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Home My WebLink Aboutstructural calculations Structural Calculations for: Residence Inn Cape Canaveral, Florida RLP&A Project No, 04152 I\hPpt\: H.1 thtll H.177 Submitted 1\!LJt'rb 1 (.. '1ooe; O.L:..l~\;..'\';'UT/J.(;'.Ll....L.\A. I' .L { I , U\A..JJJ..J.~.l.l..l,,"-,U ..l.'.LU.L\....-..Li .1. v, ~VVJ Architect: powell design . group, Inc. architecture . planning . interiors EAST PAR SIRE-EI------D2LALJDD-ELDRlDA 32~0L1--=rR 407/6-22=6002 AAC0032701 AROO08788 TOLL FREE 8001422-5469 FAX 407/622-6883 Structural Engineer: R.L. PLO\NFIELD & ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS 1035 South Semoran Blvd. Suite #1019 Winter Park, Florida 32792 Phone: (407) 657-6657 Fax: (407) 657-8480 e-mail: con tact@plo;;vfieldandassociates.com ,. . 10/20/2004 Wind Loads per Florida Building Code 2001 Building up to 60'-0" Tall Project: Residence Inn - Typical Hotel Tower Location: Cape Canaveral, Florida Building Width (Ft.)= 144.00 BuildingLength (Ft.)= 190.00 Exposure Category = C Classification Category = I => Importance Factor: I.v = 1.00 per Table 1604.5 Basic Wind Speed = 130 MPH (3 Second Gust Velocity) Eave Height = 37.33 Feet Mean Roof Height = 45.00 Feet Roof Slope = 6 inches / foot = 26.565 degrees => Height & Exposure Adjustment Coefficient = 1.53 Feet per Table 1609.6.2.1(4) Main Wind Force Resistinrt Svstem Loads: End Zone Interior Zone TT_-=___,-_.l..T.. __ ...l.",. P IVall - 46.1 psf 36.7 psf nUIIL.Ullld! LUi:1U:). PRoof = -31.5 psf -25.2 psf Vertical Loads: P Windward Roof = -49.3 psf -34.3 psf P Leedward Roof = -28.0 psf -24.0 psf P Windward Overhang = -69.0 psf -54.0 psf Maximum Horizontal Wall Loads: Zone IE = 34.3 psf Zone 4E = -26.0 psf Zone I = 29.2 psf Zone 4 = -21.7 psf Edrte Strips & End Zones: Edge Strip Distane = Lesser of 10% of 144.00 Feet = 14.40 Feet or 40% of 37.33 Feet = 14.93 Feet I ~ Edge Strip Distance = 15.00 Feet I End Zone Width = 2 X Edge Strip Distance = 2 X 15.00 Feet = 30.00 Feet I ~ End Zone Distance = 30.00 Feet I "- .' 10/20/2004 Component & CladdinJ! Loads: I I Roof I Zone per I Effective Wind II Design Wind Pressures for Angle Figure 1609.6(2) Area L30 mph (degrees) (souare feet) + P (pst) - P (ost) 10 < 30 1 LO 26.8 -42.5 1 20 24.5 -41.3 1 50 21.3 -398 1 100 L9.0 -38.6 2 LO 26.8 -89.8 2 .' 20 24.5 -81.5 2 50 21.3 -70.5 2 100 L9.0 -62.3 3 10 26.8 -89.8 3 20 24.5 -81.5 3 50 21.3 -70.5 3 100 19.0 -62.3 Zone per Effective Wind Design Wind Pressures for Walls Figure 1609.6(2) Area 130 mph (sQuare feet) + P (ost) - P (ost) 4 LO 46.5 .50.5 4 20 44.4 -48.3 4 50 41.6 -45.6 4 1Af\ -,on. ..- -43.5 lVV .J::1.0 5 10 46.5 -62.3 5 20 44.4 -58.1 5 50 41.6 -52.5 5 100 39.6 -48.3 ---- -.-- 10/20/2004 Wind Loads per Florida Building Code 2001 Building up to 60'-0" Tall Project: Residence Inn - Guest Building Location: Cape Canaveral, Florida Building Width (Ft.)= 109.00 Building.~ength (Ft.)= 117.00 Exposure Category = C Classification Category = I => Importance Factor: I.v = 1.00 per Table 1604.5 Basic Wind Speed = 130 MPH (3 Second Gust Velocity) Eave Height = 26.00 Feet Mean Roof Height = 30.00 Feet Roof Slope = 6 inches I foot = 26.565 degrees => Height & Exposure Adjustment Coefficient = 1.40 Feet per Table 1609.6.2.1(4) Main Wind Force Resistinfl Svstem Loads: End Zone Interior Zone HorizontaiLoads: P Wall = 42.1 psf 33.6 psf PRoof = -28.8 psf -23.1 psf Vertical Loads: P Windward Roof = -45.1 psf -31.4 psf P Leedward Roof = -25.6 psf -22.0 psf P Windward Overhang = -63.1 psf -49.4 psf Maximum Horizontal Wall Loads: Zone IE = 31.4 psf Zone 4E = -23.8 psf Zone I = 26.7 psf Zone 4 = -19.9 psf Edfle Strips & End Zones: Edge Strip Distane = Lesser of 10% of 109.00 Feet = 10.90 Feet or 40% of 26.00 Feet = 10.40 Feet I ~ Edge Strip Distance = 11.00 Feet I End Zone Width = 2 X Edge Strip Distance = 2 X 11.00 Feet = 22.00 Feet , ~ End Zone Distance = 22.00 Feet I 10/20/2004 COmTJOnent & Claddinf! Loads: I Roof I Zone per I Effective Wind II Design Wind Pressures for I Angle Figure 1609.6(2) Area 130 mph (degrees) (square feet) + P (pst) - P (pst) 10 < 30 1 10 I 24.5 , -38.9 1 20 22.4 -37.8 1 50 195 -30.4 I 100 17.4 -35.3 2 . 10 24.5 -82.2 2 " 20 22.4 -74.6 2 50 19.5 -64.5 2 100 17.4 -57.0 3 10 24.5 -82.2 3 20 22.4 -/4.6 3 50 19.5 -64.5 3 100 17.4 -57.0 Zone per Effective Wind Design Wind Pressures for Walls Figure 1609.6(2) Area 130 mph (square feet) + P (pst) - p (ost) 4 10 42.6 -46.2 4 20 40.6 -44.2 4 50 38.1 -41.7 4 iOO 36.3 -39.8 5 10 42.6 -57.0 5 20 40.6 -53.2 5 50 38.1 -48.0 5 100 36.3 -44.2 --.-.-..-.- 130 1 1 0 44.146 36.1667 11.5 700 1.2006 1.2430 1 Enclosed 20 0.18 -0.18 -- Brevard County Wind Speed Lines ~, N J,; WYE S ~-- ~ Jog6ln:5:foil- ~\ .!.~ Prepared by the GeoPlan Center, University of Florida for the Florida Department of Community Affairs. Codes and Standards Division. pursuant to s. 1606.6 of the Florida Bu~ld~ng Code. 7.5 3.75 0 7.5 Miles Brevard County Wind Speed Line Deseription Brewrd County Wind Speed Line information provided by the Brevard County Building Code Department. Wind speed line locations are subject to change. Effective March 1, 2002 Brevard County Wind Speed Lines - Brevard County Wind Speed Lines - Major Roads - TIGER Roads I I U County Boundary l pdg Stationery Page 1 of 1 Chris Scroggins -~"~~~~ ~~~,~~~, 'w,_ w_'~~_m~",'''~''''mm'''~mmm~__m",''''m,_ "'''''''''''~''~~'''''''''''m_m''_'_",_~~_ m~m_~____,,~_~,_ From: Ron Brown [ron@powelldesigngroup.com] Sent: Friday, October 08, 2004 1 :50 PM To: Chris Scroggins Subject: Residence Inn Cape Canavral vicinity map - , Here is where the site is. The vacant site has no address yet but ther:e is a Racetrack gas station next door to the site. The gas station's address is 8899 Astronaut Blvd. Cape Canaveral, FL 'tii "w____~::!'w John F , "Zi' Kennedy''''' Space Center E '. .. <: <: ::> "Cape Canallefal. Shql~Wq'Qd Dr ',,", "--~'^~ Atlantic Ocean ~~ ~_""-"';;'.'~O .~ powell design group, inc. architecture + planning + interiors 303 east par street orlando, fI 32804 DISCLAIMER: The information contained within this e-mail is confidential, and is provided to the recipient for coordination of its work efforts with Powell Design Group, Inc. It shall not be copied or provided to any other parties for any other parties' use. This information supplied is subject to change at the discretion of PDG and it is the responsibility of the recipient to request periodic updates. PDG is not responsible for the information's compatibility with the recipient's hardware or software. It is the responsibility of the recipient to check this data for viruses. Use of the data indicates that user accepts the above conditions. 1011112004 AKlICLE II. FLORIDA BUILDING CODE* Page 36 of38 until compliance with this subsection has been determined. An as-built boundary survey with sufficient vertical elevations to establish finished floor elevation and drainage pattern shall be submitted and approved prior to the issuance of the certificate of occupancy. The information on the survey, at a minimum, shail include the finished floor elevation and adequate side and rear lot line elevations to determine proper installation of the drainage system. The inspection and issuance of a certificate of occupancy shall not be construed as a warranty of the diainage system. Aftei issuance of a certificate of occupancy, it shall be the responsibility of the property owner to maintain an adequate drainage system. Deviation or modification of the drainage sy_~tem after issuance of the certificate of occupancy, resulting in the illegal intrusion of water on adjacent properties, shall be the responsibility of the property owner. (Code 1979, S 6-1.1(b); Ord. No. 95-52, S 1,10-24-95; Ord. No. 2000-27, S 1, 5-2-00; Ord. No. 02-09A, S 2, 2-26-02; Ord. No. 2003-42, S 1, 8-26-03) Sec. 22-49. Basic wind speed lines. (a) The board of county commissioners of the county hereby determines that the basic wind speed lines and exact geographic locations thereof for the county as established by the State of Florida Department of Community Affairs pursuant to emergency rule #9BER02-01 and adopted and incorporated by the county building department in map titled "Wind Speed Lines 2002" recorded in, Survey Book 9, Page 24, shall be in effect for the unincorporated areas of the county. A copy of this map shall be filed with the secretary of state and shall be available for public inspection in the county building department. (b) As provided in Section 1606.1.8 of the Florida Building Code, the wind exposure categories for the county are defined as follows: (1 ) Exposure "B" for mainland areas. (2) Exposure "C" for barrier island. (Ord. No. 2002-45, S 4, 8-27-02) Sec. 22-50. Building permits. No building permit shall be issued until the permit applicant demonstrates that the proposed construction will not violate any land development regulations or any provisions of this article. To ensure compliance with this article, and with land development regulations, the applicant may be required to produce a survey of the property to be improved. (Ord. No. 2002-45, S 5, 8-27-02) Sec. 22-51. Penalty. Any person found guilty of violating this article or any provision of the Florida Building Code shall be punished by a fine not to exceed $500.00 or by imprisonment in the county jail for a term not exceeding 60 days, or by both such fine and imprisonment or prosecuted before the code enforcement special master. Nothing in this section shall prohibit the county from enforcing its Code by injunction or by any other means provided by law. (Ord. No. 2002-45, S 6, 8-27-02) http://1ibrary.municode.coml gateway.dllIfl1/florida 1/9089/9130/9132 ?f=temp1ates$fn=doc... 10/8/2004 _.__._---~.- ... .,--_."-~._-~._"..-_._--'" .,. _...~_.._._--_..---- "-'------~--"-_.._^-_.., "-' --'~ -~._--_..._--_.-".-,~-_.-....__...."._.__......._-.--_._- -~-------,.._-". ---~ . . _.____ _. _______._13. _L~__ELCJ.'{'{EIE;l,::.Q_.~~SSOCIATES ._.0. STAUCT.L!RAL.:..ENGINEERS.____ O. :. en ........ .'.' . . u:J -~ ~ -C!;ent~~~-:ti-Lt~-- ....~n_ . Sheet of ~ ---. .-.-U-Project----~~-E=.-l~r0------.-----------.J~b~~-'dJ'f5"? _ --- 0.-1----. .- -g-~ -----('-~'(C--.--~.~ --~-:-~"J;: .-....--.....---. -----n-;-.--.--.--- ~ . ~, . .""'k.l.l-=r'U~ . ~ ':::!R. . ...,ave ~ en. 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'--- ---- ------,- --..------ ..--------- --'- .---...----------- -.-..---.-.--- ........ -,,---_..--,..- . ---~-._-- -~- -. .._-_.~._- __._.n ~.__._--------- -_. .---..._. ~.. --------.------.---..--- .-- _..~...._._~_..--------- - - --_.- - -- -------...-.-. .~._.._.- '--.- --- ...-.. -... -_.-.----- -"_.~-. - -. ---- .-. '--. .-'-. .--------- -------.-. .. ,,---.--' - .--- " -..-... . -~L::-=-----== .....~-=. . --=-~~=--== ... =-~-=_::=-: · =-: .--- ::~: . ---- 1035 South Semoran_Blvd., Suite 1019, WinterPark,Florida32792.-(407) 657-6657-.--------..-. . ,-..----- .-- -.. -_.._-"-----_._~_.._"._._--_..._-_..- ...._.__..._..__._._._..~-~"._._.._.....__._.._-~-"..--.._..._...-'~-'~"'--~'--'-'-'-~"-- ~-- -- _~_~____~_~_B ._L,~F?LQ_'0IFI ~L_Q_~~~ At?_::30CIAIES ~..O STRUCTURAL. ENGINEERS_____ o (f). · , , . .: '. . ....l . ., W . ~~~t':r(~----~"~-~-~- ------.~--"----~-~--~- W -- -_. ti: --Client--:-- - -- . u t '. . 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H_.________ --- +.-- - .- -'-.- +--.--. .--..-..- -- + -.----. n "'_.."___..._ '-"" ____ ___.___.._____.-__.+ __ .+___ .__.+__.."._.___,,~...._ ._.__. __._n -----------_._...~-._". -".. --- ---- -..--.---------.-- .-..-.------.. ..--- -'--'-'~"-' --..--.-.. ----- ---- -.-.----. .- t-~ - -___n=~= .~.. =_~=:=~-:=-==: - ===.::._u__.=:~~==-=- __uu 1035 South Semoran Blvd.,.suite -1 01 9, Winter Park, Florida 32792 . (407) 657-6657-- .. --....----.----.-- -.. .-".. _._--- ----------,.. ~-_.._.._._~,..._.,.... ---". - --,,~--_._-"._~._._- .-..-------." ..------.----- --" -~'-" ----_.__._----+-~._.__._----_._.- . _ ._~..__ _,.~_____..+_____~_..___,"._m__.__. --~._~ _______________.6. ~L:_Pb9_WFl.E;!"._Q_.~._~S_$DCL~TES _0 STRUCTURAL.ENGINEERS__._. o ., UJ . ..:.. '.. . -l .. W .. . ~~--r:\-C-~------~----- . --- W - -~-- ~ Client--- - ---. Lt t . 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L~- . ..~... ....~=~-~~-~~~~.-. -==~~--=~=~.- -=--=~-----_..== ....... . .-. 1035 South Semoran Blvd., Suite 1019, WinterPark,Florida 32792' (407) 657-6657- . ---.-----.....----.--..-- -----.-- .y roO" I . > 1,0 kLx .90-1.0 .75-.90 " .50-.75 0.-.50 o. . - c1 S.54k N3 42.154 Loads: LC 1, DL + LL Results for LC 1, DL + LL Reaction units are k and k-ft R.L. Plowfreld & Associate. Gatehouse High Roof Beam #1 Robert C. Scroggins, P.E. Nov 24, 2004 at 11 :51 AM 04152 Residence Inn at C. Gatehouse High Roof Beam 01.r2d ! -'--~_.- ~ Beam: BEAM , I I I Shape: W1.8X40 I I Material: HR_A992 Length: 28.75 ft I I I Joint: N1 A k I J Joint: N3 LC 1: DL + LL I I I Code Check: 0.882 (bending) , I I Report Based On 97 Sections I I i I i . . ! I I Max: 21.667 at 27;253 ft I I I I I fa ._- ksi V k I I I I I I I I I I I Max: 20A98 a112.878 It I Min: -20.062 at 26.953 ft , I i - ---TMax: 30~851 al 27.253 It --------1 i I .A . .. i I i , ivi K-rt I I i I fc ksi I I I I I Min: -116.803 at 12.878 ft I i -. -----------1 Max: .123 at 28.75 ft ft ksi , I D in I I Min: -20.498 at 12.878 ft Min: -.839 at 13.177 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.882 Max Shear Check 0.192 Location 27.253 ft Location 27.253 ft Equation H1-2 Max Deft Ratio U385 Compact Fy 50 ksi Out Plane In Plane Fa 2.066 ksi Cm .85 Ft 30 ksi Lb 28.75 ft 28.75 ft Fb 6.136 ksi KL/r 271.171 47.905 Fv 20 ksi Sway No No Cb 1 L Comp Flange 28.75 ft -.-----.-" .- TY r'~ ~,-.-{:) > 1.0 lzl.x - .90-1.0 .75-.90 .50-.75 0.-.50 .' . ~ 19.527 Loads: LC 1. DL + LL Results for LC 1. DL + LL .'<eaction units are k and k-ft I _..._---~ - R.L. Plowfield & Associate.] Gatehouse High Roof Beam #2 I Robert C. Scroggins, P.E. I Nov 24, 2004 at 11 :48 AM - - 04152 Residence Inn at c..1 Gatehouse High Roof Beam 02.r2d ------ - Beam: BEAM Shape: W18X40 Material: HR_A992 Length: 27.5 ft I Joint: N1 A k J Joint: N2 LC 1: DL + LL Code Check: 0.714 (bending) Report Based On 97 Sections - , Max: 19.527 at 0 ft I fa ____..__..w..__~__._".~ - ksi I V k I I I ___ ____H_~i_~~~9-527 at 27.5 ft Max: 23.559 at 13.75 ft M k-ft ! I ! I I I i I I I I fc ksi I I Min: -134.249 at 13.75 ft -----r-------m-m~-- ft ksi D in I I I Min: -23.559 at 13.75 ft I Min: -1.012 at 13.75 ft I AISC ASD 9th Ed. Code Check Max Bending Check 0.714 Max Shear Check 0.173 Location 13.75 ft Location Oft Equation H1-2 Max Deft Ratio L/326 Compact Fy 50 ksi Out Plane In Plane Fa 2.258 ksi Cm .85 Ft 30 ksi Lb 27.5 ft 27.5 ft Fb 33 ksi KL/r 259.381 45.823 Fv 20 ksi Sway No No Cb 1 L Comp Flange 2ft -~ .y L--,-. I ~ lZ-~.X . , - 254 Loads: LC 1, DL + LL Results for LC 1, DL + LL Reaction units are k and k-ft ~_.__.- ~~...__._~ R.L. Plowfield & Associate.! Gatehouse Low Roof Beam #1 Robert C. Scroggins, P.E. Nov 24, 2004 at 11 :54 AM -- 04152 Residence Inn at Gatehouse Low Roof Beam 01.r2d ~_...- ____.--....1 Beam: BEAM Shape: W21 x44 Material: HR_A992 Length: 27.25 ft I Joint: N1 A k J Joint: N2 LC 1: DL + LL Code Check: 0.771 (bending) Report Based On 97 Sections ksi \I k v Min: -25.4 at 27.25 ft M k-ft ksi Min: -173.039 at 13.625 ft I ksi D in Min: -25.445 at 13.625 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.771 Max Shear Check 0.184 Location 13.625 ft Location Oft Equation H1-2 Max Deft Ratio U352 Compact Fy 50 ksi Out Plane In Plane Fa 2.262 ksi Cm .85 Ft 30 ksi Lb 27.25 ft 27.25 ft Fb 33 ksi KUr 259.14 40.607 Fv 19.054 ksi Sway No No Cb 1 L Comp Flange 2ft _._".,_.._-_....__..._._...__.~--_..."'".__._,-_._-~--_._.._-,.._..._.._--~--,- TY r'~ f-------<.) ~ > 1.0 lLL.x 90-1.0 .75-.90 ~i: .50-.75 0.-.50 - , 2 Loads: LC 1, DL + LL Results for LC 1, DL + LL Reaction units are k and k-ft ---~ i R.L. Plowfield & Associate. Gatehouse Low Roof Beam #2 i Robert C. Scroggins, P.E. Nov 24,2004 at 11 :53 AM ~ 152 Residence Inn at C. Gatehouse Low Roof Beam 02.r2d ----_. -'---~...~ Beam: BEAM I Shape: W21x44 I I Material: HR_A992 Length: 29 ft I I Joint: N1 I A k J Joint: N2 LC 1: DL + LL I Code Check: 0.873 (bending) i Report Based On 97 Sections I , , i I ~"~'-~ -~ -. j Max: 27.031 at 0 ft , I I I I I j I fa -~------_. ...._-~- ksi I V k I i ! I , i I I I I I I I I , I I I I Min: -27.031 at 29 ft I I -~--L I I Max: 28.818 at 14.5ft.-- , -------1 I I I I I M k-ft , I I , I I ~ t: I ksi I I Min: -195.978 at 14.5 ft ...---.-,--,- I I I ksi I in I I I I I I I I Min: -28.818 at 14.5 It I I Min: -1.193 at 14.5 ft I -. j i AISC ASD 9th Ed. Code Check Max Bending Check 0.873 Max Shear Check 0.196 Location 14.5 ft Location 29 ft Equation H1-2 Max Deft Ratio U292 Compact Fy 50 ksi Out Plane In Plane Fa 1.997 ksi Cm .85 Ft 30 ksi Lb 29 ft 29 ft Fb 33 ksi KUr 275.782 43.215 Fv 19.051 ksi Sway No No Cb 1 L Comp Flange 2ft ~.._----~._-~"-~,_.__.._-_._- ---_.- ..-.-, L r"~ 1 :J > 1.0 , I , ,90-1,0 ~_X , ,75-,90 f., .50-,75 0.-,50 . , - Loads: LC 2. DL + WL Results for LC 2, DL + WL Reaction units are k and k-ft -~-_.....__.._...