Loading...
REV-19-87\ Miami Shores Village Building Department �� • �� g p BAN 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 ( f ON,kINE PHONE NUMBER: (305) 762-4949 •,1'"� Y FBC ton BUILDING aster Permit No. �C PERMIT APPLICATION Sub Permit No. V BUILDING ❑ ELECTRIC ❑ ROOFING 2tEVISION ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ❑ MECHANICAL [:]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP ./ CONTRACTOR DRAWINGS JOB ADDRESS: 1231 At E / q {� Sl ret t City: Miami Shores County: Miami Dade zip: "33 13? Folio/Parcel#: 1432vS 0 7 002f0 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: _ Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): �/i 4 eyy irQKS Phone#: 305 COY 4" 3 Address:./1100a "9' 9-7 5+ City: /- igwti 3kjore5 State: Icy Zip: Tenant/Lessee Name: Phone#: Email: _ J�/�� n�J ✓KS 4mG ah CONTRACTOR: Company Name: jl'1�C.'OhS��a :o'1 ')er✓iCO5- J C- Phone#: �9�2W 023� Address: 1i45 SW 9't(^ V nee 1 dk l6%r City: /" i j qo--; . State: PC Zip: Qualifier Name: '*Ak It oh i0 �rV%e$ Phone#-: L1dQ State Certification or Registration #: 66e 11 S 2 Y L6 5 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ D Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: l%i �v� �5'i � �'YV�I� 12, 7 — 25iG1 3 lJa4 v✓ Specify color of color thru tile: Submittal Fee $ / Permit Fee $ CCF $ CO/CC $ Scanning Fee $ 5�j , rX) Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Cj0 Bond $ TOTAL FEE NOW DUE $ . �1 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 �7*1— YYI l� _ Signature OWNER or AGENT R <74�o,.� The foregoing instrument was acknowledged before me this The foregoing instrume'nt was acknowledged before me this day of /,-O-,-iV!�" 20 t� by �`T day yy{of—i.E(iA,�—`; 20 /� by (�:rh7 IA 2f 5 , who is personal to &,�Vh(c, who is personally known to me or who has produced identification and who did take an oath. as me or who has produced identification and who did take an oath. as NOTARY BLIC: NOTARY PUBLIC: Sign: Sign: c_�&,� Print: SJICA kAC6c.clia— Print: LN Seal: i JES SPCA D MCGRUDER Seal: �'` R MY COMMISSION aY FF985598 i MY COMMISSION # FF965598 ,' EXPIRES February 29.2020 EXPIRES Februa OC/) 390-0'L3 F diNvaySaabe.cqr *************** r APPROVED BY 1, Y Plans Examiner Structural Review Zoning Clerk (Revised02/24/2014) . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . mranaer ............ 1/2/2019 Revision 5 VE AND OWNER MEDITATION ROC;VEJ&CE VjpUC;U TOX.'\jypE, NUMBER OF COLUMNS REDUCED T ELOCATED, TERRACE IS Mark 1 NOW A WOOD DECK Mark 2 POOL LOUNGE TRELLIS jREpIjCEQ, CQ�UNU5 REp.UCED TO 5 Mark 3 CONSOLIDATION 0F`S-EPT:G TAWSt-It JS IN T ® 1, REMOVAL OF SEPTIC TANK ON T Mark 4 RE -DESIGN OF EXTEFiIQR iTPPS•4T T:iE;MVJN F"TRANCE Mark 5 RELOCATION OF 2 DOORS AT SERVICE BEDROOM Mark 6 DESIGN CHANGE TO DOOR Mark 7 NEW A/C UNIT CLOSET Mark 8 CHANGE OF WOOD SHINGLES TO ASPHALT SHINGLES Mark 9 NOTE TO PROVIDE MORE DETAILS ON THE WOOD DECK Mark 10 WALL EXTENDED TO LOCATION ON DRAWINGS Mark 11 SLIDING DOORS AND STAIR REMOVED. EXISTING WINDOW TO REMAIN Mark 12 FIXED LADDER REMOVED Mark 13 STONE VENEER REMOVED Mark 14 NEW WINDOW AT THE POOL LOUNGE BATHROOM '. Mark 15 NEW CONFIGURATION OF CLOSET AND NEW MASONRY WALL IN THE MIDDLE Mark 16 SWAPPING OF A/C CLOSET WITH CLOSET Mark 17 WALL THAT WAS ORIGINALLY TO BE DEMOLISHED IS NOT TO BE DEMOLISHED Mark 18 LIGHT FIXTURE DELETIONS, RELOCATIONS, CHANGE TO VE ALTERNATE _ Mark 19 UPDATED FURRING AND WALL TYPE ASSEMBLIES DESCRIPTIONS WITH REFELCTIVE FOIL INSULATION Mark 20 UPDATED POCKET DOOR WIDTH 0E-FLO# UJI40 ,tP • 'QR� eRq �.� W � W •�• L� AR97440 ,� �REo i►a� Revision 5 Mark 1 Mark 2 Mark 3 Mark 4 Mark 5 Mark 6 Mark 7 Mark 8 Mark 9 Mark 10 Mark 11 Mark 12 Mark 13 Mark 14 Mark 15 Mark 16 Mark 17 Mark 18 Mark 19 Mark 20 Mark 21 Mark 22 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ....... .... VE AND OWNER CHANC MEDITATION ROOM TERRACE REDLOCED TO 20' WADE, NUMBER OF COLUMNS REDUCED TO 4, STEPS REL( . . .. .. . .. . . NOW A WOOD DECK POOL LOUNGE TRE-LLIS-REDUCE" COLUMNS-RERhJCED TO 2 CONSOLIDATION OF SEPTIC TANK SYSTEMS INTO 1, REMOVAL OF SEPTIC TANK ON THE NORTH RE -DESIGN OF EXTERFOR jTFjJ07%TrF1, fVJAKV kRIiRANCE RELOCATION OF 2 DMRS A7 S'EF VIU13WROON DESIGN CHANGE TO-15C Z • • • • • • NEW A/C UNIT CLOSET CHANGE OF WOOD SHINGLES TO ASPHALT SHINGLES NOTE TO PROVIDE MORE DETAILS ON THE WOOD DECK WALL EXTENDED TO LOCATION ON DRAWINGS SLIDING DOORS AND STAIR REMOVED. EXISTING WINDOW TO REMAIN FIXED LADDER REMOVED STONE VENEER REMOVED NEW WINDOW AT THE POOL LOUNGE BATHROOM NEW CONFIGURATION OF CLOSET AND NEW MASONRY WALL IN THE MIDDLE SWAPPING OF A/C CLOSET WITH CLOSET WALL THAT WAS ORIGINALLY TO BE DEMOLISHED IS NOT TO BE DEMOLISHED LIGHT FIXTURE DELETIONS, RELOCATIONS, CHANGE TO VE ALTERNATE UPDATED FURRING AND WALL TYPE ASSEMBLIES DESCRIPTIONS WITH REFELCTIVE FOIL INSULATION UPDATED POCKET DOOR WIDTH REMOVED COLUMN of_F�oR RELOCATED COLUMN IS ,O�p aj • 09 y. .w * m� Alt91440 ; �4ED P►RG� s V1, HNIDAL & ASSOCIATES Date: 12.19.2018 To: City of Miami Shores From: Vidal & Associates, Inc. Description: Mechanical MEP NARRATIVE Architect: Alejandro Branger Job/Project: 1234 NE 9th St. Subject: Narrative- MEP Owner Rev. 0000 Revision 5; ••• •••• • M-0.0 Added type I and J to air distribution schedule. ' •: • •' • M-1.0 Revised Mitsubishi schedule, diagrams and schematic diagrams • M-1.1 Relocated AHU-3 and AHU-4. Removed CU-2 renamed AHU-2 to AHU-1.2 and AHU-1 to AHU-1., both being served by CU-1. Revised ductwork and air distribution devices in bedroom 1, 2, TV room, living room, staff bedroom, and laundry service. Pl in • P-1.0 Revised water heater detail. • P-1.1 Delete gas pipe to pool Bldg. and adjust gas calculation of site plan. • P-1.2 Removed gas water heater storage tank and replace it with an instant hot water system with connections for future modules. Revised arrangement of plumbing fixtures at staff toilet 109. Disconnect laundry room from existing septic tank system located on the north side of the property and connect it to the septic tank system located on the east side. Delete gas piping serving future fire place. • P-1.3 Remove existing instant gas hot water system and replace it for elec66NSULTINQ tank type heater. Delete gas piping serving the original water heater and BB(ONOINEERS grill. MEPFP • P-2.0, P-2.1, P-2.2 Riser diagrams has been revised to match floor plans241 NW S. River Dr. Miami, FL 33128 305-571-1860 hvidol@vidolengineering.com vidal•ngine•ring.com Electrical • E-1.1 relocated Generator, ATS, panel DP and meter. • E-1.2 Relocated AHU-3 and AHU-4 • E-1.3 Bldg. same just shifted. • E-1.4 Lighting revised. • E-1.5 Lighting revised. • E-2.0 Reduced electrical service to 300 amps. • E-3.0 Panel A.I.C. reduced to 10K. A.I.C. LA7w HNIDAL & ASSOCIATES 0 0 0 : • 0 0 0 • ...... . ... .00 a • CONSULTING ENGINEERS MEPFP 241 NW S. River Dr. Miami, FL 33128 305-571-1860 hvidal@vidalengineering.com vidal•ngin••ring.com I US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com NARRATIVE OF CHANGES FOR .••••. . 000 ..... . 1234 ALEJANDRO RESIDENOE •••;;• REVISION #03 • • • • • • • • • 0000 • • • • • • •••••• • ••• ••••• •• •• •• • •••••• • IV LOCATED AT: 1234 NE 94TH STREET MIAMI SHORES, FL 33Q3 ` A H04111, 11 iy NO, 61706 January 03, 2018 Q �� 11 Tanya leid P. . PE#61706 t ' US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . . January 03, 2018 Miami Shore Village Building Department Re: 1234 ALEJANDRO RESIDENCE— Revision #3 Permit No. 17-2993 Dear Sir: . •. • •' • With this letter we would like to submit a written narrative corresponding lo.$e,vision #3. Sheet No. RESPONSE """" " • Two new drawings addition to Index of- a4vings: S94'0;A • S00-00 and S03-06. •••••' ' • Adjustment of 8" cmu wall geometry at!VAajnhouse corner gridlines B-C & 1. " " " "" • Addition of one pile and equal redistribution of piles along gridline 2 between gridlines B-H. • Architectural adjustment of small stairs located at gridlines 2- SO1-00 3 & H-C. • Adjustment of slab stair geometry and foundation located at gridlines 4 & B. • Elimination of wooden stair at gridlines 7 & B-C. • Two new steel columns along gridline E between gridlines 4- 5. • Projection from below of adjustment of 8" cmu wall geometry at Main house corner gridlines B-C & 1. SO1-01 • Revision of framing: beams and columns at area between gridlines H-E and 3-7. • New wood deck at meditation room with foundation plan & wood deck framing plan. • New stair with foundation at north side. SO 1-02 • New column footing WF-18A. . Reduction of number of columns and relocation of steel columns. • New tie column at area of gridlines Q-R & 18. US STRUCTURAL DESIGN LLC ICONSULTING ENGINEERS V 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . • New column footing WF-18A. • Reduction of number of columns and relocation of steel columns. SO1-03 • New shape of trellis. • New foundation support for wood deck columns adjacent to swimming pool. • New drawing containing foundation plan & wood deck SO1-03A framing plan adjacent to pool, as well as sections & details. • New columns added to steel column and concrete'caalu&An S02-01 schedules. • • • • """ • A-k Erasing of cap plate info on steel colur edule for colum ; SC3. 