.00 1.00 1.00 1.00 Length= 16.0 ft 1 0.416 0.274 1.00 1.00 1.00 1.00 1.00 +D-0.?0E+H 1.00 1.00 1.00 1.00 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 461 0 <360 197 801 C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 too 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 1.55 745.81 3.5~ 1,722.83 3.07 1,478.10 3.07 1,478.10 2:51 1,207.84 Design OK = 0.649: 1 .75x9.25 = 188.30 psi = 290.00 psi +1.380D+0.50Lr+0.50L+2.0E = . 15.280ft = Span# 1 ,--....----:L------ Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2900.00 0.47 43.71 290.00 0.00 0.00 0.00 0.00 2900.00 1.02 94.58 290.00 0.00 0.00 0.00 0.00 2900.00 0.88 81.86 290.00 0.00 0.00 0.00 0.00 2900.00 0.88 81.86 290.00 0.00 0.00 0.00 0.00 2900.00 0.86 79.60 290.00 0.00 0.00 0.00 0.00 Description : Load Combiliatiort Max Stress Ratjos Moment Values Shear Values Segment Length Span# M V Cd C FN Cj Cr Cm C t CL M fb F'b V fv F'v Length= 16.0 ft 1 0.136 0.068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 394.62 2900.00 0.21 19.79 290.00 +D+0.750Lr+0.750L +0.750W+H· 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.510 0.282 1.00 1.00 1.00 1.00 1.00 1;00 1.00 3.07 1,478.10 2900.00 0.88 81.86 290.00 +D+O. 750L +0.750S+0.750W+H 1.00 -1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.510 0.282 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.07 1,478.10 2900.00 0.88 81.86 290.00 +D+0.750Lr+0.750L +Q;5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.615 0.375 1.00 too 1.00 1.00 1.00 1.00 1.00 3.71 1,782.98 2900.00 1.17 108.78 290.00 +D+O. 750Lr+O. 750L-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.414 0.189 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.50 1,201.78 2900.00 0.59 54.94 290.00 +D+O. 750L +O. 750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.615 0.375 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.71 1,782.98 2900.00 1.17 108.78 290.00 +D+O. 750L +0.750S-0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.414 0.189 1.00 1,00 1.00 1.00 1.00 1.00 1.00 2.50 1,201.78 2900.00 0.59 54.94 290.00 +1.380D+0.50Lr+0.50L +2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.983 0.649 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 2,850.28 2900.00 2.03 188.30 290.00 +1.380D+Q.{i0Lr+0.50L-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.207 0.173 1.00 1.00 1.00 1.00 1.00 1.00 i.OO 1.25 600.24 2900.00 0.54 50.12 290.00 +0.720D+2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 0.709 0:462 1.00 ·1.00 1.00 1.00 1.00 1.00 1.00 4.27 2,054.98 2900.00 1.45 134.01 290.00 +0.720D-2.0E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.389 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.35 1,127.93 2900.00 0.82 76.25 290.00 .,Q:Yif~ij:JtlilJ.lll4ITl ~jfi~~~[QflS:·.:l;J.n(~~tot:e,~rkoig~ i) Load Combination Span Max."-" Dell Location in Span Load Comtiination Max."+" Deft Location in Span 0.9702 8.480 0.0000 0. 00 • .. -~~;ijti~e.-~ftii>n.$Z•,1Jrit~ctot~d 1 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 0.928 1.638 DOnly 0.328 0.497 LOnly 0.472 0.588' E.Only 0.128 0.553 -E Only' •0.128 -0.553 D+L 0.800 1.085 D+E. 0.456 1.050 D-E 0.200 -0.057 D+L+E 0.928 1.638 D+L-E 0.672 0.532 • • • Cl -...... I P"" -·p /' ..... f\,, I !?------_:-_:-_:-_-_-_:-_-_:-_ , , , , , , , , I I , , 11 P. 1, I 1 , , , , I I 4• SlAB ON GRADE W/ #4 0 1l!"Oc EW CIRO TiP UNO 1ft THICK CONC '#.Ill. Cs PR~SS \3C?OD\.-\ -POW~"tlO.t--:l KEY PLflN 5DCI enG1neeAs Project AN A -PRESS 600TH Subject FOUN'DR1\0N 'DE'S l GN • Project No; l aos \ -006..::\ Sheet No. flZl-z_ Date C>i/L\11~ By M"J \-\ ii·DCI enc; l"n e e Rs Project Subject ) • Project No. Sheet No. fF-1~3 Date By -i --; EDCI EnG1nEERS DCI Engineers 525 B ~treet, Ste. 750 San Diego, CA 92101 619-234-0501 Title :· Press Box Bid wall Job# : 12051-005~ Dsgnr: Description .... Press 1;3ox bid wall jjw Page: fF J1 ~ Date:· SEP 20,2012 This Wall in File: j:\2012\12051-0054 army navy academy\cc1lc • . · ., ' Retain Pro 9 © 1989 · 20·11 Ver: 9.i1 8171 , Registration#: RP-1167785 RP9.27 Cantilevered Retaining Wall Design _:,, C, ~ Code: CBC 2010 I Grit~ri~ • /Soil _Dat~ • -Retained Height = 10.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Allow Soil Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 12.00 in Passive Pressure = 3,500.0 psf/ft Water_height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe -110,00 pcf Footing!ISoil Friction = 0.350 SoiJ height to ignore for passive pressure = 12.00 in Thu.mbnail I S1,1rcharge Lo~ds I I Lateral Load Applied to Stem I I Ad,j~c:e_nt Fopting !:-,.9ad I s·urctiarge-Over Heel = 0.0 psf Used ToResist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Lo.ad Applied to Stem • Axial Deacl Load = 230.0 lbs Axial Live Load = 100.0 lbs ~ Axial Load 'Eccentridty = 2.0 in ., I Des_ig~ Suo,mag _ I Wall Stability Ratios Overturning = 1.99 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ec·c. = = 6,380 lbs 13.30 in Soil Pressure @ Toe = 2,591 psf OK Soil Pressure@ Heel = 0 psf ·OK Allowable = 2,900 psf Soil Pressure-Less Than Allowable ACI Factored @ Toe = 3,636 psf ACI Factored@ Heel = O psf Footing Shear@ Toe = 9.1 psi OK Footing Shear@ Heel = 17.3 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Slicing Force = 2,483.8 lbs Lateral Load = ... Height to Top = ... Height to Bottom = 0.0 #/ft Adjacent Footing Load 0.00 ft Footing Width 0.00 ft Eccentricity Wall to Ftg CL Dist The above lateral load has been increased by a factor of 1.00 . Footing Type Wind on Exposed Stem = 0.0 psf I Stem Construction • Design Height Above Ftg ft= Wall Material.Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force@Section lbs= Moment.. .. Actual ft-#= Moment. .... Allowable = Shear ..... Actual psi= Shear ..... Allowable psi= Wall Weight = Rebar Depth 'd' in = LAP SPLICE.IF ABOVE in= LAP SPLICE IF BELOW .in = Top Stem Stern OK 0.00 Concrete 10.00 # 6 14.00 Edge 0.907 3,063.0 10,876.8 11,996.6 33.5 67.1 125.0 7.63 48.96 HOOK EMBED INTO FTG in= ~1.39 Base Above/Below Soil at Back of Wall Poisson's Ratio -lap-splice-above-base reduced by stress ratio Hook embedment reducecLby stress ratio Masonry Data fm Fs Solid Grouting psi= psi= = Load Factors ~------------Modular Ratio 'n' Short term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Concrete Data fc Fy = = Medium Weight = ASD psi= 2,000.0 psi = 60,000.0 - = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 EDCI enG1nEERS DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : Press !;lox Bid wall Job# : 12051-0051 Dsgnr: jjw Description .... Press Box bid wall Date: Page: PPl,'.::>..,__ SEP20,2012 ~Ret~i~ Pro 9 © 1989 -2011 Ver: 9.27 8171 ~,./Registration#: RP-1167785 RP9.27 This Wall in File: j:\2012\12051-0054 army navy academy\calc Cantilevered Retaining Wall Design -C. 3 Code: CBC 2010 I Footing Dimensions & Strengths Toe Width = 2.00 ft Heel Width = 3.50 Total Footing Width = -5.50 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500psi Fy = 60,000 psi Footing-Concrete Density = 150.00pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in I Footing Design Rei;ults _..IQL Factored Pressure = 3,636 Mu' : Upward = 6,287 Mu' : Downward = 1,008 Mu: Design = 5,279 Actual 1-Way Shear = 9;09 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00 in Key Reinforcing = None Spec'd • ~ 0 psf 1,125 ft-# 6,994 ft-4t 5,869 ft-# 17.29 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding -No Force on Key J Summary o_f Overturning & Resisting F~rces & Moments ..... OVERTURNING.: ... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 2,590.5 4.06 10,505.9 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -106.7 0.89 -94.8 Surcharge Over Heel = Surcnarge Over Toe Adjacent Footing Load' = Adjacent Footing Load = Axial Dead Load on Stem = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 3,080.0 4.17 12,833.3 230.0 2.25 517.5 • Added Lateral Load = • Axial Live Load on Stern = Load @ Stem Above Soil = ·Soil Over Toe = Surchar~e Over Toe = 100.0 2.25 225.0 220.0 1.00 220.0 Total = 2,483.8 O.T,M. = 10,411.0 Resisting/Overturning Ratio = 1.99 Vertical Loads used for Soil Pressure= 6,380.0 lbs DESIGNER NOTES: • Stern Weight(s) = 1,375.0 2.42 3,322.9 Earth @Stern Transitions = Footing Weight = 1,375.0 2.75 3,781.3 Key Weight = 2.50 Vert. Component = Total= 6,280.0 lbs R.M.= 20,675.0 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculalion. • ••• Maintenance Building • • BP5~!;¥~~!~A~~~~ Project No. Sheet No. 12-51-054 >11D LJ Project Date ANA -Maintanance Bid 8/27/12 Subject By Load Takeoff JJW ROOF LOADING (Pitched} Dead Load Vertical Seismic Truss 2.0 psf 2.0 psf 15/32" Plywood Sheathing 1.7 psf 1.7 psf Insulation 1.2 psf 1.2 psf Roofing (Tile) 75.0 psf 15.0 psf GWB -1 layers -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Mechanical 2.0 psf 2.0 psf Misc 7.3 psf 7.3 psf Exterior Walls & Interior Non Load Brg Partitions 0.0 psf 8.0 psf 26:o psf 34.0 psf FLOOR LOADING (Exterior) Dead Load Vertical Seismic 16"TJl's 4.5 psf 4.5 psf 23/32" Plywood Sheathing or OSB 2.7 psf 2.7 psf 2.5" Cone. Topping 37.3 psf 31.3 psf GWB -1 layer -5/8" @ 0.55psf / eighth inch 2.8 psf 2.8 psf Insulation 1.0 psf 7.0 psf • MEP/Misc 7.7 psf 1.7 psf Exterior Walls & Interior Non Load Br.g Partitions 0.0 psf ,15,0 psf 44.0 psf 59.0 psf Live Load (storage) 125.0 psf. • • • • J'Yl 1A-tl MA:t/JTA:AI AJ\.l[, f;'v/ fZQJf~ FMyYJ1A/ 6 Ff!Y ·fLAN ~FORTE., MEMBER REPORT Level, RH1 1 piece(s) 5 1/4" x 11 7 /8" 2.0E Parallam® PSL PASSED Overall Length: 16' 7" • • • + 0 16' + 0 All locations are measured from the outside face of left support (or left cantilever ehd). All dimensions are.horizontal.;Drawing is Conceptual ;'Ji~~fi,ij~~~lilf~:~~;{J<: f;l:_~~l~«!!!'.: ;; ;-;J'.';! Ai~te-:~ ;-~~~c; ;:t::·-;;;:; f).oltj ~~~~(Pittili\)t';;~.:'1~:;/~~_;:; Member Reaction {lbs) 2370 @ 2" 5020 (2.25") Passed_(47%1 1.0 D + 1.0 Lr·(AII Spans) Shear (lbs) 2029 @ J' 3 3i8" 15066 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 9556 .@ 8' 3 1/2" 37317 Passed -(26%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.136 @ 8' 3 1/2" 0.542 Passed {L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.328 @ 8' 3 1/2" 0.813 Passed (L/595) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. ti f~ii'--~~:;: ~~~;t;~:; f 2.25" 1.50" 1403 995 2 -Stud wall -SPF 3.50" 2.25" 1.50" 1403 995 • Rim Board is assumed-to carry ail loads applied directly above it, bypassing the member being designed . Oto 16' 7" 6' System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 l":w"':·'"""f"'~"'-jr'-"'t;""~fi;,,,f"'f"'fi"'ie"":'-"~'-'-ij"'-jJte-'-'r'-"e""·j'-",\"-':\'-"'~;"-'~-~"":~O',;,---':'-'?"'-'t·"---'.:."":,,_~\::-'-'1_;'-';~~; ~~-·=-=-~'-'"-'-'-'"-'"--'-~'-'--"--'-"'-~=-''-"-"-=='-'--'=-'""'-=='-"'"'-"-"""'-'-""'--'-'-'-=""-"-"""'--'--I ~ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accesson'es (Rim Boqrd, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdictipn. The desi11ner of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and s_upport information have been provided by Forte Software_Operator ---------------~-------------------~ Forte Software Operatoi 1vst1n Vile' DCI (619) 234-0501 1we1@:dc1-eng1neers.com Job Notes 10/912012 9:25:24 AM Forte v4 0. Design Engine: V5 6.1.203 fvlaintanance shop.4te Page 5 of 5 • ~FORTE .. + 0 MEMBER REPORT Level, RH2 1piece(s)51/4" x 7" 1.SE Parallam® PSL Overall Length: 3' 3" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. {Q~~-!f.'ti\~r:i~.f\Jf ;I:};~~?' Member Reaction (lbs) 2132 @ 0 4725 (1.50") Passed (45'1/o) 1.0 D + t,0fr (All Spans) Shear (lbs) 1203 @ 2' 6 1/2" 7044 Passed (17%) 1.25 1.0 [) + 1.0 Lr (All Spans) Moment.