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REV-17-1406 L m I i4o(a s + 4' F l 1- 1 � Miami Shores Village �rEIv�D Building Department MAY 5 2017 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Y Tel:(305)795-2204 Fax:(305)756-8972 BY:— INSPECTION INSPECTION LINE PHONE NUMBER:(305)762-4949 _ l��_ FBC 20 14 BUILDING Master Permit No.a- —) -16 - lci 3 I PERMIT APPLICATION Sub Permit No. �,r-v n - 14o� ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL l , ❑PLUMBING ❑ MECHANICAL E]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1 UJD O3 S+ City: Miami Shores County: Miami Dade Zip: :2)3)---2)S Folio/Parcel#: DyS l -©0 a o Is the Building Historically Designated:Yes NO l Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): i -10� �� Phone#: Address: 'Ci cprc'j a qi I &V'� Q_ City: pioOW d0j e State: CI, Zip: 5; 3J Tenant/Lessee Name: Phone#: Email: G CONTRACTOR:Company Name:, C7 Q/1� �:�Q C�P Phone# EA -,52-0-0518 Address Q3l (o op �� � � City: �aW� •C CtIAA hU Qke, State: _ FL Zip: -13 L4 1 Qualifier Name: 0,CC(A( fro P y1', Phone#:. State Certification or Registration#: c C, C s ZI s, g Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ �. co _ _ __ _ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑IR^epnair/Replace F-] Demolition Description of Work: U,'V) S i QA �i tyy) to Specify color of color thru tile: Submittal Fee$ Permit Fee$'9t�-35' v V CCF$ CO/CC$ Scanning Fee$ v`1 Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ 60 (z Bond$ TOTAL FEE NOW DUE$`�O p (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address _ City 1 State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT-IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Ful OWNER or AGENT CON :2wIedged R The foregoing instrument was acknowledged before me this The foregoing instrument was before me this day ofj E1� 20 Z by day of 20 (1 by 9.0Vxf- who is personally known to 05CA( F'o21/1 I who is personally known to me or who has produced &-2c-e-Ge ?A4-§)201Z:7- as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: / J Sign: L''L0�4- Sign: Print: Print: 1 Seal ° ^>;,. KAREN B GALLO Seal: •t�Y:>i''•; ANAWGIASIERRA '� Notary Public -State of Florida 3 MYCOMMISSION 0FF224104 M'„ -'• 'E My Comm.Expires Nov 1,2018 ` y a= EXPIRES:April 23,2019 Bonded Thru Notary Public Underwriters ,.< '9 Commission, # FF 155122 VBond.APPROVED BY Plans ExaminerZoning Ahbl)� Structural Review Clerk (Revised02/24/2014) i lift Strap Connector 3/4" Power Fastener Wedge Bolts 6 jT't N7: e7' J T•� UPLIFTY �'`` 3. 14- ` Roof Pitch I- _ GIRDER TRUSS Thru Bolts rrii ON L2 III, x PIy�wA irA • 4' balks ►.�.M X FHr 1 ? t.eI�IaIyya �' Tl �., Too of T.B. .® plan View jr K u •, DNtona s• E' b 211' 4- 2-1 Bottom of T.B. 8'X12U Raund spacing l sc Y a h xX+ h" •• 1,. • +� h • see 2.• •' f, Bottom of T.B. 0.0 •••„'; 8 X16Tle Beam q+� ' • . •-,.:t;; 8'02' or 6'X16' 2, • '• + • • • • J� •• • •.•• . - I •••••• •••• • • ,r Sadloa . •• . •••••• �". j • •• '••is • .• •.� • sof Code (in) Uplift '00 ••••• A Product XX Slope Rafter 2x4 Ppfter 2'X6 90 :G: PLYS Lateral Loads 0 3/12 5.6 4,76. •..•.. :Ck 0 ;'t' NVUCB-1 1 2 4800 3350 2770_ 4/12 6.4 ' 8.5 • •i ' IS� NVUCB-2 2 4 9600 4250 4900 5/12 7.1 • 9,3. •• S:Av v> •s• ••••.i M NVUCB-3 3 6 10040 4250 5200 6/12 7.9 10.2 � � � • NVUCB-4 4 7 10040 4250 5200 7/12 1 8.7 11.0 00 k � NVUCB-5 5 81/2" 10040 4250 5200 8/12 1 9.5 11.9 Structural Notes: 1) Design conforms to FBC 2014,IBC/IRC 2015/2012 and NDS 2012. Vipin N.Tolat,P.E. (Civil) 2) 3/16"thick Structural steel shall conform to ASTM A36,yield strength 36000 psi. FL.Reg.#12847 Load values shown are based on Steel Stress without 33%increase. 3) All welding shall be minimum 3/16"with E70 electrodes and shall conform to latest AISC/AWS codes. 15123 Lantern All contact areas shall be fully fillet welded. Creek Lane 4) All 3/4"diameter bolts through wood shall be per ANSI/ASME Standard 818.2.1. HOUSton,TX 5) The Lateral loads shall not exeed the Truss Chord Capacity. 77068 6) Lateral loads combined with uplift loads,shall satisfy the following equation: Actual Uplift Actual Ll Actual L2 ' Allowable Uplift + Allowable L1 + Allowable L2 <=1.0 7) All Power Fasteners wedge bolt anchors shall be per Power Fasteners Catalog.Minimum anchor embedment shall be 6". Minimum normal weight concrete shall be 2000 psi.Anchor diameter is 3/4".Bolt values are without 33%increase. 8) Uplift and Lateral values shown are reduced for bolt spacing and edge distance per Power Fasteners Catalog. Uplift loads shall not exceed Truss chord capacity. 