0 0' 53-00 •••••• ••• • • Modifications to sections 2/ S03-01and57202-01 according S03-01 ' to architectural changes. • • • • • • ' • • • • New wood deck replacing concrete slab on grade e1iseiotion • 1. • Elevation change at ground slab. 503-02 . Reinforcing detail for footing WF-18A. • Modification of wood trusses at roof on section 2. • Elevation change at ground slab on sections 1 and 2. 503-03 • Modification of trellis. . Modification of wood trusses at roof on section 2. • Detail 1, Roof `A' frame revised to show connections. Supporting calculations are attached. 53-4 • Detail 2 does not apply anymore. • Detail 3 revised to indicate trusses by others. • Detail 9 removed. 53-5 • New drawing with sections and details. S03-06 • New sheet with connection of `A' frame details. 53-7 • Section through skunked portion of slab. 54-00 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . • Elevations update due to architectural changes on Main S05-00 house. • Elevations update due to architectural changes on Main S05-OA house. • Elevations update due to architectural changes on Cabana S05-01 Lounge. • Elevations update due to architectural cl;%ng& on Main S05-02 house. ...... •..... • YY... Please let us know if you have any further questions or require additional "roc#natior • •' • • • • • • « Best Regards, SIGNED: nva o eid. .E. REG. NO. STATE: FL. 61706 COMPANY: Optimus Structural Desi nn LLC ADDRESS: 7850 NW 146 Street, Suite 305 Miami Lakes, Florida 33016 S.I. NO: # 7021292 `'% ' US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 Nvww.optimussd.com . . . . . . . . . . . . . . . . . . . . . 1234 ALEJANDRO RESIDENCE CALCULATIONS 0000 !'F . . . . .... see%* ...... . ...... ...... ..,..-� .. 5...........zn»... 000 T_ ... GO . .. • 0 0 0 • • 000000 • • _.. • • • -.- . LOCATED AT: 1234 NE 94" STREET MIAMI SHORES, FL 33037 At No, 61 706 STATE 0 �����►�titOl (I Jan 10, 2019 Tanya Homleid P.E. PE#61706 Table of Contents: WindCalculations.................................................................................... 1 Enercalc Calculations —Wood Deck Beams and Joist.............................................................................. 13 Footing.......................................................................... �....�.......:...:. .... 17 . . ..... Enercalc Calculations — A Frame and Roof Addition •••••• ••• ••�••' .. ... .. . ...... AFrame Calculations 38 �. ....................................................................... Beam Calculation Roof Support.....................................•.............;��.�•• . . . . . . 55 ...... . ...... Enercalc Calculations — Roof Support Beam Grid Line 3-3.1.......... �............. �.;; ;• 85 ' NEW CABANA MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height EHt: Eave Height Ht: Mean Roof Height of Building Theta: Roof Angle L: Length of Building(If Gabled, along Ridge) B: Width of Building(Perpendicular to Ridge) Kzt: Topographic Factor Lambda: Adjustment Factor for Building Height and Exposure I: Importance Factor a: 100 of Least Horiz Dim. or .4h, whichever is smaller 2a: Length over which Zone A acts on Each Corner 12.50 ft 8.00 ft••• F 1-0.25 ft•••• -*24.57 Deb • ...2".00 V ..• �• •:". 0 0 ft =060.1 .0 0 • • • •..... -��� 1.47 _ • 01.000 • • 3.00 ft 4.00 ft • .... % -<rl-- Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 46.80 15.90 35.04 13.83 -12.46 -28.36 -9.51 -23.34 -31.09 -28.15 2.00 16.01 10.94 12.71 8.75 0.94 -14.96 3.95 -9.88 -5.62 -6.43 Note: ps = Lambda * Kzt * I * ps30 Directionality Factor(Kd) is not an input during a Simplified Analysis. 0 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.cozn Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd _ 2 Roof not.....• ? •••••• • JM i ••�••• i • • • ••••.• �f • • a 5, 3, s so • so R-alEs Hip Roo f'.::-0 2 7:•••:• •••••• . ...... .. Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.01 -77.44 Zone 3 1.00 1.00 1.0 3 0.50 -2.60 28.01 -114.52 Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 -52.73 Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 -65.08 A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 -52.73 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65.08 C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -51.24 D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 -62.11 E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 -49.83 F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -59.29 G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.03 41.19 psf 2 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg ; •700.0M'ft At = 0.09 Bt •• _ 1 NL:. Am = 0.11 Bm 0!80 Cc = 0.15 1 *99%* 650.009ft Epsilon = 0.13 Zmin •••_• 7l00 it Slope of Roof = 6 : 12 Slope of Roof(Theta)•••F•• 26iDeg Ht: Ht: Mean Roof Ht = 10.25 ft Type of Roof *e*",Iippe4 ooe RHt: Ridge Ht = 12.50 ft Eht: Eave Height ..•�•• 8 %ci*f� OH: Roof Overhang at Eave= .00 ft Roof Area .00w40523.00eft^ ' ' ' 2 Bldg Length Along Ridge = 26.00 ft Bldg Width Across Ridge=, 18,O1'1f • . Gust Factor Category I Rigid Structures - Simplified Method 0• Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 3.38 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 18 ft wall L/B = 1.44 ph: Net Pressure at top of wall (windward + leeward) = 44.93 psf p0: Net Pressure at bottom of wall (windward + leeward) = 44.93 psf ps: Side wall pressure acting uniformly outward = .58 * ph = 26.26 psf pl: Leeward wall pressure acting uniformly outward = .33 * ph= 14.88 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 30.05 psf 3 pw0: Windward wall pressure acting uniformly outward = p0-pl MWFRS-Wall Pressures for Wind Normal to 26 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph = pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = pw0: Windward wall pressure acting uniformly outward = p0-pl = See Fig 27.6-2 for Parapet wind pressures 2 Wall Pressures See Table 27,6-1 P 30.05 psf 0.69 47.72 psf 47.72 psf 25.77 psf 18.14 psf 29.59 psf 29.59 psf Roof Pressures See Table 27.6-2 • • • • . . .... ...... Mean roof ht, •••�•• •••••• .... . .... . ...... . ... ..... .. .. .. . ...... Wind 6 • • h . . . . ...... . .. . . • . Plan 000, Elevation Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.214 Zone Load Casel Load Case2 ---- psf ---------- psf ---------- 1 -22.82 17.94 2 -28.50 -13.60 3 -43.76 .00 4 -39.06 .00 5 -32.01 .00 Note: A value of 10' indicates that the zone/load case is not applicable. 4 -.� k5h Hipped Roof Ni _ MEDITATION HOUSE MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Project3\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height EHt: Eave Height Ht: Mean Roof Height of Building Theta: Roof Angle L: Length of Building(If Gabled, along Ridge) B: Width of Building(Perpendicular to Ridge) Kzt: Topographic Factor Lambda: Adjustment Factor for Building Height and Exposure I: Importance Factor a: 10% of Least Horiz Dim. or .4h, whichever is smaller 2a: Length over which Zone A acts on Each Corner = 15.00 ft = 11.30 J�t+•••� =0 13.15 fto— %-13i 16 Deg • 3•.l�• 80 fit y•9:We30 ft • =•••1.00 • e • • •e•••• .•••1t47 • ... • 3.00 • • • �• e13.00 ft". • �`•:1i00 ft • • •• • • •• • • • Cass B Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 54.20 0.99 38.20 3.25 -31.78 -32.78 -22.57 -25.88 -51.88 -42.67 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: ps = Lambda * Kzt * I * ps30 Directionality Factor(Kd) is not an input during a Simplified Analysis. 11 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd qa 2 ^1 3 -I=- - L-- 1-J-`-1- ` 1 1 1 XI Root not I 1 I I I 1 I fees I I l e I• *fee eesees shownt I 1 • i • • i •ise"� 1 Imo' �I Z , �•e•s• •••sf• {f � I •see•• ef1• • •s+••• i I 1 1 t r ') , 1 •i~ji� C 1 3 31 1 5 •••• a sssseY r- ,�! I 2 s e• WAS • • • • Y Gable Roof =-;�••••• Y • • •lee•• . ...... a .. . . ee w••e Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 Zone 2 1.00 1.00 1.0 2 0.50 -1.70 1 28.01 -77.44 Zone 3 1.00 1.00 1.0 3 0.50 -2.60 28.01 -114.52 Zone 4 1.00 1.00 1.0 4 1.00 -1.10 148.61 -52. Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 -65.08 A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 -52.73 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65.08 C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -51.24 D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 -62.11 E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 -49.83 F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -59.29 G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 1.03 = 41.19 psf 7 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 5.13 : 12 Slope of Roof(Theta) = 23.ik.4)eg Ht: Mean Roof Ht = 13.15 ft Type of Roof • _• Gabled.