(Ft-lbs) 1732 @ 1' 7 1/2" 11854 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.008 @ 1' 7 1/2" 0.108 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.018 '@ 1' 7 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom)-must be braced at 3' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achleve·member stability. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wanrantles related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, !!locking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design-loads, dimensions and support Information have been provided by Forte Software.operator ---------------~-------------------~ + 0 PASSED Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD ~ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes ; .. st1'1We1 DCI 10/9/2012 9:36:02 AM Forte v4.0. Design Ergine: V5 6.1 203 Maintanance shop.4te (619) 234-0501 1we1@dc1-eng,neers corn Page 1 of 1 ' ' 4 J I .-.fJi IA E ~v ,93 m . • E (\, f l!J \7:J - • • -'. Im trl31 I =1 E [J lfB1 D rf0\ l!J • • /,R ~ FJ i =1 \) ~ ~~ - ' (V}IHrJ-rAN~ J\.X'~ 5Lb(_ FL.oof!.._ f'i¾i"' ... V/V6,· .~[Sj!, ~ ft,AtV ~FORTE .. + 0 MEMBER REPORT Level, Floor: Joist f...!i 2 piece(s) 16" TJI® 560 @ 24" OC Overall Length: 24' 7" 24' All-locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual + 0 PASSED (g~tif~e~6lf,/2\ '._'; ;'.J~~-~--r~~/~ ,;".~~/~ ,'.~ :~f' ·'· ~\-"}c(: f]p,t:; (~f~WtJ1EJirc~~}?S~,<i' :' System : Floor Member Reaction "(lbs) 403'2.@31/2" 4032 (2.80") Passed-(100%) 1.00 1.0 .D + 1.0 L (All Spans) Shear (lbs) 4032 @31/2" 5420 Passed (74%) 1.00 1.0 D + 1.0 .L (All Spans) Moment (Ft-lbs) 24192@ 12' 3 1/2" 25850 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.783@ 12' 3 1/2" 0.800 Passed (L/368) 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 1.052 @ 12' 3 1/2" 1.200 Passed (1.;1274) 1.0 D + 1.0 L{AII Spans) TJsPro™ Rating 45 40 Passed • Deflection criteria: LL (l/360) and TL (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 2 5/16" o/c unless detailed otherwise~· Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weye_rhaeuser Edge'" Pane1·(24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: None • At"Jianger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. 1 --Face M_ount Hanger _Con,nector not fo_und N/A · N/A N/A 2 -Face Mount Hanger Connector not found N/A N/A N/A Weyerhaeuser-warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the.need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this c~lculation is compatible with the overall project. Products manufactured at Weyerhaeu~r facilities are.third-party certified to sustainable forestr.y.standards,-------. -_ -----.. --. -. -- The product application, input design loads, dimen_sions and support information have been provided by Forte Software-operator_ Member Type : Joist Building Use : Residential Building Code : !BC Design Methodology : ASD fit; SUSTAINABLE FORESTRY INITIATIVE • ------------------.---------------------, Forte Software Operator j...tstin VVC::l DC! (619/ 234-0501 1we:@ctc1-engineers com Job Notes 10/912012 9:25:24 AM Forte v4 0 Design Engine-V5.6.1 203 Maintanance shop.4te Page 2 of 5 Description : FB1 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Mate~tali'P.rif ~rifes· '. ---. ···-.,~ ......... P ........... . Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 D(t.056) L(3) + Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi + --------------------------------------------------·- Servi.Ce loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0440; L = 0.1250 ksf, Tributary Width= 24.0 ft D~StGff,$.QMMABY ' Maximum Bending Stress Ratio = Section used for this span Mu :Applied Mn/ Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max'Stress Ratios 0.946: 1 W14x43 164.268 k-ft 173.653 k-ft +D+L+H 9.000ft Span# 1 Maximum Shear Stress Ratio= . Section used for this span Vu :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.575 in Ratio= 0.000 in Ratio= 0. 778 in Ratio = 0.000 in Ratio= 375 0 <360 278 0 <180 Summary of Moment Values Desi n OK 0.437: 1 W14x43 36.504 k 83.570 k +D+L+H 18.000 ft Span# 1 Summary of Shear Values Segment Length Span # M V Mmax + Mmax -Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L"' 18.00 ft 0.246 0.114 +D+L+H Dsgn. L = 18.00 ft 0.946 0.437 +D+0.750Lr+0.75QL+H ·• Dsgn·:·t = 18:00 ft· 1 .. ·o.m-0.356 · +D+0.750L +0.750S+H Dsgn. L= 18.00 ft 0.771 0.356 +D+O. 750Lr+O. 750L +O. 750W+H Dsgn, L = 18.00 ft 0.771 0.356 +D+0.750L +0.750S+0.750W+H Dsgn. L = 18.00 ft 0.771 0.356 +D+O. 750Lr+O. 750L +0.5250E+H Dsgn. L= 18.00ft 0.771 0.356 +D+O. 750L +O. 750S+0.5250E+H Dsgn. L = 18.00 ft 1 0.771 0.356 .. QvJ~i~ltM·txim um ~Oj!ij_jctlciQS • -Un{ii~tim~d·to~~s Load Combination Span D+L Load Combination Support 1 Overall MAXimum 36.504 D Only 9.504 Max."