9) Uplift values are also controlled by compression perpendicular to grain of 565 psi for Southern Pine per NDS. For other species,contact Engineer for values. 10) Provide plywood shims to close the gap between truss chords to obtain full bearing and prevent bending of thru bolts. 11) All products are painted Royal Blue for easy identification. 23 1 (httos://www.stronatie.com/) _............ `search strongti8 con) Home(� > Connectors(/allconnectors/category) > Wood Construction Connectors(/woodconnectors/category) > Masonry Connectors(/masonryconnectors_woodconnectors/category) 1 > Masonry Hangers(/masonryhangers_masonryconnectors/category) > Face-Mount Masonry Hangers(/facemountmasonryhangers_masonryhangers/category) j . HU/HUC/HSUR/L Hangers FfL. x 1 u� t 0000 algia . 0 0 0000 00 ••00 • . , . • ... •0000. • • . • . 00 0 0 0000.. 0000.0 v 000000 00 0 :000.: 0000 00009. 0 000 0 > c. 0: ... .. • ` . 0 690000 9 . 0 .00000 ••00:. . 000 •0. 0 ..600: „F 0 • , 0 HU/HUC hangers may be installed on a masonry/conc'rete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. tHU and HUC products are heavy-duty face-mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed-flange (face flanges-turned in) version of the HU. • HU is available with both flanges concealed, provided'the W dimension is 2 5/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2 5/16" at 100% of the table load.. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen®2 screws (Model TTN2-25134H). Follow all installation instructions and use the loads from this catalog. a Material Model No. Fasteners . leloada(ISFfSP) - -- Concrete GFGMI) Concrote ` U lift own Standard Concealed Joist.' " Titeil 7 t"il°GOPUTMIF 120"1 HU26 HU26X (4)`s'x i j 41 (2)10d x 1112" 335 1,000 335 1,545 ,x.,�,.---' i(,) _. 4 _._j (1)104 x 11/2" 760 1,500 760 2,400 q6 s rong ie.c NU28X (6)1; .._....--__-----.._._ ..... ._...-. _.._............_._..-._. F (8) "',r: 1,a, (8) (4)1 Od x 1 ,%a" 760 2,000 1760 2,415 ' HU46'(Min.) HUC46 (8)';,x,i:s, ( (8) a'x1 a �(4)tOd,Gomiiwn 760 2,000 760 3,200,4 ® HU46(Max.) HUC46 (12)'o'x 1 , j (12) r 1 1 115 3 (6}10d common 3 000 1 135 3 950 ® HU26 2(Min.) HUC26 2 (8)' t 134 (8) I (4) 1 O common 760 2,000 760 3,200 HU26-2(Max.) HUC26-2 (12) , x 1 (12) (6)10d common 1,135 3,000 1,135 3,950 HU48(Min.) HUC48 (10)':,x"1- W')- 1011 760 2,600 x 760 3 725 x I' NU48(Max) HUC4B �.:..:..._......._........_(14),•, x i 3. x(14)', x;r4' (6),104 common 1,135 31500 1`135 4;920 HU28-2(Min.) HUC28-2 (10) x 1 < ( 0)' j (4)10d common 760 2.500 760 3,725 ._...._..._...---...------............................ ..V 1.. .. ._...... ......... .................................... .... - ..............._..._ _ - HU28-2(Max.) HUC28 2 (14) < T (14) x' , i (6)10d common 1,135 3,500 1,135 4,920 F HU410(Min.) HUC410 (14) a x+ , (14)*, 1,-"4" (6),10d common'_ 1,135 3,500, 1,135 4,920: 'HU410(Max.) HUC410 (18)"�"x r a' i (181 , t , a (10)10!common 1,81}0 4,500 1,800 4,920, ® � HU210-2(Min,) HUC210-2 (14) x; (141 (6}104 common 1,135 3,500 1,135 4,920 - _ HU210-2(Max_) HUC210-2 (18) 1 (113, I (10)10d common 1,800 4,500 1,800 5,085 E' HU28X Skew 45° (Not available) (6)1f4 1', l (6)' x 1", (4)10d x 11/2" 670 1,500 670', 2,400 _ HSULIR26-2 HSULISC26-2 (12)!4")(1-1 (t1}' r I,, (4}164 x 2'h 900 3,000, 900 3135 HU24-2 HUC24-2 f (4)14 x;"r (1) 1 (2) 10d common 380 1 1,000 380 1,545 HU212 HU2( X (6}10d OM2", 1;135 2,500 `,1,05 2,665 - j HU214 }IU214X (12)','a' Y.;:'=i:' i (12) X 1 :a` � (6) 1Od x 11/2" 1,135 2,665 1,135 2,665 __- HU26 2(Min.) HUC26-2(Min.) (8)', x,23/411 ) (8)' <t'f4 (4)10d common 760 2,000 760 3,20G' " �U262(Max.) UC262'(Max.) (1?)'x,x2 s (12) ,"r,1",' (6t10d-common 1,135 •300[1 11 5 • 3,950 ...............................:..... 1... ... . ...............................::.._.. _... _ • .<. ._. e:••. _ __.._- ...... i...._HU26-3(Min) I HUC26 3(Min.) (8)' ;. (8)' (4)1Od common 760 2,000• 7W • 3 20 *• ;- i..... .. ........ ... .... .... .. _........... ........ HU263(Max.) HUC26 3(Max,) (121 , x% (tit i (6)104 common 1,135 `�3ZQ1D• 1,1.36• 3,950 • HU28-2=(Min:) HUC28-2,(Min,) (10)', x 2-. 1 (tu)V,`,.1 104 common 780; 2 50x 7613• 3,72,5 • is HU28-2(Max.) HUC28-2(Max.) (14)1„ F?3a ( (ly) I 1 1,4a (6)10d common 1,135. ::45 • ''P 4 9 •• i HU210 2(Min.) HUC210 2(Min,) (14}11 (14) i , (6)104 common 1,135 ••i,�pQ 1 13 • 4,9f8•• ...._.....-_ _._.._._ _....._............................ _.._.� k._...�. �. • HU210-2(Max.)'