~-_._---- R.L. Plowrleld & Associate.. Porte Cochere Roof Beam - Long Span -- C. Scroggins, P.E. Nov 24,2004 at 3:20 PM ---~ 04152 Residence Inn at C PC Roof Beam - Long.r2d - -----'~, '--"---~-'--"'----- '~~---~----I Beam: BEAM I i I , i ' Shape: W24X62! I i Material: HR_A992 I I I Length: 33.333 ft I' I i I Joint: N1 A k I J Joint: N2 " I LC 2: DL + Wl I i Code Check: 0.912 (bending) I I I Report Based On 97 Sections I _ , II,i I-"~~~ ~--' I Max: 14.801 at 33-:333 ft i i I i i l I I I I , i i I I fa ksi I V I , I i I i Ii i I ' i l I I ! I Min: -14.801 at 0 ft I I Max: 1UISan-6.66'fil----- -I Max: 123_341 at 16_666 It I i I , i i . I II 1 I i , ; i I I fc ksi i M k-ft I I I I I I ill I I ----------,----- ". _., i i I I Max: .539 at 16.666 ft I [' ft ksi I ' I i I I ! ! ! I 1 , : D in I I Min: -11.335 at 16.666 ft I I --~.....-...-...,.'..,...,.-...,~......--..."...... .'-~-~ .._w_~,....._NA'''_ _'~ ~.._.. ._~_w,,,".~__m.._,_.,, I AISC ASD 9th Ed. Code Check Max Bending Check 0.912 Max Shear Check 0.072 Location 16.666 ft Location 33.333 ft Equation H1-2 Max Deft Ratio U741 Compact Fy 50 ksi Out Plane In Plane Fa 7.199 ksi Cm .85 Ft 30 ksi Lb 16.667 ft 33.333 ft Fb 12.427 ksi KUr 145.266 43.344 Fv 20 ksi Sway No No Cb 1 L Comp Flange 16.667 ft . Y I No Calc , '0 > 1 0 ~ X..... .90.1.0 ..-......-l",,_... . 75~.90 , .50-.75 0.-.50 13.699 13.699 Loads: LC 1. DL + LL Results for LC 1, DL + LL Reaction units are k and k-ft ""~.__.._._._----~ ,,------ ---- , I I R.L. Plowfiel~_8.fl.s_s()~~~te.j Porte Cochere Roof Beam - Long Span I ___ ___ ~ob_ert C.~~r()9~ins'_~~5.:.J I Nov 24, 2004 at 3:2~_PM _ ! 04152 Residence Inn at C.. , PC Roof Beam - Long.r2d , I _____._~.__,._~~ ~._._. ___ i ___,.._----------' Beam: BEAM Shape: W24X62 Material: HR_A992 Length: 33.333 ft I Joint: N1 A k J Joint: N2 LC 1: DL + LL Code Check: 0.318 (bending) Report Based On 97 Sections fa ksi V k Min: -13.699 at 33.333 ft Max: 10.49 at 1 M k-ft fc ksi Min: -114.155 at 16.666 ft ft ksi D Min: -10.49 at 16.666 ft Min: -.499 at 16.666 ft AISC ASD 9th Ed. 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Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 111 in. (9.25 ft) Axial Compression, P (Ibs/ft) 18000 16000 14000 12000 10000 8000 6000 4000 2000 0 -2000 -2000 1t:::.f"If"I ....,{'\{'\ -800 Af"lf"\ f"\ Af"\f"\ " "roo 1200 1600 2000 -IUUV - I4.VV -<+vv V 'tuu ouu Total Moment, M (Ib-ft/ft) - -"-~--"'~'-'-""-',-"- - MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence Inn @ Cape Canaveral Name: Exterior CMU Wail (Zone 4) Topic: 4th Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code . , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 111 in. (9.25 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 12000 10000 8000 6000 4000 2000! i ! 0 -2000 -2000 -1600 -1200 -800 At"It"I t"I At"It"I 8t"1t"1 ....'"11"\/"\ 1600 2000 -"'tvu v ,+vv vv I~VU Total Moment, M (Ib-ft/ft) MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence !nn @ Cape Canaveral f'.jame: Exterior Cf\1U \^JaU (Zone 5) Topic: 4th Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code - , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 111 in. (9.25 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 12000 10000 8000 I 6000 4000 20001 0 -2000 -2000 -1600 -1200 -800 Ann n Ann 800 1200 1600 2000 -.,.vv v "1'VV Total Moment, M (Ib-ft/ft) *_._--- -------.. '--_..- ..--.----.- ,.-. ---.-.---...--.-....-----. - ._-~-----------_.~--_...- -..---- "---'--'~' . 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(407) 657-6657- -- MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence Inn @ Cape Canaveral Name: Interior C~v1U \.^Jall Topic: 2nd Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code - , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in, Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in, c = 3.813 in. H = 111 in. (9,25 ft) Axial Compression, P (Ibs/ft) 20000 I 180001 I I I 160001 . 14000 12000 10000 8000 6000 4000 I 2000 0 -2000 -2000 _1 t::r", 1')nn ..800 -400 n Ann on() 1')()() 1600 ')()()() IVVV -1.c..VV v "TVV VVV 'L.VV .c..vvv Total Moment, M (Ib-ft/ft) MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prict. Rosinonl"'o Inn @ ('",no ('an"'\Ior"'l Name: Exterior CMU Wall (Zone 4) J ... I"...... 1"".......1'-'''"' I' I --t""- 'V II_V_ '-" Topic: 2nd Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code - , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 111 in. (9.25 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 12000 10000 8000 6000 4000 2000 0 -2000 I _ 'Jnnn _1 ~nn -1200 -800 -400 n Ann ann 1200 1 a I"\(\ 2000 &..vvv IVVV v -rvv vv IVVV Total Moment, M (Ib-ft/ft) MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence Inn @ Cape Canavera! Name: Exterior CMU Wall (Zone 5) Topic: 2nd Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code - , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 111 in. (9.25 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 I 12000 10000 8000 6000 4000 I 2000 0 -2000 0nnn -1600 10nn -800 -400 n 400 ann 1200 1600 2000 -~vvv -I.&-VV V vv Total Moment, M (Ib-fUft) .-"."'.--" ~.__.,-_. --~_._-~_.,..__.._._..~._-~ .--------. - - ,_._~_._~~-_.~_.. ..--.--- -'--'--"""--"-" ---.---. -.. --0 &_____._m-.8_.J:::~PLQWFlf;;J-[L~~A~~-O-CIA TES_-9_~I8UCTURAL_ENGlNEE8S__ .-J W ~ ~~' , w" -- -- ~ -Client-:-- - - ~\'-'u -t~ ----- - ~ ---- -T -E5 Pr?ject . ~~ c; l~ ~ .. '.. __, Job no. icLL1S2- __. g - -- ~ -ffi-' C~ C ~~~\to::,.r',->.t.... I ~~ Date' o..--~'-<I: ,. Engineer' ~ I 1 ---- -- ,--.--- .~ -.--- ----- , 7'fC'(/pv -L~ .:~iDCl~ VCL=_l.. ___ __ -' -----_.,---- ..--*.--- - ,"--.,.-- -- . ._--- .~. .- --- ~ . ;1.) IlrT:Azle.:(j.- WfnL ; _..__________ .,.....- ~. 7 . , II ..... '. I., ~.'. ._ ',____ _ _'__'___ __ -.,.-. -_.~ -.1- ,..-----.-- - -----------.-____ _ i, I -: Ii' :.- .;- ---- : I I. ___._ ._ ----I. .-.> JI ! B I ----'--------,-,-,-, --------------- - --'-... - ----. '-"- -- --- -Ill-I h'-l;" -- -CJJ ~'l;?!J?<o " .. "I ;",$ ,?"" ./- jJ:l4f;;o'1 = I . ._ _011'-' .----- ----- 1 -- .------ . -- I I $, di~: Lcfi=l~' :;:: - - f--111 -~-- I : l..-.....J. ' --- --......----------,-.. --- ..--- =~---~~=----~==-=~-----j . Z~?S~; ~~~__,___. L------- '---'- --_...~--_..- .-- ~--_._._._._"---"--_.__._--_._----,---- ~- ,,- ._- ---.--.---.--... 12.) r::; "7 .., i,)" ij..;e -rr,'-' - ! .V' . e::::rr:::-J<o-ic.J':.. _,__~~:_ ____ __~_":'_!J~.___ ______, ____ _______. _. .________..___.__ . _ ._____.___c---'-~,L:_~,0 i:..::: "'''''''jfiL __._______ ___ __ .___ .._____. --.,-.- ------.---..-. ----... -'------- ------~.~--_.__.__. ------,----------.---.- "--_.,,,-_. --------.,--..--..----" ------ --,.._--~ =- ,,---,---- ' ___ _ ___ ____ __________~~~c_- . __.____n L . -.--,.---. ._----------~ --- ---" - ~ - --.--'.---.--.- ."-...---------...'---- .-"'.- _. --'-_.- ._-,..*.. .-------. _. --------".-...-----. ..--_._-~----_. - .------.----------------- -,-------- .__..~-,_._.._- .-"--- _._- ,---._.._-- ----=- --.-_- \Jlt::ol~~; 4-1~ --4f;;/:-frr-~;;~_~==:}:;14;~i/.J~11.iJ---~~]1i~H:~~---=-;_ f ~ 1& Y Q'''/ J'~"- - C ci-Fr ~IJF'1'i)..) --- -_'__ ___.____ H____ ______ ._jv_idh:: ~L:5i- (,,~_l~/lr_ __' =__ Lc_": .____. . _L'. ._ ~~--- =~ .-=-~==~~-__- .-- ~__=~--- -- -- .. '__ _ --~~-J ~ ~S-6 ~~~' C~L__ L--- "4 ,-"--- ---- -----~l-----.(--.--~.~\;--;,.;,=---,.;r--:--:-- .--~'-,--i;:,---..1..I! '0/"/..' \. -::: '2-.1";).:1:: ,____,\J-.lt::,'T; ~~ ;;;~::::2~[~__~-~:::--L~~=ZJ::~- '. '/' "f"-L~__~_ ___ __ ___.______.___ 0J:t!~~( (7, '(" \(0 ,:I! ~ ')"l..::- 732 of f-r ::: 11/ c::.tr~I/- --- --- ~ ~. ~s&.,q:e~ u'- r ------_1035 South Semoran Blvd., Suite-1 019, WinterPark,HFlorida-32792 . (407) 657-6657---- MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence inn @ Cape Canaveral , Name: interior CMU Wall Topic: 1 st Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code - . CMU Size = 8 in. (Partially grouted at 24 in) Reinforcement Spacing = 24 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 144 in. (12 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 12000 10000 8000 i i I 6000 4000 2000 0 -2000 -4000 -3000 -2400 -1800 -1200 -600 0 I':nn 1200 1Qnn 'JAnn ~nnn vvv IVVV '--ruv ..Juvv Total Moment, M (Ib-ft/ft) MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence Inn @ Cape Canaveral Name: Exterior CMU Wail (Zone 4) Topic: 1 st Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. c = 3.813 in. H = 144 in. (12 ft) Axial Compression, P (lbs/ft) 20000 18000 16000 I 14000 12000 10000 8000 6000 4000 2000 0 -2000 -2000 - i 600 - i 200 -800 -400 0 400 800 1200 1600 2000 Total Moment, M (Ib-ftlft) MASONRY -- Concrete Masonry Design System National Concrete Masonry Association Prjct: Residence Inn @ Cape Canaveral Name: Exterior CivlU Wail (Zone 5) Topic: 1 st Floor Date: 03-16-05 Page: Chkd: RCS Reinforced Wall Interaction Diagram Using the 2002 MSJC ASD Design Code . , CMU Size = 8 in. (Partially grouted at 48 in) Reinforcement Spacing = 48 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.ln. c = 3.813 in. H = 144 in. (12 ft) Axial Compression, P (Ibs/ft) 20000 18000 16000 14000 I I 12000 10000 8000 6000 4000 2000 0 -2000 -2000 -1600 -1200 -800 ..400 0 400 800 1200 1600 2000 Total Moment, M (Ib-ft/ft) ~t = ~ =~...~. _I :;g; _I <:I.) -' <:I.) ~ ~ I I N N --- --->k - 31'" ., ~ ~ ~ ~ I " t~ N N'~ ~ \.t: ~ \ \. ~~ --- ~ 't-' --rt'-..> ~ Co... \~ ~ J,~ W:, ~ , N 31'" ~ ~ , , N N -~ - - .".,___---/1 ~' <:I.) _ ~ ~ ~ ,,17-,11: "g-,(2I1: "g-,L1 131M I I I ~ ~ II -'-, I . I _ mm__ ~ I I I - -~- --- I I I\.v ~ ./! ./ I " I ,/ I" ~-~ ~s;:. --- - I ~ ,,17-,';:;1 , c.i I I I N -, ' Y ---".,. _.1 ~J . ~-SZ /- '11- S" r" I " .Y. -' -' I 1", 1",,, ~ ~ / / __ -' ~ .t:.-....:- -'....,., ./ '-=--~~-'7'" ~ -"ff:~ ~ ~ -v-r SZ -"/1-<;1 I - - -- I 11-= =-...qj~ I ~ " -'-- - /1 ~ I fJ "I<f~" I "I 1 ~ <1' , J l J ~ J ~ ,,(21-,1:1: ,,(21-,11 ,,(21-,11" ,,(2I-,U ,,(21-,1:1:" ,,(21-,11 ,,17-,11: " "g-,LI Residence Inn - Cape Canaveral, Florida Concrete Slab Design Schedule CONCRETE, 4,000 PSI Design DL "" 113.75 PSF Corridor 1.1. "" 80 PSF n,P&A PROJECT, #04IJ2 STEEL, 60,000 PSI Typical Huit 1.1. "" 40 PSF Mecbllllical/Slorage I.L "" 115 PSF ARCHITECT: Powell Design Group MH. M(t) M(-), SLAIl REMARKS SPAN TRID. ELEVATION LOADS (kIf! kip.) MOMENTS (K-Ft) DEPTII AREA OF STEEL REINFORCING REACTIONS DEFEFl-CTIONS ('wI2 ('wI1 ('wI1 (feet) (feet) TOP OF SLAB (/NIl'. PT, M, Me M. (iDCbu) A...hl A, A.c A. Am.. I.E BOT. RE VelK) \'.(K) 6.01, Au_ 6rOTAL 6.ADo,.. (L/W)) 1116 1/14 1/10 2$-IA TypicilllJnit (End Unit) 17.67 1000 110'-0" 0.23 4.43 5.07 7.09 7.50 024 017 0/2 027 154 #4@10" #4@ 10" #5@12" 201 201 0.26 0,}2 0.38 0.59 1111 1/16 1/11 25-2^ Typical Unit (Interior) 2133 1.000 110'-0" 0.23 9.40 6.46 9.40 7.50 0.24 0.36 0.28 036 154 #5@10" #5@ 12" #5@ 10" 2.42 2.42 049 0.38 0.86 0.71 1111 1/16 1111 2S.3A Typical Ullil (Interior) 1100 1000 110'-0" 0.23 1.50 172 2.50 7.50 024 010 0,07 0.10 1.54 #4@ 10" #4@ 10" #4@10" 125 125 0,03 003 0.06 0.37 1111 1116 1/11 25.41'. Typical Unit (Interior) 22.00 1000 110'-0" 023 iooO 6.&7 10.00 7.50 024 0.38 DID 0.38 154 #5@9" #5@ 12" #5@9" 2.50 2.50 0.55 0..5 lAD 0.73 1/11 1116 IIII 25-51'. Typical Unit (tnlcrior) 22.00 1000 110'.0" 023 10.00 6.87 10.00 7.50 0.24 0.38 OJO 0.38 1.54 #5@9" #5@lr #5@9" 2.50 2.50 0.55 OA2 0.98 0.73 1I11 1/16 1/11 2S.6A TypicalUnil (lnlerior) 1100 1_000 110'-0" 0,23 250 172 2,50 7.50 0.24 0-10 0,(17 0.10 1_54 #4@ JOH #4@ 10" #4@ 10" 125 1.25 003 0_03 0_06 0.37 1111 1116 1I11 2S.71\ TypicalLJnil (Interior) 1100 1_000 110'-0" 0.23 1.50 172 2.50 7.50 0.24 010 0_07 010 154 #4@ 10" #4@ 10" #4@ 10" 125 125 0,03 0.03 0.06 037 1/10 1/14 1/16 25.8A TypicalLJnit Corridor (End) 22.00 1000 110'-0" 023 1100 7.86 6,87 7.50 0.24 0.42 OJ4 0.26 154 #6@12" #5@10" #5@12" 2.50 2.50 0.63 0.93 1.57 073 1/16 1/14 1/10 25.IC Typical Unit Corridor (End) 17_67 1.000 110'.0" 030 5.76 6.58 9,22 750 0_24 022 029 0.35 154 #4@ 10" #5@ 12" #5@10" 2.61 261 0.26 0.12 0.38 0.59 1/11 1/16 1/11 25-2C Typic:.olUnit Corridor (Interior) 2133 1000 110'-0" 0.30 1222 840 12_22 7.50 0,24 0.47 OJ7 0.47 1.54 #6 @ IOH #5 @ 10" #6@ 10" 315 315 0.49 0.38 0.86 0.71 1/11 1116 1111 2S.3C TypicallJnit Corridor (Interior) 21,33 IJJOO 110'.0" 030 12,22 &40 12.22 7,50 0,24 047 0_:17 0.47 154 #6@ 10" #5@ 10" #6 @ 10" 315 :U5 0.49 038 0.86 0.71 1/11 1/16 1/11 2S-4C TypicalLJnit Corridor (Interior) 2133 1,000 110'-0" 0.30 1222 8.40 12_22 7.50 0.24 0.47 0.37 0.47 1.54 1/6 @ JO" #5@10" #6@10" 3.15 3,15 0.49 0.75 1.24 071 1/11 1/16 1/11 2S.5C Typical Unit Corridor (Imerior) 2333 1.000 110'.0" 0.30 14_61 10,05 14_61 750 0_24 0.56 0.44 056 1.54 #6@9" #6@12" #6@9" 3.44 3.44 0.70 0.54 124 078 1/10 1114 1/16 2S-6C Typical Unit (End Unil) 1100 1.000 110'.0" 023 2.75 196 172 750 0.24 011 0.1)9 0.07 1.54 #4@10" #4@ 10" #4@ 10" 125 125 0.04 003 0.07 0_37 . 1/16 1114 1/10 25-1Il Exit/Stairs (End Unit) 833 1000 110'-0" 0.37 161 1,84 2.58 750 0.24 0.06 0.10 1.54 #4@10" #4@ 10" #4@10" 155 155 0.01 001 0.D2 0.28 1/11 1116 1/11 2S-2B Housekeeping -Room (Illlerior) 8.33 1,000 110'-0" 0.37 2.35 1,61 2.35 7.50 0,24 0.09 0.07 0,09 154 #4@ 10" #4@ 10" #4@ 10" U5 1.55 0.01 001 0.02 0.28 1/16 1114 1/10 2S-311 Housekeeping Room (End Unit) 833 1000 110'.0" 0.37 161 184 258 750 0.24 006 0.(i8 0.10 154 #4@ 10" #4@10" #4@ 10" 155 155 0.01 0.01 0.02 028 1111 1116 1/11 2S-411 Typical Unit (Interior) 2133 1000 110'-0" 0.23 9.40 6.46 9.40 7.50 024 0.36 0,;'8 0.36 1.54 #5@ 10" #5@12" #5@ 10" 2.42 2.42 0.49 0.38 0.&6 0.71 1I11 1/16 1/11 2S.5B Typical Unit (Interior) 21.33 1000 110'-0" 0.23 9.40 6,46 9AO 750 0.24 0.36 0.~8 0.36 1.54 #5@10" #5@12" #5@10" 2.42 2.42 0.49 0.38 0.86 0_71 1111 1116 1/11 25-611 Typical Unit (rnterior) 21.33 1000 110'-0" 0_23 9.40 6.46 9.40 750 024 OJ6 0.1.8 0.36 1.54 #5@10" #5@12" #5@ 10" 2.42 2.42 0.49 0.75 1.24 0.71 1/11 1/16 1111 2S-7Il Typical Unii (Interior) 21J3 1000 110'.0" 0.23 9.40 6.46 9.40 7.50 0.24 0.36 0,28 0.36 154 #5@ 10" #5@ 12" #5@ 10" 2.42 2.42 0.49 0.38 0.86 0.71 1111 1116 1/11 2S-811 Storagc1Mech. Room (Interior) 15.33 1000 110'-0" 0.37 7.95 5.46 7.95 7.50 0_24 0.31 0.14 0.31 154 #5@12" #4@10" #5@12" 2.&5 2.85 013 010 0.23 0.51 1112 1124 1/12 25-911 Typical Unit (Simple) 1233 1000 110'-0" 0.23 2.88 1,44 2,88 750 0,24 0.11 0.(16 0_11 154 #4 @ 10" #4@10" #4@ 10" 1.40 IAO 0.04 0.04 007 0.41 1112 1124 1/12 2S-9B Elevator Lobby (Simple) 9.00 1000 110'-0" 0.37 251 125 251 750 0,24 0.10 005 010 1.54 #4@10" #4@ 10" #4@10" 167 1.67 0.01 0.01 0_02 0.30 Page 1 of2 MH. M(t) M(-\ SLAB REMARKS SPAN TRIB. ELEVATION LOADS (kif I kipi) MOMENTS (K-}'I) UEPTIJ AREA LIF STEEL REINFORCING REACTIONS DEFEFLCTlONS ("wI2) (.wlll ("wIl) (feet) (feel) TOP OF SLAB (JNn-'. PT. M, Me l\fR (iDcbei) Ami.. A" Ac A. Am.. LE BOT. RE V,(K) "M(K) 60" 6", .1.ToHl .6.ADnw (l/:\60) 1116 1/14 1/10 2S.Jl) Typical Ullil (End Unit) 21.33 1.000 110'.0" 0.23 6.46 7.39 1034 7.50 0.24 0.25 0.32 040 1.54 #5@14" #5@10" #5@9" 2.42 2.42 056 0.26 0.82 071 1/11 1/16 1/11 2S.20 Typieal Unit (1Ilh'rior) 2133 1.000 110'-0" 023 9.40 6.46 9.40 750 0.24 0.36 028 0.36 154 #5@10" #5@ 12" #5@10" 2.42 2.42 0.49 0.18 086 0.71 1/11 1/16 1/11 2S.m Typical Uni1 (Inl~rior) 26.67 1000 110'.0" 023 14.69 10.10 14.69 7.50 0.24 057 0,.44 057 154 #6@9" #6@12" #6@9" 3.03 303 120 0.92 211 0.89 1116 1114 1110 2S-3Da Typical Unit (End tJllil) 26.67 1000 110'.0" 023 1010 1154 1616 7.50 0.24 0.39 050 0.62 154 #5@9" #6@10" #6@8" 3.03 3.03 1.37 1.26 2.63 0.89 1111 1116 1/11 2S.40 Typical Unit (Inlerior) 21.33 1000 110'.0" 0.23 9.40 6.46 9.40 750 0.24 0.36 0,28 0.36 154 #5@ 10" #5@ 12" #5@10" 2.42 2A2 0.49 0.18 0.86 0.71 1/11 1/16 1111 2S-50 Typical Unit (Intt'rior) 21.33 1000 110'.0" 0.23 9.40 6.46 9.40 7.50 0.24 0.36 028 0.36 154 #5@10" #5@ 12" #5@ 10" 2.42 2.42 0.49 0.18 0.86 071 1/11 1/16 1111 2S-6D 1'ypicalUnil (Interior) 21.33 1.000 110'.0" 0.23 9.40 6.46 940 750 0.24 0.36 0.28 0.36 154 #5@ 10" #5@ 12" #5 @ 10" 242 2,42 049 0.38 086 0.71 I11I 1/16 JIll 25-7D Typical Unit (Inlerior) 2133 1.000 110'-0" Oll '9.40 646 940 750 024 036 0:28 0.36 1.54 #5@ 10" #5@ 12" #5@ 10" 2A2 242 0.49 0.18 0.86 0.71 1110 1/14 1/16 25-8D Typical 1.Jnii (End Unit) 8.67 1.000 110'-0" 0,23 1.71 122 107 750 0.24 0,07 OM 004 1.54 #5@ 14" #5@14" #5@14" 0.98 0.98 002 0.02 004 0.29 1116 1/14 1/10 2S.IE Typical Unil Corridor (Inlerior) 26.67 1,000 110'.0" 0.30 13.12 15.00 21DO 7.50 0.24 0.50 065 0,81 1,54 #6@ 10" #6@8" #7@8" 3.94 3_94 137 0.63 2.00 0.89 1111 1/16 1/11 2S.m Typical Unit Corridor (Interior) 2133 1,000 110'.0" 0.30 12.22 8.40 1222 750 0.24 0.47 0:37 047 1.54 #6@10" #5@10" #6 @ JO" 315 315 0.49 038 0.86 071 jill 1/16 1/11 2S.3E Typical Unit CorridM (Interior) 2133 1000 I to'.!)" (Un 12.22 8.:10 1222 7.50 024 047 037 047 IS,: #{,@ 10" #5@ 10" #6@ 1(1" 315 3.15 049 (US 0.S6 0,7l 1111 1116 1/11 2S-4E Typiclll Unit Corridor (Interiur) 21.33 1.000 110'.0" 0,30 12.22 8.40 12.22 7,50 0.24 0.47 (137 0,47 1,54 #6@ 10" #5@ JO" #6@ 10" 315 3.15 0.49 0,75 1.24 071 1/11 1/16 1/11 2S.5E Typical Unit Corridor (Interior) 21.33 1.000 110'.0" 0.30 .1222 8AO 12.22 750 0.24 047 037 0.47 1.54 #6@10" #5 @ 10" #6@ 10" 3.15 315 0.49 038 0.86 0.71 1/10 1114 1116 2S.6E Typical Unil (End Unit) 8.67 1.000 110'.0" 0.23 1.71 1.22 1.07 750 0.24 0.07 0:05 0.04 1.54 #5@14" #5@14" #5@14" 098 0.98 0.02 0.01 003 0.29 Page 2 of2 Residence Inn - Cape Canaveral, Florida Concrete Slab Design Schedule CONCRETE, ',000 PSI Ilesigu DL "" 110 PSV Corridor 1.1. "" 80 PSF U,P&A PROJECT: #04152 STEEL, 60,000 PSI Typical Uuit LL= .0 )'SV Mechanical/Storage LL '" 115 PSF ARCInTECT: Powell Design Group M(-~ M(+) M(-\ SLAB REMARKS SPAN TRIB. ELEVATION IAlADS (kif I kip.) MOMENTS (K-Vt) IlEPTII AREA QF STEEL REINFORCING REACTIONS DEFEFLCTIONS (.wJ2) "we-) 1{.wt2 (fed) (feet) TOP OF SLAB IfNIF. PT, M, Me l\fJl. (inches) AmI.. A, Ac A. Am.~ LE BOT. RE VdKJ V.<h, dDJ. 6'1.1. 