•.• RHt: Ridge Ht = 15.00 ft Eht: Eave Height '..'_; 11.30 ft OH: Roof Overhang at Eave= .00 ft Roof Area ��..;. 354:W t1_^ 2 • Bldg Length Along Ridge = 18.80 ft Bldg Width Across Rid"e.=. 17.30 ;t Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 **:*(�*85 .• Gust Factor Category II Rigid Structures - Complete Analysis ;••;•; ' 1.89 lzm: Cc*(33/Zm)^0.167 • Lzm: 1* (Zm/33) ^Epsilon ••0•.19 =•543.54 f•t.••� Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 •••• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 4.34 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 17.3 ft wall L/B = 1.09 ph: Net Pressure at top of wall (windward + leeward) = 47.17 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.17 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 25.88 psf pl: Leeward wall pressure acting uniformly outward = .37 * ph= 17.48 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.70 psf 8 pw0: Windward wall pressure acting uniformly outward = p0-pl MWFRS-Wall Pressures for Wind Normal to 18.8 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph = pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = pw0: Windward wall pressure acting uniformly outward = p0-pl = See Fig 27.6-2 for Parapet wind pressures 0 Wall Pressures See Table 27.6 Roof Pressures See Table 27.6-2 Msaan rnnf ht 29.70 psf 0.92 47.72 psf 47.72 psf 25.77 psf 18.13 psf 29.58 psf 29.58 psf • • •..• •sees• Wind •••••• • • sees.. sees.. sees sees.. Man 000000 . e .. .. .. .. . sees.. sees.. sees.. sees.• e sees Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.214 Zone Load Casel Load Case2 ---- psf ---------- psf ---------- 1 -27.57 16.51 2 -28.50 -13.60 3 -43.76 .00 4 -39.06 .00 5 -32.01 .00 Note: A value of '0' indicates that the zone/load case is not applicable. 9 Gabled Roof Of MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018ce_,-r_ses. oir. Date 10/11/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Address 7850 NW 146 ST #305 Description COVIN HOUSE City MIAMI LAKES Customer Name State FL Proj Location N MIAMI FL File Location: C:\Users\Master\Desktop\Meca\Default.wnd Other Structures & Building Appurtances MWFRS (Ch 29) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Ht: Ht above Grade = 8.00 ft L: Width Parallel to Wind Direction = 8.00 fats• W: Width Perpendicular to Wind Direction a a8.00'fat••' Gust Factor Category I Rigid Structures - Simplified Method sss•ss Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 ..9j85 0 Gust Factor Category II Rigid Structures - Complete Analysis 4, 0 :s•s:• Zm: 0.6*Ht = "'7.00 fat lzm: Cc*(33/Zm)^0.167=-0;0S:19 Lzm: 1*(Zm/33)^Epsilon te555.47 ft!' ' Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0%1):96 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) '- 0t90 Gust Factor Summary •s.• : • .. Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 �•:.•� Design Wind Pressure - Other Structures Elev Kz Kzt qz W_Pres_Cf( 1.60) W_Pres_Cf( 1.50) W_Pres_Cf( 1.10) ft psf psf psf psf ------------------------------------------------------------------------------ 8.00 1.03 1.00 41.193 56.02 52.52 38.52 8.00 1.03 1.00 41.193 56.02 52.52 38.52 6.00 1.03 1.00 41.193 56.02 52.52 38.52 4.00 1.03 1.00 41.193 56.02 52.52 38.52 2.00 1.03 1.00 41.193 56.02 52.52 38.52 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.5-2: Force Coefficients for Open Signs & Lattice Description Flat -Side D<=4.67 D>4.67 Force Coeff. ----------------- e-Solidity Ratio ------------ 0.600 -------- 0.600 -------- 0.600 Cf-Force Coeff. 1.600 1.500 1.100 Kz 1.030 1.030 1.030 iil Kzt 1.000 1.000 1.000 Qz(psf) 41.193 41.193 41.193 Elevation(ft) 0 8.000 8.000 Wind Pres.(psf) 56.022 52.521 38.515 Notes: 1) Signs with openings comprising >30% of gross area are considered open signs 2) e - Ratio of solid area to gross area 3) D - Diameter of typical round member • • • • • • • • • • • • • 12 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Title Block Line 6 Printed: 28 DEC 20i8, 9:25Arn File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Cai s\EnerCalc\1234branger.ec6 Wood Beam ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 BEAM WOOD DECK Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 750.0 psi E: Modulus ofE/astiaty Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 750.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,250.0 psi Eminbend - xx 580.0 ksi Wood Species : Southern Pine Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick: 12" Wide Fv 175.0 psi Ft 450.0psi Density 35.440pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D(0.06999) L(0.13998) W(0.146979) •..• •....� �.{...... 2-2x12 Span = 10.0 ft •••••� •••••• Applied Loads Service loads entered. Load Fartorls w'll be app" fpr r�lculations. • Beam self weight calculated and added to loads • • Uniform Load : D = 0.030, L = 0.060, W = 0.0630 ksf, Tributary Width = 2.333 ft, (WOOD LOAD; ...... . ... ...•. ••,,..�,•,, DESIGN SUMMARY Maximum Bending Stress Ratio = 0.807.. 1 Maximum Shear Stress Ratio _• • Q.306 : 1.... % Section used for this span 2-2X12 Section used for this span • • 02-ftl2 • • fb : Actual = 695.74psi fv : Actual : _• • 53.49 psi: • • • •! FB : Allowable = 862.50 psi Fv : Allowable • • : •?15R00 psi • Load Combination +D+0.750Lr-40.750L+0.750W+H Load Combination +D+0.7501_r+0.750L+"VW+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.056 in Ratio = 2152 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.145 in Ratio = 825 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Load Combination Segment Length Span # Max Stress Ratios M V Length =10.0 It 1 0.215 0.082 +D+L+H Length =10.0 ft 1 0.600 0.227 +D+0.750Lr+0.750L+H Length =10.0 ft 1 0.504 0.191 +D+0.750L+0.750S+H Length =10.0 ft 1 0.504 0.191 +D+W+H Length =10.0 It 1 0.619 0.235 +D+0.750Lr+0.750L+0.750W+H Length =10.0 It 1 0.807 0.306 +D+0.750L+0.750S+0.750W+H Length =10.0 ft 1 0.807 0.306 Cd CFN Cr Cm Ct 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.98 185.59 862.50 2.73 517.40 862.50 2.29 434.44 862.50 2.29 434.44 862.50 2.82 533.99 862.50 3.67 695.74 862.50 3.67 695.74 862.50 0.32 14.27 175.00 0.89 39.77 175.00 0.75 33.40 175.00 0.75 33.40 175.00 0.92 41.05 175.00 1.20 53.49 175.00 1.20 53.49 175.00 13 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Title Block Line 6 Panted- 28 DEC 2018. 925AM Wood Beam File: Z:\Projects\0PTIMUS-PR0JECTS\1234 Alejandro\Cai s\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 BEAM WOOD DECK Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length =10.0 ft 1 0.504 0.191 1.000 1.000 1.150 1.000 1.000 2.29 434.44 862.50 0.75 33.40 175.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length =10.0 ft 1 0.504 0.191 1.000 1.000 1.150 1.000 1.000 2.29 434.44 862.50 0.75 33.40 175.00 +0.60D+W+H 1.000 1.150 1.000 1.000 Length = 10.0 ft 1 0.533 0.202 1.000 1.000 1.150 1.000 1.000 2.42 459.75 862.50 0.80 35.34 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "2' Defl Location in Span Load Combination D+L+W 1 0.1455 5.050 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.826 1.826 D Only 0.391 0.391 L Only 0.700 0.700 W Only 0.735 0.735 D+L 1.091 1.091 D+W 1.126 1.126 D+L+W 1.826 1.826 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS • . •.•. •..t.• • • t •• •• •• • •t•••• • • • • • • • • • • • ••f•t• • • • • • • • • f • • 14 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed: 28 DEC 2018, 9 22AM Wood Beam File:Z slE \Projects\OPTIMUS-PROJECTS\1234Alejandro\CalmrC�\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 BEAM WOOD DECK JOIST Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 925.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fib - Compr 925.0 psi Ebend- xx 1600 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580 ksi Wood Species : Southern Pine Fc - Perp 565 psi Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fv 175 psi Ft 550.0psi Density 35.44pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D(0.01995) L(0.0798) W(0.08379) I 2x8 Y •••• Span = 8.50 ft " "` •••••• • Applied Loads Service loads entered. Load Factors wil,be applj 44( r:4lculations. ` Beam self weight calculated and added to loads • • Uniform Load : D = 0.0150, L = 0.060, W = 0.0630 ksf, Tributary Width = 1.330 ft, (WOOD LOAD; • . • • • • • DESIGN SUMMARY • • • • Maximum Bending Stress Ratio = 0.82S 1 Maximum Shear Stress Ratio _ • 0 0.307 : 1 • • • : • Section used for this span 2x8 Section used for this span • • • • • 2x8 fb : Actual 877.65 psi fv : Actual ; _ . • . 