- HUC210-2(Max.) (18)1/4'x 2-,." (18)`.'x 1 (10)1Od common 1,800 0044 `M@ • 5,t�••. _. .... ...... _..____ ...__... ..__ j HU210,3(Min.) HU0210 3,(Mit1) (14) r 2 I `111, 1^, >, (6)104 common_ 7,125 • 1,13. 4 2 •'� • HU210?3(Max.) HUC210 3(Max,) (18)"< k 'a'- - (18,'< 1�.� (1O) 1 O common ,1,800 s 4,510 • OGL 5 r r HU212-2(Min.) HUC212-2(Min.) (L6),!,', 2 . (6}104 rromrnon 1,135 . 4,0(�(l 1,135 4,920 HU212 2(Max.) HUC212 2(Max,) (22) %4 'S 2 SF' (221 . _ (10)10d common 1,350 I 5,085 1�b0; F4j§20 08 '• HU212 3(Min.) HUC212 3(Min,) (16)', z) (1b1'a < t (6y tOd common,` 1,135 4,000 1,135 HU212-3(Max.) HUG212-3(Max.) (22)', x 7 w, r (?2) ', { (10)104 common 1,800 5,085 1,8901085HU2142(Min.) HUC2142(Min.) (18)', (1N 1 (8)10dcommon 1,515 ! 4500 '1,515 085 .. .... ._.).._.........--. --... . -HU214-2(Max,) HUC214-2(Max.) (24) ','x 2�, (A) !::"; 1' (12)10d common' 2,015 5,085 2,015 ,085 HU214-3(Min.) HUG214-3(Min.) (18) (si t 4 (8)1.0d coimmon 1,515 4,500 1;615 5,085 r HU214 3(Max.) HUC214-3(Max.) (24)1,,,'.x 1 4 (21) (12)1Od common 2 015, 5 085 2,075 5,085 x r, HU216 H0216X (18) , x ' 11,3) (8)10d x 1'/z' 1,515 ( 2,920 1,515 2,920 HU216 2(Min.} HUC216-2(Min.) (20)' `x1�< (20y_,' x ' ' (8y 10d common W 1,515 4;920 1,615 4,920 �._ _ j' HU216 2(Max.) HlIC216 2(Max.) (26),h"x 2.w (26)', x ti (12)10d common 2,015 5,085 2;015 5,085`,', j HU216-3(Min.) HUC216-3(Min.) (20)'.,'x'x%":" (20'' (8)1 O common 1,515 4,920 1,515 4,920 HU216-3(Max.) HUC216-3(Max.) (2 6) %"x (26} 2V I (12)1 O common 2,015 5,085 2,015 5,085 i --- -- Allowable Loads(DO#SP) i Model No. I Fasteners f + Iv GFCMU, Concrete GFGt�1t1 l Cuncc€;te ry.T Uplift Down Witt- Down `. 'Standard Concealed r I i Tit-n 2 + i 1 j Jois#,x` (160) (1081125) HU44 HUC44 (4)' :;% (4) j (2)tOdcommon 380 1,000 380 1,545 - ---_ HU46(Min,) HUC46(Min:) (8)'x, � (P) (4)1Od'common 760 2,000 760 -3 200 _ _ HU46(Max.) HUC46(Max.) (12)' x ` (6)10d common- 1,135. 3;000 1,135, 3,950 H (Min.) ( . t i i (4)10d common 760 2,500 �..W_..760 3,725 ®+ U48'Min. HUC48 Min.) (10) , _, �, HU48 Max. HUC48 Max. (14)'::";:2=X'- (14)' `is V-S' 6 1 Od common 1,135 3,500 1,135 4,920 f• JOSE A MARTINEZ P.E Civil Structural Engineers Lic. # PE-031509 STRUCTURAL CALCULATION•. •••••• ADDITION AND REMODEL FoR •": :"": .... .. . .. . MIROVA RESIDENCE •�••• ...... . .. ..... (REVISION1 ) ::•::• . . . . ...... r FOR 1450 NE 103rd ST MIAMI SHORES FL 1 OF 15 rA CTURALREVIE OSEDATOVE® J �' • c 24 E. 5"'St. Hialeah, FL 33010 Phone: (305)887 4417 Fax: (305)884 3967 4 S k r. 1 f- I RB-1 CONCRETE BEAM DESIGN COND 1 Span =19.33 LOADS � 7 Roof DL = 25•f— + 21 = 137.5 plf l2 J Roof LL= 7 �0• — + 2� = 165 PIF .••••. TOTAL DL = 137 If • ...... . ... ..... .. .. .. . ...... TOTAL LL= 165 pIf .••.•. .' . . . . ...... FOR WIND LOADS: •�• r Wind =60.43 psf 60.43.8 = 241.72 P1 I b : D 4 2 IZXtZ. L4?I3 �� � r . I e I I r ' I i Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. -Title-Block Line 6 — Norm zn ;q1)p:, I I.;,;4; t. Concrete Beam File=C:1MARTAM-112016MA-wSABEL-112016.3-11CALCUL-1;beam.ec6 L ENERCALC,INC.1963-2016.Build:6,16.10.31.Ver:6.16.10.31 Description: CONCRETE BEAM AT MASTER BEDROOM COND 1 REVISION MAYO F CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Y Pc 112 = 5.0 ksi 6 Phi Values Flexure: 0.90 fr= fc ' 7.50 = 530.33 psi Shear; 0.750 O 0 ID Vr Density = 145.0 pcf (i I = 0.80 X, LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 p O • .••• . •• .•••. D,0'.37011.018501 •••••• • ••• •••••• V V •• •• •}� -Vii••••• • •••••• 12`w,c 12'h • • • • • Span-19 330 it Cross Section & Reinforcing Details Rectangular Section, Width=12.0 in, Height=12.0 in' Span#1 Reinforcing.... 346 at 2.0 in from Bottom,from 0.0 to 19.330 ft in this span 346 at 2.0 in from Top,from 0.0 to 19.330 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. t Beam self weight calculated and added to loads Loads on all spans... D=0.1370, Lr=0.1650 Uniform Load on ALL spans: D=0.1370, Lr=0.165010 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.513 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.074 in Ratio= 3117>=36 Mu:Applied 28.136 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn'Phi:Allowable 54.834 k-ft Max Downward Total Deflection 0.406 in Ratio= 571>=18 Location of maximum on span 9.683 ft Max Upward Total Deflection 0.000 in Ratio= 999>=18 1 , Span#where maximum occurs Span#1 Cross Section_Strength & Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (in A4) Cross Section Bar layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 3-#6 @ d=10',3-#6 @ d=2', 0.00 0.00 54.83 54.83 1,728.00 581.22 581.22 __Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAkmum 4.320 4.320 Overall MINimum 1.595 1.595 +D+H 2.726 2.726 +D+L+H 2.726 2.726 J +D+Lr+H 4.320 4.320 +D+S+H 2.726 2.726 +D+0.750Lr+0.750L+H 3.922 3.922 Title Block Line 1 Project Title You can change this area Engineer: Project ID: using the*Settings'menu item Project Descr. and then using the'Printing& Title Block'selection. Title Block Line 6 r'rwO 2e r1xY M'? 