6.TOTA1. dADo". (L,306tJ) 1116 1/14 1/10 2S-IA Typica.l Unit (End Unit) 17.67 1000 110'.0" 0.14 4.60 5.26 737 800 0.16 016 0'.11 016 167 #5@14" #5@14" #5@ 14" 1.08 2.08 0.16 011 037 0.59 1/11 1116 1/)1 lS.lA TypicJ.l Unit (Interior) 11.33 1000 110'.0" 0.14 9.76 6.71 9.76 800 0.26 035 017 035 167 #5@ 10" #5@11" #5@10" 1.51 1.52 0.48 035 0.84 0.71 If II 1/16 1111 lS.3A Typical Unit (Interior) 1100 1000 110'.0" 0.24 1.60 178 1.60 8.00 0.26 0.09 007 0.09 167 #5@ 14" #5@14" #5@14ft 1.30 130 0.03 001 0.06 037 1111 1/16 1/11 2S-4A Typical Unit (Interior) 22.00 1.000 110'-0" 024 1038 7.14 1038 800 0.26 037 0.19 037 167 #5@9" #5@ll" #5@9" 2.60 2.60 0.55 080 1.34 0.73 1111 1/16 1/11 2S.5A Typical Unit (Interior) 1100 1000 110'.0" 0.24 1038 7.14 1038 800 0.26 037 029 OJ7 167 #5@9" #5@12" #5@9" 2.60 2.60 0.55 040 095 0.73 1I1I 1116 1/11 2S-6A Typical Unit (Jnlcrior) 1100 1000 110'.0" 024 2,60 178 2.60 800 0,26 0,09 0 009 167 #5@ 14" #5@1'" #5@ 14" 1.30 1.30 (L03 002 OJJ6 0.37 1111 1/16 1/11 2S.7A Typical Unil(tnterior) 11.00 1.000 I 10'-0~ 024 2_60 1.78 2_60 8_00 0.26 009 007 0.09 1.67 #5@ 14" #5@14" #5@14" 130 1.30 0_03 OJl2 006 037 1/10 1114 1116 25.8A Typical Unit Corridor (End) 22.00 1,000 110'.0" (U4 1142 8_16 7_14 8.00 0.26 OAI 0,33 0,25 1.67 #5@9" #5@10" #5@14" 2_60 2.60 0.63 088 150 0.73 1116 1/14 JlIO 25.IC Typical Unit Corridor (End) 1767 1_000 110'.0" 030 5,93 6,78 9.49 8,00 0.26 021 027 0.34 1,67 #5@ 14" #5@ 12" #5@ 10" 2_69 2.69 0.16 011 037 0.59 1/11 1/16 1/11 2S.1C Typical Unit Corridor (Interior) 11.33 1.000 110'-0" 030 )2,58 8.65 12.58 8.00 0.26 045 035 045 1.67 #6@ 10" #5@10" #6@ 10" 3,24 3.24 OAS 035 0.84 071 1/11 1/16 1I11 2S.3C Typical Unit Corridor (Interior) 2133 1000 110'.0" 0.30 1158 865 1258 800 0,26 OA5 035 0.45 167 #6@10" #5 @ 10~ #6@ 10" 324 3_24 048 035 0_84 0.71 1111 1/16 1/11 25.4C Typical Unit Corridor (Inlerior) 21.33 1,000 110'.0" 030 1258 8.65 12.58 8_00 0,26 045 0,35 0.45 1.67 #6@ 10" #5@10" #6@ 10" 3_24 3_24 048 070 1.19 0.71 1111 1/16 1/11 25-5C TypicalUnil Corridor (lnlerior) B.33 IJ)OO 110'.0" 0.30 15Jl5 10.34 1505 800 026 054 041 0.54 1.67 #6@9" #5@9" #6@9" 3.55 3.55 0,69 050 1.20 0.78 1/10 1/14 1116 25-6C Typical Unit (End Unit) 11.00 1,000 110'-0" 0_24 2,86 2,04 1.78 8_00 026 0.10 008 0,06 1.67 #5@ 14" #5@14" #5@14" 130 1.30 0.04 003 007 037 1/16 1/14 1/10 2S.m mil/Stairs (End Unit) 8.33 1.000 110'.0" 038 165 1.89 2.64 8.00 0.26 006 008 0.09 1.67 #5@ 14" #5@14" #5@ 14" 1.59 1.59 001 001 001 0.28 1111 1/16 1/11 2s.m Housekeeping Room (Interior) 8,33 1.000 110'.0" 0.38 240 1.65 2.40 s_on 0.26 0.09 007 009 1.67 #5@14" #5@ 14" #5 @ 14~~ ",1.59 1.59 0_01 001 0.02 028 1/16 1114 1110 2S.3B Housekeeping Room (Bnd Unit) 833 1000 110'.0" 038 1.65 1.89 2.64 8_00 0_26 0.06 0:08 0.09 1.67 #5@ 14" #5@ 14" #5@ 14" 159 159 001 0.01 002 0.18 1111 1116 1111 15-4B Typical Unit (1nteriOl) 2133 1.000 110'.0" 024 9,76 6.71 9.76 8.00 0.26 0.35 027 0.35 1.67 #5@ 10" #5@ 12" #5@ 10" 2.51 2.52 OA& 0.35 0.84 0.71 1/11 1116 1111 15.58 Typical Unit (Iolerior) 1133 1000 110'-0" 0,24 9_76 6_71 9,76 g,OO 0.26 0.35 027 0.35 1.67 #5 @ 10" #5@12" #5@ 10" 251 2.52 048 0.35 0.84 071 1I11 1116 1111 lS-1.B Typical Unit (lolerior) 21.33 1.000 110'.0" 0,24 9.76 6_71 9_76 800 0.26 0.35 Oe27 0.35 1.67 #5@ 10" #5.@12" #5@10" 2.52 1.52 048 0.70 1.19 071 1111 1/16 1111 2S-i'B Typical Unit (1nterior) 21.33 1.000 110'.0" 0.24 9.76 6_71 9.76 8.00 0.16 0.35 0,:27 0.35 1.67 #5@10" #5@12" #5@10" 2.52 1.52 048 0.35 0.84 071 1111 1/16 1111 2S.m Sloragch.-fech_ Room (Interior) 15.33 1000 110'.0" 0.38 8.13 5.59 8.13 800 0.16 0.29 Oe22 0.29 1.67 #5@12" #5@14" #5@12" 1.92 2.92 0.13 009 022 0.51 1/12 In4 1/12 2S.SB Typical Unit (Simple) 11.33 1000 110'.0" 0_24 2.99 1.\0 2.99 8.00 0.26 0.11 0.06 0.11 167 #5@ 14" #5@ 14" #5@14" 1.46 IA6 0,04 004 0.07 041 1112 1n4 1/12 2S.9B Elevator Lobby (Simple) 9.00 1.000 110'.0" 0.38 157 128 2.57 8,00 0.26 0.09 0:05 0_09 1,67 #5@ 14" #5@ 14" #5@ 14" 171 1.71 0.01 0.01 0.02 0.30 I'age I nf2 M(-j" M(,) M(-t SL,t.B REMARKS SPAN TRI8- ELEVATION IAlADS (kif / kip.) MOMENTS (K-Ft) DEPTlJ AREA 'OF STEEL REINFORCING REACTIONS DEFEFLCllONS I,'w") (.Wll) (.wI2) (feel) (reet) TOP OF SLAB llNlF. PT. M, Me M. (iacbu) Ami.. A, Ae A. Am.. LE BO'f- RE VI.(K) V.(K) dm dUo ATOTA.L liAll.. (1../)60) 1/16 1/14 1/10 2S-ID Typical Unit (End Unil) 21.33 I.DOO 110'.0" 0.24 671 7.67 10.74 &.00 0.26 0.24 031 03& 167 #5@14" #5@ 12" #5@9" 2.52 2.52 0.55 024 0.79 071 1/11 1/16 1111 2S.;,o Typical Unit (Inlerior) 2133 1.000 110'.0" 0.24 9.76 671 9.76 &.00 0.26 035 027 035 167 #5@ 10" #5 @ 12" #5@10" 2.52 2.52 04& 035 0.&4 0.71 1/11 1116 1/11 2S-:;iD Typical Unit (Interior) 26.67 1000 110'.0" 024 15.26 1049 15.26 &.00 026 0.54 042 0.54 1.67 #6@9" #6@ 12" #6@9" 3.15 3.15 1.1& 0&6 204 0.&9 1/16 1/14 1/10 2S-3Da Typical Unit (End Vnil) 2667 1.000 110'.0" 0.24 1049 1199 167& 8.00 026 037 04& 0.60 167 #5@10" #6@10" #6@&" 315 3.15 135 059 1.94 0.&9 1/11 1/16 1/11 2S-4D Typical Unit (Interior) 2133 ),000 110'.0" 0.24 9.76 671 976 &00 0.26 035 0.27 035 1.67 #5@10" #5@12" #5@10" 2.52 2.52 OAK 070 1.19 0.71 1/11 1/16 1/11 2S.5D Typical Unil (Interior) 21.33 1.000 110'.0" 0.24 9.76 6.71 9.76 8.00 0.26 035 0.27 0.35 167 #5@10" #5@ 12" #5@10" 2.52 2.52 0.4& 0.35 0.84 0.71 1I11 1/16 1/11 2$-(1) Typical Vnit (Interior) 2133 1000 110'.0" 0.24 9.76 6.71 9.76 &.00 0.26 0.35 027 035 167 #5@10" #5@12" #5@ 10" 2.52 2.52 OAg 0.35 0.&4 0.71 1/11 1/16 1/11 2S-7]) TypicallJnil (lnlerior) 2133 1.000 110'.0" 0.24 9.76 6.71 976 8,00 0.26 0.35 027 035 167 #5@10" #5@12" #5@10" 2.52 2.52 OA8 0.35 084 071 1/10 1/14 1116 2S.8D Typical Unil (End Unit) &.67 1.000 110'.0" 0.24 177 1.27 1.11 &.00 0.26 006 0.05 0.04 1.67 #5@14" #5@14" #5@14" 102 102 0.02 002 004 .029 1/16 1114 1/10 2S-IE Typical Unit Corridor (Interior) 26.67 1.000 11.0'..0" 0.30 1351 15.44 2162 g.OO 0.26 0.48 0_62 0.77 167 #6@ 10" #6@8" #7@9" 4,05 4.05 US 059 1.94 0&9 1/11 1/16 1/11 2S.2E Typical Unil Corridor (Inlerior) 21.33 1.00.0 110'-0" 0.30 12.5& &.65 12.5& 8.00 .0.26 .045 .035 0.45 1.67 #6@10" #5@10" #6@ 10" 3.24 3.24 OA8 .035 0.84 0.71 1/11 1116 1/11 2S.JE Typicall1l1il Corridor (Interior) 2133 I(JOO IIO'.{)" 030 1258 & 65 1258 800 026 045 '035 0.45 167 #6@ 10" #5@10" #6@ 10" 324 324 048 035 084 071 Iill 1/16 1/11 2S..1E Typical Unit Corridor (Interior) 2133 1_000 11.0'..0" 030 125& 8_65 12.58 8.00 0.26 0.45 035 0.45 1.67 #6 @ 10" 115@10" #6@ 10" 3.24 3.24 048 .07.0 1.19 0.71 1/11 1/16 1111 2S.5E Typical Unit Corridor (Interior) 2133 1_000 110'..0" 0.30 1258 8.65 125& 800 0.26 0.45 0.35 045 167 #6@ 10" #5@10" #6@I.o" 324 3,24 .048 .0.35 .0.&4 0.71 1/10 1114 1116 2S-6E Typical Unit (End LJnit) &.67 1,000 110'.0" 0_24 1.77 1.27 1.11 8.00 0.26 0.06 0_05 004 1.67 #5@14" #5@ 14" #5@14" 102 1.02 002 0.01 0.03 0.29 Page 2 of2 l -~ - - i- - - f-/ \ J' ,/ r. 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(407) 657-6657--u "~--'-"'''--- _._____._u______..___..__._ - g fl---ooB...LPL~wF'ELP~As~lc'A TES ....0 STRUCTLJRAL..ENGINEERS.__ w---. ....--- ~-Clie-nt-;-~~~LU~.1.P . .-.,.---",-...- Sheet of ~.~. -r-g PCOject_~fE'I"~/___,_.. -----.------:-;V;-, . Job no. ,oa.. 5"?- ~-_.-'--_._,._._.._-~--_._--- ~---, ~ -.- -CJ:r-- t ~~ kMk.\.1c=r~ ~ ~ ~ Date --~~~~ . ----------~- --..--- .-..---~'""t;:l,. .-.----. ---.-- Engineer j ~. -~--- - --~ ,--. .~._-~-----'-"--' ,- -'~-"'--- .___..__.___.______ _ ~_ H...._____.._..____....__~____"__ ' _____.. '--'--. -~._.._~ ---------.._--~-_.- - ----- --~-_.__.~-~_._---_._..,,-_..._----_._,---- ..- -'._-----~..,-~... -~_.- ___ . _tMi:?ttC _ PU~,y.~1.~--~&:~r,-; -"'--- - ------ --..- "-- ._.._--~-----.-- . . ",\b" . .~~~---h/Y.-m~----.-;-~---- _.:' ....._--/ ./----- - ,---- -<> "7 T. -:___-&..8~.'Ct:~,tL--. ;f' :::,_4.. _dP?P.__-==-%.30.f'?/._. - ------ "-'- -- .--.-..----....---.-..----..--. _.-._,_._-~-~-- -------- k~JvJ..,;- ~ JAY """> d -. J, ,- (1. '. 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' -.----.. ----- - ~......h.._ .----- .--.--..---.- -~ --- -- .. --------- --"---...-----,, ---------.. -_._~.- -"--~-'-'''''~------"--'-'--'-'-'-----~'-''---''.._.__.-... --.-..----....---..---- . -~._._.. -'''' ---._- ---- .. .--~_....._--- . -------.------+- ---.---. ---.-- ---_..--_..~-_...._---- ._- '---'..__..-._--~ .__--__0_- -.. -_. ----_..._"._---_._.."-----..~ ----. .-.--.. --...--...-..---- ---....---- -- --' ..--.------- - ----_....._..~-- __"_.'U'__ 1035 South Semoran Blvd., Suite 1019, Winter Park, Florida 32792 . (407) 657-6657--.------.-.. .---. -- PUNCHING SHEAR CHECKS C I . d h ::::~::::~::::::::~::::::::::::::::::::::e.:: . h (larger number) - , ~~;c~~Zt:=n~th .~i~:: Vu i:m:;;iI:!:i:mi:1:ilj,i: kips OK Effect of loaded area aspect ratio I3c I3c = column width I depth 1 bo(perimeter of critical section) 45.5 inches <p. 0.85 <j>Vc = <j>(2+4/I3c)((fc')^.5)bod 78.8842021 kips Effect of perimeter area aspect ratio 130 Cts (interior-four sides) 40 Cts (edge-three sides) 30 Cts (corner-two sides) 20 .............,................... Cts :li::::rrrr:!::::r@Wiii!:: ::::::::;:::::;:;:::::::::::;:::::;:::::::::::::::;:::;:;:::;:;: 130 = bold 8.46511628 <j>Vc = <j>(2+Cts/l3o)((fc')^.5)bod 88.4196551 Excluding effect of I3c and 130 <j>Vc = <j>4((fc')^.5)bod 52.5894681 kips <j>Vn 52.58947 kips 3 - 42 r 3 - 43 - Fy = 46 ksq I Fy = 46 ksl COLUMNS $ $- COLUMNS Square structural tubing Square structural tubing Allowable concentric loads in kips Allowable concentric loads in kips Nominal Size II x 6 5 x 5 Nominal Size 4 x 4 3 x 3 Thickness 9116 I 1h I % 1 5/'6 1 V. 1 0/16 1h 1 % I 0/16 1 V. I 0/16 Thickness 1h % 1 5/'6 V. ~~6 0/16 V. 3/'6 Wl./f1 38.86 35.24 27.48 23.34 119.02 14.53 28.43 I 22.37 19.08 115.62 11.97 WI./f1 21.63 17.27 I 14.83 12.21 9.42 10.58 8.81 6.87 Fy 46 ksi Fy 46 ksi 0 315 287 223 189 154 118 231 182 155 li'!7 97 0 176 140 120 99 76 86 71 56 2 168 134 115 95 i'3 80 67 53 6 283 257 201 171 140 107 200 159 136 111 86 3 162 130 112 92 i'l 77 64 50 7 275 251 196 167 137 105 193 153 131 108 83 4 156 126 108 89 H9 73 61 48 8 2€i8 244 191 163 133 102 186 148 127 104 80 5 150 121 104 86 (17 68 57 45 9 2~i9 237 186 158 130 99 178 142 122 100 77 6 143 115 100 83 H4 63 53 42 10 251 229 180 154 126 96 169 135 116 96 74 7 135 110 95 79 Hl 57 49 39 c c 8 126 103 90 75 fi8 51 44 35 0 0 ii 11 242 221 174 149 122 93 160 129 111 92 71 ~ 9 117 97 84 70 fi5 44 38 31 ~ 12 2212 212 168 143 117 90 151 122 105 87 67 >- 10 108 89 78 65 fil 37 33 27 OJ 13 2~~2 203 161 138 113 87 141 115 99 82 64 OJ '0 14 212 194 154 132 108 83 131 107 93 77 60 '0 11 98 82 72 60 47 31 27 22 '" '" 12 8"~ ~~ 65 55 43 26 23 19 ;:) 15 201 185 147 126 104 80 120 99 86 72 56 ;:) f--58 J '5 '5 13 75 65 49 ~i9 22 19 16 ~ ~ 14 65 57 51 43 ~15 19 17 1~ ,g 16 190 175 140 120 99 76 109 90 79 66 52 ,g 16 15 12 17 17'8 164 132 113 94 72 97 82 72 60 47 15 57 49 44 38 ~10 U U Ql 18 166 153 124 107 88 68 87 73 64 54 43 Ql 16 50 43 39 33 ~!7 14 13 11 a. a. '" 19 1~i3 142 115 100 83 64 78 65 58 49 39 '" 17 44 38 34 29 ~~4 13 11 9 ~ 20 140 131 107 93 77 60 70 59 52 44 35 ~ .18 39 34 31 26 ~~1 10 8 :5 :5 19 35 31 28 24 . 19 '::ii 21 127 119 98 85 71 56 64 54 47 40 32 '::ii 20 32 28 25 21 - 17 ~ 22 116 108 89 78 65 51 58 49 43 36 29 ~ 21 29 25 23 19 16 - - - 24 98 91 75 65 55 43 49 41 36 31 24 - 22 26 23 21 18 14 .!;; .!;; 26 83 77 64 56 47 36 41 35 31 26 21 :23 24 21 19 16 13 .c .c 0, 28 7'2 67 55 48 40 31 36 30 27 22 18 0, 24 19 17 15 12 c 30 62 58 48 42 35 27 31 26 23 20 15 c 14 11 .J!1 .J!1 :25 Ql Ql .~ 31 58 54 45 39 33 26 25 22 18 14 > U 32 55 51 42 37 31 24 17 14 on Ql Ql ll:: 34 49 45 37 33 27 21 ll:: w w 36 43 40 33 29 24 19 37 ~- 27 23 18 38 26 22 17 39 ---1.2... I Properties Properties A (in.2) 11.40 10.40 8.08 6.86 5.59 4.27 8.36 6.58 5.61 4,59 3.52 A (in.2) 6.36 5.08 4.36 3.59 2.77 3.11 2.59 2.02 / (in:) 54.1 50.5 41.6 36.3 30.3 23.8 27.0 22.8 20.1 16.9 13.4 / (in..) 12.3 10.7 9.58 8.22 6.59 3.58 3.16 2.60 r (in.) 2.18 2.21 2.27 2.30 2.33 2.36 1.80 1.86 1.89 1.92 1.95 r(in.) 1.39 1.45 1.48 1.51 1.54 1.07 1.10 1.13 B} Bending 0.633 0.615 0.583 0.567 0.553 0.539 0.773 0.722 0.699 0.677 0.656 B } Bendin~1 1.04 0.949 0.910 0.874 0.1340 1.30 1.23 1.17 factor 12.00 factor a/l06 8.07 7.52 6.20 5.40 4.52 3.54 4.03 3.39 2.99 2.52 a/l06 1.83 1.59 1.43 1.22 0.983 0.533 0.470 0.387 I Note: Heavy line indicates Kllr of 200. Note: Heavy line indicates Kllr of 200. ~_., ~-- '" _^""m^...^.^~__~~_,,,,^~__.____.______,_.__~,,_,,_.__ "-" Code Check ,Y r'" f-------"~:0 > i.O lz",l.__ X .90-1"0 .75-.90 , "50-.75 0"-50 - , 4"013 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft _-----------,.-~~__m'_ R.L. Piowfieid & Associate.~Extorior Tr3m:for CO @ CieJator Lebay Roof Slab SId.. Robert C. Scroggins, P.E.' Bf.1Cfl,t~ t6 e btrlC.~ - 4rz+- ~ 30,2004 at 8:42 AM "-~----I 04152 Residence Inn @ C.. ___ Floor CB - Ext at Balcony.r2d .Y r~' I - :> 1.0 ~-----<':' lL,-~X .90-1.0 .75-.90 ; _ .50-.75 _ 0.-.50 - . ~ 2.68 2.68 Loads: LC 2, LL I Results for LC 2, LL Reaction units are k and k-ft -,~- R.L. Piowfieid & Associate. Exterior Transrer CB @ Elevator Lobby - Roor Slab Bid. Robert C. Scroggins, P.E. Nov 30, 2004 at 8:42 AM 04152 Residence Inn @ C. 4th Floor CB - Ext at Balcony.r2d ^ ------- . Y I No Calc ~:) " >1.0 , .90-1.0 .z..,~. X ..' ... .75-.90 . .50-.75 0.-.50 - , -1 10.175 Loads: LC 4. DL + LL (Ultimate) Results for LC 4. DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. Robert C. P.E. 30,2004 at 8:42 AM 04152 Residence Inn @ C. 4th Floor CB - Ex! at Balcony.r2d Beam: M1 Shape: CRECT16X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 14.333 ft Cracked 'I' Factor: .35 I Joint N1 J Joint: N2 Code Check: 0.725 (bending) Report Based On 97 Sections V_""___"~__'._.".'.,_ . . I i Max: 10.175 at 0 ft i I I I I I I A .. .......- k I V k I I I i I I , I I Min: -10.175 at 14.333 ft i ! I I ! "-~~, _.>"."~__, ,,__._-1--__'"___~___. i ---..- I --'1 M k-ft I I I I I I i I ! I i I I I I I I I i I I I I , I I Min: -36.46 at 7.166 ft I I I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.725 Shear Check 0.470 (y) Location Oft Location 7.166 ft Location 3.285 ft Gov Mu Top o k-ft Gov Mu Bot -36.46 k-ft Gov Vu 5.511 k phi*Mn Top o k-ft plif"Mri Bot 50.299 k-ft phi*Vn 11.119 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'e 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 o - 14.3 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #6 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext at Balcony.r2d] Page 1 Bending Span Results Span Lac (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 7.2 B 55.888 .0033 .0214 .0081 .884 14.3 T 0 0 0 0 0 14.3 B 0 0 0 0 0 Sheai Steel Span Region (ft) Bars Provided 1 1.2 - 3.1 4 #4 @6in - . - - 11.2 -13.1 4 #4 @6in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.2 - 3.1 67.293 13.788 53.505 0 .065 - 0 0 0 0 0 - 0 0 0 0 0 11.2-13.1 67.293 13.788 53.505 0 .065 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext at Balcony.r2d] Page 2 roO" :> 1.0 - .90-1.0 .75-.90 .50-.75 0.-.50 . , - 6.293 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k.ft --^---~~._- i R.L. Plowfield & Associate. Exterior CB @ Balcony (2 Span) - 4th Floor ~Robert C. Scroggins, P.E. 30, 2004 at 8:46 AM i 04152 Residence Inn @ C. 4th Floor CB - Ext at Balcony 2 TY r~" k'" > 1.0 Lx .90-1.0 .75-.90 .50-.75 0.-.50 - , 4.203 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior CB @ Balcony (2 Span) - 4th Floor Robert C. P.E. Nov 30, 2004 at 8:46 AM 04152 Residence Inn @ C. 4th Floor CB - Ext at Balcony 2 Sp.., ." ., -----~------- I. c:~ ~~:Ck-'I I I >1.0 : .90-1.0 , .75-.90 '" .50-.75 I i 0.-.50 I L_~_'_~_---1 i I I ! - , -1 15,956 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior CB @ Balcony (2 Span) - 4th Floor Robert C. Scroggins, P.E. 04152 Residence Inn C. Floor CB - Ext at Balcony 2 Beam: M1 Shape: CRECT16X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 18 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N3 Code Check: 0.586 (bendin~) Report Based On 97 Sections -. - , I i Max: 7.712 at 9.188 ft ! ! i I I ! A k i V k I l I I , , ! i I Min: -7.978 at 9 ft I I _.W.~_.__ ... .-r--.~--_._-_.. I Max: 14.3 at 9 ft i I I i I ! i M k-ft i I Min: -8.114 at 3.375 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.586 Bot Bending Check 0.345 Shear Check 0.459 (y) Location 9ft Location 3.375 ft Location 10.688 ft Gov Mu Top 14.3 k-ft Gov Mu Bot -8.114 k-ft Gov Vu 5.582 k -.-...-.--..- phl*Mn Top 24.416 k-ft phi*Mn Bot 23.533 k-ft phi*Vn 12.149 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'c 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-9 0 0 2 9 - 18 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2#4 Right T 2#4 Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext at Balcony 2 Span.r2d] Page 1 2 Left T 2#4 Left B - Mid T - Mid B 2#4 Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - ..... ^ ^ ^ 0 0 I U U U - B 0 0 0 0 0 - T 0 0 .' . 0 0 0 3.4 B 26.148 .0033 ~ .0214 .0036 .393 9 T 27.129 .0033 .0214 .0034 .393 9 B 0 0 0 0 0 2 9 T 27.129 .0033 .0214 .0034 .393 I 9 B 0 0 0 0 0 - T 0 0 0 0 0 14.6 B 26.148 .0033 .0214 .0036 .393 18 T 0 0 0 0 0 18 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.1 -7.5 - - 7.5 - 7.9 1 #4 @7in 2 10.1 -10.5 1 #4 @7in - - 10.7 -16.9 Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.1 - 7.5 14.293 14.293 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 7.5- 7.9 61.838 14.293 47.545 0 .056 2 10.1 -10.5 61.838 14.293 47.545 0 .056 - 0 0 0 0 0 - 0 0 0 0 0 10.7 -16.9 14.293 14.293 0 0 0 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext at Balcony 2 Span.r2d] Page 2 Code Check rue - > 1.0 .90-1.0 .75-.90 riii' .50-.75 0.