53.65 psi* - • • • FB : Allowable = 1,063.75psi Fv : Allowable `� • : •1`A.00 psi* Load Combination +D+W+H Load Combination • +a+W+H Location of maximum on span = 4.250ft Location of maximum on span = 7.905 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.124 in Ratio = 822 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.289 in Ratio = 352 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C F/V C r C m C t +D 1.000 1.150 1,000 1.000 Length = 8.50 ft 1 0.175 0.065 1.000 1.000 1.150 1.000 1.000 +D+L+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.794 0.295 1.000 1.000 1.150 1.000 1.000 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.639 0.238 1.000 1.000 1.150 1.000 1.000 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.639 0.238 1.000 1.000 1.150 1.000 1.000 +D+W+H 1.000 1.150 1.000 1,000 Length = 8.50 ft 1 0.825 0.307 1.000 1.000 1.150 1.000 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.639 0.238 1.000 1,000 1.150 1.000 1.000 +0.60D+W+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.755 0.280 1.000 1.000 1.150 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.20 186.61 1,063.75 0.93 844.74 1,063.75 0.74 680.21 1,063.75 0.74 680.21 1,063.75 0.96 877.65 1,063.75 0.74 680.21 1,063.75 0.88 803.01 1,063.75 0.08 11.41 175.00 0.37 51.64 175.00 0.30 41.58 175.00 0.30 41.58 175.00 0.39 53.65 175.00 0.30 41.58 175.00 0.36 49.09 175.00 W Title Block Line 6 1 Wood Beam Description : 1 BEAM WOOD DECK JOIST Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span D+L+W 1 0.2893 4.293 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed. 28 6F% 2Q, 3. 922AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\CaI s\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Load Combination Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.791 0.791 D Only 0.096 0.096 L Only 0.339 0.339 W Only 0.356 0.356 D+L 0.435 0.435 D+W 0.452 0.452 D+L+W 0.791 0.791 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS •••••• • •••••• • •• •• •• • •••••• • • • • • •••••• •••• III General Footing Description : 1 - WOOD DECK ECCENTRIC FOOTING 3.5X3.5 General Information Material Properties f c : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = N Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center... ez : Prll to Z-Z Axis = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete. at Bottom of footing = Reinforcing 5.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.50 : 1 1.50 : 1 Yes Yes Yes 3.50 ft 3.50 ft 12.0 in 15 in 12.0 in 12.0 in 18.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed. 28 DEC 2018. 128AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\CaI s\EnerCad\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 2.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep = when maximum length or width is greater- . rrrrrr-- • • •• ••• --Z- - - - - - M Rosin I Ems ---------------- i ft ksf ft ksf D Lr L S W E H P : Column Load = 0.7820 1.40 -1.470 k OB : Overburden = 0.120 ksf M-xx - _ k-ft M-zz = k-ft V-x _ k V-z = k 17 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 928AM General Footing File:Z:\Projects\OPTIMUS-PROJECTS1123aAlejandrolCalcslEnerCal"Ver.6.11.6�.23 g ENERCALC, INC. 1983-2011, Build:6.11. Description : 1 - WOOD DECK ECCENTRIC FOOTING 3.5X3.5 DESIGN SUMMARY N- • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3378 Soil Bearing 0.8445 ksf 2.50 ksf +D+L+H PASS 5.096 Overturning - X-X 0.7350 k-ft 3.746 k-ft 0.6D+W PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.684 Uplift -1.470 k 2.475 k +0.60D+W PASS 0.01499 Z Flexure (+X) 0.2102 k-ft 14.016 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01499 Z Flexure (-X) 0.2102 k-ft 14.016 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.0 X Flexure (+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.006826 X Flexure (-Z) 0.09567 k-ft 14.016 k-ft +0.90D+1.60W+1.60H PASS 0.01206 1-way Shear (+X) 1.279 psi 106.07 psi +1.20D+0.50Lr+1.60L«4.69H PASS 0.01206 1-way Shear (-X) 1.279 psi 106.07 psi +1.20D+0*50Lr+1.61!LPF4A@I4 • • • • • • PASS n/a 1-way Shear (+Z) 0.0 psi 106.07 psi n/a .. • : • • • PASS 0.002979 1-way Shear (-Z) 0.3160 psi 106.07 psi +0860GDi1.W+1.6!1 • • • • • • PASS 0.01663 2-way Punching 3.527 psi 212.13 psi +1 ZQQ4WLr+1.60L+1.60H - Detailed Results • . • • • Soil Bearing "" • • : y • • Rotation Axis & Actual Soil Bearing SMsv : -Act•- u`el;Allowable • • Load Combination... Gross Allowable Xecc Zecc +Z +Z X • • •. -X 17atio X-X, +D 2.50 n/a 3.198 0.1850 0.4886 V :' : n/a 0.19 • X-X, +D+L+H 2.50 n/a 6.188 0.05765 0.8445 rit n/4 ... ; • 0.33P X-X, +D+0,750Lr+0.750L+H 2.50 n/a 5.592 0.08949 0.7555 nle a n/ao 0.30t • X-X, +D+0.750L+0.750S+H 2.50 n/a 5.592 0.08949 0.7555 n% n/ao .. 0.30* • X-X, +D+W+H 2.50 n/a -3.335 0.3187 0.1149 n/a n/a, 0.128 X-X, +D+0.750Lr+0.750L+0.750W+H 2.50 n/a 3,045 0.1898 0.4752 n/a n/a • 0.196 X-X, +D+0.750L+0.750S+0.750W+H 2.50 n/a 3.045 0.1898 0.4752 n/a n/a 0.190 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.50 n/a 5.592 0.08949 0.7555 n/a n/a 0.302 X-X, +D+0.750L+0.750S+0.5250E+H 2.50 n/a 5.592 0.08949 0.7555 n/a n/a 0,302 X-X, +0.60D+W+H 2.50 n/a -12.760 0.2757 0.0 n/a n/a 0.110 Z-Z, +D 2.50 0.0 n/a n/a n/a 0.3368 0.3368 0.135 Z-Z, +D+L+H 2.50 0.0 n/a n/a n/a 0.4511 0.4511 0.180 Z-Z, +D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0,169 Z-Z, +D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +D+W+H 2.50 0.0 n/a n/a n/a 0.2168 0.2168 0.087 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.50 0.0 n/a n/a n/a 0.3325 0.3325 0.133 Z-Z, +D+0.750L+0.750S+0.750W+H 2.50 0.0 n/a n/a n/a 0.3325 0.3325 0.133 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +0.60D+W+H 2.50 0.0 n/a n/a n/a 0.08208 0.08208 0.033 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D None 6.243 k-ft Infinity OK X-X, D+L None 6.943 k-ft Infinity OK X-X, 0.6D+L+W 0.7350 k-ft 4.446 k-ft 6.048 OK X-X, 0.6D+W 0.7350 k-ft 3.746 k-ft 5.096 OK Z-Z, D None 0.0 k-ft Infinity OK Z-Z, D+L None 0.0 k-ft Infinity OK Z-Z, 0.6D+L+W None 0.0 k-ft Infinity OK Z-Z, 0.6D+W None 0.0 k-ft Infinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 18 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Panted. zs DEC 2018 9 MAM General Footing File:Z:\Projects\OPTiMUS-PROJECTS\1234Alejandro\CalcslEnerCak11234branger.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK ECCENTRIC FOOTING 3.5X3.5 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi`Mn Status k-ft Side ? or Top ? in^2 in"2 in"2 k-ft X-X, +1.40D 0 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.40D 0.01354 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0 +Z Top 0.26 Bendinq 0.35 14,016 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.09044 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60L+0.50S+1.60H 0 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.09044 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60Lr+0.50L 0 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60Lr+0.50L 0.04235 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60Lr+0.80W 0 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60Lr+0.80W 0.01622 -Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+1.60S 0 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+1.60S 0.04235 -Z Top 0.26 Bendinq 0.35 14 OK X-X, +1.20D+1.60S+0.80W 0 +Z Top 0.26 Bendinq 0.35 J0 14 0 OK X-X, +1.20D+1.60S+0.80W 0.01622 -Z Bottom 0.26 Bendinq 35 •' R95, 14.013 " ' Vk' ;' X-X, +1.20D+0.50Lr+0.50L+1.60W 0 +Z Top 0.26 Bendinq 14�16 • OK• X-X,+1.20D+0.50Lr+0.50L+1.60W 0.03108 -Z Bottom 0.26 Bendinq 4A... 1416•"� .(.SIG:. X-X, +1.20D+0.50L+0.50S+1.60W 0 +Z Top 0.26 Bendinq 0. 5 • • • 14.016 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.03108 -Z Bottom 0.26 Bendinq Q. S 14.016 : QK• • X-X, +1.20D+0.50L+0.20S+E 0 +Z Top 0.26 Bendinq aa1�". 14g1Fy.;, ' OK ' X-X, +1.20D+0.50L+0.20S+E 0.04235 -Z Top 0.26 Bendinq 6.350 • • 14.,016 • %q(& • X-X, +0.90D+1.60W+1.60H 0 +Z Top 0.26 Bendinq 435.... 14.016 ... . CL X-X, +0.90D+1.60W+1.60H 0.09567 -Z Bottom 0.26 Bendinq 0.35' • 14.16J$ • • Z-Z, +1.40D 0.07852 -X Bottom 0.26 Bendinq OK� Z-Z, +1.40D 0.07852 +X Bottom 0.26 Bendinq 14,016 ' OK'. Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2102 -X Bottom 0.26 Bendinq 13T 35 14.016 • • OK• • • Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2102 +X Bottom 0.26 Bendinq 0.35 14 T8' * " . OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2102 -X Bottom 0.26 Bendinq O"35 • 14.Q16 • Me Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2102 +X Bottom 0.26 Bendinq ov 14. 