1 i•.111 I Concrete Beam File=C'1MARTAM-112016MA-14SABEL-1\2016-3-11CALCUL-1lbeam.ec6 i ENERCALC,INC-19832016,Build.6.16.10.31,Ver6.16.10.31 Description: CONCRETE BEAM AT MASTER BEDROOM COND 1 REVISION MAYO Vertical Reactions I Support notation:Far left is#1 Load Combination _ TM Support 1 Support 2 -D+0.750L+0.750S+H 2.726 2.726 +D+0.60W+H 2.726 2.726 +D+0.70E+H 2.726 2 726 +D+0.750Lr+0.750L+0,450W+H 3.922 3.922 +D+0.750L+0.750S+0.450W+H 2.726 2.726 +D+0.750L+0.750S+0.5250E+H 2.726 2.726 +0.60D+0 60W+0.60H 1.635 1.635 +0.60D+0.70E+0.60H 1.635 1.635 D Only 2.726 2.726 Lr Only 1.595 1.595 i LOnly 6••• SOnly • • 00••69 .0000• + WOnly 96.0 : • ••• •9 E Only0..* • • 0000•• • 0000•• H Only • 0000•• Shear Stirrup Requirements •••• •• • Entire Beam Span Length:Vu<PG2, Req'd Vs-=Not Regd 11.4.6.1, use stirrups spaced at 0.000 in 090000••••• hiV : 9••9 •.••• Maximum Forces & Stresses for Load Combinations "'••• ••• ••••• Load Combination Location(ft) Bending Stress Res&I (4k-0t) •• • •••••• Segment Length Span# in Span Mu:Max Phi'Mrl";';Stress Ratio ' •• • 0000•• MAXimum BENDING Envelope • •pe .••..• Span#1 1 19.330 28,14 !:,83 • 0.54 • • +1.40D+1.60H 0••0 0 ••• • :000% Span#1 1 19.330 18.44 54.83 0.34 " • +1.20D40.50Lr+1.60L+1.60H •• Span#1 1 19.330 1966 54.83 0.36 +1.20D+1.60L-450S+1.60H Span#1 1 19.330 15.81 54.83 029 +1.200+L60Lr+0.50L+1,60H 1 Span#1 1 19 330 28 14 54.83 051 +1.20D+1.60L r+0.50W+1.60H Span#1 1 19.330 28 14 54.83 0.51 +1.20D+0.50L+1.60S+1.60H Span#1 1 19 330 15.81 54.83 0.29 +1.20D+1.60S+0.50W+1.60H Span#1 1 19.330 15.81 54.83 0.29 +1.20D+0.50Lr40.50L+W+1.60H Span#1 1 19.330 19.66 54.83 0.36 +1.20D40.50L+0.50S+W+1.60H Span#1 1 19.330 15.81 5483 0.29 +1 200+0.50L+0.20S+E+1.60H Span#1 1 19.330 15.81 54.83 0.29 40.90D+W+0.90H Span#1 1 19.330 11.85 5483 0.22 40.90D+E+0.90H Span#1 1 19.330 11.85 54.83 0.22 Overall Maximum Deflections Load Combination Span Max.''Dell Location in Span Load Combination Max +'Del t Location in Span +D+Lr+H 1 0.4059 9 665 0.0000 0.000 l t ° l f Title Block Line 1 Project Title You can change this area Engineer: Project ID: -• using the'Settings*menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 rn 20MA"'MI' .i,crr.l File=C9MARTAM-112016MA-1USABEL-1120163-11CALCUL-ttbeam.ec6 Concrete Beam l ENERCALC,INC.1963.2016,Build:6.16.10.31,Ver.6.16.10.31 Description: CONCRETE BEAM AT MASTER BEDROOM FOR WIND LOADS REVISED MAYO CODE REFERENCES _ t Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties f c 112 = 5.0 ksi Phi Values Flexure: 0.90 fr= fc ' 7.50 = 530.33 psi Shear: 0.750 C 0 kV Density = 145.0 pcf �1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi Bar Size# E•Main Rebar = 29,000.0 ksi Stirrup 3 .• . Number of ResistingLegs Per Stirrup= 2 • • 0000•• `•• • 0000•• j • 0000•• 0000 •• • • • 0000 •' •• 0000• wro 40) 0000•• • •00 0000• • 0.0000 _ • y • • 0000•• ' 12".%12"h • • •. • • • • • •0000• Span-19 330 it • • • Cross Section & Reinforcing Details Rectangular Section, Width=12.0 in, Height= 12.0 in Span#1 Reinforcing.... 246 at 1.50 in from Bottom,from 0.0 to 19.330 It in this span 246 at 1.50 in from Top,from 0.0 to 19.330 It in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... , f W=0.40 Uniform Load on ALL spans: W=0.40 kM DESIGN SUMMARY • ' • i Maximum Bending Stress Ratio = 0.471 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.345 in Ratio= 672>=36 Mu:Applied 18.682 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.000 in Ratio= 999>=18 Mn'Phi:Allowable 39.680 k ft Max Upward Total Deflection 0.000 in Ratio= 999>=18 Location of maximum on span 9.683 ft Span#where maximum occurs J Span#1 Cross Section Strength & Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross la-Bottom Icr-Top Section 1 2-96 @ d=10.5',2•#6 @ d=1.5'• 0.00 0.00 39.68 39.68 1,728.00 471.80 471.80 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall Wimum 3.866 3.866 ; Overall MINimum 1.740 1.740 +O+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 rl,nxal 20?