-.50 .' . - 4.507 4.507 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft R.L. Plowfield & Exterior CB @ Elevator Lobby - Roof Slab Bldg "A" Robert C. Scroggins, P.E. Nov 30, 2004 at 8:05 AM 04152 Residence Inn @ Roof CB - Ex! Elev Lobby - A.r2d I No Calc > 1.0 . .90-1.0 .75-.90 ; .. .50-.75 0.-.50 . . Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft R.L. Plowfield & Exterior CB @ Elevator Lobby - Roof Slab Bldg "A" Robert C. Nov 30,2004 at 8:05 AM Roof CB - Ext Elev Lobby - A.r2d ^.~._-'^... .~ r Y I No Calc j-------\:l , >1.0 I.,. i x....._... .90-1.0 ~.-. .75-.90 'f .50-.75 - 0.-.50 . . Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior CB @ Elevator Lobby - Roof Slab Bldg "A" Robert C. Nov 30, 2004 at 8:05 AM 04152 Residence Roof CB - Exl Elev Lobby - A.r2d ._--~ Beam: M1 Shape: CRECT16X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 17.333 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.871 (bending) Report Based On 97 Sections w~~ . , I I Max: 7.635 at 0 ft~ I l I j i I I i I I ! i A ....... --.- k V k ! j l i i i I j ! I l I Min: -7.635 at 17.333 ft i L_____ _~.w ~_.,,,._-,-_. ~,_..,"-_...._-_._~-~"--~-----"..- ----1 I I I I M k-ft i 1 I I ! I 1 i I i I I I I i I i i I I Min: -33.085 at 8.666 ft i i Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.871 Shear Check 0.487 (y) Location Oft Location 8.666 ft Location 15.527 ft Gov Mu Top o k-ft Gov Mu Bot -33.085 k-ft Gov Vu 6.045 k _ ....H.____.__.... .._ phf*Mn Top o k-ft phi*Mn Bot 37.996 k-ft phi*Vn 12.418 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover .75 in F'c 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 o - 17.3 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #5 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby - A.r2d] Page 1 Bending Span Results Span Lac (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 8.7 B 42.217 .0033 .0214 .0053 .614 17.3 T 0 0 0 0 0 17.3 B 0 0 0 0 0 C:h^,,"'u. C:+.n.nl "",..ea. ""',"\;iCI Span Region (ft) Bars Provided 1 1.3 -1.6 1 #4 @7in - . - - 15.7 -16.1 1 #4 @7in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.3 -1.6 63.206 14.61 48.597 0 .056 - 0 0 0 0 0 - 0 0 0 0 0 15.7 -16.1 63.206 14.61 48.597 0 .056 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby - A.r2d] Page 2 - , ~ 1.349 4.638 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft R.L. Piowfieid & Associate. Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. Robert C. Scroggins, P.E. 04152 Residence Inn CB - Ex! Elev Lobby Code ,Y r'" I~? > 1.0 iLL-x .90-1.0 .75-.90 ;m' .50-.75 0.-.50 . . ~ -.78k 2 0.352 i I I I 0.921 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft --^.........---_.__._~ , R.L. Plowfield & Associate.! Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. I ' i Robert C. Scroggins, P.E. I Nov 30,2004 at 8:11 AM i- -----, ! 04152 Residence Inn @ C.i Roof CB - Ex! Elev Lobby ---~,,-,,-- ,v r'''' f--<;, - > 1.0 Lz~. X .90-1.0 .75-.90 .~... .50-.75 0.-.50 . , - 1 2.487 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. 2004 at 8:10 AM Roof CB - Ext Elev Lobby Beam: M1 Shape: CRECT16X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 12.333 ft Cracked T Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.527 (bending) Report Based On 97 Sections ~".~- . , I I Max: 2.487 at 0 ft~ ! 1 I 1 I ! I V k I A ----~_.._.... .--- k I I I 1 I I ! I ........ ..___ .-l~~~: -8~6 a~~2.333 ft I I I M k-ft 1 I I I I 1 i I I I Min: -13.102 at 10.534 ft I <- Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC1318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.527 Shear Check 0.178 (y) Location Oft Location 10.534 ft Location 1.156 ft Gov Mu Top Q k-ft Gov Mu Bot -13.102k-ft GO\[ Vu 2.214 k phi*Mn Top o k-ft phi*Mn Bot 24.858 k-ft phi*Vn 12.472 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover .75 in Fc 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 o - 12.3 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2#4 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby Transfer- A.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 10.5 B 27.62 .0033 .0214 .0034 .393 12.3 T 0 0 0 0 0 12.3 B 0 0 0 0 0 f:!ttl-___ c-4.__1 .;J11~cll ';.H~~I Span Region (ft) Bars Provided 1 1.2-10.7 - , - - 10.7-11.2 1 #4 @7in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.2-10.7 14.673 14.673 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 10.7-11.2 63.48 14.673 48.807 0 .056 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby Transfer- Ar2d] Page 2 y r~' r", > 1.0 lz.-L X - _90-LO _75-_90 ; _ 50-_75 0_-50 . , ~ 5.72 5.72 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft R.L. Piowfield & Exterior C8 @ Elevator Lobby - Roor Slab 81dg "B" Robert C. 30,2004 at 8:18 AM 04152 Residence Inn @ Roof CB - Ex! Elev Lobby - B.r2d ~-- -- --,- ._"'''_.~-~.._._--,~''''''' -r'~'""J y lO~' t-",} i > 1.0 LLLx I .90-1.0 i .75-.90 i it. .50-.75 1_~0~~5~ . _ . . ~ 0.99 0.99 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft R.L. Piowfield & Associate. Exterior C8 @ Elevator Lobby - Roof Siab 81dg "S" Robert C. Scroggins, P.E. 30,2004 at 8:18 AM 04152 Residence Inn @ C. CB - Ext Elev Lobby. B,r2d y r~' ~;) - :> 1.0 LLLx .90-1.0 .75-.90 .": .50-.75 0.-.50 - , - Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft Exterior CS @ Elevator Lobby - Roof Slab Sldg HSH Robert C. Scroggins, P.E. Nov 30,2004 at 8:17 AM 04152 Residence Inn @ C. Roof CB - Ext Elev Lobby - B.r2d Beam: M1 Shape: CRECT18X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 22 ft Cracked T Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.915 (bending) Report Based On 97 Sections I ~._,^ ... I I Max: 9.691 at 0 ft-. I i , I l ! i 1 i I I A ~-,,~--,. _mm__ k l V k I I i i I i i I I I I ! I Min: -9.691 at 22 ft I ------1-- I , I I I I M k-ft I I I I I I i i I I I I ! I Min: -53.3 at 11 ft i I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'Y' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.915 Shear Check 0.481 (y) Location Oft Location 11 ft Location 3.667 ft Gov Mu Top o k-ft Gov Mu Bot -53.3 k-ft Gov Vu 6.461 k phi*MnTop Ok-ff pni*Mn Bot --....-..--.... -- phi*Vn 13.44 k 58.251 k-ft Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'c 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-22 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #6 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby - B.r2d] Page 1 Bending Span Results Span Lac (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 11 B 64.724 .0033 .0214 .0071 .884 22 T 0 0 0 0 0 22 B 0 0 0 0 0 ct..""....... Cf.",,^1 ""'llcell """'Lee. Span Region (ft) Bars Provided 1 1.4 - 3.4 4 #4 @7in - . ~ - - 18.6 - 20.6 4 #4 @7in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.4 - 3.4 68.405 15.811 52.594 0 .056 - 0 0 0 0 0 - 0 0 0 0 0 18.6 - 20.6 68.405 15.811 52.594 0 .056 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby - B.r2d] Page 2 ,Y ru' tl' > 1.0 .90-1.0 .L_X .75-.90 .50-.75 0.-.50 - . ~ -5.72k 2 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft R.L. Plowfieid & Associate, Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. Robert C. Scroggins, P.E. 30,2004 at 8:34 AM 04152 Residence Inn @ Roof CB - Ext Elev Lobby - , - -.99k 2 0.363 0.987 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft & Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. Robert C. Scroggins, P.E. 2004 at 8:34 AM 04152 Residence Inn @ .Y I Noeale ~.X ......~ .75-.90 :.. .50-.75 0.-.50 - . -9.691k 8.958 Loads: LC 4, DL + LL (Ultimate) Resuits for LC 4. DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior Transfer CB @ Elevator Lobby - Roof Slab Bid. Robert C. Scroggins, P.E. 04152 Residence Inn @ C. CB - Ex! Elev Lobby Transfer-... Beam: M1 Shape: CRECT18X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 9ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.352 (bending) Report Based On 97 Sections ,,--,,- . . I I Max: 2.857 at 0 ft-- I I I I I V k I I i I I --- k I I A I I I i I I i I j I I i i I i I I Min: -8.958 at 9 ft I i -----.---.--.- ----1------------ I ---1 l I J I I M k-ft I , I I j I I i I ! i I I I I I I Min: -14.582 at 7.312 ft I I L- Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.352 Shear Check 0.189 (y) Location Oft Location 7.312ft Location 1.312 ft Gov Mu Top o k-ft Gov Mu Bot -14.582 k-ft Gov Vu 2.547 k phi*Mn Top o k-ft phi*Mh Bot 41.447 k-ft phi*Vn 13.493 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'c 4 ksi E_ Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-9 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #5 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby Transfer- B.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 7.3 B 46.052 .0033 .0214 .0049 .614 9 T 0 0 0 0 0 9 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.3 - 7.3 . . ~ - - 7.3 - 7.7 1 #4 @7in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.3 - 7.3 15.875 15.875 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 7.3 - 7.7 68.679 15.875 52.804 0 .056 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\Roof CB - Ext Elev Lobby Transfer- B.r2d] Page 2 y r'" }~i) > 1.0 .90-1.0 ~Z_-1_. X ' .75-.90 " ,50-.75 , 0,-,50 - , Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft R.L. Plowfield & Associate. Exterior CB @ Elevator Lobby - 4th Floor Bldg "A" Robert C. Scroggins, P.E. Nov 30, 2004 at 8:04 AM 04152 Residence Inn @ C. Floor CB - Ext Elev Lobby - Check h' r'" > 1.0 .90-1.0 ~2"-LX .75-.90 .:".. .50-.75 0.-.50 - , ~ Loads: LC 2. LL Results for LC 2, LL Reaction units are k and k-ft Exterior CB @ Elevator Lobby - 4th Floor Bldg "A" Nov 30, 2004 at 8:04 AM 4th Floor CB - Ext Elev Lobby - r~'" > 1.0 .90-1.0 .75-.90 :~: = .50~, 75 0.-.50 .. . ~ Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Piowrleld & Exterior CB @ Elevator Lobby - 4th Floor Bldg "A" Robert C. Scroggins, P.E. 04152 Residence Inn Beam: M1 Shape: CRECT18X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 17.333 it Cracked 'I' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.973 (bending) Report Based On 97 Sections I --- -~ I Max: ~3.756 at o"fi , I I ! I r I :11111 I I 11111 I I I i ,1,1 , !III! I I A ---~- k I V till k I ! I j i I , I I I I I I I I Min: -13.756 at 17.333 ft I ! I ~""-"........_.._-_. -..--1-----~-..-.--...--.-.-----_._,__.__' I I I 1 I M ~ft I I : , I I I , 1 I I I I I ! I ! I I I I I I I Min: -59.61 at 8.666 ft I l I 1 i Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.973 Shear Check 0.468 (y) Location Oft Location 8.666 ft Location 4.514 ft Gov Mu Top o k-ft Gov Mu Bot -59.61 k-ft Gov Vu E).592 k phi*Mn Top o k-ft phi*Mn Bot 61.233 k-ft phi*Vn 14.085 k Tension Bar Fy 60 ksi Concrete Weight .145 k/ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover .75 in Fc 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-17.3 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #6 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby - A.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 8.7 B 68.037 .0033 .0214 .0067 .884 17.3 T 0 0 0 0 0 17.3 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.4 - 4.3 5 #4 @8in . , - ~ - 13 - 15.9 5 #4 @8in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.4 - 4.3 64.799 16.57 48.228 0 .049 - 0 0 0 0 0 - 0 0 0 0 0 13 -15.9 64.799 16.57 48.228 0 .049 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby - A.r2d] Page 2 r > .75-.90 k. .50-.75 0.-.50 - , - -5.269k Loads: LC 1. DL Results for LC 1. DL Reaction units are k and k-ft R.L. Plowfield & Associate. Transfer CB @ Elevator Lobby - 4th Robert C. Scroggins, 04152 Residence Inn 4th Floor CB - Ext Elev Lobby .y r~" ~) > 1.0 lzL~ X .90-1.0 .75-.90 .50-.75 - 0.-.50 - , ~ 3.493 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft R.L. Plowfield & Transfer CB @ Elevator Lobby - 4th Floor Bldg, Robert C. Scroggins, Nov 30,2004 at 8:13 AM 04152 Residence Inn @ C. 4th Floor CB - Ext Elev Lobby I No Calc - > 1.0 . ~~1~ .Z.. . X.... _.... ..75...90 If" 50.75 0...50 14.131 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k.ft R.L. Plowfield & Associate. Transfer CB @ Elevator Lobby - 4th Floor Bldg. Robert C. Scroggins, P.E. Nov 30,2004 at 8:12 AM 04152 Residence Inn @ C. 4th Floor CB . Ext Elev Lobby Tran... Beam: M1 Shape: CRECT18X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 12.333 ft Cracked 'i' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.529 (bending) Report Based On 97 Sections I I Max: 4.091 at 0 ft-' i ! I I I I I I V k I I I I i I A ----.""----.. ..._-- k I i I i I I I I j r I I I i Min: -14.131 at 12.333 ft i I I I --~.__._._--..,-"_.__. ~-_..~---- ---; I I M k-ft ! 1 i I I I ! I I I r ; I ! 1 I I I I i Min: -23.038 at 10.663 ft I I ! I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. ACI 318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.529 Shear Check 0.253 (y) Location Oft Location 10.663 ft Location 1.413 ft GovMuTop o k-ft G.ov Mu Bot -23.038k-ft _ Gov Vu 3.579 k phi*Mn Top o k-ft phi*Mn Bot 43.518 k-ft phi*Vn 14.139 k Tension Bar Fy 60 ksi Concrete Weight .145 k/ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover .75 in Fc 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 o - 12.3 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #5 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby Transfer- A.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 10.7 B 48.353 .0033 .0214 .0047 .614 12.3 T 0 0 0 0 0 12.3 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.4 -10.7 .' , - ~ - 10.7 -10.9 1 #4 @8in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.4-10.7 16.634 16.634 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 10.7 -10.9 65.046 16.634 48.412 0 .049 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby Transfer- A.r2d] Page 2 TY r'~ f--'-() > 1.0 ~X .90-1.0 .75-.90 .. .50-.75 . 0.-.50 " , ~ 6.688 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-ft --.. ._~._~-,~,.,~-,-,.._,..~-~_.,-""-"-,,,,,- --"---~ R. L. Plowfield & Associate. Exterior CB @ Elevator Lobby - 4th Floor Bldg "B" Robert C. P.E. I Nov30, 2004 at 8:20AM--: , I 04152 Residence Inn @ ~__._.._~~__1~~loor CB - Ex! Elev LOb~Y_-~'r:d - - -,---~,.~-,--,~,-_._._.- -_...._~-~,---~,--,~,~-,,-,-,,-~,- ,,--,-,,-,,~-"'-~---~-,,--,,-,~---"'.~,._-~_._..._--- -------~ Code Check h r~' > 1.0 LLL. X .90-1.0 .75-.90 .. .50-.75 0.-.50 - . ~ 4.763 .763 Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft R.L. Piowfield & Exterior CB @ Elevator Lobby - 4th Floor Bldg "S" Robert C. Scroggins, P.E. 04152 Residence Inn @ C. ~y ~.q lLl~x - , ~ Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft _.,~~_... .- R.L. Plowfield & Associate. CB @ Elevator Lobby - 4th Floor Bldg "B" Robert C. Nov 30,2004 at 8:19 AM 4th Floor CB - Ext Elev Lobby - Beam: M1 Shape: CRECT24X10 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 22 ft Cracked T Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.787 (bending) Report Based On 97 Sections . , I .~..~.. ..-.. ..~..1 Max::f7:46 at 0 ft- I I I I I I I A --------.........- k I V k I I I I I I I I Min: -17.46 at 22 ft ; I I .~_.... .. ........--..-1-.. I I ! I M k-ft I I I I I I Min: -96.032 at 11 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC1318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.787 Shear Check 0.469 (y) Location Oft Location 11 ft Location 17.875 ft Gov Mu Top o k-ft Gov Mu Bot -96.032 k-ft Gov Vu 10.9.13 k o k-ft phi*Mn Bot -.-.-..-.....-..- phi*Mn Top 121.999 k-ft phi*Vn 23.251 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'c 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-22 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 3 #6 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby - B.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 11 B 135.555 .0033 .0214 .0061 1.325 22 T 0 0 0 0 0 22 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.8 - 3.9 3 #4 @10in .' , - - 18.1 - 20.2 3 #4 @10in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.8 - 3.9 78.306 27.354 50.953 0 .039 - 0 0 0 0 0 - 0 0 0 0 0 18.1 - 20.2 78.306 27.354 50.953 0 .039 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby - B.r2d] Page 2 .y ~") lLLx -' , - 6.385 Loads: LC 1, DL Results for LC 1, DL Reaction units are k and k-fl R.L. Plowtleld & Associate. Transfer CB @ Elevator Lobby - 4th Floor Robert C. Scroggins, P.E. 04152 Residence Inn @ C. 4th Floor CB - Ext Elev Lobby r'" > 1.0 .90-1.0 . - .75-.90 .. - .50-.75 0.-.50 - . - Loads: LC 2, LL Results for LC 2, LL Reaction units are k and k-ft --~- R.L. Plowfield & Associate.jExterior Transfer CB @ Elevator Lobby - 4th Floor Robert C. Scroggins, P.E. I 04152 Residence Inn @ C.! -~~-,~._----~ r~' - > 1.0 .90-1.0 .75-.90 IT);. . .50-.75 0.-.50 - , ~ 4.85 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Transfer CB @ Elevator Lobby - 4th Floor Bldg. C. Scroggins. P.E. 04152 Residence Inn @ C. 4th Floor CB - Ext Elev Lobby Beam: M1 Shape: CRECT24X8 Concrete Stress Block: Rectangular Material: Conc4000NW Cracked Sections Used: Yes Length: 9ft Cracked 'i' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.446 (bending) Report Based On 97 Sections .r' ~ i I Max: 4.85 at 0 ft ~ I I I i I I V k i I i ! I A mm___ k ! I i I i I , i I I I ! i I Min: -15.843 at 9 ft i I , i i ..._u i J i 1 M k-ft I I ! I i I - I 1 I I i i I i I i ! I .! 