16. OK Z-Z, +1.20D+1.60Lr+0.50L 0.1119 -X Bottom 0.26 Bendinq 0.35 14.016"' OK Z-Z, +1.20D+1.60Lr+0.50L 0.1119 +X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+1.60Lr+0.80W 0,007691 -X Top 0.26 Bendinq 0,35 14.016 OK Z-Z, +1.20D+1.60Lr+0.80W 0.007691 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+1.60S 0.1119 -X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+1.60S 0.1119 +X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+1.60S+0.80W 0.007691 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+1.60S+0.80W 0.007691 +X Top 0.26 Bendinq 0.35 14,016 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.03805 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.03805 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.03805 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.03805 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.20S+E 0.1119 -X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.20S+E 0.1119 +X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +0.90D+1.60W+1.60H 0.09951 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +0.90D+1.60W+1.60H 0.09951 +X Top 0.26 Bendinq 0.35 14.016 OK One Way Shear Load Combination... Vu 9 -X Vu 9 +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi`Vn Status +1.40D 0.4778 psi 0.4778 psi 0.02897 psi 0 psi 0.4778 psi 106.07 psi 0.004504 OK +1.20D+0.50Lr+1.60L+1.60H 1.279 psi 1.279 psi 0.1908 psi 0 psi 1.279 psi 106.07 psi 0.01206 OK +1.20D+1.60L+0.50S+1.60H 1.279 psi 1.279 psi 0.1908 psi 0 psi 1.279 psi 106.07 psi 0.01206 OK +1.20D+1.60Lr+0.50L 0.6811 psi 0.6811 psi 0.07281 psi 0 psi 0.6811 psi 106.07 psi 0.006422 OK +1.20D+1.60Lr+0.80W 0.04679 psi 0.04679 psi 0.07088 psi 0 psi 0.07088 psi 106.07 psi 0.000668 OK +1.20D+0.50L+1.60S 0.6811 psi 0.6811 psi 0.07281 psi 0 psi 0.6811 psi 106.07 psi 0.006422 OK +1.20D+1.60S+0.80W 0.04679 psi 0.04679 psi 0.07088 psi 0 psi 0.07088 psi 106.07 psi 0.000668 OK +1.20D+0.50Lr+0.50L+1.60W 0.2315 psi 0.2315 psi 0.1073 psi 0 psi 0.2315 psi 106.07 psi 0.002182 OK +1.20D+0.50L+0.50S+1.60W 0.2315 psi 0.2315 psi 0.1073 psi 0 psi 0.2315 psi 106.07 psi 0.002182 OK +1.20D+0.50L+0.20S+E 0.6811 psi 0.6811 psi 0.07281 psi 0 psi 0.6811 psi 106.07 psi 0.006422 OK +0.90D+1.60W+1.60H 0.6055 psi 0.6055 psi 0.316 psi 0 psi 0.6055 psi 106.07 psi 0,005708 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 1.318 psi 212.13psi 0.006213 OK +1.20D+0.50Lr+1.60L+1.60H 3.527 psi 212.13osi 0.01663 OK 19 General Footing Description : 1 - WOOD DECK ECCENTRIC FOOTING 3.5X3.5 Punching Shear Load Combination... Vu Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes _ Prved: 28 L'EC 2018. 9-28AM File: Z:1Projects\0PTIMUS-PR0JECTS11234 Alejandro\Caks\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 All units k Phi'Vn Vu / Phi`Vn Status +1.20D+1.60L+0.50S+1.60H 3.527 psi 212.13osi 0.01663 OK +1.20D+1.60Lr+0.50L 1.879 psi 212.13osi 0.008858 OK +1.20D+1.60Lr+0.80W 0.1291 psi 212.13psi 0,000609 OK +1.20D+0.50L+1.60S 1.879 psi 212.13psi 0.008858 OK +1.20D+1.60S+0.80W 0.1291 psi 212.13osi 0.000609 OK +1.20D+0.50Lr+0.50L+1.60W 0.6386 psi 212.13osi 0.00301 OK +1.20D+0.50L+0.50S+1.60W 0.6386 psi 212.13osi 0.00301 OK +1.20D+0.50L+0.20S+E 1.879 psi 212.13osi 0.008858 OK +0.90D+1.60W+1.60H 1.67 psi 212.13psi 0.007874 OK . . .... ...... ...... . ....% .... . ..... ...... . ... ..... .. .. .. . ...... % . . . . .... •• • . •• • • 0000 20 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : i itie MOCK Line b Prved. 28 DEC 2018. 9 44AM General Footing File: Z:\Pmiects\OPnMUS-PROJECTS\1234Alejandm\Cals\EnerCalc\1234hranger.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CORNER FOOTING General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 5.0 ksi Allowable Soil Bearing = 2.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dep = ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greate- 0004 • Include Pedestal Weight as DL Yes . . .... ...... Dimensions • • ' ' ...... Width parallel to X-X Axis = 2.50 ft • Length parallel to Z-Z Axis = 2.50 ft Z "' • �' Footing Thicknes = 12.0 in �- • • • • • • Pedestal dimensions... X' x : parallel to X-X Axis -_ 12.0 in j �'P'� • • pz : parallel to Z-Z Axis = 12.0 in ' . ' ; .. • Height 18.0 in • Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizr = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.390 0.70-0.7350 k OB : Overburden = 0.120 ksf M- _ k-ft M-zz = k-ft V-x _ k V-z = k PA Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Pdntea 29 Dr: 2C18 9-44AM General Footing File:Z:\Projects\OPTIMUS-PROJECTS\1234AMandro\Calcs\EnerCaic\1234branger.ec6 9 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver:6.11.6.23 Description : 1 - WOOD DECK CORNER FOOTING DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1820 Soil Bearing 0.4550 ksf 2.50 ksf +D+L+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.750 Uplift -0.7350 k 1.286 k +0.60D+W PASS 0.005217 Z Flexure (+X) 0.07669 k-ft 14.70 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.005217 Z Flexure (-X) 0.07669 k-ft 14.70 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.005217 X Flexure (+Z) 0.07669 k-ft 14.70 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.005217 X Flexure (-Z) 0.07669 k-ft 14.70 k-ft +1.20D+1.60L+0.50S+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 106.07 psi n/a 0900 PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a. • • • • • • • • • • • PASS n/a 1-way Shear (+Z) 0.0 psi 106.07 psi nla' • •' ; • PASS n/a 1-way Shear (-Z) 0.0 psi 106.07 psi n/a• •. • • • :' • • • • • PASS n/a 2-way Punching 1.129 psi 106.07 psi +1. QQ-O.VLr+1.60L+1.60H • Detailed Results .... Soil Bearing "" ' • •: • �. Rotation Axis & Actual Soil Bearing M:? • ctua .Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z X • • • • -X •' Mtio X-X, +D 2.50 n/a 0.0 0.3430 0.3430 nV";'; n/a u.137 •. X-X, +D+L+H 2.50 n/a 0.0 0.4550 0.4550 nt n/zC ... ; • 0.182 • " •' X-X, +D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.4270 0.4270 n/,a • n/a 0.174 • X-X, +D+0.750L+0.750S+H 2.50 n/a 0.0 0.4270 0.4270 nl'a• • • nk6 .. 0.17 X-X, +D+W+H 2.50 n/a 0.0 0.2254 0.2254 n/a n/a' 0.090 X-X, +D+0.750Lr+0.750L+0.750W+H 2.50 n/a 0.0 0.3388 0.3388 n/a n/a • 0.136 X-X, +D+0.750L+0.750S+0.750W+H 2.50 n/a 0.0 0.3388 0.3388 n/a n/a 0.136 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.50 n/a 0.0 0.4270 0.4270 n/a n/a 0.171 X-X, +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.4270 0.4270 n/a n/a 0.171 X-X, +0.60D+W+H 2.50 n/a 0.0 0.08820 0.08820 n/a n/a 0.035 Z-Z, +D 2.50 0.0 n/a n/a n/a 0.3430 0.3430 0.137 Z-Z, +D+L+H 2.50 0.0 n/a n/a n/a 0.4550 0.4550 0.182 Z-Z, +D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.4270 0.4270 0.171 Z-Z, +D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.4270 0,4270 0.171 Z-Z, +D+W+H 2.50 0.0 n/a n/a n/a 0.2254 0.2254 0.090 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.50 0.0 n/a n/a n/a 0.3388 0.3388 0.136 Z-Z, +D+0.750L+0.750S+0.750W+H 2.50 0.0 n/a n/a n/a 0.3388 0.3388 0.136 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4270 0.4270 0.171 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4270 0.4270 0 171 Z-Z, +0.60D+W+H 2.50 0.0 n/a n/a n/a 0.08820 0.08820 0.035 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? inA2 inA2 i n A 2 k-ft X-X, +1.40D 0.0307 +Z Bottom 0.26 Bending 0.37 14.7 OK X-X, +1.40D 0.0307 -Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.07669 +Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.07669 -Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60L+0.50S+1.60H 0,07669 +Z Bottom 0.26 Bendinq 0.37 14.7 OK 22 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed 28 DEC 2013. 9 44AM General Footing File:Z:lPropctslOPTIMUS-PROJECTS11234Alejandro\Calcs\EnerCa1c11234branger.ec6 g ENERCALC, INC. 1983-2011,BuiM:6.11.6.23, Ver:6.11.6.23 Description : 1 - WOOD DECK CORNER FOOTING X-X, +1.20D+1.60L+0.50S+1.60H 0.07669 -Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60Lr+0.50L 0.04205 +Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60Lr+0.50L 0.04205 -Z Bottom 0.26 Bendinq 0.37 14.7 OK 23 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed 28 DE 203 9 44AM General Footing File: Z:\Projects%OPTIMUS-PROJECTS\1234Alejartdro\Calls\EnerCalc\1234branger.ec6 g ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CORNER FOOTING Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in"2 in^2 in"2 k-ft X-X, +1.20D+1.60Lr+0.80W 0.000135 +Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60Lr+0.80W 0.000135 -Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50L+1.60S 0.04205 +Z Bottom 0.26 Bendinq 0,37 14.7 OK X-X, +1.20D+0.50L+1.60S 0.04205 -Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60S+0.80W 0.000135 +Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+1.60S+0.80W 0.000135 -Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.01084 +Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.01084 -Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.01084 +Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.01084 -Z Top 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50L+0.20S+E 0.04205 +Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +1.20D+0.50L+0.20S+E 0.04205 -Z Bottom 0.26 Bendinq 0.37 14.7 OK X-X, +0.90D+1.60W+1.60H 0.03316 +Z Top 0.26 Bendinq 0.37 1s1. OK X-X, +0.90D+1.60W+1.60H 0.03316 -Z Top 0.26 Bendinq 0,037 • 14'T • • • OR•;' Z-Z, +1.40D 0.0307 -X Bottom 0.26 Bendinq If3a. • 44.7 . OK• Z-Z, +1.40D 0.0307 +X Bottom 0.26 Bendinq 0.47. • f:47 Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.07669 -X Bottom 0.26 Bendinq 0.3 • 14.7 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.07669 +X Bottom 0.26 Bendinq V19 ` 14.7 ` :lu..: Z-Z, +1.20D+1.60L+0.50S+1.60H 0.07669 -X Bottom 0.26 Bendinq 0 39• • • , d�3- ��i3,]• •; �Cl"7 ' OK - Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z, +1.20D+1.60Lr+0.50L 0.07669 0.04205 +X -X Bottom Bottom 0.26 0.26 Bendinq Bendinq 0 14 •OK• ` Z-Z, +1.20D+1.60Lr+0.50L 0.04205 +X Bottom 0.26 Bendinq 0.3 • • *7 • KK Z-Z,+1.20D+1.60Lr+0.80W 0.000135 -X Top 0.26 Bendinq 0.3`/ " 14`7` ` ` IZ•:` Z-Z,+1.20D+1.60Lr+0.80W 0.000135 +X Top 0.26 Bendinq Of•••• 14.7 OK-. Z-Z,+1.20D+0.50L+1.60S 0.04205 -X Bottom 0.26 Bendinq 0Z7 ` : U.7 • •@K••• Z-Z, +1.20D+0.50L+1.60S 0.04205 +X Bottom 0.26 Bendinq 0,37 . 