-" Deft 0.7780 Support 2 36.504 9.504 42.77 42.77 290.00 173.65 164.27 164.27 290.00 173.65 133.89 133:89 290.00-173.65 133.89 133.89 290.00 173.65 133.89 133.89 290,00 173.65 133.89 133.89 290.00 173.65 133.89 133.89 290.00 173.65 133.89 133.89 290.00 173.65 Location in Span Load Combination 9.090 Support notation : Far left is '#1 1.00 1.00 9.50 1.00 1.00 36.50 · 1.00 1.00 29:75 1.00 1.00 29.75 1.00 1.00 1.00 1.00 1.00 29.75 1.00 29.75 1.00 29.75 1.00 29.75 Max. "+" Defl 0.0000 Values in KIPS 125.36 83.57 125.36 83.57 125.36 83.57 125.36 83.57 125.36 83.57 125.36 83.57 125.36 83.57 125.36 83.57 Location in Span 0.000 Description : FB1 Load Combination Support 1 L Only 27.000 D+L 36.504 Support 2 · 27.000 36.504 Support notation : Far left is #1 Values in KIPS ~FORTE~ MEMBER REPORT Level, Floor: FB2 1 piece(s) 7" x 18" 2.0E Parallam® PSL PASSED Overall Length: 18' 5 1 /2" • • + 0 II} All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) i6611 @ 3 1/2" 16611 (3.16") Passed (100%) 1.0-b + 1.0 L (J\ll Spans) Shear (lbs) .13764 @ 1' ·9 1/2" 24360 Passed·(57%) 1.00 LO D + 1.0 L (All Spans) Moment (Ft-lbs) 72675 @ 9' 1/2" 87330 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl .. (in) 0.475 @ 9' 1/2" 0.583 Passed (L/442) i.O D + 1.0 L (All Spans) Total Load Defl. (In) 0.655 @ 9' 1/2" 0.875 Pa~sed (L/320) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1./360) and TL (1./24.0). • Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to-achieve member stability. · 28-SDS self-drilling 1' -Top Mount Hanger EGQ7.25(H=18). 6.00" N/ A wood screw 0.242 dia. x311 + 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 2 -Top Mount Hanger EGQ7.25(H=18) 6.00" N/A 28-SDS self-drilling wood screw 0.242 dia. x3" 12,SDS self-drilling wood screw 0.242 dla. x3" 11' 44.0 125.0 Residential -Living Areas fYJ"V~.m~~U$e(ti~i~,::~~"~ ;:: ·l; ·:·y ·:f x~_:. ,;_ ;~;:,:1_ .<~~:-~"~:;~:--~.-~~ .. ·.;::~·~;.·.{ :·~':ii:~-~'::z:.·~-ci:;::4:;·;;~r:~1:;.-~;(;'l~r;G~3 ~ SUSTAINABLE fORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in-accordance with Weyerhaeuser product design criteria ana published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodliywy.com) Accessories {Rim Board, Blocklng ·Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. ihe designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at-Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input desig_n loads, dimensions-and support information have been provided_ by Forte Software Operator ~---------------~-----------------~--~ I Forte Software Operator JUSlU1 We1 DCI Job Notes 10/9/2012 12:26:02 PM Forte v4.0. Design Engine: V5.6.1.203 Maintanance shop.4te (619) 234-0501 jwei@dc1-eng1neers com Page 1 of 1 SOLUTIONS REPORT Level, Floor: FB3 PASSED Current Solution: : 1 piece(s) 7" x 16" 2.0E Parallam® PSL Overall Length: 24' 6" • • + b All locations are measured.from the outside face of left support (or left cantilever end). All dimensions are horizont~I.; Drawing is Conceptual Ji~sJab-k.:iij~f ~" :..~~f-4,4(ii;'-;•~: 1 ... .-. ~ ,~-. -.. ' Member Reaction (lbs) 19975 @ 4 1/2" 20781 Passed (96%) (4.75") S~ear (lbs) 19330@ 1' 10" 21653 Passed (89%) Moment (Ft-lbs) 41273@ 9' 11/2" 69909 Passed (59%) Live Load befl. (In) 0.648 @ 11' 6" 0.788 Passed (L/437) Total Load Defl. (In) 0.930@ 11' 6 1.181 Passed (L/305) 1/2" ' ·,:-: ~-::~~,? -- 1.00 1.00 -- -- + 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes . ~--------------------------------~ Forte Software Operator 1ustInWe1 DCI (619) 234-0501 1wei@dc1-engineers corn Job Notes -----------------•N-• -·----------------------~ 10/9/2012 12:39:21 PM Forte v4.0, Design Engine: V5.6.1.203 Maintanance shop.4te Page 1 of 1 • f11Lh) '(Y.JldtJTAIVANCfi_ 8~ UffFztf.-LL-Uri<__ ~1+e::.1+/L ~l{_.-~@;-c M1tJ D B dJ D j "7 .. _,,..,.. ; ,t; ~ v, .. c.-< ,_. -. ~ ,._,_t..-• ~ C, 'C.. ---u ' ' D • D tr .,.,, .,,.,,,,,., ; '.--,,-, --,... ' ~ .,.,.--"--_,,. ~ ---- ~"' -.. ~ I --~ fJJA IJV\Ai JV AI\Cft. Bld L-OUJttL t..euir......- 51*/t:Jt~ ~tl.--~ ~ (Jl.Af'J ~ -=-- "-~' ( t r r ( ( ,,, /' ; r . r ( { v ( IV) b- I r r ( ( ( v I,- I I r ( I ,. ( ". -' ., Project Army Navy Academy I. Seismic Ground Motion Values: LAT = Site Latitude: = LONG = Site Longitude: = Ss = MCE Spectral Acee!@ 0.2 Sec: = S1 = MCE Spectral Acee!@ 1.0 Sec: = SITE = Site Class: ( Default is D) = Fa = Spectral Acee!@ 0.2 Sec for Site = Fv = Spectral Acee!@ 1.0 Sec for Site = SMs = MCE Spectral Resp (Short Period) = Project No. 10051-054.00 33.162 -177.354 1.338 2002 USGS Mapped Value for Default Site Class B 1--------1 0.504 2002 USGS Mapped Value for Default Site Class B D (per Geotech or-Table 20.3-1 -ASCE 7, pg 205) --~--1.00 = Table mtCl]l!)loated (Table 11.4-1 -ASCE 7, pg 115) I.SO =Table intC1pOloated (Table 11.4-2 -ASCE 7, pg ll5) 1.338 =FaSs 1------ Sheet No: Date: : Printed: By: SM! ,-uo = MCE Spectral Resp (Long Period) = 0.756 = Design Spectral Accenl!I u.:z. Sec U.lS~ =FvSt ==,..,~=~,-,,-...-:-'::------t---,...-m..-------1-",.,..,MS Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 - I u, -ues1gn spectral Accel@ 1.u :sec u.:,u ,m---r<'::'.==-z<==:r,c-::-::,::r,o::s-,,.-,,-...-::-,::--------t---,'1"7,e,------1--'1-'..,MI - II. Design Res11onse S11ectrum Periods: To = renoa, u.L•:Smi:SDs = 0.113 sec. =U.l."So1l::i.os Ts = renoa, :Smi1'ns = 0.565 sec. =::i.oil::i.os 'L = Long Period, Transition Period = 8.00 _sec Ct = Factor for Approximate Period. SEE ASCE 7-05 pg 129 = 0.02Q X = Exponent Parameter for Approximate Period = , 0.75 h s= Height of Building (approx to Mean Roof Ht) = 25 ft Ta = ~}IJH ui1.u11au,;: .a .,;;1. auu • .a a -"-L \UnJ = 0.224 sec. Cu = Cbefffor Upper Limit on Calc'd Period = 1.40 T max = Max Fundamental Penod: rmax = Ta* cu = 0.313 sec. Eqn 11.4-8 Eqn 11.4-9 (Table22-15 -ASCE 7, pg228) (Table 12.8-2 -ASCE 7, pg 129) ·Eqn 12.8-7 (Table 12.8-1 -AS<:E 7, pg 129) Eqn 12.8-7 f calc = Calculated Period (via. computer analysis) = .._ ___ ___, Leave Blank to use Ta III. Building Importallce (IBC 1604 &ASCE 7-05 Table 11.5.1 -11g 116): ICC = hnportance Classification CAT AGORY: = I III / (!BC secuon 1604) Class = Building Classification = Higher Risk ,Occupancy Condition IE = SeismicIMPORTANCEFactor: =I 1.25 / (Tablell.5.l-ASCE7,pgll6) IV. Structural System (Table 12.2.1 -ASCE 7 11g 120): SDC = Seismic Design Catagory: = D (Tables 16.13.5.6(1) & c2i-2001 CBC) BBS = BASIC BUILDING SYSTEM: = A.Bearing Wall System ------------------------< SFRS = SEISMIC FORCE RESISTING SYSTEM: = 13. Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp. Modification Coeff(DUCTILITY): = 6.50 Q0 = System OVERSTRENGTH Factor: = 3 ** can be reduced by½ in flexible diaphragms but shaJl not be< 2 ** Cd = Deflection Amplification Factor: = 4.00 Height Limitations: ( ft) = 65 V.-caiculaiion-ofthe-Seismii:'ii°esponse Coeff < ASCE 7-bg 129}:·- Cs I ;. Sos/ (R/I) = = 0.171 W Cs 2a = ifT:;; TL, then SO1 / T(R/1) = = 0.433 W Cs2b = ifT > TL,then SDl*TL/T2(R/I)= = -n/a. Cs 3 = O.O44*SOs *I 2: 0.01 = 0.049W Cs 4 = ifS1 > O.6gthen O.5O*S1 / (R/1)= = -n/a- Eqn 12.8-2 (shon period Cutoff) Eqn 12.8-3 (long period) Eq~ 12.8-4 (very long period) Eqn 12.8-5 (minimum) Eqn 12.8-6 (soft site minimum) yl,1l !13 10/9/12 3:06PM JJW • • • Project No . 10051-054.00 Project Army Navy Academy -Maintanance Bid .J. Seismic Ground Motion Values: LAT = Site Latitude: = LONG = SiteLongitude: = Ss = MCE Spectral Acee!@ 0.2 Sec: S1 = MCE Spectral Accel@ 1.0 Sec: = SITE = Site Class: ( Default is D) = Fa = Spectral Accel@0.2 Sec for Site = Fv = Spectral Acee!@ 1.0 Sec for Site = SMs = MCE Spectral Resp (Short Period) = ,33.162 -177.354 1.338 2002 USGS Mapped Value fur Default Site Class B f--------l 0.504 2002"USGS M~ppecl Value for Default Sue Class B D {per Geotech orTable20.3-l -ASCE 7, pg 205) 1------rl 1.00 =Table intCl]lOloated (fable I L4-I -ASCE 7, pg 115) f--------l 1.50 =Table mtCl]lOloated (fable-I L4-2 -ASCE 7, pg 115) 1.338 =FaSs f--------l SM! ruo = MCE Spectral Resp (L<;mg Period) = 0.750 = ves1gn ~pectrru Accel @ U.1. 1Sec U.89 =FvS1 ,.,-,-r----c,i-=,...,..,,.....,.,,:-:------t-~--,,--.r7'"--t-"',_,..,MS Eqn.11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 ,, -u, --ues1gn Spectral Accel @ l.U sec - IL Design Res11onse S[!ectrum Periods: To = renqo, U.L"llm/lios Ts = rer100, limilios - -U,50 = 0.113 sec. = 0.565 sec. =U,2,•~m/~DS -:sm/Sos Eqn 11.4-8 Eqn 11.4-9 Sheet No: Date: Printed: By: lL = Long Period, Transition Period Ct = Factor for Approximate Period, SEE ASCE 7-05 pg 129 = = 8.00 sec 0.020 (fable22-15 -ASCE 7, pg228) (fableJ2,8-2 -ASCE 7, pg 129) X = Exponent Parameter-for Approximate Period h = Height of Building (approx to Mean Roof Ht) Ta = npya uJU1ua11.c i ,:;a.1.uu • .a a -'-'" \.UnJ Cu = -Coeff for Upper Limit on Calc'd Period, T max = Max .Fundamental Penocl: 1 ·max = Ta* Cu = = = = = 0.75 25 ft 0.224 sec. 1.40 0.313 sec. Eqn 12 8-7 (fable 12.8-1 -ASCE 7, pg 129) Eqn 12,8-7 1' calc = Calculated Period (via. computer analysis) = ~,---,-,-----~ Leave Blank to use Ta III. Building lm[!ortance (IBC 1604 & ASCE 7-05 Table 11.5.1 -[!g 116): ICC = ImportanceClassificationCATAGORY: =I Iii -I (JBCsecuonl604) Class = Building Classification = Higher Risk Occupancy Condition IE = Seismic IMPORTANCE Factor: = I 1.25 I (fable 11.5.I -ASCE 7,pgll6) IV. Structural System {Table 12.2.1 -ASCE 7 [!g 120): SDC = SeismicDesign·Catagory: = D (fablesl61J_H(IJ&(ZJ-2001csc, BBS = BASIC BUILDING SYSTEM : = A. Bearing Wall System f-----"----------'-----------1 SFRS = SEISMIC FORCE RESISTING SYSTEM: =-Special reinforce bearin walls R = Resp. Modification Coeff(DUCTILITY): = 5.00 Po = System OVERSTRENGTH Factor: = 2.5 Cd = Deflection Amplification Factor: = 5.00 Height Limitations: (ft) = 160 ----. ----------v. Calculation of the Seismic Res11onse Coeff-( ASCE 7 [!I!; 129): Cs l = Sos / (R/I) = 0.223 W Cs 2a = ifT :ST L, then SDI / T(R/I) = Cs2b = ifT > TL,then sDI.TL/T2(R/I)= Cs 3 = 0.044*S0 s *I ?: 0.01 Cs 4 = ifS1 > 0.6g then 0.50*S1 / (R/1) = = 0.563 W = -n/a- = 0.049W = -n/a - ** can be reduced by 1,'z in fle.~ible diaphragms but shall not be< 2 ** Eqn 12,8-2 (shon period Cutoff) Eqn 12,8-3 (long period) Eqn 12.8-4 (very longpenodJ Eqn 12,8-5 (trunimwn) Eqn 12.8-6 (soft site minimwn) 10/9/12 3:06 PM JJW • • • Occupancy Category Enclosure Classification: Wind Importance Factor: Basic Wind Speed: Exposure Catagory : Topographic/Speed-up Factor: Wind Directionality Factor: Mean Roof Height: Wall/Roof Zone "a": Internal Press Coeffient (pos,): Internal Press Coeffient (neg.): Kz, evaluated at Mean Roof Height: Velocity Pressure at Mean Roof Height: Gust Factor(G): WALL Coeff. (Cp) -Press Toward: WALL Coeff. (Cp) -leeward: +WAl..:L Pressure (toward surface): •w V= EXP= a·= +Gcpi= -Gcpi= Kh= qh= G= Cp= Cp= Pw1= Pw2= Pw max= II Enclosed .. 1 85 D 1 u.o.:, ~4 10.0 ft 0.18 -0.18 1.12 18 psf 0.85 0.53 -0.43 p~ ps Project No: 10051-054.00 Project Name: Army Navy Academy <-ASCE7.Q5, Table 1-1 <-ASCE 7.05, Sec. 6.5.9_ <-ASCE 7-05, Table 6-1 <~ ASCE 7-05, Fig. 6-1 and/or Local Jurisdiction <-ASCE 7.05, Sec.-6.5.6.3 <-ASCE 7.05, Figure 6-4 <-ASCE 7c.Q5, Table 6-4 <-ASCE 7.05, Fig. 6-11A <-ASCE 7.05, Table 6-5 <-ASCE 7.05, Table 6-5 = 2.01*(z/zg)A(2/a) perASCE 7-02 Table 6-3 =0.00256*Kh*Kzt*Kd*lw*(V)A2 <~ ASCE 7.05, Fig. 6-6 <-ASCE 7.05, Fig. 6-6 =qh(+GCpt-GCpi) <--(inward) =qh(-GCpz4-GCp1) <--(suction) Sheet Date: 8/10/11 By: JJW • • • SheetNo: 10051-054.00 Project Army Navy Academy Date: 10/9/12 Base Shear, Vasd 0.120 vv ADD Lump Mech DL@ Roof O kips Period, la o.224 sec I yp t-Ir DL 44 psf N, Stories· 2 Partition DL Allowance 15 psf Building Ht 25 tt 1::xt Glad 1-'erimeter O tt 1st story ht 8.5 tt I Ext Clad Avg vveight O pst Typ story ht 10 ft Ext Clad smear as RoofDL 0 pst Parapet Ht, · · 24 ft Ext Clad smear as Fir DL O psf lyp l:lldg, W 56 ft lotal lyp Fir DL !;i9 psf Typ bldg, L 48 tt I otar Koof DL 34 psf lyp Hr Area 2688 sq ft Total Floor DL 159 kips 1st t-lr plate, 2688 sq ft Total RoofDL 101 kips Roof Area 3008 sq ft· Cale Building Ht 18.5 ft t~i:11(~11:~ti ·.-::.,-, r~~1]*1~~1~~:~~~.