1 I i I Min: -25.865 at 7.312 ft 1 I I I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.446 Shear Check 0.255 (y) Location Oft Location 7.312 ft Location 9ft Gov Mu Top o k-ft Gov Mu Bot -25.865 k-ft Gov Vu 15.843 k .. .. - u phi*MrrTup" - uOK:.;ft m -.... .. upni*lVfrYBof - U -"-58:m4k-ff u phi*Vri "b2:(j~9 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 1 in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 1.5 in F'c 4 ksi E_Concrete 3644 ksi Side Cover 1.5 in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-9 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 2 #5 Right T - Right B - RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby Transfer- B.r2d] Page 1 Bending Span Results Span Loc (ft) T op/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 7.3 B 64.46 .0033 .0214 .0035 .614 9 T 0 0 0 0 0 9 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 1.8 - 7.3 .' , - - - 7.3 - 9 3 #4 @10in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.8 -7.3 21.946 21.946 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 7.3 - 9 73.046 21.946 51.1 0 .039 RISA-2D Version 6.0 [C:\...\...\...\...\...\...\Design\4th Floor CB - Ext Elev Lobby Transfer- B.r2d] Page 2 _,~ .. ____ . . ,. _.' _.__....__... "'....~__.___._M_____.",..___,_..__._.___~,___.____ ._. _,________., ._,.___.______..._._...____. .____' _____ ~____ .____ ~__ __________~__B .b:.-Pb-P_\t'\IEJI:::~g__c;.6SSDCI6T~S___OSTFluCTURAL_ ENGINEERS____ Den. ... _ . --LiJ---- . ~ -Client-~--~0r:r-Ct~ -------~----- --Sh~~_;t-----~f------- ~-- - .--U --Project~--~~ E -li..t u---~-- :-----Jobn~Cli'S__? _ -- g- - 'J ~--- ---('~r..:"",~.,o>J;L~~~- -~- ---oac", ----- ...- --- (1;---- <(-------~----- --- ----- Engineer --rE:z.g,------- , .-.------~ _ __.__. __---1._.__.~._____.~_~__..;..__.__., ---.,--,---- ._- __'___"__'_"_,__,,,_,_, '-..__"'__.____._______'"--.____~_____.._______________. ____ __._ ~______.___ ,~:.__._____.__...__._,_."..._" _' __ __.'.'.___' .._ _._.___~._.._ _ .___.'-_._h____._.__ ______ ~.._____.__..,_._..__.__. ,_____~ -~u11PILIr---- IA rc~~u:e,~4R-A~ __ &-~{ _~ __-=-_;____________~_~_________ __._____ __ _ ___~d__ _~ ._.__._.__._~_____."_._ _'_"____ .~~"____..___.__...______._._____._._____~~. _n_...._. __'__' ____._._..___~,_______.__._____.___... _"~_.__ _____.__ _u ____~,~_ Ylt~ -CAPk!L"tT (~~tc.E J~\- ~-W '7Ot4S--:=--_J&{"Qk'\.=.:_J~~ ____________ ----.-. ----- .-._-----~- ---..---.-- "-.----.-..--. _._._.~._."..------_..__.._.._..~------_.__.._- '-"'-~---'-- ----...._--- L~_ 4~'-f &-.i:2Ct '-;:;'I__D?t(:~Z~~~_~___________~_~_ __. ----0. _.___...__._ _._..___.~___ _ ..___.__________ ____._ __._>________ __ . __._...____. _ __~ ~~.. ~_L"_~_~ LZ.Z:.fr'i\..~~~~-~---~~ ......,_'hVA!/ff____ -- -----~ --~----~ \'~u...=- L11Ff::l_~_f':;;f"'~n9_------~--------- -(,~'t.'- ~M-'"'1Fr- ~ ~.;....~ W\~_~, _l'L'Z..:fr.':l t-z..:, P?F\..=-2_t0c..:--::2:t.~lpr__ - -...----...--- ~'<-'= ~:. Wt:::L:'" _._. rz'zJr Y'J~_f';;:f:\._::-.,_m\.W~ ~._'2,6k{1.1if ___ _ _____ ~\.~L-r -(ZZft~C_42f'?f.l=.~L_m_______l.)lcL- "'__(.5)_<g~ ~_t_Cr::u \ I '-'>'/ \ - ~~c r~ :j...Jp<"-?' I. i-Z-r"r}ll.?;:".t:...f:...L_~__ i~R.--_~ U41/r:-.____ J,-\,- -:0:-( -tzp.) (A).r;:;F)~~_ _m__ _ l.j~{...... i!>;t: --- - . !J' c.V.W ~ thL-: (f.;-:jl~;&-'" ~\ ltt,1Fr){~u&:) "'') 1...Jt'4..:~::,_.2~LIc ~!_Fr V( K~t( 6.~ &-'''I'..(;-it\l~'i __ __~~)_l~_CL--_u,,:~~IFj- _2.__ ~_~\J~;=-\'3 ,)(jLFr ..J -_ 1. c;rp"'t 'PI - -----~- ---------- --- --- ---- -----L--l>-_::-' ~ - --------- - .""--. .--. - ~-" -:=.~ l~-tC!'''L/~U.~~l3.gp'1~ ~ $,~~lfr'";..IL,...LAl1fj PttE L"'~ ' ----.---. ---...-.-------. ----. -~ t-AK'? &~,,",\T~i~_'>c \S~_=~_.9,310:._______~__ _~_~_~ ____ , __ll,,(,AlI'IF't _____m__ ._____~___ __ __~_____ """ ~00K<- -'_ ___~ 9~4-"__ ~~ P,te_~~?~ (~_ ~~~0 . __.__ _ .______ _ ____~n ~/--LLB.:::-~~'f\~~., L-J~1"'!rl"l...(s<?:~r,!\ _~J3,~9,p"1.'t:_ ~ 1):A:(~_'?c/! d)~-.L41 192-- r-tn-_.__ ____ --_ _'__ .__~.___.. _._______*_ _ ___ .___..___.._____h__.._. __..._._,,_, _ .________._ m__ __ ____ __~ %\-\~ ~,.A ~~_~:::. --lSU~ ____I,,_53::_=~--.\_o.~~D\t:-t"~1tlE-~~------ \.c.. "ll"'-.,\ct'(io\-' -_ ______ ______.1..17-"""____________ ~___________ '_.00_ ___~___________ ___~_~__________ ____ -l . ....- -- .-----~------ ....~----- "-- -- - - ------.-."-.. ..--.... -- "-.-'---- -_.__.__.~---~---~._------ ---------~._------- - 1035 South Semoran Blvd., Suite 1019, WinterP-ark.-Florida32792.(407) 657-6657--~u --____ _ --- Masonry Wall Design for Axial Compression & FleXllie: Residence at Cape Canaveral, FL Wall Wythe = 7.625 inches F, = 1/4 * 1'.. * [J - ((h/140r)2)] f, = Perri A,rr 1'..= 1500 psi Fb = 0.33 * 1'.. fb = Mwind/Sy RoofDL = 100 PSF Floor DL = 110 PSF Interior Wind Loading = 5 PSF (Minimum Code Loading) Roof 1.1. = 20 PSF Floor 1.1. = 40 PSF (reduced) Exterior Wind Loading PSF (Zone 4) Allowable Compressive Pile Capacity = 78 Tons = 156 Kips I Exterior Wind loading = Jk. PSF (Zone 5) ** Moment reduced for wind overstress , Wall Level Height MwinJ ** F, Fb RoofTrib. Roof Load Floor Tfib. Floor Load Wall Load P,rr Reb, Spacing Asteel A,rr Sy MR f, fb Unity (Ft.) (Kip-H) (psi) (psi) (Ft.) (Kip/Ft.) (Ft.) (Kip/H) (Kip/Ft.) (Kip/H) (In.) rin2/ft) (in2/ft) (inJ/ft) (Kip-Ft.) (psi) (psi) (fjF,+fJFb) I Roof 8.834 1.060 1.060 Exterior 4th Floor 9.333 0.372 325.47 495 0.000 0.000 8.833 1.325 0.560 2.945 5 48 0.077 49.6 86.9 0.528 59.37 51.42 0.89 3rd Floor 9.333 0.372 325.47 495 0.000 0.000 883j 1.325 0.560 4.830 5 40 0.091 51.2 88 0.578 94.33 50.78 0.93 2nd Floor 9.333 0.372 325.47 495 0.000 0.000 8.83i 1.325 0.560 6.715 5 32 0.115 53.7 89.8 0.762 125.04 49.76 0.87 1st Floor 12.000 0.616 293.12 495 0000 0000 0.001 0000 0.720 7.435 5 16 0.230 65.8 98.6 1.168 112.99 74.91 0.91 Total Gravity Load = 7.435 ~ 1$<).POIGps .. .'1.'. . 2.098 q;z;; 7.43 kips/tf TIT T< 2 Roof 11.000 1.320 1.320 Exterior 4th Floor 9.333 0.429 325.47 495 0.000 0.000 11.000 1.650 0.560 3.530 5 40 0.091 51.2 88 0.578 68.94 58.46 0.95 3rd Floor 9.333 0.429 325.47 495 0.000 0.000 11.000 1.650 0.560 5.740 5 32 0.115 53.7 89.8 0.762 106.89 57.29 0.89 2nd Floor 9.333 0.429 325.47 495 0.000 0.000 11.000 1.650 0.560 7.950 5 24 0.153 57.7 91.7 1.014 137.78 55.50 0.85 1st Floor 12.000 0.709 293.12 495 0.000 0.000 0.000 0.000 0.720 8.670 6 16 0.331 65.8 98.6 1.320 131.76 86.26 0.99 Total Gravity Load = 8.670 ~ ..!f$~!Qo.Kips....'.""#' 11.??b';' T }Y'''!'< ........ << S,{i7Kipsltl! < iL TT< l . 3 Roof 11.000 1.320 1.320 Interior 4th Floor 9.333 0.041 325.47 495 0.000 0.000 11.000 1.650 0.560 3.530 5 48 0.077 49.6 86.9 0.528 71.17 5.64 0.30 3rd Floor 9.333 0.041 325.47 495 0.000 0000 11.000 1.650 0.560 5.740 5 48 0077 49.6 86.9 0.528 115.73 5.64 0.43 2nd Floor 9.333 0.041 325.47 495 0.000 0.000 11.000 1.650 0.560 7.950 5 48 0077 49.6 86.9 0.528 160.28 5.64 0.57 1st Floor 12.000 0.068 293.12 495 0.000 0.000 0.000 0.000 0.720 8.670 5 48 0.077 49.6 86.9 0.528 174.80 9.32 0.72 Total Gravity Load = 8.670 ~! . 156(j0J(ips '" . 17.99F",et .i iT ...... 8.67I(ipSjf\ ...... iT . A'...'.'.. ..........T....... 4 Roof 16.500 1.980 1.980 Interior 4th Floor 9.333 0.041 325.47 495 0.000 0.000 16.500 2.475 0.560 5.015 5 48 0.077 49.6 86.9 0.528 IOU I 5.64 0.39 3rd Floor 9.333 0.041 325.47 495 0.000 0.000 16.500 2.475 0.560 8.050 5 48 0077 49.6 86.9 0.528 162.30 5.64 0.58 2nd Floor 9.333 0041 325.47 495 0.000 0.000 16.500 2.475 0.560 11.085 5 48 0.077 49.6 86.9 0.528 223.49 5.64 0.76 I st Floor 12.000 0.068 293.12 495 0.000 0.000 0.000 0.000 0.720 11.805 5 48 0.077 49.6 86.9 0.528 238.00 9.32 0.94 Total Gravity Load = 11.805 ~ 15600 Kips 13.2/ .'". ..TiiiT ...... n.80l(il'sltl ;r, e< < Page 1 of 2 Wall Level Height 1\-fwind ** F, Fb RoofTrib. Roof Load Floor Trib. Floor Load h <-Ill Load Pefr Rebar Spacing Asteel Acff Sy 1\1" f, Ii, Unity (Ft.) (Kip-Ft.) (psi) (psi) (Ft.) (Kip/Ft.) (Ft.) (Kip/Ft.) (Kip/Ft.) (Kip/Ft.) (In.) (in2/ft) (in2/ft) (in) 1ft) (Kip-Ft.) (psi) (psi) (f/F, +f./Fb) 5 Roof 19.500 2.340 2.340 Interior 4th Floor 9.333 0.041 325.47 495 OllOO 0.000 19.500 2.925 0.560 5.825 5 48 oon 49.6 86.9 0.528 117.44 5.64 0.44 3rd Floor 9.333 0.041 325.47 495 0.000 0000 19.500 2.925 0.560 9.310 5 48 oon 49.6 86.9 0.528 187.70 5.64 0.65 2nd Floor 9.333 0.041 325.47 495 0.000 0.000 19.500 2.925 0.560 12.795 5 48 o.on 49.6 86.9 0528 257.96 5.64 0.87 1st Floor 12.000 0.068 293.12 495 0.000 0000 0.000 0.000 0.720 13.515 5 32 0.115 53.7 89.8 0.762 251.67 9.02 0.95 Total Gravity Load = 13.515 , ..... PP.W.I'..IPStiF /tl).?4 ". ii. ,....,,~t => :',WI?' it i? 13JslKip$lftii ii it //2 6 Roof 21.333 2.560 2.560 Interior 4th Floor 9.333 0.041 325.47 495 0.000 0.000 21.333 3.200 0.560 6.320 5 48 o.on 49.6 869 0.528 127.42 5.64 0.47 3rd Floor 9.333 0.041 325.47 495 0.000 0.000 2J .333 3.200 0.560 10.080 5 48 o.on 49.6 86.9 0.528 203.22 5.64 0.70 2nd Floor 9.333 0.041 325.47 495 0.000 0000 21.333 3.200 0.560 13.840 5 48 oon 49.6 86.9 0.528 27903 5.64 0.93 15t Floor 12.0()0 0.068 293.12 495 0000 0.000 0.000 0000 0.720 14.560 5 24 0.153 57.7 92.7 1.014 252.34 8.74 0.93 Total Gravity Load = 14.560 I 156.00 KiPS' = I071~' , => < J4.56Kip$lft ....... 7 Roof 22000 2.640 2.640 Interior 4th Floor 9.333 (l.()41 325.47 495 0.000 0.000 22.000 3.300 0.560 6.500 5 48 oon 49.6 86.9 0.528 131.05 5.64 0.48 3rd Floor 9.333 0.041 325.47 495 0000 0.000 2~.OOO 3.300 0.560 10.360 5 48 oon 49.6 86.9 0.528 208.87 5.64 0.72 2nd Floor 9.333 0.041 325.47 495 0.000 0.000 22000 3.300 0.560 14.220 5 40 0.092 51.2 88 0.578 277.73 5.57 0.92 1st Floor 12000 0.068 293.12 495 0.000 0.000 0000 0.000 0.720 14.940 6 24 0.221 57.7 92.7 1.159 25892 8.74 0.94 Total Gravity Load = 14.940 15600 kips .'.",," 10M ; => ......::.:..:....... 1494 Kipslft ....i. 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"..______._._~ _..-.~ _''''_' _"__. _______._____ '__' ~._ _.n.________~.._..._ __ _.+.._._________. ____.__ ___ _______ ___._...._..___.___ ___._ _.m___.____..__ ....______.. ~ _~_'_ _.___________ . - ..._. ......___._ - __. ~-.,_ ___.._ ___ _____,_~___.._ ____ .___~_.+.__"_..._ . ___.._.._._" _.___ _.______ _. _._.__ u__ __ __. ____.._' .n_.. ~'_'_'______ .._ - _____ - - ____n__ __ ___ __"'___' .. _._ ___ _____ 1035 South Semoran Blvd., Suite 1019, WinterPark, Florida 32792 . (407) 657-6657------------ ._----~-_. --- ~--_... ..------.. ...-.-.--....-.-"...-.--.- --~_. ., .. "....-.---... _._--_._~- --- _ .____fl. _1:~_P~9-"fv'FJJ:;L,.Q__c;.bS_SOClb TES o STRUCTURAL ENGINEERS____ -'-"--"- - 0 (f) , :::.., .' _ _ ._u__. ____._ ....J___.. ---- ~-clierlt--~-~G-r:rCt~.--.---.-n..- -' Sh~;t -'-'-~f W __uLL_,_ -'-g --prOject----~~:~~~~~~-~-=-~~=-~~==~-=~-~?o~~~.~.'~? ____ ~.. 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I I " I I ~ ~ ,11@!ll\ll Z ~ I Z ~I I Z I ~'I Z I I I Z ~ I Z ~I II! ~II ~ . :to; I I ~ '-"i I ~ 'I ~ ~I I ~ I I ~ 2l! I ~ ~ I ~ I, " ": : ,I II:: : : :: II I : I I I I I I I I I I 1'1 I I , I I I " I I I I I , , I I I I I I I,! I , I I I I , I I I I I I I I , I ""'-' -~ I I I I I " " I QI ":J I L I I - __J - I I _ I i! .~~___J L_ -- HJ , I _ - -' ,I Jj ~I II I rr-- 'J] 01 I' , , , "d ... - - f -.< ~ j -. j ~ I .. ~-.;m-f---.~~ '; I _" ~ j ~k l ."-,ili -",",ili .fI.,i. ....,u: .Q.,U Code Check TY roC'" r--q :> 1.0 Ld~x - .90-1.0 .75-.90 K .50-.75 0.-.50 ,. , ~ .. I .,c \ 1\.. . I .1 J~L 1.907 ;;7'\ / ,,\ Loads: LC 4, DL + LL (Ultimate) /1{fV j Results for LC 3, DL + LL (Service) qeaction units are k and k-ft ; /~ , ,/ R.L. Plowfield & Associate. Grade Beam GB-01 ~ Robert C. Scroggins, P.E. Dec 21, 2004 at 3:38 PM 04152 Residence Inn @ C. GB-01.r2d 1----- ! Code Check I I .y l'~' I ! H 1:O~;Oo .LLx I .. .75-.90 ! I~' .50-.75 I 0.-.50 I ~-------------j i i i ! I I I .' . i I ~ I I r I I I i I I I I i I I ""*~""-" 31.412 I ! H I I i I I I I I I I Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) '<eaction units are k and k-ft I R.L. Plowfield & Associate.j I Grade Beam GB-01 I I I I I Robert C. Scroggins, P .E. I I Dec 21, 2004 at 3:37 PM I i I 04152 Residence Inn @ C.) I GB-01.r2d I Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 17.667 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N2 Code Check: 0.528 (bending) Report Based On 97 Sections A m-k V k Min: -31.412 at 17.667 ft M k-ft Min: -138.739 at 8.834 ft Beam Design does not consider any AC/318-99 Code Check Top Bending Check 0.000 Bot Bending Check 0.528 Shear Check 0.480 (y) Location Oft Location 8.834 ft Location 2.76 ft Gov Mu Top o k-ft Gov Mu Bot -138.739 k-ft Gov Vu 21.596 k phi*Mn Top o k-ft phi*Mn Bot 262.739 k-ft phi*Vn 44.973 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in Fc 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-17.7 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B 4#8 Right T - Right B - RISA-2D Version 6.0 [C:\. ..\.. .\.. .\.. .\... \.. .\Design\_Foundations\GB-O 1.r2d] Page 1 Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 8.8 B 291.933 .0033 .016 .0065 3.142 17.7 T 0 0 0 0 0 17.7 B 0 0 0 0 0 Ch_""'JI" C.f.__1 '-"''Gal "","vCI Span Region (ft) Bars Provided 1 1.7 - 2.6 2 #3 @10in ." . - - - 15.1 - 16 2 #3 @10in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 1.7-2.6 79.583 52.91 26.673 0 .022 - 0 0 0 0 0 - 0 0 0 0 0 15.1 -16 79.583 52.91 26.673 0 .022 RISA-2D Version 6.0 [C:\.. .\...\.. .\.. .\.. .\.. .\Design\_Foundations\GB-01.r2d] Page 2 .' , ~ 1,681 98993 98,984 C\l?/~ I C~t: . k' C\,O - r: ( ....- , Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-fl r~" > 1.0 .90-1.0 .75-.90 Wi' .50-.75 0.-.50 .' , ~ I I i ! . ''I':, . / / ,'} Xi. I j '. ./i\ :- i!"', 1\ 1/ I AI . ,/ . lXI/IX .q. r 1'1 (1\, IX'1 .. " 'i1I .1(3 ~r4 5 N6 , , I i 89.958 89.966 144.374 144.36 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) qeaction units are k and k-ft R.L. Plowtleld & Beam GB-02 04152 Residence Inn Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 49.667 ft Cracked 'I' Factor: .35 I Joint N1 J Joint N6 Code Check: 0.864 (shear) Report Based On 97 Sections .' , I------~~~~ wm__ m,mrNfax:76.017 at '32-;,oil' ft r I I I I i r I I I I I 1 I A www~m_ k V k i I i I I I r I I I I I I Min: -76.025 at 17.59 ft i I I ",.,.._--_.._-~ I I I Max: 177.319 at 17.59 ft I I I I I r I i I I I I I i I I I I I Min: -128.739 at 9.313 ft I L I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. A CI 318-99 Code Check Top Bending Check 0.837 Bot Bending Check 0.490 Shear Check 0.864 (y) Location 1-7.59ft Location 9.313 ft Location 33.62-9 ft Gov Mu Top 177.319 k-ft Gov Mu Bot -128.739 k-ft Gov Vu 61.371 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 71.007 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E_ Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-3.3 0 0 2 3.3 - 17.7 0 0 3 17.7 - 32 0 0 4 32 - 46.3 0 0 5 46.3 - 49.7 0 0 RISA-2D Version 6.0 [C:\.. .\.. .\.. .\.. .\.. .\.. .\Design\_Foundations\GB-02.r2d] Page 1 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - 2 Left T 3 #8 I _~4 8 - L. t: IL Mid T - Mid B 4 #8 .' . Right T 3 #8 ~ Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 4 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right - 5 Left T 3 #8 Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - 8 0 D- O 0- 0- 3.1 T 235.266 .0033 .016 .0046 2.356 3.1 B 0 0 0 0 0 2 3.1 T 235.266 .0033 .016 .0046 2.356 3.1 B 0 0 0 0 0 - T 0 0 0 0 0 9.3 B 291.933 .0033 .016 .0065 3.142 17.6 T 235.266 .0033 .016 .0046 2.356 17.6 B 0 0 0 0 0 3 17.6 T 235.266 .0033 .016 .0046 2.356 17.6 B 0 0 0 0 o . - T 0 0 0 0 0 24.8 B 291.933 .0033 .016 .0065 3.142 32.1 T 235.266 .0033 .016 .0046 2.356 32.1 B 0 0 0 0 0 4 32.1 T 235.266 .0033 .016 .0046 2.356 32.1 B 0 0 0 0 0 - T 0 0 0 0 0 40.4 B 291.933 .0033 .016 .0065 3.142 46.6 T 235.266 .0033 .016 .0046 2.356 46.6 B 0 0 0 0 0 RISA-2D Version 6.0 [C :\... \... \... \... \... \... \Design\_Foundations\G B-02. r2d] Page 2 5 46.6 T 235.266 .0033 .016 .0046 2.356 46.6 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 49.7 T 0 0 0 0 0 49.7 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided ot Q I - - .' , - - 2 5.2 - 7.2 3 #3 @10in - - 11.9 - 16 5 #3 @10in 3 19.7 - 22.8 4 #3 @10in - - 26.9 - 30 4 #3 @10in 4 33.6 - 37.8 5 #3 @10in - - 42.4 - 44.5 3 #3 @1 5 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 2 5.2 - 7.2 79.583 52.91 26.673 0 .022 - 0 0 0 0 0 - 0 --e- e- O 0- 11.9 - 16 83.537 55.539 27.998 .013 .022 3 19.7 - 22.8 83.537 55.539 27.998 .001 .022 - 0 0 0 0 0 - 0 0 0 0 0 26.9 - 30 83.537 55.539 27.998 .001 .022 4 33.6 - 37.8 83.537 55.539 27.998 .013 .022 - 0 0 0 0 0 - 0 0 0 0 0 42.4 - 44.5 79.583 52.91 26.673 0 .022 5 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design"-Foundations\G B-02.r2d] Page 3 .y r'" h__Lx > 1.0 .90-1.0 .75-.90 Iii.' .50-.75 0.-.50 .' . - i , . . .~\ ,XiXIXI I ( / t \l .: \ l! ,/ 1;<1< w I~L N4 ~ /1j7j i .,./" ~ Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) ,-eaction units are k and k-ft R.L. Plowfjeld & Associate. Grade Beam GB-03 Robert C. Scroggins, P.E. Dec 21,2004 at 3:44 PM 04152 Residence Inn @ C. GB-03.r2d r"'~ , > 1.0 .90-1.0 .75-.90 !!0 ... .50-.75 0.-.50 .' . - -9,Q16k1ft I I i : . I j I ! I I ! i X,' I K ;;l ''( !\J, J J 1/ , . :\0< / ,I / XJ, \ J t ! \ J ;: L ..l r .II ! 93,167 93.167 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Grade Beam GB-03 Robert C. Scroggins, P.E. Dec 21, 2004 at 3:44 PM 04152 Residence Inn @ C, GB-03.r2d Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 20.667 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N4 Code Check: 0.768 (bending) Report Based On 97 Sections . . I I Max: 65.993 at 3.014 ft I I I I I I I I I I I I A --k V k I 1 i I I ; I ! I I j I ~ I Min: -65.993 at 17.653 ft i I I 1 i ...-.