1;•1"" .OK Z-Z,+1.20D+1.60S+0.80W 0,000135 -X Top 0.26 Bendinq 0+67 • • 14.7 •OIL••• Z-Z, +1.20D+1.60S+0.80W 0.000135 +X Top 0.26 Bendinq 0.3T ` 1:.7.• `OK ` Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.01084 -X Top 0.26 Bendinq 0.37 144FO • • OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.01084 +X Top 0.26 Bendinq 0.37 14.7 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.01084 -X Top 0.26 Bendinq 0.37 14.7 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.01084 +X Top 0.26 Bendinq 0.37 14.7 OK Z-Z, +1.20D+0.50L+0.20S+E 0.04205 -X Bottom 0.26 Bendinq 0.37 14.7 OK Z-Z, +1.20D+0.50L+0.20S+E 0.04205 +X Bottom 0.26 Bendinq 0.37 14.7 OK Z-Z, +0.90D+1.60W+1.60H 0.03316 -X Top 0.26 Bendinq 0.37 14.7 OK Z-Z, +0.90D+1.60W+1.60H 0.03316 +X Top 0.26 Bendinq 0.37 14.7 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.200+1.60Lr+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+1.60S+0.80W 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +1.20D+0.50L+0.20S+E 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK +0.90D+1.60W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 106.07 psi 0 OK Punching Shear All units k Load Combination... Vu Phi`Vn Vu / Phi`Vn Status +1.40D 0.452 psi 212.13osi 0,002131 OK +1.20D+0.50Lr+1.60L+1.60H 1.129 psi 212.13psi 0.005322 OK +1.20D+1.60L+0.50S+1.60H 1.129 psi 212.13psi 0.005322 OK +1.20D+1.60Lr+0.50L 0.6192 psi 212.13psi 0.002919 OK +1.20D+1.60Lr+0.80W 0.001987 psi 212.13osi 9.e-06 OK +1.20D+0.50L+1.60S 0.6192 psi 212.13gsi 0.002919 OK +1.20D+1.60S+0.80W 0.001987 psi 212.13osi 9.e-06 OK +1.20D+0.50Lr+0.50L+1.60W 0.1596 psi 212.13psi 0.000752 OK +1.20D+0.50L+0.50S+1.60W 0.1596 psi 212.13psi 0.000752 OK +1.20D+0.50L+0.20S+E 0.6192 psi 212.13psi 0.002919 OK 24 Title Block Line 6 General Footing I RPM' Description : 1 - WOOD DECK CORNER FOOTING Punching Shear Load Combination... Vu +0.90D+1.60W+1.60H 0.4882 psi Title : 1234 Alejandro Job # - Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed: 28 DEC 2018, 9.44AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Cal s\EneiCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 All units k Phi'Vn Vu 1 Phi'Vn Status 212.13Qsi 0.002301 . . .... ...... fffff • • ...... . ...... fffff f .... . ..... fffff • f f f f ffff f •• ff •• • •fffff • ffff • • • • f • • • •ffff f •fffff • • f •fffff f f f • 25 Title Block Line 6 General Footing Description : 1 - WOOD DECK CORNER ECCENTRIC FOOTING General Information Material Properties f c : Concrete 28 day strength = 5.0 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf �P Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Add Fig Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL Yes Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in Load location offset from footing center... ex : Prll to X-X Axis = 12 in Pedestal dimensions px : parallel to X-X Axis = 12.0 in pz : parallel to Z-Z Axis = 12.0 in Height - 18.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizr = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Aaalied Loads Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 28 DEC 2018, 9,47W R0JECTS11234 Alejandro\Calrs\EnerCai 234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 2.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of:Jep i' when maximum length or width is greater- • •••••• • •••••• ft ksf ft ...ksf ....�. D Lr L S W E H P : Column Load = 0.390 0.70-0.7350 k OB : Overburden = 0.120 ksf M-xx _ k-ft M-u = k-ft V-x _k V-z = k IiV Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed. 28 �Ec 2018 9-47AM General Footing File: Z:\Projects\OPTIMUS-PROJECTS\1234Aleiandm\Calcs\EnerCalc\1234branger.ec6 g ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CORNER ECCENTRIC FOOTING DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2629 Soil Bearing 0.6573 ksf 2.50 ksf +D+L+H PASS n/a Overturning - X-X 0.0 k-ft &0 k-ft No Overturning PASS 6.398 Overturning - Z-Z 0.3675 k-ft 2.351 k-ft 0.6D+W PASS nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 2.345 Uplift -0.7350 k 1.724 k +0.60D+W PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.002544 Z Flexure (-X) 0.03129 k-ft 12.301 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.007701 X Flexure (+Z) 0.09472 k-ft 12.301 k-ft +1.20D+0.50Lr+1.6QL"t% PASS 0.007701 X Flexure (-Z) 0.09472 k-ft 12.301 k-ft +1v20D+(0.50Lr+1.60L" 60H PASS n/a 1-way Shear (+X) 0.0 psi 106.07 psi n/a*--* : • PASS 0.02051 1-way Shear (-X) 2.175 psi 106.07 psi +1,2,OD+0e50Lr+1.69L+1.60H PASS 0.003969 1-way Shear (+Z) 0.4210 psi 106.07 psi +1.2C9+0.50Lr+1.60L+1*0H PASS 0.003969 1-way Shear (-Z) 0.4210 psi 106.07 psi +1.2Q[;-"50Lr+1.60L+1.69H PASS 0.007868 2-way Punching 1.669 psi 212.13 psi +12GD-0ALr+1.6dL+1Mq Detailed Results •••••• • ••• • .. • . 00000 Soil Bearing • • • • • • • • • • • Rotation Axis & Actual Soil Bearing Saress Actual I Allowah • Load Combination... Gross Allowable Xecc Zecc +Z +Z -X ' -X .... • • :Ratio X-X, +D 2.50 n/a 0.0 0.3192 0.3192 nZa . • . n/a* 0,128 • • • • • X-X, +D+L+H 2.50 n/a 0.0 0.3969 0.3969 nle • n/4 .". 0.151 • X-X, +D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.3775 0.3775 n/a n/a • • • • 0.151 X-X, +D+0.750L+0.750S+H 2.50 n/a 0.0 0.3775 0.3775 n/a n/a 0.151 X-X, +D+W+H 2.50 n/a 0.0 0.2375 0,2375 n/a n/a 0.095 X-X, +D+0.750Lr+0.750L+0.750W+H 2.50 n/a 0.0 0.3163 0.3163 n/a n/a 0.127 X-X, +D+0.750L+0.750S+0.750W+H 2.50 n/a 0.0 0.3163 0.3163 n/a n/a 0.127 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.50 n/a 0.0 0.3775 0.3775 n/a n/a 0.151 X-X, +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.3775 0.3775 n/a n/a 0.151 X-X, +0.60D+W+H 2.50 n/a 0.0 0.1098 0.1098 n/a n/a 0.044 Z-Z, +D 2.50 2.037 n/a n/a n/a 0.2123 0.4261 0.170 Z-Z, +D+L+H 2.50 3.989 n/a n/a n/a 0.1366 0.6573 0.263 Z-Z, +D+0.750Lr+0.750L+H 2.50 3.576 n/a n/a n/a 0.1555 0.5995 0.240 Z-Z, +D+0.750L+0.750S+H 2.50 3.576 n/a n/a n/a 0.1555 0.5995 0.240 Z-Z, +D+W+H 2.50 -1.389 n/a n/a n/a 0.2918 0.1832 0.117 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.50 1.945 n/a n/a n/a 0.2151 0.4174 0.167 Z-Z, +D+0.750L+0.750S+0.750W+H 2.50 1.945 n/a n/a n/a 0.2151 0.4174 0.167 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.50 3.576 n/a n/a n/a 0.1555 0.5995 0.240 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.50 3.576 n/a n/a n/a 0.1555 0.5995 0.240 Z-Z, +0.60D+W+H 2.50 -4.316 n/a n/a n/a 0.1878 0.03189 0.075 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D None 0.0 k-ft Infinity OK X-X, D+L None 0.0 k-ft Infinity OK X-X, 0.6D+L+W None 0.0 k-ft Infinity OK X-X, 0.6D+W None 0.0 k-ft Infinity OK Z-Z, D None 3.919 k-ft Infinity OK Z-Z, D+L None 4.269 k-ft Infinity OK Z-Z, 0.6D+L+W 0.3675 k-ft 2.701 k-ft 7.350 OK Z-Z, 0.6D+W 0.3675 k-ft 2.351 k-ft 6.398 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 27 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Punted 28 0 EC 201B 94 AM General Footing File: Z:lProjects\OPTIMUS-PROJECTS11234AIejandro\Calcs\EnerCalc11234branger.ec6 g ENERCALC, INC.1983-2011, Buikl:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CORNER ECCENTRIC FOOTING Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in12 in12 in^2 k-ft X-X, +1.40D 0.03792 +Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.40D 0.03792 -Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.09472 +Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.09472 -Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.09472 +Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.09472 -Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60Lr+0.50L 0.05194 +Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60Lr+0.50L 0.05194 -Z Bottom 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60Lr+0.80W 0.000167 +Z Top 0.26 Bendinq 0.31 12.301 OK X-X, +1.20D+1.60Lr+0.80W 0.000167 -Z Top 0.26 Bendinq 0.31 12, 611` - OK X-X, +1.20D+0.50L+1.60S 0.05194 +Z Bottom 0.26 Bendinq (131 12.30 • • • CK • • X-X, +1.20D+0.50L+1.60S 0.05194 -Z Bottom 0.26 Bendinq 0!11. 12.301 OK. X-X, +1.20D+1.60S+0.80W 0.000167 +Z Top 0.26 Bendinq 0.31 12, ®1• • • • ' • • X-X, +1.20D+1.60S+0.80W 0.000167 -Z Top 0.26 Bendinq d31' :' • 12. 01 •OK� X-X, +1.20D+0.50Lr+0.50L+1.60W 0.01339 +Z Top 0.26 Bendinq Y111• • • • 12.301 ' ; pig..: X-X, +1.20D+0.50Lr+0.50L+1.60W 0.01339 -Z Top 0.26 Bendinq 0.31... 12.901 •OK • X-X, +1.20D+0.50L+0.50S+1.60W 0.01339 +Z Top 0.26 Bendinq 0`�1... 