~21~:,)li/;:-·:.".': .. , ': \"5 ~.-~:~/tI,~ fi::Jtlrt·l?~E:·i,;r~ }?f?;:::t:2::;:~~~'.-;i , ' ., ,vv . . k Plate Floor Story Wx~ I Floor Roof 2nd fir graae Level 0 0 0 Root Area Mass Height Wx h wxhk ~wihik (sf) O sf 0 sf 0 sf 2 2688 sf 1 2688 sf {St) Wihd Pressure PSF 23 psf (psf) (ft) 0 pst 0.00 0 psf 0.00 o psf 0.00 34 psf 10.00 59 psf 8.50 (pst) {tt} W= Wind Trib 10.0 ft ---9~5ff' ... ------ (kips) 0 0 0 90 159 {Kips) 249 Wind Force PLF 232.0 plf (ft) 0.00 0.00 0.00 18.50 8.50 {tt) (kips) 0 0.0% 0 0 0.0% 0 0 0.0% 0 1,666 55.3% 16 1,348 44.7% 13 3,014 100.0% {Kips) Base Shear= 30 Seismic 6.13 Governing Depth Typ. 38 ft 44 ft . Fi/sf (psf) 0.00 0.00 0.00 6.13 4.96 (pst) 11.10 • • Page ~1-J I I l;i·DCI·ENGINEERS i-4 D'AMATO CONVERSANO INC. A$D Lateral Force Analysis -2010 CBC Job : 10051-054.00 RELIABILITY I REDUNDANCY FACTOR CALCULATION p = 1 or 1.3 (Per CBC 12.3.4.2) ShearWalls: Removal of a shear wall or wall pier with a hieght4o-width ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b). Cantilever: Loss of memnt resistance at the base connections of any single cantilever Columns Column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Momement: Loss of memnt resistance at the beam to column connection at both ends Frames of a sigle beam would not result in more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1 b ). Braced: Removal of an individual brace, or connection thereto, would not result in Frames more than a 33% reduction in story strength, nor does the resulting system have an extereme torsional irregularity (horizontal structural irregularity Type 1b) . True/False I T I T T T !l;DCI·ENGINEERS E D'AMATO CONVERSANO INC. • ASO Lateral Force Analysis -2010 CBC Shear Wall Forces Building Forces Wall ID Level Roof 2nd fir Totals: Wall 2nd Level Walls 21 52.0 22 24.0 23a 11.0 23b 5 .. 5 23c 5.3· 24 32.0 1st Level Walls 1a 18.0 • 1b 12.0 2 48'.0 3 56.0 4 48.0 Nail Type= Type W6 W4 W.3 W2 2W4 2W3 2W2 • Seis. (psf) 6.13 4.96 11.1 10.0 10.0 10.0 10.0 10.0 10.0 8.0 8.0 8.0 8.0 8.0 Wind Typ (plf) 232 220 452.4 % of Seismic Trib Width ft 100% 60.0 27.0 100% 54.0 33.0 51% 60.0 30.0 25% 60.0 30.0 24% 60.0 30.0 100% 54.0 33.0 60% 56.0 24.0 40% 56.0 24.0 100% 94.0 21.0 100% 116.0 20.0 100% 116.0 13.5 Wind Trib (ft) 25.0 30.0 27.0 27.0 27.0 30.0 24.0 24.0 29.0 24.0 12.0 10d Plywood type = cdx Type Sides 1/2" cdx 10d@ 6" 1 1/2" cdx 10d@ 4" 1 1/2" cdx 10d@ 3" 1 1/2" cdx 10d@ 2" 1 1/2" cdx ~Od@ 4" 2 1/2" cdx 10d @3'' 2 1/2" cdx 10d @2" 2 Seis Shear lbs 9936 10929 11040 11040 11040 10929 6670 6670 9797 11514 · 7772 Value 310 460 600 770 920 1200 · 1540 Job : 10051-054.00 Equations: Seismic Govs: (Trib Length> Gov. Length/1.4) Trib Shear =Trib Length*Trib Width*Trib Force Wind Govs: (Trib Length< Gov. Length) Trib Shear = Trib Width*Trib Force Total Force= Trib Shear+ Add'I Shear Total Shear= Total Force / Wall Length Wind Shear lbs 5800 6960 6264 6264 6264 6960 5290 5290 6392 5290 2645 plf plf plf plf plf plf olf Add'I Sais lbs 0 0 0 0 0 0 9936 9936 10929 11040 10929 Add'I Wind lbs 0 0 0 0 0 0 5800 5800 6960 6264 6960 Gov. Force lbs 9936 10929 5583 2792 2665 10929 9963 6642 26944 .29320 24311 Wall 191 455 508 508 508 342 554 554 561 524 506 Seis Seis Seis Seis Seis Seis Seis Seis Seis Seis Seis W6 W4 W3 W3 W3 W4 W3 W3 Cone Cone Cone Page f/1/L /iJ ? I ii;DCI·ENGINEERS a . D 'AMATO CONVER SANO INC. ASD Lateral Force Analysis -2010 CBC Job : 10051-054.0I Shear Wall Overturning Parameters Descrigtion L Length of wall Pl Left point load of Variables: H Height of wall Px Point load at Xp V lJnit she1:1r on .wall Pr Right point load Wt Unit weight of wall Xp Location of Px Wdl Dead load on wall Wx Location of Wall Abov.e Seismic: HD = (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Wall V Wt Wdl Pl Px Pr Xp Wall Wx Gov. ID (psf) I lbs lbs lbs ft Above (ft Case 0 2nd Level Walls 21 52.00 10.00 191 15 624 0 0 0 0 0 0 Seis 22 24.00 10.00 455 15 78 0 0 0 0 0 0 Seis 23a 11.00 10.00 508 15 624 0 0 0 0 0 0 Seis 23b 5.50 10.00 508 15 624 0 0 0 0 0 0 Seis 24 32.00 10.00 342 15 78 0 0 0 0 0 0 Seis 1st Level Walls 1a 18.00 8.00 554 15 528 0 0 0 0 0 0 Sels 1b 12.00 8.00 554 15 528 0 0 0 0 0 0 Seis 2 48.00 8:00 561 100 0 0 0 0 0 0 0 Seis • 3 56.00 8.00 524 100 528 0 0 0 0 0 0 Seis 4 48.00 8.00 506 100 0 0 0 0 0 0 0 Seis • Page 1'Yl)1 to ASD,Lateral Force Analysis -2010 CBC Job: 10051-054.00 Shear Wall Overturning Descri12tion Mot Overturning Moment of Variables: Mr Left Resi!jtiilg Moment about the Left side of the wall Mr Right Resisting Momerit about th,e Right side of t~e wall , HD Left Hold down force on the left side of the wall HD Right Hold down force on !tie right side of the wall Seismic: HD= (Mot -0.48 Mr)/ L (CBC 1605.3.2) Wind: HD = (Mot -.6Mr) / L (CBC 1605.3.2) Hold Down Left / Right 2nd Level Walls 21 99356 1046448 1046448 -7653 -7653 Seis None 22 109292 65664 656(54 3254 3254 Seis HDU2/HDU2 23a 55832 46827 46827 3053 3053 Seis HDU2/HDU2 23b 27916 11707 11707. 4064 4064 Seis HDU4/HDU4 24 109292 116736 116736 1682 1682 Seis HDU2/HDU2 1st Level Walls 1a 79708 104976 104976 1657 1657 Seis HDU2/HDU2 1b 53138 46656 46656 2580 2580 Seis HDU2/HDU2 2 215550 921600 921600 -4634 -4634 Seis NA 3 234557 2082304 2082304 -13483 -13483 Seis NA .) 4 194491 921600 921600 -5073 -5073 Seis NA • ::> •• . -1 ; ! . -. --. ' ' r J' ' ' ., ... <) ,, \ .Cl! fi.f \~ • ,,.- Pl 1l V - (4... \J V ---------- . ' '-' -. " ' • , ., .. ., . , .) ...J ~?- G.. r C-? \7 c,,,.. --~ -~ ---- -' ' ... ' ' '-..._ ~ fYIA-l fJ'r.ft/V/tfJif DLt.