- I I Max: 39.66 at 17.653 ft I I M k4t I I i I I I I I I I ! I I 1 ! I I I Min: -201.869 at 10.334 ft I l I - ~-- i Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. ACI 318-99 Code Check Top Bending Check 0.187 Bot Bending Check 0.768 Shear Check 0.746 (y) L0€atien 1'1;~5-3 ft Location 10.334 ft Location t&9-:}1 ft Gov Mu Top 39.66 k-ft Gov Mu Bot -201.869 k-ft Gov Vu 50.465 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 67.645 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-3 0 0 2 3 - 17.7 0 0 3 17.7 - 20.7 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design\_Foundations\G B-03. r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 3 Left T 3 #8 Left B - Mid T - Mid B - Right T - Right B - " , ~ Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 2 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 - T 0 0 0 0 0 10.3 B 291.933 .0033 .016 .0065 3.142 17.7 T 235.266 .0033 .016 .0046 2.356 17.7 B 0 0 0 0 0 3 17.7 T 235.266 .0033 .016 .0046 2.356 17.7 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 20.7 T 0 0 0 0 0 20.7 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 4.7 - 8 4 #3 @10in - - 12.7 -15.9 4 #3 @10in 3 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 2 4.7 - 8 79.583 52.91 26.673 .005 .022 - 0 0 0 0 0 - 0 0 0 0 0 12.7 -15.9 79.583 52.91 26.673 .005 .022 RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design\_Foundations\GB-03 .r2dJ Page 2 3 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 .. , - RISA-2D Version 6.0 [c:\.. .\... \... \... \... \... \Design \_Foundations\G 8-03 .r2d] Page 3 ,Y r'" I > 1.0 r--'? .90-1.0 U-..~X - .75-.90 .. .50-.75 0.-.50 .. , - N1 " 2 4 'Ie' I I / 92.335 99.584 151001 A (;3, / It ttf/ / ~ Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-ft R.L. Plowfield & Associate. Grade Beam GB-04 Robert C. Scroggins, P.E. Dec 23, 2004 at 12:03 PM 04152 Residence Inn @ C. GB-04.r2d TY r'~ 1-1 > 1.0 .90-1.0 g...L.X .75-.90 ;": .50-.75 0.-.50 .' . ~ -18.256k1ft \\ J \ (/ IX IX I I ~ i 1/, N1 fJ~2 J~3 JtA: -~~ 135A45 14532 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft R.L. Plowfield & Associate. Grade Beam GB-04 Robert C. Scroggins, P.E. Dec 23, 2004 at 12:03 PM 04152 Residence Inn @ C. GB-04.r2d Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 24 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N5 Code Check: 0.998 (shear) Report Based On 97 Sections 0_'," - , I I Max: 120.568 at 24 ft I I I I ! i ; I , I I I A --- ....._-- k i V k I I I , I , I I I I I I I Min: -98.047 at 20.75 ft I I .. i Max: 279.552 at 21 ft i I , I I I I I I I I i I I I M k-ft I I I I Min: -96.054 at 7.5 ft Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC/318-99 Code Check Top Bending Check 0.814 Bot Bending Check 0.366 Shear Check 0.998 (y) Location 21 ft Location 7.5 ft Location 19.25 ft Gov Mu Top 279.552 k-ft Gov Mu Bot -96.054 k-ft Gov Vu 70.663 k phi*Mn Top 343.597 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 70.792 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-3 0 0 2 3-12 0 0 3 12 - 21 0 0 4 21 - 24 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - RISA-2D Version 6.0 [C:\.. .\.. .\.. .\.. .\.. .\.. .\Design\_Foundations\GB-04.r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 4#9 Right B - . , 4 Left T 4#9 - Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 2 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 - T 0 0 0 0 0 7.5 B 291.933 .0033 .016 .0065 3.142 12 T 235.266 .0033 .016 .0046 2.356 12 B 0 0 0 0 0 3 12 T 235.266 .0033 .016 .0046 2.356 12 B 0 0 0 0 0 - T 0 0 n 0 0 v 15.5 B 291.933 .0033 .016 .0065 3.142 21 T 381.774 .0033 .016 .0079 3.997 21 B 0 Q Q 0 0_ 4 21 T 381.774 .0033 .016 .0079 3.997 21 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 24 T 0 0 0 0 0 24 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 4.8 - 6.2 2 #3 @10in - - 8.5 - 10.2 3 #3 @10in 3 13.8 - 14.2 1 #3 @10in - - 16.5 - 19.2 4 #3 @10in RISA-2D Version 6.0 [C:\... \... \... \... \.. .\... \Design\_Foundations\GB-04 .r2d] Page 2 4 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - n 0 n n 0 " " " - 0 0 0 0 0 2 4.8 - 6.2 79.583 52.91 26.67'3 .004 .022 - 0 0 0- 0 0 - 0 0 0 0 0 8.5 - 10.2 79.583 52.91 26.673 .007 .022 3 13.8 - 14.2 83.284 55.371 27.913 0 .022 - 0 0 0 0 0 - 0 0 0 0 0 16.5 - 19.2 83.284 55.371 27.913 .022 .022 4 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design\_Fou ndations\GB-04 .r2d] Page 3 .' , - 91-c, -, 9;..-{,,' , Z'-c....... 132,517 135,847 (} 'tJ ./7 ~~~1: Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-ft R.L. Plowfield & Associate, Grade Beam GB-06 i Robert C. Scroggins, P.E. I I Dec 27,2004 at 10:12 AM 04152 Residence Inn @ C. I GB-06.r2d Code Check y r'" Co: - > 1.0 , ! .90-1.0 ~Z.J,_~. X . .75-.90 .': .50-.75 0.-.50 " , ~ II ! i i , i II , , i i \. 1':< .', :;< ! X IX Ii .' IXI\ ! ,\ . :f. I '/1\ N1 fj 2 3 .4 4 N5 ,j 146.167 193.917 200.815 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) qeaction units are k and k-ft -- i R.L. Plowfield & Associate.j Grade Beam GB-06 I Dec 27,2004 at 10:12 AM I Robert C. Scroggins, P.E. I 104152-Residence Inn @ c.! i I GB-06.r2d , I Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 24 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N5 Code Check: 0.856 (shear) Report Based On 97 Sections m_ . , I Max: 105.392 at 2-2 ft I I A ~-- k I V k I l I Min: -101.28 at 12.5 ft ""-"--<<-"'-'4---"------ _"_~~"'______"._~__m____ i Max: 171.192 at 22 ft I I , I M k-ft , I I I Min: -100.971 at 7.5 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC/318-99 Code Check Top Bending Check 0.809 Bot Bending Check 0.384 Shear Check 0.856 (y) Location 22 ft Location 7.5 ft Location 20.25 ft Gov Mu Top 171.192 k-ft Gov Mu Bot -100.971 k-ft Gov Vu 60.78 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 71.007 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-3 0 0 2 3 - 12.5 0 0 3 12.5 - 22 0 0 4 22 - 24 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3#8 Right B - RISA-2D Version 6.0 [C:\... \... \... \.. .\... \.. .\Design\_Foundations\GB-06.r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - " , 4 Left T 3 #8 ~ Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 2 3 T 235.266 .0033 .016 .0046 2.356 3 B 0 0 0 0 0 - T 0 0 0 0 0 7.5 B 291.933 .0033 .016 .0065 3.142 12.5 T 235.266 .0033 .016 .0046 2.356 12.5 B 0 0 0 0 0 3 12.5 T 235.266 .0033 .016 .0046 2.356 12.5 B 0 0 0 0 0 - T 0 0 0 0 0 17.2 B 291.933 .0033 .016 .0065 3.142 22 T 235.266 .0033 .016 .0046 2.356 22 B 0 0 0 0 0 4 22 T 235.266 .0033 .016 .0046 2.356 22 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 24 T 0 0 0 0 0 24 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 4.8 - 6.2 2 #3 @10in - - 8.5 - 10.8 3 #3 @10in 3 14.2 - 16.2 3 #3 @10in - - 18.2 ~ 20.2 ':l -H':l @10in '" Trv I I RISA-2D Version 6.0 [C:\.. .\... \... \.. .\.. .\... \Design\_Foundations\GB-06.r2d] Page 2 4 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - n 0 0 n n v " v - 0 0 0 0 0 2 4.8 - 6.2 79.583 52.91 26.673 .007 .022 - 0 0 O~ 0 0 - 0 0 0 0 0 8.5 -10.8 83.537 55.539 27.998 .018 .022 3 14.2 - 16.2 83.537 55.539 27.998 .01 .022 - 0 0 0 0 0 - 0 0 0 0 0 18.2 - 20.2 83.537 55.539 27.998 .013 .022 4 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 RISA-2D Version 6.0 [C :\... \... \... \... \... \... \Design\_Foundations\GB-06 .r2d] Page 3 Code Check '.' Y. I.......... No Calc f--_,') . > 1.0 ~L_.X~~:~~ ~, . .50-.75 . 0.-.50 .' , Z~,,-I I~'__ Z~, 41.-(pH .~ 1<<.~ /~ /7"' !) i Loads: LC 3, DL + LL (Service) /~/ /. , Results for LC 3, DL + LL (Service) II 7 '. ,eaction units are k and k-ft ;' ./ ! J . . I J / i R.L. Plowfield & Associate. Grade Beam GB-07 \...../ Robert C. Scroggins, P.E. Dec 27,2004 at 10:16-AM i 04152 Residence Inn @ C. GB-07.r2d! I h' r~' - > 1.0 ~L.X w .90-1.0 .75-.90 "I.. .50-.75 0.-.50 .. , ~ 223.416 211.912 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) qeaction units are k and k-ft ! R.L. Plowfield & Associate. Grade Beam GB-07 r Robert C. Scroggins, P.E. Dee 27,2004 at 10:17 AM , I I 04152 Residence Inn @ C. GB-07.r2d Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 18.667 ft Cracked T Factor: .35 I Joint: N1 J Joint: N4 Code Check: 0.935 (bending) Report Based On 97 Sections . , ... .-~~..-IM.:lx: 115.274at 2..139 ft , I I i I , A --_._-,--, --. k ! V k I I I i I i I I I ! I I Min: -119.53 at 14 ft .,,_.. '~"",.....WM.~__~_"_"._.._.__ . , i I Max: 197.978 at 14.195 ft I I I I i I M k-ft I I I ! i I ! Min: -180.627 at 7.972 ft L-______ I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC1318-99 Code Check Top Bending Check 0.935 Bot Bending Check 0.687 Shear Check 0.761 (y) Location 14.195 ft Location 7.972 ft Location 15.945 ft Gov Mu Top 197.978 k-ft Gov Mu Bot -180.627 k-ft Gov Vu 53.89 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 70.792 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-2 0 0 2 2 - 14.2 0 0 3 14.2 - 18.7 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - RISA-2D Version 6.0 [C:\.. .\.. .\.. .\.. .\.. .\.. .\Design\_Foundations\GB-07 .r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 3 Left T 3#8 Left B - Mid T - Mid B - Right T - Right B - . , Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 1.9 T 235.266 .0033 .016 .0046 2.356 1.9 B 0 0 0 0 0 2 1.9 T 235.266 .0033 .016 .0046 2.356 1.9 B 0 0 0 0 0 - T 0 0 0 0 0 8 B 291.933 .0033 .016 .0065 3.142 14.2 T 235.266 .0033 .016 .0046 2.356 14.2 B 0 0 0 0 0 3 14.2 T 235.266 .0033 .016 .0046 2.356 14.2 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 18.7 T 0 0 0 0 0 18.7 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 3.7 - 4.5 2 #3 @5in 4.5 -7 4 #3 @9in 8.9 -11.5 4 #3 @9in 11.5 -12.4 3 #3 @5in 3 15.9 -16.9 2 #3 @10in - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 2 3.7 - 4.5 106.256 52.91 53.346 .038 .044 4.5 -7 82.547 52.91 29.637 .023 .025 8.9 -11.5 82.547 52.91 29.637 .024 .025 11.5 -12.4 111.536 55.539 55.996 .039 .044 RISA-2D Version 6.0 [C:\.. .\... \... \.. .\.. .\... \Design\_Foundations\GB-07 .r2d] Page 2 3 15.9 -16.9 83.284 55.371 27.913 .006 .022 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - , RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design \_Foundations\G 8-07 .r2dJ Page 3 I. No Calc - > 1,0 - .90-1.0 .75-.90 ~~. .. .50-.75 0.-.50 .. . ! i I ! i i! I I I i -44f ! " i'.X X 'Y . ( ('1/ :~\ ... II'! \ / .. , t HeYi, ' ...r3 J N5 138.139 131.932 120.434 r ") " vU? C\'h/~ Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-ft ! R.L. Piowfieid & Associate.J Grade Beam G8-09 "--.-..--.-- ---_.~ -_..._..._~ i Robert C. Scrogg~~_s-,_!:.E~ Dec 27,2004 at 10:21 AM i 04152 Residence Inn @ C.l__ ~__ GB-09.r2d ~ ,v reo, ~--""-() > 1.0 lLLx .90-1.0 .75-.90 ,t:: .50-.75 0.-.50 - . ~ Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft i R.L. Plowfieid & Associate.j -"---_._,---,,,,- Grade Beam GB-09 IRb CS 'PE i , ------------< ! 0 ert . eroggms, . , i Dee 27,2004 at 10:21 AM i ----j ! 0415~esidenee Inn.@ C.! GB-09.r2d Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 25.667 ft Cracked 'I' Factor: .35 I Joint N1 J Joint N5 Code Check: 0.866 (shear) Report Based On 97 Sections .' , I Max: 96.023 at 2.1-39 ft I I I I I A ________..___._.m....'. --- k V k , I I I Min: -102.849 at 1.872 ft ___.__..m_____._.-i- I Max: 157.818 at 1.872 ft I I I I I I I I I I M k-ft I I Min: -81.527 at 16.844 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC1318-99 Code Check Top Bending Check 0.745 Bot Bending Check 0.310 Shear Check 0.866 (y) Location 1.872 ft Location 16.844 ft Location 13.636 ft Gov Mu Top 157.818 k-ft Gov Mu Bot -81.527 k-ft Gov Vu 61.51 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 71.007 k Tension Bar Fy 60 ksi Concrete Weight .145 k1ft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in Fc 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-2 0 0 2 2 - 11.8 0 0 3 11.8 - 21.7 0 0 4 21.7 - 25.7 0 0 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Design\_Foundations\G B-09 .r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - . , 4 Left T 3 #8 - Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Lac (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 1.9 T 235.266 .0033 .016 .0046 2.356 1.9 B 0 0 0 0 0 2 1.9 T 235.266 .0033 .016 .0046 2.356 1.9 B 0 0 0 0 0 - T 0 0 0 0 0 7 B 291.933 .0033 .016 .0065 3.142 11.8 T 235.266 .0033 .016 .0046 2.356 11.8 B 0 0 0 0 0 3 11.8 T 235.266 .0033 .016 .0046 2.356 11.8 B 0 0 0 0 0 - T 0 0 0 0 0 16.8 B 291.933 .0033 .016 .0065 3.142 21.7 T 235.266 .0033 .016 .0046 2.356 21.7 B 0 0 0 0 0 4 21.7 T 235.266 .0033 .016 .0046 2.356 21.7 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 25.7 T 0 0 0 0 0 25.7 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 3.7 - 5.9 3 #3 @10in - - 8 - 10.2 3 #3 @10in 3 13.6 - 15.8 3 #3 @10in - - 17.6 - 19.8 3 #3 @10in RISA-2D Version 6.0 [C:\. ..\.. .\.. .\... \... \.. .\Design\_Foundations\GB-09 .r2d] Page 2 4 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - n n 0 0 0 v v - 0 0 0 0 0 2 3.7 - 5.9 83.537 55.539 27.998 .016 .022 - 0 0 0- 0 0 - 0 0 0 0 0 8 - 10.2 83.537 55.539 27.998 .014 .022 3 13.6 -15.8 83.537 55.539 27.998 .013 .022 - 0 0 0 0 0 - 0 0 0 0 0 17.6 -19.8 83.537 55.539 27.998 .012 .022 4 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 RISA-2D Version 6.0 [C:\... \... \... \.. .\... \... \Design\_Foundations\GB-09 .r2d] Page 3 rYe r'.' ,~) > 1.0 ~z.~,,~. X .90-1.0 .75-.90 .50-.75 0.-.50 . , ~ -44k ,\ I N'c;.. ~u ~. I i 123.754 151.289 v...f7"~ ~L\" C\~~. ~ Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-ft -"~,-- I --.-.-- R.L. Plowfield & Associate.i Grade Beam GB-1 0 i I I Dec 23, 2004 at11:53 AM Robert C. Scroggins, P.E. I -i 04152 Residence Inn @ C.j I I GB-10.r2d ---------_.~_............... r~' ~ > 1.0 .90-1.0 .75-.90 W. .50-.75 0.-.50 " . - -65.8k ..~~, 0 I 91.251 179.447 181.301 222.896 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft ! R.L. Plowfield & Associate. Grade Beam GB-10 I Dec 23, 2004 at"11 :53 AM I Robert C. Scroggins, P.E. ! 04152 Residence Inn @ C. I GB-10.r2d - --- Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 32.167 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N6 Code Check: 0.990 (shear) Report Based On 97 Sections .' , I I Max: 119.834 at 2-2.785 ft I I I I I I I I I i I I A ,-,--,--,,---,--- k i V k I I I 1 I I ! I I I I I Min: -96.242 at 22.45 ft I -l --------",-,---------1 I Max: 173.105 at 22.785 ft I I I I I M k-ft I I ! I I I I I Min: -135.241 at 26.806 ft Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC1318-99 Code Check Top Bending Check 0.818 Bot Bending Check 0.515 Shear Check 0.990 (y) Location 22.785 ft Location 26.806 ft Location 24.46 ft Gov Mu Top 173.105 k-ft Gov Mu Bot -135.241 k-ft Gov Vu 85.73 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 86.609 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in Fc 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-4 0 0 2 4 - 13.3 0 0 3 13.3 - 22.7 0 0 4 22.7 - 32.2 0 0 Bending Steel Span Lac Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3#8 Right B - RISA-2D Version 6.0 [C:\... \.. .\... \... \... \.. .\Design\_Foundations\GB-1 0.r2d] Page 1 2 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3#8 Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - .. . 4 Left T 3 #8 - Left B - Mid T - Mid B 4#8 Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 4 T 235.266 .0033 .016 .0046 2.356 4 B 0 0 0 0 0 2 4 T 235.266 .0033 .016 .0046 2.356 4 B 0 0 0 0 0 - T 0 0 0 0 0 8.7 B 291.933 .0033 .016 .0065 3.142 13.4 T 235.266 .0033 .016 .0046 2.356 13.4 B 0 0 0 0 0 3 13.4 T 235.266 .0033 .016 .0046 2.356 13.4 B 0 0 0 0 0 - T 0 0 0 0 0 17.8 B 291.933 .0033 .016 .0065 3.142 22.8 T 235.266 .0033 .016 .0046 2.356 22.8 B 0 0 0 0 0 4 22.8 T 235.266 .0033 .016 .0046 2.356 22.8 B 0 0 0 0 0 - T 0 0 0 0 0 26.8 B 291.933 .0033 .016 .0065 3.142 32.2 T 0 0 0 0 0 32.2 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 5.7 - 8 3 #3 @10in - - 9.7 -11.7 3 #3 @10in 3 15.1 -16.8 3 #3 @10in - - 18.8 - 20.8 3 #3 @10in RISA-2D Version 6.0 [C:\.. .\... \.. .\... \.. .\... \Design\_Foundations\GB-1 0.r2d] Page 2 4 24.5 - 25.5 3 #3 @6in - - 25.5 - 30.5 7 #3 @10in Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - ^ ^ ^ 0 0 v v v - 0 0 0 0 0 2 5.7 - 8 83.537 55.539 27.998 .015 .022 - 0 0 0 0 0 - 0 0 0 0 0 9.7-11.7 83.537 55.539 27.998 .011 .022 3 15.1 -16.8 83.537 55.539 27.998 .006 .022 - 0 0 0 0 0 - 0 0 0 0 0 18.8 - 20.8 83.537 55.539 27.998 .014 .022 4 24.5 - 25.5 101.893 55.371 46.522 .036 .037 - 0 0 0 0 0 - 0 0 0 0 0 25.5 - 30.5 79.583 52.91 26.673 .013 .022 RISA-2D Version 6.0 [C:\... \.. .\. ..\... \.. .\.. .\Design\_Foundations\GB-1 0.r2d] Page 3 I J ~I; --=H'--@ ~t- ,-- ~~ ~ II" 't I I __:!:J :' -/': I I ~ ~ I I , I l r-- __J I I I I I <Jl 't I I I' -) I I I OJ I I I ) I I I 1 Ul C:i I I N - I I OJ I I I <Jl 1 I 't I OJ I I I I I ~\ (p I I I, ,I '~'.. in: I I _/ I I I C:i I I ", I ~ I I I ~~ <Jl ~~I I = I I - I I I 't I I I = - C:i I I Ul " le)1 I '~ I I C:i I I I I I I I I ~ I I 1'- 'I I I I I <Jl I I 't I I I I I I I I, ,I <Jl 1 I I _/ I I I I I I ) I OJ C:i I I OJ I I I - I I I I Ul <Jl OJ N I I I I - 't I I I I I <Jl I I I' 'I -- I I C:i I I I I, " -~---J I C:i / I 1- I I I I----~ I I i - - . y I~ No Calc Lo >10 1- i X ..... 90~;0 .Z--L_. .75-.90 ,~ .50-.75 _ 0.-.50 . , 119.206 152.404 152.392 ",_ 1 C\~ "lY \ .. \'0 \ p, ~u IL \ C\ ~ .. S ~~ '" \ (;...f;"7 \ 'v wr \ Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) "<eaction units are k and k.ft R.L. Plowfield & Associate. Grade Beam GB-24 Robert C. Scroggins, P.E. Dec 27,2004 at 4:03 PM 04152 Residence Inn @ GB-24.r2d .y r~' I ~ > 1,0 r-------<~) lLLx .90-1.0 .75-.90 ;... .50-.75 0.-.50 ~ N10 174.839 174 288 74.292 174.847 224.998 224.981 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) qeaction units are k and k-ft .