12.361* " .0W.. X-X, +1.20D+0.50L+0.50S+1.60W 0.01339 -Z Top 0.26 Bendinq 0.31 12.3Q1 • • X-X, +1.20D+0.50L+0.20S+E 0.05194 +Z Bottom 0,26 Bendinq tl'3'h:": 12.3Q1 : : bbK• X-X, +1.20D+0.50L+0.20S+E 0.05194 -Z Bottom 0.26 Bendinq 0!3M • • 12.30'1' a OR' :' X-X, +0.90D+1.60W+1.60H 0.04096 +Z Top 0.26 Bendinq 0*U * • • • 12.301 • OK - X-X, +0.90D+1.60W+1.60H 0.04096 -Z Top 0.26 Bendinq 0:31 ' ; 12.301 .916.:. Z-Z, +1.40D 0.004653 -X Bottom 0.26 Bendinq 0.31 12.Pe • • • OK Z-Z, +1.40D 0 +X Top 0.26 Bendinq 0:31 .. 12.301 :@K • • Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.03129 -X Top 0.26 Bendinq 0.3M • • 12.301.". 'OK ' Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0 +X Top 0.26 Bendinq 0.31 12.30A• • • OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.03129 -X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60Lr+0.50L 0.01231 -X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60Lr+0.50L 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60Lr+0.80W 0.01081 -X Bottom 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60Lr+0.80W 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+1.60S 0.01231 -X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+1.60S 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60S+0.80W 0.01081 -X Bottom 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+1.60S+0.80W 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.01668 -X Bottom 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.01668 -X Bottom 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+0.20S+E 0.01231 -X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +1.20D+0.50L+0.20S+E 0 +X Top 0.26 Bendinq 0.31 12.301 OK Z-Z, +0.90D+1.60W+1.60H 0.01282 -X Bottom 0.26 Bendinq 0.31 12.301 OK Z-Z, +0.90D+1.60W+1.60H 0 +X Top 0.26 Bendinq 0.31 12.301 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi`Vn Status +1.40D 0.8707 psi 0 psi 0.1685 psi 0.1685 psi 0.8707 psi 106.07 psi 0.008209 OK +1.20D+0.50Lr+1.60L+1.60H 2.175 psi 0 psi 0.421 psi 0.421 psi 2.175 psi 106.07 psi 0.02051 OK +1.20D+1.60L+0.50S+1.60H 2.175 psi 0 psi 0.421 psi 0.421 psi 2.175 psi 106.07 psi 0.02051 OK +1.20D+1.60Lr+0.50L 1.193 psi 0 psi 0.2309 psi 0.2309 psi 1.193 psi 106.07 psi 0.01125 OK +1.20D+1.60Lr+0.80W 0.003827 psi 0 psi 0.000741 psi 0.000741 psi 0.003827 psi 106.07 psi 3.6e-05 OK +1.20D+0.50L+1.60S 1.193 psi 0 psi 0.2309 psi 0.2309 psi 1.193 psi 106.07 psi 0.01125 OK +1.20D+1.60S+0.80W 0.003827 psi 0 psi 0.000741 psi 0.000741 psi 0.003827 psi 106.07 psi 3.6e-05 OK +1.20D+0.50Lr+0.50L+1.60W 0.3074 psi 0 psi 0.05951 psi 0.05951 psi 0.3074 psi 106.07 psi 0.002899 OK +1.20D+0.50L+0.50S+1.60W 0.3074 psi 0 psi 0.05951 psi 0.05951 psi 0.3074 psi 106.07 psi 0.002899 OK +1.20D+0.50L+0.20S+E 1.193 psi 0 psi 0.2309 psi 0.2309 psi 1.193 psi 106.07 psi 0.01125 OK +0.90D+1.60W+1.60H 0.9406 psi 0 psi 0.182 psi 0.182 psi 0.9406 psi 106.07 psi 0.008868 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 0.6681 psi 212.13osi 0.00315 OK +1.20D+0.50Lr+1.60L+1.60H 1.669 psi 212.13psi 0.007868 OK 28 Title Block Line 6 General Footing Description : 1 - WOOD DECK CORNER ECCENTRIC FOOTING Punching Shear Load Combination... Vu Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Pr,nted. 28 DEG 20t8, 9:4 AM File: Z:\Projects\OPTIMUS PROJECTS\1234 AlejandrolCaks\EnerCa�"Ver.6.11.6:.23 ENERCALC, INC.1983-2011, Build:6.11.6 All units k Phi'Vn Vu / Phi'Vn +1.20D+1.60L+0.50S+1.60H 1.669 psi 212.13osi 0.007868 +1.20D+1.60Lr+0.50L 0.9153 psi 212.13osi 0.004315 +1.20D+1.60Lr+0.80W 0.002937 psi 212.13psi 1.4e-05 +1.20D+0.50L+1.60S 0.9153 psi 212.13psi 0.004315 +1.20D+1.60S+0.80W 0.002937 psi 212.13psi 1.4e-05 +1.20D+0.50Lr+0.50L+1.60W 0.2359 psi 212.13psi 0.001112 +1.20D+0.50L+0.50S+1.60W 0.2359 psi 212.13psi 0.001112 +1.20D+0.50L+0.20S+E 0.9153 psi 212.13psi 0.004315 +0.90D+1.60W+1.60H 0.7218 psi 212.13psi 0.003402 Status OK OK OK OK OK OK OK OK OK . . •••• •••••• . . 000000 • ...... . ..... . ...... ...... .... . ..... ...... . ... ..... .. .. .. . ...... . . . • • • • • • • .. . . • • • . . 0000 29 Title Block Line 6 General Footing Description : 1 - WOOD DECK CENTRIC FOOTING 3.5X3.5 General Information Material Properties f c : Concrete 28 day strength = 5.0 ksi fy : Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf tp Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL Yes Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 12.0 in Pedestal dimensions px : parallel to X-X Axis = 12.0 in pz : parallel to Z-Z Axis = 12.0 in Height - 18.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizi _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Calculations per Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension, Allowable pressure increase per foot ofdep i • when maximum length or width is greldr= ` •••••• • •••••• f 2.50 ksf No 250.0 pcf 0.30 ft ksf ft •••• •••• •••••• ksf • ....f:. • • 00 • • . . • • • • • • • • • • • • .. •••• D Lr L S W E H P : Column Load = 0.7820 1.40 -1,470 k OB : Overburden = 0,120 ksf M-xx _ k-ft M-zz = k-ft V-x = k V-z = k 30 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed. 29 DEC 20 18 943AM General Footing File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Cass\EnerCalc\12341xanger.ec6 g ENERCALC, INC.1983-2011, Buik1:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CENTRIC FOOTING 3.5X3.5 DESIGN SUMMARY Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1804 Soil Bearing 0.4511 ksf 2.50 ksf +D+L+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.684 Uplift -1.470 k 2,475 k +0.60D+W PASS 0.01499 Z Flexure (+X) 0.2102 k-ft 14.016 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01499 Z Flexure (-X) 0.2102 k-ft 14.016 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01499 X Flexure (+Z) 0.2102 k-ft 14.016 k-ft +1.20D+0.50Lr+1.6gIJ".Eeq PASS 0.01499 X Flexure (-Z) 0.2102 k-ft 14.016 k-ft +140D+0!50Lr+1.60L41.l5eH PASS 0.01206 1-way Shear (+X) 1.279 psi 106.07 psi +1 29IAALr+1.60L+ 1.¢( • • PASS 0.01206 1-way Shear (-X) 1.279 psi 106.07 psi +1.Q@10AQo 0Lr+1.60L+1.60H ' • • • • • PASS 0.01206 1-way Shear (+Z) 1,279 psi 106.07 psi +1.2GD-1"Lr+1.60L+1.60H • PASS 0.01206 1-way Shear (-Z) 1.279 psi 106.07 psi +1.2G9Q960Lr+1.60L+1.6DH • PASS 0.01555 2-way Punching 3,298 psi 212.13 psi +1.2aQAr+1.6(r+T.9Y • • • • • • Detailed Results ...... . ... ..... Soil Bearing to 00 ••_ •s•••• Rotation Axis & Actual Soil Bearing r ess • Actual 1 Allowal;lg Load Combination... Gross Allowable Xecc Zecc +Z +Z -X ' -X ...:wio • • • • X-X, +D 2.50 n/a 0.0 0.3368 0.3368 nee . • • rile 0.139 • • • • X-X, +D+L+H 2.50 n/a 0.0 0.4511 0.4511 Nat • n/a; .". 0.18Q X-X, +D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.4225 0.4225 n/a n/a • • • • 0,169 X-X, +D+0.750L+0.750S+H 2.50 n/a 0.0 0.4225 0.4225 n/a n/a 0.169 X-X, +D+W+H 2.50 n/a 0.0 0.2168 0.2168 n/a n/a 0,087 X-X, +D+0.750Lr+0.750L+0.750W+H 2.50 n/a 0.0 0.3325 0.3325 n/a n/a 0.133 X-X, +D+0.750L+0.750S+0.750W+H 2.50 n/a 0.0 0.3325 0.3325 n/a n/a 0.133 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.50 n/a 0.0 0.4225 0.4225 n/a n/a 0.169 X-X, +D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.4225 0.4225 n/a n/a 0.169 X-X, +0.60D+W+H 2.50 n/a 0.0 0.08208 0.08208 n/a n/a 0.033 Z-Z, +D 2.50 0.0 n/a n/a n/a 0,3368 0.3368 0.135 Z-Z, +D+L+H 2.50 0.0 n/a n/a nla 0.4511 0.4511 0.180 Z-Z, +D+0.750Lr+0.750L+H 2.50 0.0 nla n/a n/a 0.4225 0.4225 0.169 Z-Z, +D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +D+W+H 2.50 0.0 n/a n/a n/a 0.2168 0.2168 0.087 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.50 0.0 n/a n/a n/a 0.3325 0.3325 0 133 Z-Z, +D+0.750L+0.750S+0.750W+H 2.50 0.0 n/a n/a n/a 0.3325 0.3325 0.133 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 0.4225 0.4225 0.169 Z-Z, +0.60D+W+H 2.50 0.0 n/a n/a n/a 0.08208 0.08208 0.033 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension 9 Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-It Side ? or Top ? inA2 inA2 inA2 k-ft X-X, +1.40D 0.07852 +Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.40D 0.07852 -Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2102 +Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.2102 -Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.2102 +Z Bottom 0.26 Bendinq 0.35 14.016 OK 31 General Footing Description : 1 - WOOD DECK CENTRIC FOOTING 3.5X3.5 X-X, +1.20D+1.60L+0.50S+1.60H 0.2102 -Z Bottom X-X, +1.20D+1.60Lr+0.50L 0.1119 +Z Bottom X-X, +1.20D+1.60Lr+0.50L 0.1119 -Z Bottom Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed: 28 DEC 202, 9-43AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCaIc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 0.26 Bendinq 0.35 14,016 OK 0.26 Bendinq 0.35 14.016 OK 0.26 Bendinq 0.35 14.016 OK • • • • • • • • • • • • • • •••• • ••••• •• •• •• • •••••• • • • • • •••••• 32 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed: 28 DEC 2018. 9.43AM General Footing File: Z:\Projects\OPTIMUS-PROJECTS\1234Alejaridm\Cats\EnerCalc\1234branger.