>I ft>VAJ Oifl/ ~V {--'I£ 't" /?J.. . .A·/\./ ~ I ' " \ ., ' ' ~ I\: ' ·I ' ~ ' ' -' ' ' ... .5DCI EnGrnEERS Project No. Sheet No. IVJF L J Date • • ·oc1 EnGlnE·ERS Spread Footing Design 2010 CBC/ACI 318~08 Project Number: 1 z.p9l --:et:hLir Project: ANA-- Subject: l fl fr~ Inputs Date: By: JJW Service Dead Load= 19.0 kips Service Live Load= 54.0 kips Factored Load= 109.2 kips Allowable Soil Bearing Stress = 3000 psf Concrete Strength (fc) = 4000 psi Column Xe Dimension= 12.00 in. Column Ye Dimension= 12.00 in. X Dimension = 's~ofrrt: c,-• -i. ',! ' Y Dimension = 5.00 ft. Fy = 60.0 ksi Thickness (t) = ,f~!~O-i_i .. Clear Cover= 3.00 in. Depth (d) = 14.63 in. Bearing Check Ultimate Soil Bearing Stress = 4.37 ksf Required Footing Area = 24.33 sq. ft. Actual Footing Area = 25.00 sq. ft. Beam Shear Design -X Direction 0= 0.75 Vu = 17.06 kips 0Vn = 83 kips Beam Shear Design -Y Direction 0= 0.75 Vu= 17.06 kips 0Vn = 83 kips Punching Shear Design 0= 0.75 Vu = 87.7 krps 0Vn = 296 kips OK OK OK OK X , ;~ ~ Ye y Flexural Design -X Direction 0= 0.9 BarSi?e = #6 Number of Bars Provided = 5 As Minimum= 1.94 sq. in. As Provided = 2.20 sq. in. Mu = 43.68 ft-kips 0Mn = 142 ft-kips Bar Spacing= 13.50 in. Flexural Design -Y Direction 0= 0.9 Bar Size= #6 Number of Bars Provided = 5 As Minimum = 1.94 sq. in. As Provided = 2 20 sq. in. Mu = 43.68 ft-kips 0Mn = 142 ft-kips Bar Spacing = 13 50 in OK OK OK OK OK OK .5D·CI EnGlnEERS Project Project No. Sheet No. r'J?,c::. /, 3 Date ~ 1---..:.....A,;,;....!U:;.._~_....!...,;M~t/J;....::rll-M,....:.....z.Wl/(.t..:...::...:if==-____.:,:fJJ~I.a.',/ __ -,--____ -,--__ --I-____ ----I .J Subject By YoUAJ~1-r70N /)~/fr-A/ 0J ~ i • ' ! --.---. -- --h-- DCI Engineers 525 B Street, Ste. 750 San Diego, ~A 92101 619-234-0501 Title : Maintanance Bldwall Job# : 12051-.0051 Dsgnr: jjw Date: Description .... Maintanance bid wall (Parallel to floor framing) Page: MP.l, C,. SEP~ This. Wall in File: J:'2012\12051-0054 Army Navy Academy\Cc: tF. · .. Ret~in Pro 9 © 1.989 -2011 Ver: 9.27 8171 • ./Registration #: RP-1167785 RP9.27 Cantilevered Retaining Wall Design C.....'2---Code: CBC 2010 I Cri~eric;t _____________ I j Soil D.ata, I Retained Height = 9.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil 9ver Toe -· 12.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft 30.0 psf/ft = 3,500.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footingll$oil Friction Soil height to ignore for passive pressure = = = = 110.00 pcf 110.00 pcf 0.:350 = 12.00 in I., s.~.r.c1111h-.a_rl!lig!lil~lll!IL•.01111_a1111_c;I•~------• I Laternl. Load Applied to.Stem Surcharge' Over Heel = 0.0 psf I 1· A~ja.~~~t Footjng L,o~d I Used To Resist Sliding & Overturning Surcharge-Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Lo~d Applied to Stem. Axial Dead-Load .. = 150.0 lbs Axial Live Load = 140.0·lbs Axial·Load Eccentricity = 2.0 in j) I Desipn Summary Wall Stability Ratios • Overturning = 2.48 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ecc. = = 5,502 lbs ·9.24 in Soil Pressure@ Toe = 1,841 psf OK Soil Pressure@ Heel = 160 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 2,586 psf ACI Factored @ Heel 225 psf Footing Shear@ Toe = 14.5 psi OK Footing Shear@ Heel = 16.9 psi OK Allowable -75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,946.4 lbs Lateral Load 0.0 #/ft ... Height to Top ... Height to Bottom The above lateral load. has been increased by a factor of = = Wind on Exposed Stem = 0.00 ft 0.00 ft 1.00 0.0 psf I St~rri Constructic>n • Top ~tern Design Height Above Ftg ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs=· Moment.. .. Actual ft-#= Moment. .... Allowable = Shear ..... Actual psi= Shear ..... Allowable psi= Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BEl,OW in= Stem OK 0.00 Concrete f\.00 # 6 12.00 Edge 0.819 2,503.0 8,066.5 9,852.5 37.1 67.1 100.0 5.63 44.21 HOOK EMBED INTO FTG in= 31.39 Adjacent Footin·g Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio -------bap-spliee above-base-redueed-by.stress ratio - Masonry Data fm Fs Solid Grouting t-:Jobk embed,meht reduced by stress ratio psi= _psi= = Load Factors -----~-~-----Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Concrete Dat~ fc Fy = = Medium Weight = ASD psi = 2,000.0 psi = 60,000.0 = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 §DCI DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : Maintanance Bid wall Job# : 12051-005~ Dsgnr: jjw Date: Page: filf!'f,,:J;' SEP 20,2012 Description .... enG1nEEAS Maintanance bid wall (Parallel to floor framing) ~ . '·,. Retain Pro 9 © 1989 -2011 Ver: 9.27 ~171 .jRegistration #: RP-1167785 RP9.27 This Wall in File: J:\2012\12051-0054 Army Navy Academy\Cc Cantilevered Retaining Wall Design Code: CBC 2010 I F<>oting _Dimensions _& Strengths I _FootJx1g Design R~sul_ts. • Toe Width = Heel Width = Total Footing Width = . Footing Thickness = Key Width = Key Depth = Key Distance from Toe = fc = 2,500psi Fy = Footing Concrete Density = Min.As% = 2.00 ft 3.50 5.50 15.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00pcf 0.0018 ·Toe Factored Pressure = 2,586 Mu' : Upward = 4,600 Mu' : Downward = 833 Mu: Design = 3,767 Actual 1-Way Shear = 14.52 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00 in Key Reinforcing = None Spec'd _lruL 225 psf 2,531 ft-# a;gza ft-# 4,395 ft-# 16.85 psi 75.00 psi Cover@Top 2.00 @Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu< S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab R~ists Sliding -No Force on Key I S_ummary of Overturning & Resisting Forces & Moments . .. ... OVERTURNING..... . . Item Heel Active Pressure Surcharge over Heel Toe·Active Pressure . Surcharge o_v:er .T.oe Adjacent Footin!;J· Load = = = = = = e'. ... Added Lateral Load • .., Load @ Stem Above Soil = Total = Resisting/Overturning Ratio Force Distance Moment lbs ft ft-# 2,022.3 3.58 7,246.7 -75.9 0.75 -57,0 1,946.4 O.T.M. = 7,189.8 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent.Footing_ Load = = = Axi;:il Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = Earth @ 'Steyn Transitions = Footing Weight = Key Weight = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 2,960.8 4.08 12,090.1 150.0 2.17 325.0 140.0 2.17 303.3 220.0 1.00 220.0 1,000.0 2.33 2,333.3 1,031.3 2.75 2,835.9 2.50 Vertical Loads used for Soil Pressure= = 2.48 5,502.1 lbs Vert. Component _= ____ _ DESIGNER NOTES: Total= 5,362.1 lbs R.M.