+ 20:: 11 10A)A Concrete Beam File=C.WARTAM-112016MA-1uSABEL-112016.3-11CALCUL-tlheam.ec6 ; ENERCALC.INC.1983-2016,Build.6.16.10.31.Ver,6.16.10 31 Description: CONCRETE BEAM AT MASTER BEDROOM FOR WIND LOADS REVISED MAYO _Vertical Reactions Support notation:Far left is 41 Load Combination _ Support 1 Support 2 +D+O.60W+11 2.320 2.320 +D+0.70E+H I +D+0.7501.r•0.7501.4450W+H 1.740 1.740 +D-0 750L+0.750S;0 45OW+H 1.740 1.740 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 2.320 2.320 +0.60D40.70E+0.60H D Only Lr Only L Only S Only 0000 WOnly 3.866 3.866 • • 60•966 0.00•• E Only00 • • • • • • HOnty •0000•• ••6 • •9s6•s Shear Stirrup Requirements 6.9•• • 6 6 0 • Entire Beam Span Length:Vu<PhiVd2, Req'd Vs=Not Regd 11.4.6.1, use stirrups spaced at 0.000 in 000000 •• • • • Maximum Forces &Stresses for Load_Combinations "" • 09 06000 Load Combination - - Location(fl) Bending Stress ResuRs'=�R)� •• V: •6 6 6• Segment Length Span# in Span Mu:Max Phi'Mnx" "Stress Ratio' 0 ••••*• MAXimum BENDING Envelope •• • s •6 Span#1 1 19 330 18.68 3968 • 0 476 • s 6 s••s +1.40D+1.60H • • • s • Span#1 1 19330 1868 39f$•' ; 0.476.• s �••••� +1.20D+0.50Lr+1.60L+1.60H • • Span#1 1 19.330 18.68 39.68 0.47 +1.20D+1.60L+0.50S+1.60H Span#1 1 19.330 18.68 39.68 0.47 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 19.330 1868 39.68 10.47 +1.20D+1.60Lr+0,50W+1.60H Span#1 1 19.330 9.34 3968 0.24 +1.20D+0 50L+1.60S+160H Span#1 1 19.330 9.34 39.68 0.24 +1.20D+1.60S+0.50W+1.60H Span#1 1 19.330 9.34 39.68 0.24 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 19.330 18.68 3968 0.47 +t.20D+0.50L+0.50S+W+1.60H Span#1 1 19.330 18.68 3968 0.47 +1.20D+0.50L+0.20S+E+1.60 H Span#1 1 19 330 18.68 39.68 0.47' +0.90D+W+0.90H Span#1 1 19.330 18.68 3968 0.47• +0.90D+E+0.90H Span#1 1 19.330 18.68 3968 OAT Overall Maximum Deflections Load Combination _ Span Max.''Defl Location in Span Load Combination Max.*+'DellLocation in Span W O- 0.3451 9.665 0.0000 0.000 RB-1 CONCRETE BEAM DESIGN COND 2 Span =12' LOADS SPAN 1 Roof DL = 25•(21.17 + 5 1 = 327.125 pif 2 i 1.17 X Roof LL= 31D 2 ` + 2.5� =392.55 plf TOTAL DL = 328 = 328 pll' TOTAL LL= 392 pif 4b • • • .0000• ao 0000.0 X00 •0 0000 0 00 00000 .0000. 0 000 ..... .. .. .. . ...... 00 0 0 • 0 . • •00000 00 • 000 . 0 0 00 Title Block Line 1 Project Title: You can change this area Engineer. Protect ID: using the"Settings'menu item Project Descr and then using the'Printing& Title Block'selection, Title Block Line 6 vn,1P i 20 IIA"2n11:,AA1 LConcrete Beam File=C:WARTAM-lk2016MA-1USABEL-112016.3-1kCALCUL-luam.ec6 ENERCALC,INC.1983-2016,Buik1:6.16.10.31,Ver.6.16,1031 1.1 a: 2: • Description: CONCRETE BEAM AT MASTER BEDROOM COND 2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties f c 112 = 5.0 ksi Phi Values Flexure: 0.90 fr= f c ' 7.50 = 530.33 psi . Shear: 0.750 O O O W Density = 145.0 pcf (i 1 - 0.80 X LIWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 60.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi ' E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 O 0 0 12,n 010 32701 LIM 39201 ♦ _ ♦ ♦ ♦- •••• • • 0000 0.000• 0000•• •• • 0000•• ' 12" x 12"h • 0000•• • • • 0000•• 0000 •• • • • Span-120C •000 • •• 0000• 0000•• • ••• 9000• Cross Section & Reinforcing Details **09:0 Rectangular Section, Width=12.0 in, Height=12.0 in ...•.. • Span#1 Reinforcing.... .•..:• 346 at 2.0 in from Bottom,from 0.0 to 12.0 It in this span 346 at 2.0 in from Top,from 0.0 to•12.0 ftin this spa:*, •••• • A lied Loads Service loads entered. Load Facf%F4,Xi1lbe appligO jor calculatictt z Beam self weight calculated and added to loads Loads on all spans... D=0.3270, Lr=0.3920 Uniform Load on ALL spans: D=0.3270, Lr=0.3920 k/ft DESIGN SUMMARY ' Maximum Bending Stress Ratio = 0.392 : 1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio= 5485>=36 1 Section used for this span Typical Section Mu Applied 21.485 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 : Mn'Phi:Allowable 54.834 k-ft Max Downward Total Deflection 0.076 in Ratio= 1882>=18 Max Upward Total Deflection 0.000 in Ratio= 999>=18 F Location of maximum on span 6.011 ft Span#where maximum occurs Span#1 Cross Section Strength & Inertia Top&Bottom references are for tension side of section Max Mu (k-ft) Phi'Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross Icr-Bottom Icr-Top Section 1 3-96 @ d=10',3-96 @ d=2', 0.00 0.00 54.83 54.83 1,728.00 581.22 . 