- R.L. Plowfield & Associate. Grade Beam GB-24 ^--------~--~ Robert C. Scroggins, P,E. Dec 27,2004 at 4:03 PM 04152 Residence Inn @ C. GB-24.r2d Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 56.667 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N10 Code Check: 0.829 (shear) Report Based On 97 Sections "_N_",_ ~..,-,,~ . . I I Max: 118.407 at 2~.021 ft , i \ I 1 I ! I i I I I , I A "--""--"" """" "~"--- k , V k I , I I I I , i i I I I I I ! I I i I Min: -118.402 at 33.646 ft I I I I '''''.~''~---'''-'-''--'- - I Max: 171.993 at 22.431 ft I I I I I I I I I i M k-ft I I I I I I Min: -92.515 at 28.334 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC/318-99 Code Check Top Bending Check 0.812 Bot Bending Check 0.352 Shear Check 0.829 (y) Location 22.431 ft Location 28.334 ft Location 44.861 ft Gov Mu Top 171.993 k-ft Gov Mu Bot -92.515 k-ft Gov Vu 58.854 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 71.007 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'c 3 ksi E_Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-4 0 0 2 4 - 13.3 0 0 3 13.3 - 22.7 0 0 4 22.7 - 34 0 0 5 34 - 43.3 0 0 6 43.3 - 52.7 0 0 7 52.7 - 56.7 0 0 RISA-2D Version 6.0 [C:\.. .\.. .\.. .\... \.. .\.. .\Design\_Foundations\GB-24.r2d] Page 1 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3#8 Right B - 2 Left T 3#8 Left C! - ~ Mid T - Mid B #8 - . Right T #8 Right B - 3 Left T #8 Left B - Mid T - Mid B ..4#8 Right T 3#8 Right B - 4 Left T 3#8 Left B - Mid T - Mid B 4#8 Right T 3#8 Right B - 5 Left T 3#8 Left B - Mid T - Mid B 4#8 Right T 3#8 Right B - 6 Left T 3#8 Left B - Mid T - Mid B 4#8 Right T 3#8 Right B - 7 Left T 3 #8 Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 4.1 T 235.266 .0033 .016 .0046 2.356 4.1 B 0 0 0 0 0 2 4.1 T 235.266 .0033 .016 .0046 2.356 4.1 B 0 0 0 0 0 - T 0 0 0 0 0 8.9 B 291.933 .0033 .016 .0065 3.142 13.6 T 235.266 .0033 .016 .0046 2.356 13.6 B 0 0 0 0 0 RISA-2D Version 6.0 [C:\. ..\... \.. .\.. .\.. .\.. .\Design\_Foundations\GB-24.r2d] Page 2 3 13.6 T 235.266 .0033 .016 .0046 2.356 13.6 B 0 0 0 0 0 - T 0 0 0 0 0 17.7 B 291.933 .0033 .016 .0065 3.142 22.4 T 235.266 .0033 .016 .0046 2.356 22.4 B 0 0 0 0 0 4 22.4 T 235.266 .0033 .016 .0046 2.356 22.4 B 0 0 0 0 0 - T 0 0 0 0 0 28.3 B 291.933 .0033 .016 .0065 3.142 34.2 T 235.266 .0033 .016 .0046 2.356 34.2 B 0 0 . . 0 0 0 5 34.2 T 235.266 .0033 - .016 .0046 2.356 34.2 B 0 0 0 0 0 - T 0 0 0 0 0 39 B 291.933 .0033 .016 .0065 3.142 43.1 T 235.266 .0033 .016 .0046 2.356 43.1 B 0 0 0 0 0 6 43.1 T 235.266 .0033 .016 .0046 2.356 43.1 B 0 0 0 0 0 - T 0 0 0 0 0 47.8 B 291.933 .0033 .016 .0065 3.142 52.5 T 235.266 .0033 .016 .0046 2.356 52.5 B 0 0 0 0 0 7 52.5 T 235.266 .0033 .016 .0046 2.356 52.5 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 56.7 T 0 0 0 0 0 56.7 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 5.9 - 8.3 3 #3 @10in - - 9.4 - 11.8 3 #3 @10in 3 15.3 -16.5 2 #3 @10in - - 18.3 - 20.7 3 #3 @10in 4 24.2 - 25.4 4 #3 @4in 25.4 - 26 1 #3 @8in 30.7 - 31.3 1 #3 @8in 31.3 - 32.5 4 #3 @4in 5 36 - 38.4 3 #3 @10in - - 40.1 -41.3 2 #3 @10in 6 44.9 - 47.2 3 #3 @10in - - 48.4 - 50.8 3 #3 @10in 7 - - - - RISA-2D Version 6.0 [C:\... \... \... \... \... \... \Des ign\_Foundations\G B-24 .r2d] Page 3 Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 2 5.9 - 8.3 83.537 55.539 27.998 .01 .022 - 0 0 0 0 0 - 0 0 0 0 0 Q A _"" Q 83.537 55.539 27.998 .011 n')') v.'" . I.V ."'.......... 3 15.3 - 16.5 79.583 52.91 26.673 0 .022 - 0 0 0-' 0 0 - 0 0 0- 0 0 18.3 - 20.7 83.537 55.539 27.998 .012 .022 4 24.2 - 25.4 125.535 55.539 69.996 .044 .055 25.4 - 26 86.251 52.91 33.341 .026 .028 30.7-31.3 86.251 52.91 33.341 ' .026 .028 31.3 - 32.5 125.535 55.539 69.996 .044 .055 5 36 - 38.4 83.537 55.539 27.998 .012 .022 - 0 0 0 0 0 - 0 0 0 0 0 40.1 - 41.3 79.583 52.91 26.673 0 .022 6 44.9 - 47.2 83.537 55.539 27.998 .011 .022 - 0 0 0 0 0 - 0 0 0 0 0 48.4 - 50.8 83.537 55.539 27.998 .01 .022 7 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 RISA-2D Version 6.0 [C:\.. .\... \.. .\.. .\... \... \Design\_Foundations\GB-24.r2d] Page 4 ~".., "".0' r Y ) r~' > 1.0 : I . .90-1.0 ~~..X .75-.90 .50-.75 0.-.50 .. . ~ 95_62'1 118.28 118.283 151.21 151201 t , I ~ \0 10 I C,~t''7 I ~~..- i li.~ r' . I {;~f I i ! i Loads: LC 3, DL + LL (Service) Results for LC 3, DL + LL (Service) Reaction units are k and k-ft "--------- R.L. Plowfield & Associate. Grade Beam GB-25 Robert C. Scroggins, P.E. Dec 27,2004 at 4:10 PM 04152 Residence Inn @ C. I-i~,---I--------- "-^~-^-,,---_._--- --,~,,--~_........__._...._----,,-,--,.,_.~-~"--~--~,--_._------,- I ~.. ~"I 're'"~ I :> 1.0 I .z~_.~,. X I i .90-1.0 ! .75-.90 I "' .50-.75 _.___~-------.J 1__~~50 ____~ - . - 173.316 I 173.319 222.778 222.764 Loads: LC 4, DL + LL (Ultimate) Results for LC 4, DL + LL (Ultimate) Reaction units are k and k-ft -"---",--- --,------"'~ R.L. Plowfield & Associatej Grade Beam GB-25 i Robert C. Scroggins, P,E. I b 27,2004 at 4:~_~-,=-~ 04152 Residence Inn @ C.! ! GB-25.r2d I --~_._-- Beam: M1 Shape: CRECT24X24 Concrete Stress Block: Rectangular Material: Conc3000NW Cracked Sections Used: Yes Length: 47.333 ft Cracked 'I' Factor: .35 I Joint: N1 J Joint: N9 Code Check: 0.996 (shear) Report Based On 97 Sections .. , ..~.. I Max: 113.043 at 14.299 ft ; I I I I i i A .--- k I V k I ! I I I I I I I 1 I Min: -113.033 at 33.034 ft I ---,._.,....," . .......--. ..-.....!....-.-.-.... ..~._._--_...._-----J I Max: 187.027 at 13.805 ft I I i i I I I I I I I I M k-ft i I I I I I I I I Min: -165.04 at 18.736 ft I Beam Design does not consider any weak axis 'M' Moments, nor weak axis 'V' Forces. Warning: No design for spans with less than 5 sections. AC1318-99 Code Check Top Bending Check 0.883 Bot Bending Check 0.628 Shear Check 0.996 (y) Location 13.805 ft Location 18.736 ft Location 35.007 ft Gov Mu Top 187.027 k-ft Gov Mu Bot -165.04 k-ft Gov Vu 70.69 k phi*Mn Top 211.739 k-ft phi*Mn Bot 262.739 k-ft phi*Vn 71.007 k Tension Bar Fy 60 ksi Concrete Weight .145 klft^3 Top Cover 2in Shear Bar Fy 60 ksi Concrete Type Normal WT Bottom Cover 3 in F'e 3 ksi E Concrete 3156 ksi Side Cover 3in Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in) 1 0-4 0 0 2 4 - 13.8 0 0 3 13.8 - 23.7 0 0 4 23.7 - 33.5 0 0 5 33.5 - 43.3 0 0 6 43.3 - 47.3 0 0 RISA-2D Version 6.0 [C :\... \... \... \... \... \... \Design\_Foundations\G B-25. r2d] Page 1 Bending Steel Span Loc Top/Bot Bars Provided 1 Left T - Left B - Mid T - Mid B - Right T 3 #8 Right B - 2 Left T 3 #8 Left 8 - Mid T - Mid B 4#8 . . Right T 3 #8 - Right B - 3 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 4 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 5 Left T 3 #8 Left B - Mid T - Mid B 4#8 Right T 3 #8 Right B - 6 Left T 3 #8 Left B - Mid T - Mid B - Right T - Right B - Bending Span Results Span Loc (ft) Top/Bot Mn (k-ft) Rho Min Rho Max Rho As Prvd (in^2) 1 - T 0 0 0 0 0 - B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 3.9 T 235.266 .0033 .016 .0046 2.356 3.9 B 0 0 0 0 0 2 3.9 T 235.266 .0033 .016 .0046 2.356 3.9 B 0 0 0 0 0 - T 0 0 0 0 0 8.9 B 291.933 .0033 .016 .0065 3.142 13.8 T 235.266 .0033 .016 .0046 2.356 13.8 B 0 0 0 0 0 3 13.8 T 235.266 .0033 .016 .0046 2.356 13.8 B 0 0 0 0 0 - T 0 0 0 0 0 18.7 B 291.933 .0033 .016 .0065 3.142 23.7 T 235.266 .0033 .016 .0046 2.356 23.7 B 0 0 0 0 0 RISA-2D Version 6.0 [C:\.. .\.. .\... \.. .\... \.. .\Design\_Foundations\GB-25.r2d] Page 2 4 23.7 T 235.266 .0033 .016 .0046 2.356 23.7 B 0 0 0 0 0 - T 0 0 0 0 0 28.6 B 291.933 .0033 .016 .0065 3.142 33.5 T 235.266 .0033 .016 .0046 2.356 33.5 B 0 0 0 0 ^ u 5 33.5 T 235.266 .0033 .016 .0046 2.356 33.5 B 0 0 0 0 0 - T 0 0 0 0 0 38.5 B 291.933 .0033 .016 .0065 3.142 43.4 T 235.266 .0033 .016 .0046 2.356 43.4 B 0 0 - . 0 0 0 6 43.4 T 235.266 .0033 ~ .016 .0046 2.356 43.4 B 0 0 0 0 0 - T 0 0 0 0 0 - B 0 0 0 0 0 47.3 T 0 0 0 0 0 47.3 B 0 0 0 0 0 Shear Steel Span Region (ft) Bars Provided 1 - - - - 2 5.9 - 7.9 3 #3 @10in - - 9.9 - 12.3 3 #3 @10in 3 15.8 - 16.8 3 #3 @5in 16.8 -18.2 2 #3 @10in 18.2-21.2 4 #3 @9in 21.2 - 21.7 1 #3 @9in 4 25.6 - 26.1 1 #3 @9in 26.1 - 29.1 4 #3 @9in 29.1 - 30.6 2 #3 @10in 30.6 - 31.6 3 #3 @5in 5 35 - 37.5 3 #3 @10in - - 39.4 - 41.4 3 #3 @10in 6 - - - - Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2) As Prvd (in^2) 1 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 2 5.9 - 7.9 83.537 55.539 27.998 .008 .022 - 0 0 0 0 0 - 0 0 0 0 0 9.9 - 12.3 83.537 55.539 27.998 .022 .022 3 15.8 - 16.8 106.256 52.91 53.346 .038 .044 16.8 -18.2 79.583 52.91 26.673 .019 .022 18.2 - 21.2 86.648 55.539 31.109 .022 .025 21.2 - 21.7 86.648 55.539 31.109 .022 .025 RISA-2D Version 6.0 [C:\.. .\... \... \.. .\.. .\... \Design\_Foundations\GB-25.r2dJ Page 3 4 25.6 - 26.1 86.648 55.539 31.109 .022 .025 26.1 - 29.1 86.648 55.539 31.109 .022 .025 29.1 - 30.6 79.583 52.91 26.673 .019 .022 30.6 - 31.6 106.256 52.91 53.346 .038 .044 5 35 - 37.5 83.537 55.539 27.998 .022 .022 - 0 0 0 0 0 - 0 0 0 0 0 39.4 - 41.4 83.537 55.539 27.998 .008 .022 6 - 0 0 0 0 0 - 0 n n n n v v v v - 0 0 0 0 0 - 0 0 (}. 0 0 RISA-2D Version 6.0 [C:\. ..\.. .\.. .\.. .\... \... \Design'-Foundations\GB-25.r2d] Page 4 11/29/2004 12:44 3216380978 UES ROCK 'AGE 02/03 . . November 24, 2004 - Mr. Roger Dobson A1A Group, Inc. 3225 North Atlantic Avenue J:~. Cocoa Beach, Rorida 32931 'V~ Reference; Subsurface Expiora~tion, Addendum Report ~~ Proposed Residence Inn Hotel Complex V State Road A 1 A Cape Canaveral. Bre'fard County. Florida UES Project No. 339Ei6-001-02G Dear Mr. Dobson: Universal understands from information provided by R.L. Plowfieid & Associates, fnc the project structural engineers, that a c:>mpressional capacity of up to 70 tons per pile is desh: i at the above referenced project UnivElrsal Engineering Sciences, inc. (Universai) has perle. led additional compressional pile capacities for 14, 16 and 18-inch diameter auger cast iles embedded to depths of 80 and 85 ':eet below existing grades (approximately -70 and -7: eet NGVD, respectively). Assuming im;tallation techniques are followed as iistad in Unive iii's original report (UES project NO. 33~166-o01~02G, Report dated October 12,2004), we est ate auger cast pile capacities versus pilEl diameters as listed below. !l I...' .:"':'--I::-::- .ES-~MATE~Pl~E,,~~PAcmES __ .,. , '.:,".', ~"~I ~~). . ..:.. ...... o'bo:~;:.o,.'~~"""'''''''1 ..:.....:: :..:.. . . . .p.J....O.... ...~...;.; ., . AUo~abte~,.... .:. . ~l.~~w~le , ... ... r.h~..!~.y.j;;=:lf.Q. on......._.. .... ...1 e 1am",~"". . ,.. ...., _ .._ ..,._.., ..' . II....... .(.... ..... . ,. ... .....;.....'.::. ...'........ ...... ,.. . . ... ..t:, ... ..... 'compresslonal}1 ,...., '1'~SiQnal :::.:;. :lYtmimunt ~::t.:ietll"i'/lf'l,l::.:.::.. . {intn~}: .. '.'" d .. :... '. . " i..... .... ... ...~~.'J...: .... . .....1 :Capac;ltI,~,it()hS}.: :G,",~~~,.ftons I::::::::.. ... .... ..:. .:..... . .,.::...: . .::. ""'.' II. .;.. :.. a.... ....~ ~ I ~ 14 ! 60 I 38 -70 feet NGVD (Approximate Pile length of 80 15 I 69 I 44 feet) t- I : ~. - 1 B I 78 j 49 I 14 I 66 I 42 -75 feet NGVD (Approximate: Pile length of 85 16 75 48 Teet) -- .____ 18 I 85 I 54 . '~ ~ ':\. fl .,,~: 11/29/2004 12:44 3216380978 UES ROCK JAGE 03/03 Proposed Residence Inn Hotel Compfeg UES Project No. 33966~1! 1-02 Cape Canaveral, Brevard County, Fione's Addendum I , "xxt ,- in addition, Universal understands that a retaining waii wiii be constructed around the SOl i lem retention basin. This retaining wall will have a top of wall elevation of approximately +t 'eet NGVD and a bottom of footing elel'ation of app~1y -1 foot NGVD (roughly 8 to 1 . 'eel biS). This would place the bottom of footing wi e very soft/loose sandy clay [CH Pine C::::lnd<: r~p] ~nrl fin.::. ~anrl~ 'Mith e>i1+ p::D_c::rl There "",.,.,toet a...~i'"''''t ,.;iffo..onHal "'5*1",,,.1'1+'" ~~d ~;dh~. -:;,; ;;;~-;';;';'-;;d'i;;;'i ti;~'-;;';;;;;~g' ;;i'b';.:5Cif Up~;'~o;;;~-;;;;; si,;n;;;' , .~; cast piles. We estimate that 14" aU'Jer cast piles embed ~n elevation of -20 feet t ND (approximately 19 feet below bottorl of footing level) will ha- a compressional capacity 15 tons psr pile. We appreciate the opportunity to h3ve worked with you on this project and look fOiWar< o a continued association. Please note that all other provisions and analysis listed in our prE 'JUS geotechnical engineerrng report, Wllich have not been changed in this addendum lette still remain in effect. Please do not hesitate to contact us if you should have any questions, or we may further assist you as your plans proceed. Sincerely yours, ~~ UNIVERSAL ENGINEERING SCIENCES, INC. Certificate of Authoiization No. 549 Andrew S. WildeiOtter, E.I. Brad Faucett, P.E. Project Engineer Regional Engineer Fiorrda Registration No. 33123 1-Adclrssse 1-Mr. Robert Scroggins wi Plov.meld & Associates .y I"~" ~--.._-,~, > 1.0 .Z'_X .. .90-1.0 .75-.90 ,Ii'; .50-.75 0.-.50 - , ~ 0133 Loads: LC 2, DL + WL(+) Results for LC 2, DL + WL(+) Reaction units are k and k-ft R. L. Piowfieid & Typical Exterior Wall Framing @ 1 at Robert C. Scroggins, P.E. Nov 29, 2004 at 4:55 PM Residence Inn at Cape Ca. Wall Stud Typic! @ 15t Floor.r2d -~-- Beam: M1 Shape: 6005162-43 Material: CF _L T -GA-33 Max: .133atOft Length: 10 ft - I Joint: N1 J Joint: N2 A'. ................. k LC 2: DL + WL(+) Code Check: 0.621 (bending) Report Based On 97 Sections Max: .298 at 0 ft fa ==..c=_ ksi V k Min: -.307 at 0 ft fc ksi M k-ft ft ksi D in Min: -11.914 at 5 ft A/S/1999 ASD Code Check Max Bending Check 0.621 Max Shear Check 0.227 Location 4.896 ft Location Oft Equation C5.2.1-3 Max Deft Ratio L/594 R (c3.1.3) Not Used Fy 33 ksi Out Plane In Plane Pn 7.296 k Cm .85 Tn 14.751 k Lb 4ft 10 ft Mn 2.118k-ft KLlr 83.419 52.719 Vn 2.252 k Sway No No Cb 1 L Comp Flange .667 ft ----~-_._.~_._-----,.~--~-----,-"-~--_._----_._---,~--,--- Code y r'" 1--< - > 1.0 Lz _ _.x .90-1.0 .75-.90 !!m.. .50-.75 0.-.50 -,353 - . ~ -.353 0.133 Loads: LC 3, DL + WL(-) Results for LC 3, DL + WL(-) Reaction units are k and k-ft ___......_________._,___,___w.".,___...___~~,~_____.~___,,___ R.L. Plowfield & Typical Exterior Wall Framing @ 1 at Floor Robert C. Scroggins, P.E. Nov 29, 2004 at 4:55 PM Residence Inn at Cape Wall Stud Typic! @ 1st Floor.r2d Beam: M1 Shape: 6005162-43 Material: CF _L T-GA-33 Max: .133 at 0 ft Length: 10 ft A_l.~' I Joint: N1 J Joint: N2 k LC 3: DL + WL(-) Code Check: 0.713 (bending) Report Based On 97 Sections ~ Max: .298 at 0 ft fa ..~- ksi V k Min: -.353 at 10 ft M k-ft fc ksi Min: -.883 at 5 ft ft ksi D in Min: -13.727 at 5 ft Min: -.233 at 5 ft A/S/1999 ASD Code Check Max Bending Check 0.713 Max Shear Check 0.262 Location 4.896 ft Location 10 ft Equation C5.2.1-3 Max Deft Ratio L/516 R (c3.1.3) Not Used Fy 33 ksi Out Plane In Plane Pn 7.296 k Cm .85 Tn 14.751 k Lb 4ft 10 ft Mn 2.118 k-ft KL/r 83.419 52.719 Vn 2.252 k Sway No No Cb 1 L Comp Flange .667 ft Beam: M1 Shape: 6005162-43 Material: CF _L T -GA-33 Max: .117 at 0 ft Length: 8.75 ft A- I Joint: N1 m J Joint: N2 k LC 3: DL + WL(-) Code Check: 0.547 (bending) Report Based On 97 Sections ~~- ksi V k Min: -.309 at 8.75 ft M k-ft fc ksi Min: -.676 at 4.375 ft ksi 0 in Min: -10.51 at 4.375 ft A/S/1999 ASD Code Check Max Bending Check 0.547 Max Shear Check 0.229 Location 4.284 ft Location 8.75 ft Equation C5.2.1-3 Max Deft Ratio Llno R (c3.1.3) Not Used Fy 33 ksi Out Plane In Plane Pn 7.296 k Cm .85 Tn 14.751 k Lb 4ft 8.75 ft Mn 2.118 k-ft KUr 83.419 46.129 Vn 2.252 k Sway No No Cb 1 L Comp Flange .667 ft ---_..~,-,-,,--~,,- "-"'---~,-- y L-<, > 1.0 LL,--. X .90-1.0 .75-.90 .50-.75 0.-.50 -.309 - , - -.309 0.117 Loads: LC 3, DL + WL(-) Results for LC 3, DL + WL(-) Reaction units are k and k-ft L. Plowfield & Associate. Typical Exterior Wall Framing @ 1 at Floor Robert C. Scroggins, P.E. Nov 29, 2004 at 4:58 PM Residence Inn at Cape Ca. Wall Stud Typicl @ 2nd Floor.r2d Product Comparisons Width, Nominal 4' 4' 4' 4' 4' 4' Len_gth, Standard 8',9' 10' :!: '/4' 8',9' 10':!: '/4' 8',9' 10' :!: '/4' 8',9' 10' :!: '/4' 8 8 I vveightlll:>slMSF 2,500 2,200 1,900 1,850 3,000 3,000 Bending Radius 12' nla 8' n/a 30' 8' <" " - , Surfacing Glass mat Paper Glass mat PaBer Paper fiber Glass scrim gypsum cement Racking Strength, .2.654 654' .2.540 540' 416 n/a Ibs./ft.(dry) (Ultimate - not design value) Flexural Strength: parallel, 100' 50' 80' 40' '124 n/a Ibs. (4' weak direction) Humidified Deflection,'.' inches '/a" 5/8" 2/s" '0/8" n/a n/a Permeance(perrTl.s)' 12 32 23 40 35 n/a "R" Value' .67 56 .56 .45 .50 .26 Combustibility Core Noncombustible Noncombustible Noncombustible Noncombustible Combustible Noncombustible . Fa<:ing Noncombustible Combustible Noncombustible Combustible Combustible Noncombustible Linear Expansion with 6.25 x 10' 7.5xlO' 6.25 x 10' 7.5 X 10' 200 x 10' n/a Change Moisture in/in % RH Coefficient of Thermal 8.5 x 10' 10 x 10' 8.5 x 10' 10x106 n/a n/a Expansion inlinl"F Resists Growth Yes (score: 10 No Yes (score: 10 No n/a n/a of Mold (ASTM D 3273) indicating no indicating no mold mold detected) "--_.._-"----"-"-----.--" Handling Characteristic Cuts with Cuts with Cuts with Cuts with Requires (Easy.toscore,cut,snapJ utility kn ife utility knife utility knife utilitykf1ife tools Fasteners Standard Standard Standard Standard SpeCial. 