= 17,804.3 * Axial live load NOT included in total display.ed, or used for-overturning resistance, but is included for soil pressure calculation. • EnGJnEERS DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-.0501 Title : M~intanance. Bid wall Job# : 12051-0051 Dsgnr: jjw Date: Description .... Maintanance bid wall (Perp to floor framing) Page: M/!2,,t SEP20,2012 ~ < •, Retain Pro 9 © 1989 • 20'1 Ver; 9.27 8171 ._;}Registration#: RP-1167785 RP9.27 This Wall in t=ile: J:\2012\12051-0054 Army Navy Academy\Cc: Cantilevered Retaining Wall Design ~~ Code: CBC 2010 1 cmeria. Retained Height = 9.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft ·1 /Soil Data • Allow Soil Bearing · = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft 30.0 psf/ft -. 3,500.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing!!Soil Friction Soil height to ignore for passive pressure = = = = 110.00 pcf 110.00 pcf 0.350 = 12.00 in 'rh.~.nriijnan ---. J,s.u.r1111¢h •. a1111 .. r•g•~ll!IL 111 0.~d1111· s_111111 ____ ... 1 I Later~I t:oad Applied to St~rn _ :1 I A~j~(?ent Fe>otirig Load S1.i'rch?rgepverH~--= 0.0 psf Lateral Load = Used To Resist Sliding & Overturning ... Heightto Top = Surcharge Over Toe = 0.0 psf ... Height to Bottom = Usecl for Sliding & Overturning The above lateral load I Axi.~I Load Ap_p.liectto_ Stem --has been'increased . •• ~ by a factor of Axial Dead Lc;iad = t 152.0 lbs Wind on Exposed Stern = Axial Live Load = 1,980.0 lbs Axial Load Eccentricity = 2.0 in 0.0 #/ft 0.00 ft - 0.00 ft 1.00 0.0 psf j) I De~1gn Summary M I Stem Constr~~t.ion • Top Stem Wall Stability Ratios Overturning = 2. 78 OK' Slab Resists All Sliding ! Total Bearing L:oad ... resultant ecc. = = 8,344 lbs 8.92 iri Soil Pressure@ Toe = 2,747 psf OK Soil' Pressure@ Heel = 287 psf OK Allowable = 3;000 psf Soil Pressure Less Than Allowable ACI Factored.@ Toe = 3,976 psf ACI Factored @Heel = 416 psf Footing Shear@ Toe = 24.2 psi OK Footing Shear@ Heel = 7.4 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,946.4 lbs Design Height Aliove Ftg ft= Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force@ Section lbs= Moment.. .. Actual ft-#= Moment ..... Allowable = Shear ..... Actual psi= Shear ..... Allowable psi= Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOV!= in= LAP SPLICE IF BELOW in= Stem QK O.QO Concrete 8.00 # 6 12.00 Edge 0.892 2,503.0 8,791.0 9,852.5 37.1 67.1 100.0 5.63 48.18 HOOK EMBED INTO FTG in= 31.39 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back ofW all Poisson's Ratio -Lap-splice-above.base-reduced-by-stress ratio = = = = = = • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 M D t Hook ernbedment reduced by stress ratio asonry a a -------------------------- Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 .(i) Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 fm Fs Solid Grouting Modular Ratio 'n' Short Terril Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= psi= = = = = = = psi= psi= Medium Weight ASD 2;000.0 60,000.0 EDCI DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 619-234-0501 Title : Maintanance Bid wall Job# : 12051-005' Dsgnr: jjw Date: Page~'7 SEP 20,2012 Description .... EnGJnEERS Maintanance bid wall (Perp to floor framing) ~R~tain Pro 9 © 1989 -2011 Ver: 9.27 ,8171 ,19,/Reglstrai:ion #: RP-1167785 RP9.27 This.Wall in File: J:\2012\12051-0054 Army Navy Academy\Cc: Cantilevered Retaining Wall Design Code: CBC 2010 I Footing Di,nensions & Strengths I Toe Width Heel Width Total Footing Width = = = 2.00 ft 3.50 5.50 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 0.00 in . Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % -0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 3,976 Mu': Upward = 7,089 M1,!' : Downward = 833 Mu: Design = 6,256 Actual 1-WayShear = 24.16 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5@ 18.00 in Heei Reinforcing = # 5@ 18.00 in Key Reinforcing = None Spec'd • ....tlllL 416 psf 4,123 ft-# 6,926 ft-# 2,803 ft-# 7.42 psi 75,00 psi Other Acceptable Sizes & Spacings Toe: #4@9.75 in, #5@ 15.00 in, #6@21.50 in, #7@29.00 in, #8@38.25 in, #9@48 Heei: Not req'd, Mu < S * Fr .Key: Slab Resists Sliding -No Force ori Key I Summary of Overturning & Resisting Forces & Moments . . . ..... OVERTURNING..... . ·Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 2,022.3 3.58 7,246.7 Surcharge over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Toe = Adjacent ·Footing Load = i) Added Lateral Load = • Lo;d @ Stem Above Soil = Total = 1,946.4 O.T.M. = 7,189.8 Resisting!Overturning Ratio = 2.78 Vertical Loads used for Soil Pressure= 8,344.1 lbs DESIGNER NOTES: ..... RESISTING ..... Force Distance Moment lbs ft ft-# Soil Over Heei = 2,960.8 4.08 12,090.1 Sloped Soil Qver Heei = Surcharge Over Heei == Adjacent Footing Load = Axial Dead Load on Stem = 1,152.0 2.17 2,496.0 * Axial Live Load 9n Stem = 1,980.0 2.17 4,290.0 Soil Over Toe = 220.0 1.00 220.0 Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Earth @ Stem Transitions = Footing Weight = 1,031.3 2.75 2,835.9 Key Weight = 2.50 Vert. Component = Total= 6,364.1 lbs R.M.= 19,975.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. •