581.22 _Vertical Reactions Support notation;Far left is#1 Load Combination Support 1 Support 2 Overall MAXmum 5.184 5.184 Overall MINimum 1.699 1.699 +D+H 2.832 2.832 +O+L+H 2.832 2.832 +D+Lr+H 5.184 5.184 j +D+S+H 2.832 2.832 +D+0.750Lr+0.750L+H 4.596 41.596 i Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the'Setlings'menu item Project Descr, and then using the'Printing& " Title Block'selection, i Title Block Line 6 P,ml 20 MAN 2017 n 1:.a+ Concrete Beam File=C:1MARTAM-112016MA-TUSABEL-112016-3-11CALCUL-ttbea'mec6 ENERCALC,INC 19832016,Build.6.16.10.31,Ver.6.16.10.31 Description: CONCRETE BEAM AT MASTER BEDROOM COND 2 Vertical Reactions Support notation:Far left is#1 j Load Combination y Support 1 Support 2 a0.750L+6.150S+H 2 832 2.832 +0+0.60W+H 2.832 2-832 +D+0.70E+H 2.832 2.832 +D+0.750Lr+0.750L+0A50W+H 4 596 4.596 +D+0.750L+0.750S+0.450W+H 2.832 2.832 +D+0.750L+0.750S+0.5250E+H 2.832 2.832 460D+0.60W+0.60H 1.699 1.699 +0.600+0.70E-4601-1 1 699 1.699 D Only 2,832 2.832 r Lr Only 2.352 2.352 L Only S Only W Only E Only I H Only ' _Shear Stirrup Requirements I Entire Beam Span Length Vu<PhiVcl2, Req'd Vs=Not Reqd 11,4.6.1, use stirrups spaced at 0 000 in Maximum Forces &Stresses for Load Combinations_ Load Combination �! Location(ft) Bending Stress Results (k-ft) • • • • 0000 .•••.. Segment Length Span# in Span Mu:Max Phi'Mn;••• eStress Rath • MAXimum BENDING Envelope ' • 0 • Span#1 1 12.000 2148 54 i�� 0.3900 0 0000•• +1.40D+1.60H •••••• • • • Span#1 1 12.000 11.89 54.23•• 0.27• • :0000: +1,20D+0.5OLr+1.60L+1.60H •see*• i ••• ••••• i Span#1 1 12.000 13.72 5iii•00 0.25• 00• ••i••� +1.200+1.60L+0.50S+1.60H • • 0 • Span#1 1 12.000 10.20 5113 " 0.19'0 0 0 0 0 0 0.0 -1.20D4160Lr+0.50L+1.60H 000..0 • • Span#1 1 12.000 21.48 5 .83 0 i 0.39 • ••••i• +1.20D+l.6OLr+0.50W+1.60H • • 0 0 0 0 0• • • Span#1 1 12.000 21.48 54.83• • 0A,00 0 •...•. +1.20D+0.50L+1.60S+1.60H • Span#1 1 12.000 10.20 5483 0.19' • +1.20D+1.60S+0.50W+1.60H Span#1 1 12,600 10.20 54.83 0.19 +1,20 D+0.50 L x+0.50 L+W+1,60 H Span#1 1 12.000 13.72 54.83 0.25 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 12.000 10.20 54.83 0.19 +1.200+0.50L+0.20S+E+1 60H Span#1 1 12.000 10.20 54.83 0.19 +0.90D+W+0.90H i Span#1 1 12.000 7.65 54.83 0.14 +0.90D+E+0.90H Span#1 1 12.000 7,65 54.83 0.14 Overall Maximum Deflections Load Combination Span Max.'Dell Location in Span Load Combination Max.'+'Dell Location in Span 0.0000 0.000 *D+L�+H 1 0.0765 6.000 STEEL COLUMN DESIGN: height=9 ft Loads Reaction RB-1 DL= 2.73 K LL= 1.59 K Reaction RB-1 DL= 2.83 K LL= 2.35 K Total Vertical Load DL= 5.56 K 0000 LL= 3.94 K ' . . 0000 0000.. 0000.. .. . 0000.. 2 0000.. 0000.. WIND LOADS ONE DIRECTION Soso 00 •• o • 0000 . 00 .0.0. 0000.. 0000 0000. w= 60.55. 19.33.1.66 = 971.458 .. ..� X000 0 ....�. � 0000.. ...... . 0000.. .. . ... . . .. WIND LOADS QTHER DIRECTION W = 60.55. 112.1.66 = 603.078 2 �-iP� S-/PCI Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 n, a 20haAy 201.> i>314; Steel Column T File=CAARTAM-112016MA-"ISABEL-112016-3-1tCALCUL-tlbeam.ec6 d ENERCALC.INC.1983.2016,Build:6.16.10.31,Ver:6.16.10.31 INN �.r • Description: STEEL COLUMN Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 I Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS4x4x1/2 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade A500, Grade B. Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Sending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9 ft.K=10 Applied Loads _ _ Service loads entered Load Factors will be applied for calculations Column self weight included:194.670 lbs"Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,Yecc=2,0 in,D=2.730,L=1.590 k Axial Load at 9.0 ft,Xecc=2.0 in,D=2.830,L=2,350 k BENDING LOADS... Lai.Uniform Load creating Mx-x,W=0.980 kilt Lat.Uniform Load creating My-y,W=0.6070 klft .••• DESIGN SUMMARY •••• •••••• -- - • • • .. . . •.• Bending 8 Shear Check Results • PASS' Max.Axial+Bending Stress Ratio,= 0.5025 :1 Maximum SERVICE Load Reactis"..••• ••• : is**** Load Combination +D+0.60W+H Top along X-X •••:•• 2.732 k • • • Location of max.above base 4.409 ft Bottom along X-X **so 2.732• •"'•• At maximum location values are... Top along Y-Y **so** 4.41 Q k'••' **Go; Pa:Axial 5.755 k Bottom along Y-Y 4.410 Pn!Omega:Allowable 117.368 k Ma-x:Applied I 5.728 k-ft Maximum SERVICE Load Deflections!!. %.