1 Gypsum Association - GA252 4. Tested in accordance with A5TM C 473 7. Minimum requirements for ASTM C 1177 2. Minimum requirements for A5TM C 79 5. Tested in accordance with A5TM E 96 (dry cup method) 3. Maximum requirements for A5TM C 79 6. Tested in accordance with A5TM C 518 (heat flow meter) Paper-Faced Sheathing OensGlass Gold\\) Exterior Guard Guarantee .... )10. r \ Gamble OensGlass Gold" Exterior Guard Paper-Faced Sheathing 4 Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum G.p Gypsum .. .. Georq,..PKific compllOY f8I!II Applications . .,. - . Exterior Brick, Stone Brick or Stone Veneer Cavity Wall Veneer, Conventional Stucco and Siding Systems Insulation Most conventional exterior sidings and Studs wall coverings - including wood, vinyl, DensGlass Gold Exterior Guard composition, metal, stone, brick, stucco, Wall Tie (fasten to stud) wood shingles, shakes and plywood panels 2" (50mm max) Air Space - may be applied over OensGlass Gold Brick or Stone Veneer Exterior Guard. Building felt may not be Flashing and Weeps necessary when using DensGlass Gold Exterior Guard. Treated joints provide a superior air and water infiltration barrier for cavity wall construction. (See chart ~ The Brick Industry Association on page 10 for more information about DensGlass Gold as an alternative to building paper.) Consult your local build- ing codes for joint treatment alternatives and building wrap requirements. Brick or Stone Veneer Cavity Wal! Conventional Stucco Masonry veneer can be applied over DensGlass Gold Exterior Guard OensGlass Gold Exterior Guard just as it would be over any other type of sheathing Insulation (see diagram above). Attach the masonry 2 x 4 Framing 16" o.c. ties securely through the panels and into Paper-Backed Metal Lath the framing using an Bd (or larger) nail. Conventional Stucco Space the ties as required by masonry courses. For self- supporting systems, such Flashing as brick veneer application, it is satisfactory to apply V2" DensGlass Gold Exterior Guard to studs spaced 24" o.c. The brick veneer exterior should be attached by ~IJ111t EIFS INDUSTRY MEJHBERS ASSOCIATION means of brick ties through the DensGlass Gold Exterior Guard and into the framing. Conventional Stucco Stucco mesh may be applied directly over OensGlass Gold Exterior Guard using paper-backed, self-furring materials, furring strips with furring nails driven Fiber Cement Siding, Vinyl, Wood, Shingles, Shakes, Metal through the sheathing and into the studs. Nails should penetrate at least 1 V2" into the framing. DensGlass Gold Exterior Guard Shingles, Shakes or Vinyl, Metal, Insulation Fiber Cement or Wood Siding 2 x 4 Framing 16" o.c. DensGlass Gold Exterior Guard can Plywood Siding be used in other applications such as Wood Shingles or Shakes under wood shakes or shingles, ply- Vinyl Siding wood panel siding or horizontal siding Fiber Cement Siding applications. Fasten cladding through Metal Siding DensGlass Gold Exterior Guard into framing. Building papers may not be necessary when using DensGlass Gold Exterior Guard. Treated joints provide a superior air infiltration barrier for cavity wall construction. See chart on page] 0 for more information. G.p Gypsum .. Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum 5 . Ge-ot'gI.-9KIfK: comp.ny Applications t8III Exterior Insulation and Finish Systems (EIFS) Exterior Insulation and Finish Systems (EIFS) DeI).sGlass Gold Exterior Guard is an ideal substrate for adhesive or mech- anical application of expanded poly- OensGlass Gold Exterior Guard styrene (EPS) or exuuded polystyrene Polystyrene Insulation - . insulation in EIFS applications and is Adhesive ~ recommended for all climate zones. Reinforcing Mesh Embedded DensGlass Gold Exterior Guard is in Base Coat designated as the preferred gypsum Finish Coat substrate for EIFS by EIMA. the EIFS Industry Members Association. in the ~1-1f1ll EIFS INDUSTRY MEMBERS ASSOCIATION EIFS Durability Specifications Guideline. Advantages of OensGlass Gold'- Exterior Guard in EIFS Exterior Ceilings and Soffits without Insulation DensGlass Gold Exterior Guard panels are treated with an exclusive "gold" primer coating. This coating, proprietary to G-P Gypsum and developed especially for DensGlass Gold Exterior Guard. has several important advantages for EIFS applications: . Eliminates the need for sealer/primer OensGlass Gold Exterior Guard with adhesively applied EIFS Drip Edge . Strengthens the bond between panel Reinforcing Mesh/Base Coat and surfacing product Base Coat . Makes the panel more resistant to Finish Coat surface water. The result: labor cost and callbacks go down while customer satisfaction on each project goes up. . lO-year limited warranty when used in an architecturally specified EIFS application. Painted Ceilings/Soffits, Exterior Ceilings and Finished Joints Soffits OensGlass Gold Exterior Guard DensGlass Gold Exterior Guard is an 2" 10 x 10 Glass Mesh Tape ideal product for exterior ceilings and Drip Edge soffits. It resists sagging, even under T oughRock Setting Compound* conditions of exceptionally high Finish Coat humidity. DensGlass Gold Exterior Guard is recognized by ICBO ES as a .Sandable setting compounds are not acceptable. substrate for sag- resistant, decorative soffit. See architectural specifications for limitations. Apply the panels Perfect Product For: directly to structural framing. Surface · Parking Garages and joints may be finished and painted · Orive- Thru Passages or the ceiling/soffit may be surfaced · Canopies with an exterior finish system. Control · Condo Patio Ceilings joints are recommended at a minimum of every 30 feet (up to a maximum · Strip Malls area of 900 sq. ft.) or as specified by design authority. 6 Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum G.p Gypsum .. II Georglll-PaofiC l:;ornpanv ~ Applications, Recommendations for Framing and Fastening . . ~ . DensGlass Gold Exterior Guard is entire surface and into the base coat or entire surface of the board. Prime with recognized by ICBO ES as a substrate for embed reinforcing fabric (minimum 4" an exterior-grade alkyd primer. Finish Direct-Applied Exterior Finish Systems wide) to the joints, whichever is specified with two coats of exterior-grade paint. (DEFS). This ICBO ES AC59 allows by the manufacturer. Apply the finish (Note: When using DensGlass Gold Exterior DensGlass Gold Exterior Guard to be coat in a conventional manner. Guard in a soffit application, the roof must used in exterior soffits, along with tough For an exterior ceiling/soffit with be complete or some other means provided so water-resistant coatings, to provide a I finished joint application, reinforce all that moisture is not allowed to settle or pond soffit that will deliver a highly durable, i DensGlass Gold Exterior Guard joints on top of DensGlass Gold Exterior Guard.) sag-resistant decorative soffit. See with a minimum 2" wide lOxid woven . ToughRock setting compound may be architectural specifications for limitations. I glass mesh tape and ToughRock'" 90 used for exterior soffits or ceilings that are I setting-type joint compound or equiv- Exterior Ceilings and Soffits without ! protected from exposure to weather. but Insulation alent.' Cover the DensGlass Gold it is not recommended for exterior walls To use DensGlass Gold Exterior Guard Exterior Guard surface - including , that are directly exposed to the elements. in non-insulated exterior ceilings and all joints - evenly with a skim coat of Always provide a drip edge. Sarutable ToughRock setting compound or soffits, embed reinforcing mesh over the equivalent for a smooth finish over the setting compounds are not acceptable. OensGlass Gold~ Exterior Guard Soffit Board Comparison ~umidified Deflection' (Sag)> '/a" 7/8" 4/S" VVater Absorption' <10% 40+% <10% 40+% Surface Water Absorption' .83 grams 2.5 grams .83 grams 2.5 grams Surface Glass mat Paper Glass mat Paper 'Specified values for OensGlass Gold Extenor Guard are found in ASTM C 1177 and ASTM C 931 for gypsum soffit board. 'Tested in accordance with ASTM C 473. Recommendations for Wall Framing Framing and Fastening i (horizontal application) (vertical application) DensGlass Gold Exterior Guard may be used with wood or metal framing. To ensure a flat finished surface, the framing must be even, with plane variances of no more than V2". Fasteners should be driven flush with the panel surface (not countersunk) and into the framing system. Locate fasteners at least 3jg" away from the edges and ends of the sheathing. DensGlass Gold Exterior Guard panels are not to be used as a base for nailing or ';''' DensGlass Gold Exterior Guard (16" a.c.) other fastening. Drive the fasteners through the sheathing panels and into the framing. Use metal track when using metal studs Use nails or screws only. DensGlass Gold Exterior Guard panels may also be used for mechanically fastened claddings. Fastening to Metal or Wood Framing DensGlass Gold Exterior Guard should be fastened a maximum ofS" o.C. to metal or wood wall framing in accordance with ASTM C 12S0 around the perimeter I and where there is framing support. Do not countersink. See fastener chart for sizes and types of fasteners recommended. Install with joints staggered per ASTM CI2S0. 5/8" DensGlass Gold Exterior Guard (24" a.c.) G'P Gypsum ... Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum 7 . GeorgHII-PKlflC comp.ny Recommendations for Framing and Fastening ~ . . - . Shear Resistance . The use of forced air heaters creates . Do not laminate DensGlass Gold To meet the racking shear strength volumes of water vapor which, when Exterior Guard to masonry surfaces; specified in the product comparison not properly vented, can condense use furring strips or framing spaced chart on page 5, use 1] -gauge 7/16" on building materials. The use of at.manufacturer's specifications. head galvanized nails or equivalent. these heaters and any resulting damage . DensGlass Gold Exterior Guard is These nails should be a minimum 11/211 is not t.he responsibility of G- P Gypsum. not intended for roof applications. long for Vz" DensGlass Gold Exterior Consult heater manufacturer for For roof applications consult our Guard panels and 1 y." long for 5fa" proper use and ventilation. Avoid any DensDeck@ Roof Guard brochure. panels. Space the nails a maximum of condition that will create moisture~ 4" o.c. around the perimeter and 8" in the air and condensation on the . DensGlass Gold Exterior Guard is o.c. along intermediate framing in the exterior walls during periods when not intended for tile applications. field of the board. the exterior temperature is lower For tile applications, consult our Ceiling and Soffit Framing than the interior. DensShieldo, Tile Guard brochure. Maximum spacing for parallel orienta- . When DensGlass Gold Exterior . DensGlass Gold Exterior Guard is not a structural product and should tion of 1jz" DensGlass Gold Exterior Guard panels are used in slanted wall not be used in lieu of plywood where Guard is 16" o.c. For perpendicular applications, that portion of the wall required. orientation, the maximum spacing is must be temporarily protected from 24" o.c. The maximum spacing for 5fa" the elements by the use of a weather . Do not apply DensG1ass Gold Exterior DensGlass Gold Fireguard Exterior barrier such as 15# felt prior to appli- Guard below grade. Guard is 24" o.C. for both parallel and cation of the cladding. Also, exposed . For all installations, design details perpendicular applications. Fasteners wall ends such as those that may be such as fasteners, sealants and con- should be spaced 8" o.c. on framing found in parapets must be covered to trol joints per system specifications members. prevent water from infiltrating the must be properly installed. Openings Limitations cavity. and penetrations must be properly . DensGlass Gold Exterior Guard is . G- P Gypsum does not warrant and flashed and sealed. Failure to do so exceptionally resistant to weather, is not responsible or liable for the will void the warranty. but it is not intended for immersion performance of the cladding or exte- . Do not use DensGlass Gold Exterior in water or sustained exposure to rior systems applied over DensGlass Guard as a base for nailing or water and moisture. Cascading roof! Gold Exterior Guard. The suitability mechanical fastening. Fasteners floor water should be directed away and compatibility of any system is should be flush to the face of the from the sheathing until appropriate the responsibility of the system board, not countersunk. drainage is installed. manufacturer or design authority. Fastener Chart ~'il\tlt~t 1W'" Bugle head fine thread, rust-resistant, DensGlass Gold to heavy-gauge drill point drywall screw rr ype S-12) steel ~rluu'I';'N.r 1" 1'/4' Bugle head fine thread, rust-resistant, DensGlass Gold to light-gauge sharp point drywall screw rrype S) metal framing or furring x) ~j,_1.1W'" 1'/4' 1'/4" Bugle head fine thread, rust-resistant, DensGlass Gold to coarse thread sharp point screw rrype W) wood framing ~ 1'/4" 1'/." Wafer head, rust-resistant screws, DensGlass Gold heavy-gauge drill or hi-Io rr ype S, 5-12 or W) rr ype 5-12) or light-gauge rrype S) metal, wood rrype W), respectively ~ "'"".... 1'12" 13/." Hot dip 11-gauge, galvanized DensGlass Gold to I 7/'6" head nail or equivalent wood framing 8 Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum G.p Gypsum .. . Geon;Illl-P'llatlC com~ny "ll_~~~\~'~~_@l~.~r;^" Negative Uniform lateral loads/Air Infiltration and Static Water Penetration Testing fiI!IBI . . - . Secondary Weather Barrier Performance Method #1 0* 6.0 None None '12 oz. Method #2 .50* 6.0 None None '12 oz. 'Exceeds requirements for Massachusetts building codes. - , 1 6.24 PSF is equlvaient to approx. 49 mph wind. ~ 2. 12 PSF is equivalent to approx. 69 mph wind. This pressure differential is typically used for high-performance glass enclosures for high-rise buildings. Normally only 6.24 PSF pressure is required for a water barrier. These are constant wind ratings. 3. Test method allows for one leak at no greater than 1/2 oz. of water In 1 S minutes. Negative Uniform Lateral Loads (Wind Loading> 'Iz" Vertical 16 65 '/:>" Horizontal 16 70 s/8" Vertical 24 68 S/8" Horizontal 24 85 S/8" Vertical 16 92 Source: TPI Report #89-047; wind load per ASTM E330 (bugle head screws 8" o.c.) Note: For information on higher negative uniform lateral loads. contact the G-P Gypsum Technical Hotline at 1-800-225-6119. ,~~, ) ,. . 10 Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum G.p Gypsum .. . Georglo-i>l!Iollc company Fire-Rated Assemblies .... . . - . Fire-Rated Assemblies (Steel-Framed) i-Hour Fire Rating Exterior: %" DensGlass Gold Fireguard Test Reference: UL U465 Exterior Guard applied vertically or at CTC 2171-3996 right angles to min. 3%" corrosion resistant . .{:;-i:~:~~;_::Jr'~_~.~~_~'~~:'ij:{~;-t;;':~~:':J.~~-,:}~~'~~~'~::!t~'~2:~:.(:._:l~~v:-;~~,~~_ 25-gauge steel studs 24" O.c. with I" Type S Wail Thickness: 6" corrosion resistant bugle head screws 8" o.c. Weight per Sq. Ft. 6 psf at board edges and 12" at intermediate stud". :"'i ~ Interior: SJa" DensArmor Fireguard or DensArmor Plus Fireguard or %" ToughRock Fireguard gypsum board applied vertically or at right angles to framing with 1" Type S bugle head screws 8" o.c. at: board edges and 12" at interme- diate studs. i-Hour Fire Rating Exterior: Shi" DensGlass Gold Fireguard T est Reference: UL U425 Exterior Guard applied vertically to min. Wali Thickness: 43/4" 3%" corrosion resistant 20-gauge steel Weight per Sq.Ft. 6 psf studs 24" O.c. with 1" Type S corrosion resistant bugle head screws 12" o.c. Interior: Shi" DensArmor Fireguard or DensArmor Plus Fireguard or SJa" ToughRock Fireguard gypsum board applied vertically to framing with 1" Type S bugle head screws 12" o.c. Insulation to completely fill stud cavity. (Load-bearing: 100% of design load) 2-Hour Fire Rating Exterior: Two layers Shi" DensGlass Gold Test Reference: UL U425 Exterior Guard applied vertically to min. Wall Thickness: 6" 3%" corrosion resistant 20-gauge steel studs 24" o.c. Base layer attached with ;;~~~~f~1~ti~1~~~~;?1;:~il~i1~~~~~:i~~~;~~1~~~~~:jl~~:1f'~7~~:~ Weight per Sq. Ft. 11 psf 1" Type S corrosion resistant bugle head screws 12" o.c. Face layer attached with 1 %" Type S corrosion resistant bugle head screws spaced 12" o.c. Joints staggered. Interior: Two layers %" DensArmor Fireguard or DensArmor Plus Fireguard or %" ToughRock Fireguard gypsum board applied vertically to framing. Base layer attached with 1" Type S bugle head screws 12" o.c. Face layer attached with 1%" Type S bugle head screws spaced 12" O.c. Joints staggered. Insulation to completely fill stud cavity. (Load-bearing: 80% of design load) 2-Hour Fire Rating Exterior: Two layers %" DensGlass Gold ~ Test Reference: ULU411 Exterior Guard applied vertically to min. e-- "" Wall Thickness: 5" 21/2" corrosion resistant 25-gauge steel ?:K~~:~!fi{~l~itiIf~~:ilf;~i~K;:~:~~~~~}lt?{f~l; Weight per Sq. Ft. 11.0 studs 24" o.c. Base layer attached with 1" Type S corrosion resistant bugle head screws 16" o.c. Face layer attached with 1%" Type S corrosion resistant bugle head screws spaced 16" o.c. Joints staggered. Interior: Two layers %" DensArmor Fireguard or DensArmor Plus Fireguard or %" ToughRock Fireguard gypsum board applied vertically to framing. Base layer attached with 1" Type S bugle head screws 16" o.c. Face layer attached with 1%" Type S bugle head screws spaced 16" o.c. in the field and along vertical edges and 12" O.c. to the floor and ceiling runners. Joints staggered. 12 Technical Service Hotline 1.800.225.6119 or www.gp.com/gypsum G.p Gypsum .. , Geor'9l_-Paofic company