*• • so**** 4.630ft Mn•x I Omega:Allowable 19.212 k-ft Along Y-Y 0.4237 in;•a?;•: ':Clove ba::•::• for load combination:W Cfily ;••••• Ma-y.Applied 3.455 k-ft Mn-y!Omega:Allowable 19.212 k-ft Along X-X 0.2625 in• a4• 4.630 above ba"* ••• for load combination:W Only •• PASS Maximum Shear Stress Ratio= 0.06196 : 1 Load Combination +D+0.60W+H Location of max.above base 9.0 ft At maximum location values are... Va:Applied 2.697 k Vn/Omega:Allowable 43.521 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.072 PASS 8.94 ft 0.001 PASS 0.00 ft +D+L+H 0.123 PASS 8.94 ft 0.002 PASS 0.00 ft +D+Lr+H 0.072 PASS 8.94 ft 0.001 PASS 0.00 ft +D+S+H 0.072 PASS 8.94 ft 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.110 PASS 8.94 ft 0.002 PASS 0.00 ft +D+0.750L+0.750S+H 0.110 PASS 8.94 ft 0.002 PASS 0.00 ft +D+0.60W+H 0.503 PASS 4.41 ft 0.062 PASS 9.00 ft +D+0.70E+H 0.072 PASS 8.94 ft 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+0.45OW-H 0.377 PASS 4.29 ft 0.047 PASS 9.00 ft +D+0.750L+0.750S+0.450W+H 0.377 PASS 4.29 ft 0.047 PASS 9.00 ft, +D+0.750L+0.750S+0.5250E+H 0.110 PASS 8.94 ft 0.002 PASS 0.00 ft ,+0.60D+0.60W+0.60H 0.502 PASS 4.41 ft 0.061 PASS 9.00 ft +0.600+0.70E+0.60H 0.043 PASS 8.94 ft 0.001 PASS 0.00 ft Title Block Line 1 Project Title: You can change this area Engineer: Prolect ID: 1 using the'Settings'menu item Project Descr: and then using the*Printing& Title Block'selection. Title Block Line 6_ r^,recd'20 MAY 201 ;1 31AI Steel Column Fiie=C:VAARTAM-1k2016MA-1VSABEL-1k2016-3-11CALCUL-1lbeam.ec6 i ENERCALC,INC.19832016,B6166.16.10.31,Ver:6.16.10.31 �.� • Description: STEEL COLUMN Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance -D-H -0.0124 in 5.255 ft -0012 in 5 255 it +D+L+H 0.0227 in 5.255 ft -0019 in 5 255 ft +D+Lr+H -0.0124 in 5.255 It -0012 in 5.255 ft +D+S+H -0.0124 in 5.255 It -0.012 in 5.255 ft +D+0.750Lr+0.750L+H -0.0201 in 5.255 ft •0.017 in 5,255 ft +D+0.750L+0.750S+H -0.0201 in 5.255 it -0.017 in 5.255 ft +D+0.60W+H 0.1454 in 4.470 ft 0.243 in 4.530 ft +O+0.70E+H -0.0124 in 5.255 ft -0.012 in 5.255 ft +0+0.750Lr+0.750L+Or450W+H O.Q986 in 4:409 ft 0 174 in 4 470 ft +O+0.750L+0.750S-0.450W+H 0.0986 in 4 409 ft 0 174 in 4 470 ft +0+0.750L+0.750S+0.5250E+H -00201 in 5.255 It -0.017 in 5.255 ft +0.60D+0.60W+0.60H 01502 in 4.530 It 0,247 in 4 530 ft +0.600+0.70E+0.60H -0.0074 in 5.255 ft -0.007 in 5.255 ft D Only •0.0124 in 5.255 It -0.012 in 5.255 It Lr Only 0.0000 in 0.000 ft 0.000 in 0 000 ft L Only -0.0103 in 5.255 ft -0.007 in 5.255 ft S Only 0.0000 in 0.000 It 0.000 in 0 000 If W Only 0.2625 in 4.530 it 0.424 in 4 530 ft E Only 0.0000 in 0.000 it 0 000 in 0 000 ft H Only 0.0000 in 0 000 It 0.000 in 0 000 it Steel Section Properties : HSS4x4x112 •...,• ....•• Depth -� = 4.000 in I xx = 11.90 in^4 J •• • 21,000 4 •• S xx = 597 in^3 •' • • • Width = 4.000 in R xx = 1.410 in • Wall Thick = 0.500 In zX = 7.700 in^3 ��•��� •••••• Area = 6.020 in"2 1 yy = 11.900 in^4 C ••• • �.1`1t;0 In"3 • Weght = 21.630 plf S yy - 5 970 in43 • • • • • i • •••••• • ••• ••••• R yy = 1 410 in • • • • • Ycg = 0.000 in • i•••i• •••••• V w t r t TitIP Block Line 1 Project Title: You can change this area Engineer: Project ID: using the*Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 _ _ nmwsd;ro MAY 20a n v<A+ rM.W51111 t@ei COIUmn File=C,WARTAM-11Pp16MA-111SABEL-112016.3-11CALCUL-tmeam.ec6 ' ENERCALC,INC.1983.2016,Build:6.16.10.31,Ver:6.16.10 31 Aleill 1144 • Description: STEEL COLUMN Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS4x4x1/2 Overall Column Height 8.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade .A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns Fy:Steel Yield 50.0 ksi X=X(width)axis: a E-Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=8 5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8 5 ft.K=1.0 t Applied Loads - _ Service loads entered Load Factors will be applied for calculations Column self weight included:183.855 lbs'Dead Load Factor AXIAL LOADS. Axial Load at 8.50 ft,Yecc=2.0 in,D=2.730,L=1.590 k Axial Load at 8.50 ft,Xecc=2.0 in,D=2.830,L=2.350 k BENDING LOADS... Lat.Uniform Load creating'Mx-x,W=0.980 k/ft Lat.Uniform Load creating My-y,W=0.6070 k/ft *see DESIGN SUMMARY9999• . .. .. 9999• Bending&Shear Check Results 00 ` •0 0.0 •. PASS Max.Axial+Bending Stress Ratio = 0.4473 :1 Maximum SERVICE Load ReactiERst f•• •• • •••••• + Load Combination +0.60D+0.60W+0.60H Top along X-X ***:so 2.580 k • 0 • Location of max.above base 4.164 ft Bottom along X-X 0000 2.584 •9999.k • . 0 At maximum location values are... Top along Y-Y *09000 4.161k e 9 9 90000 Pa:Axial 3.446 k Bottom along Y-Y 000000 4165X 0 0 0 90:090 Pn I Omega:Allowable 122.935 k • • 0 0 0• ; Maximum SERVICE Load DeFleciidns•0 0 0 0 000 ... Ma-x:Applied 5.174 k-ft •• 0 0 0 • 0• Mn-x!Omega:Allowable 19.212 k ft Along Y-Y 0.3371 ir• a?0 4.2.9 ft above base 0 0:0 for load combination:W Mly 0 0 0 0:0 Ma-y:Applied 3.149 k-ft • • • • • i Mn-y I Omega:Allowable 19.212 k-ft Along X-X 0.2088 ie 04• ; 4.207.9 Vve bar••• ' for load combination:W Only '0; PASS Maximum Shear Stress Ratio= 0.05865 :1 Load Combination +D+0.60W+H Location of max.above base 8.50 ft At maximum location values are... Va:Applied 2.553 k Vn/Omega:Allowable 43.521 k Load Combination Results _ Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.071 PASS "8.44 ft 0.001 PASS 0.00 ft +D+L+H 0.121 PASS 8.44 ft 0.002 PASS 0.00 ft +D+Lr+H 0.071 PASS 8 44 ft 0.001 PASS 0.00 ft +D+S+H 0.071 PASS 8.44 ft 0.001 PASS 0.00 ft +0+0.750Lr+0.750L+H 0.109 PASS 8.44 ft 0.002 PASS 0.00 ft! +D+0.750L+0.750S+H 0.109 PASS 8.44 ft 0.002 PASS 0.00 ft +D+0.60W+H 0.447 PASS 4.11 ft 0.059 PASS 8.50 ft +D+0.70E+H 0.071 PASS 8.44 ft 0.001 PASS 0.00 ft +0+0.7501-r+0.7501-+0.450W+H 0.335 PASS 3.99 ft 0.045 PASS 8.50 ft +D+0.750L+0.750S+0.450W+H 0.335 PASS 3.99 ft 0.045 PASS 8.50 ft +D-4750L+0.750S+0.5250E+H 0.109 PASS 8.44 ft 0.002 PASS 0.00 ft, +0.60D+0.60W+0.60H 0.447 PASS 4.16 ft 0.058 PASS 8.50 ft. +0.60D+0.70E+0.60H 0.043 PASS 8.44 ft 0.001 PASS 0.00 ft 1 Title Block Line 1 Project Title: ,You can change this area Engineer. Project ID: + using the*Settings'menu item _ Protect Descr: and then using the*Printing& Title Block'.selection. Title Block Line 6 _ a„mea 2e NAY Zai r 11 34Ata Steel Column File=C;1MARTAM-112016MA-111SABEL-11201fr3-11CALCUL-Pbeam.ec6T' ENERCALC,INC.19832016,Build'.6.16.10.31,Ver.6.16.10.31 i.� MOR! • -111"if MY211 Description: STEEL COLUMN Maximum Deflections for Load Combinations t Load Combination Max.X-X Deflection Distance Max Y•Y Deflection Distance -D-H -0.0110 in 4.963 h -0.011 in 4.963 It +D+L+H -0.0202 in 4 963 ft -0017 in 4.963 It +D+Lr+H -0.0110 in 4 963 ft -0.011 in 4.963 ft +D+S+H -0.0110 in 4.963 ft -0.011 in 4 963 ft +0+0.750Lr+0.750L+H -0.0179 in 4.963 ft -0.015 in 4.963 ft +0+0.750L+0.750S+H -0.0179 in 4.963 ft -0015 in 4.963 It +D+0.60W+H 01146 in 4.221 ft 0.192 in 4.221 It +D+0.70E+H -0.0110 in 4.963 ft -0.011 in 4.963 It +D+0.750Lr-0.750L+0.450w+F. 00766 in 4.164 It 0137 in 4.221 ft +0+0.750L+0.750S+0.450W+H 0.0766 in 4.164 ft 0.137 in 4 221 ft +0+0.750L4750S+0.5250E+H -00179 in 4.963 ft -0.015 in 4 963 It 4600.460W4601-1 0.1188 in 4 221 h 0 196 in 4 279 ft +0.600+0.70E+0.60H -0.0066 in 4.963 ft -0006 in 4 963 It D Only -0.0110 in 4.963 ft -0011 in 4.963 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 ft L Only -0.0092 in 4.963 It -0.006 in 4 963 ft S Only 0.0000 in 0.000 It 0 000 in 0.000 It W Only 0.2088 in 4.279 ft 0.337 in 4 279 ft E Only 00000 in 0.000 It 0 000 in 0 000 It H Only 0 0000 in 0.000 It 0.000 in 0 000 ft Steel Sectio_n Properties : HSS4x4x1120 • . • •... .••... Depth = 4.000 in I xx = 11.90 in14 J •'••• 21.000 in14 •• S xx = 5.97 in^3 .• ••• • • • ••• •• • •••••• Width = 4.000 in R xx = 1.410 in • 1 00 Wall Thick = 0.500 in Zx = 7.700 in13 •• •• • i••••i Area = 6.020 in"2 In = 11.900 inA4 C ."0•• h'2p0 tAo • • Weght = 21.630 plf S yy = 5.970 in^3 00 ' • •• •• •• Ryy = 1.410 in ••�••0 �� s•* ••••• •• •• •• • •••••• Ycg = 0.000 in •••••• • • • • • 0000* • • r i i t Pagina 1 _ reaction GIRDER `1 Truss 01 02. TRIBUTARY TRIBUTARY Uplift- DL LL DL+LL Net '`Truss LENGTH Reaction Reaction Reaction Reaction Uplift Mark (psf) (psf) WIDTH` AREA (Ibs) (lbs) (lbs) (lbs) (lbs) Mark E GTI 19.9 57.21 26.17 3.5 45.7975 2620 1145 1374 2519 1933 GTI GT2 19.9 57.21 29.5 3.5 51.625 2953 1291 1549 2839 2179 GT2 GT3 15.9 57.21 26.19 15.75 206.24625 11799- 5156 6187 11344 8706 GT3 - CJ1 19.9 57.21 12 3 18 1030 450 540 990 760 Cil T1 19.9 57.21 37.42 2 37.42 2141 936 1123 2058 1579 T1 T2 19.9 57.21 35.33 2 35.33 2021 883 1060 1943 1491 T2 T3 19.9 57.21 9.75 2 9.75 558 244 293 536 412 T3 T4 19.9 57.21 2583 2 25.83 1478 646 775 1421 1090 T4 TS 19.9 57.21 10.17 2 10.17 582 254 305 559 429 TS T6 19.9 57.21 29.5 2 29.5 1688 738 885 1623 1245 T6 T7 19.9 57.21 26.17 2 26.17 1497 654 785 1439 1105 T7 i T8 19.9 57.21 75 2 7.5 429 188 225 413 317 T8 T9 19.9 57.21 767 2 7.67 439 268 460 729 278 T9 steel b 19.9 57.21 21 3.83 40.215 2301 1408 2413 3820 1456 steel b i gt4 19.9 57.21 6 7.12 21.36 1222 748 1282 2029 773 gt4 gt5 19.9 57.21 6 47,7Ole•2;.37 9133 • 818 1402 2220 846 gt5 t10 19.9 57.21 1425 • 14 60 • • 481fi • 499 855 1354 516 110 t11 19.9 57.21 15.58 • 15 6® • • ••89: • • 545 935 1480 564 t11 see i ••• • • • ••• • • i