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 - WOOD DECK CENTRIC FOOTING 3.5X3.5 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi'Mn Status k-ft Side ? or Top ? in12 in'2 inA2 k-ft X-X, +1.20D+1.60Lr+0.80W 0.007691 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60Lr+0.80W 0.007691 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+1.60S 0,1119 +Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+1.60S 0.1119 -Z Bottom 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60S+0.80W 0.007691 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+1.60S+0.80W 0.007691 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.03805 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.03805 -Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.03805 +Z Top 0.26 Bendinq 0.35 14.016 OK X-X, +1.20D+0.50L+0.50S+1.60W 0.03805 -Z Top 0.26 Bendinq 0.35 14.Qgf9' • • OK X-X, +1.20D+0.50L+0.20S+E 0.1119 +Z Bottom 0.26 Bendinq (635 . 14.D46... • • CJY• • • X-X, +1.20D+0.50L+0.20S+E 0.1119 -Z Bottom 0.26 Bendinq n. • ; 14.916 , OK.' X-X, +0.90D+1.60W+1.60H 0.09951 +Z Top 0.26 Bendinq 0. 14.@0 • • • Q)( • X-X, +0.90D+1.60W+1.60H 0.09951 -Z Top 0.26 Bendinq (rV •' 14116 • • • ` Z-Z, +1.401D 0.07852 -X Bottom 0.26 Bendinq 0!36• • • • 14.016 • ; Q}�.. ; Z-Z, +1.40D 0.07852 +X Bottom 0.26 Bendinq 0.315... 14.616 • •OK • Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2102 -X Bottom 0.26 Bendinq 0%• • • • 14.:" • • • . ply.. Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.2102 +X Bottom 0.26 Bendinq 0.3 14.016 Q�C • Z-Z,+1.20D+1.60L+0.50S+1.60H 0.2102 -X Bottom 0.26 Bendinq 0*3;••; 14.91i6:�: •b{Z•` Z-Z,+1.20D+1.60L+0.50S+1.60H 0.2102 +X Bottom 0.26 Bendinq 0!66 •• 14.0166 0 •DR•;' Z-Z, +1.20D+1.60Lr+0.50L 0.1119 -X Bottom 0.26 Bendinq 0.96..•. 14.016 . OK • Z-Z, +1.20D+1.60Lr+0.50L 0.1119 +X Bottom 0.26 Bendinq 05 • ; 14.Q16 . .Olt.:. Z-Z, +1.20D+1.60Lr+0.80W 0.007691 -X Top 0.26 Bendinq 0. 5 14*69 • • • • Z-Z, +1.20D+1.60Lr+0.80W 0.007691 +X Top 0.26 Bendinq 0,'�5 .'. 14.616 •OK .QIG... Z-Z, +1.20D+0.50L+1.60S 0.1119 -X Bottom 0.26 Bendinq 0.35 • • 14.F 6• • • •OK • Z-Z, +1.20D+0.50L+1.60S 0.1119 +X Bottom 0.26 Bendinq • 0.35 14. 14 • • OK Z-Z, +1.20D+1.60S+0.80W 0.007691 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+1.60S+0.80W 0.007691 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.03805 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.03805 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.03805 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.03805 +X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.20S+E 0.1119 -X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +1.20D+0.50L+0.20S+E 0.1119 +X Bottom 0.26 Bendinq 0.35 14.016 OK Z-Z, +0.90D+1.60W+1.60H 0.09951 -X Top 0.26 Bendinq 0.35 14.016 OK Z-Z, +0.90D+1.60W+1.60H 0.09951 +X Top 0.26 Bendinq 0.35 14.016 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi'Vn Status +1.40D 0.4778 psi 0.4778 psi 0.4778 psi 0.4778 psi 0.4778 psi 106.07 psi 0.004504 OK +1.20D+0.50Lr+1.60L+1.60H 1.279 psi 1.279 psi 1.279 psi 1.279 psi 1.279 psi 106.07 psi 0.01206 OK +1 . 20D+1.60L+0.50S+1.60H 1.279 psi 1.279 psi 1.279 psi 1.279 psi 1.279 psi 106.07 psi 0.01206 OK +1.20D+1.60Lr+0.50L 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 106.07 psi 0.006422 OK +1.20D+1.60Lr+0.80W 0.04679 psi 0.04679 psi 0.04679 psi 0.04679 psi 0.04679 psi 106.07 psi 0.000441 OK +1.20D+0.50L+1.60S 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 106.07 psi 0.006422 OK +1.20D+1.60S+0.80W 0.04679 psi 0.04679 psi 0.04679 psi 0.04679 psi 0.04679 psi 106.07 psi 0.000441 OK +1.20D+0.50Lr+0.50L+1.60W 0.2315 psi 0.2315 psi 0.2315 psi 0.2315 psi 0.2315 psi 106.07 psi 0.002182 OK +1.20D+0.50L+0.50S+1.60W 0.2315 psi 0.2315 psi 0.2315 psi 0.2315 psi 0.2315 psi 106.07 psi 0.002182 OK +1.20D+0.50L+0.20S+E 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 0.6811 psi 106.07 psi 0.006422 OK +0.90D+1.60W+1.60H 0.6055 psi 0.6055 psi 0.6055 psi 0.6055 psi 0.6055 psi 106.07 psi 0.005708 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.401D 1.232 psi 212.13osi 0.005809 OK +1.20D+0.50Lr+1.60L+1.60H 3.298 psi 212.13osi 0.01555 OK +1.20D+1.60L+0.50S+1.60H 3.298 psi 212.13psi 0.01555 OK +1.20D+1.60Lr+0.50L 1.757 psi 212.13osi 0.008282 OK +1.20D+1.60Lr+0.80W 0.1207 psi 212.13osi 0.000569 OK +1.20D+0.50L+1.60S 1.757 psi 212.13osi 0.008282 OK +1.20D+1.60S+0.80W 0.1207 psi 212.13psi 0.000569 OK +1.20D+0.50Lr+0.50L+1.60W 0.5971 psi 212.13psi 0.002815 OK +1.20D+0.50L+0.50S+1.60W 0.5971 psi 212.13osi 0.002815 OK +1.20D+0.50L+0.20S+E 1.757 psi 212.13osi 0.008282 OK 33 Title Block Line 6 General Footing Description : 1 - WOOD DECK CENTRIC FOOTING 3.5X3.5 Punching Shear Load Combination... Vu Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed: 23 DEC 2018. 9.43AM File: Z1Pmjects\0PTIMUS-PR0JECTS11234 Alejandro\CaI s\EnerCalci1234branger.ec6 ENERCALC, INC.1963.2011, Buik1:6.11.6.23, Ver.6.11.6.23 All units k Phi'Vn Vu / Phi`Vn +0.90D+1.60W+1.60H 1.562 psi 212.13osi Status 0.007362 OK . . .... ...... ...... . ...... • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • 34 Title Block Line 6 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes: Printed 28 DEC 2018, 9:54AM Concrete Beam File:Z:\ProjectslOPTIMUS-PROJECTS11234Alejandm\CalcslEnerCak:11234branger.ec6 ENERCALC, INC.1983-2011, Buikl:6.11.6.23, Ver.6.11.6.23 Description : 1- CONCRETE WF-18 TRELLIS FOOTING CANTILIVER Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 530.33 psi Shear : 0.750 y Density = 145.0 pcf (31 = 0.80 • • a, LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi f E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASID - D(2.88) Lr(2.88) W(-6) • • • 18"wx12"h •••• • ••••• ' ""' Span=3.330 ft • • • • • • • • • Cross Section & Reinforcing Details • • • • • • Rectangular Section, Width = 18.0 in, Height = 12.0 in • • • • • • Span #1 Reinforcing....00 • • : . • • • • ' 245 at 2.50 in from Top, from 0.0 to 3.330 ft in this span 246 at 2.50 in from Bottom, from 0.0 to 3.330 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 2.880, Lr = 2.880, W = -6.0 k @ 3.330 fl DESIGN SUMMARY ENK, - . + Maximum Bending Stress Ratio _ 0.629: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.006 in Ratio = 13030 Mu: Applied-20.386 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 32.434 k-ft Max Downward Total Deflection 0.013 in Ratio = 6368 Load Combination +D+Lr Max Upward Total Deflection -0.012 in Ratio = 6474 Location of maximum on span 0.000ft Span # where maximum occurs Span # 1 Cross Section Strewth & Inertia Phi*Mn ( k-ft) Moment of Inertia ( inA4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #5 @ d=2.5",2- #6 @ d=9.5", 40.62 32.43 2,592.00 401.40 300.51 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 D Only 3.604 Lr Only 2.880 W Only -6.000 D+Lr 6.484 D+W -2.396 D+Lr+W 0.484 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcJ2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed 28 uE-- 2018, 9 54AM Concrete Beam File: Z:lProjectsWTIMUS-PROJECTS11234Alejandm\CakslEnerCalcN234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1- CONCRETE WF-18 TRELLIS FOOTING CANTILIVER Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio Span # 1 1 -20.39 32.43 0.63 +D Span # 1 1 -10.80 32.43 0.33 +D+L Span # 1 1 -10.80 32.43 0.33 +D+Lr Span # 1 1 -20.39 32.43 0.63 +D+0.750Lr+0.750L Span # 1 1 -17.99 32.43 0.55 +D+0.60W Span # 1 1 0.022 1.19 40.62 0.03 +D+0.750Lr+0.750L+0.750W Span # 1 1 -3.00 32.43 0.09 +0.60D+0.60W Span # 1 1 5.51 40.62 0.14 • • • • • • Overall Maximum Deflections - Unfactored Loads • Load Combination Span Max. " " Defl Location in Span Load Combination • .. W4x."+" Defl ;'' i Hon in SP3p• .. ; • D+Lr 1 0,0125 3.330 • • • : • 00.0000 • 0.000 • • Maximum Deflections for Load Combinations - Unfactored Loads .... : "": Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl • Location in Spar 0 0 0 0 0 . • • .. D Only 1 0.0064 3.330 0.0000 • • • • . • 0.000 • ... ..... • D+Lr 1 0.0125 3.330 0.0000 .. • •' 0.000 ' ..' ; • ..... D+W 1 0.0000 0.000 -0.0058 000000 3.330 • • D+Lr+W 1 0.0001 3.330 0.0000 • • • 0.000 • D Only 1 0.0064 3.330 0.0000 • • 0,000 :...:. • • • • • Lr Only 1 0.0059 3,330 0.0000 ; .'. 0.000 ' ; • • • • ; W Only 1 0.0000 0.000 -0.0123 • • • 3.330 • 00, • D+Lr 1 0.0125 3.330 0.0000 0.000 • • • • D+W 1 0.0000 0.000 -0.0058 3.330 D+Lr+W 1 0.0001 3.330 0.0000 0.000 6 0.33 0.66 0.99 1.32 "6 1.99 2.32 2.66 2.99 Distance (ft) ■ +D ■ +D+L ■ +D+L, . +D+6.75DL-D. 75DL A +D+0.60W N +D+D.7SDL-+0.756L+D.75DW Y +D.60D+0.6DW 0.33 0.66 0.99 1.32 1.66 1.99 2.32 2.66 2.99 332 Distance (ft) . +D ■ +D+L ■ +D+L. ■ +D+D.750L,+0.75DL . +D+D.6DW M +D+D.75DL-+D.750L+D.7SDW A +0.6DD+0.6DW 36 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Description : 1- CONCRETE WF-18 TRELLIS FOOTING CANTILIVER 0.012 0.006 2 BEAM---» ------------ .0.006 .0.013 0.00 0.30 0.50 070 0.90 1.10 1.30 1.50 1.70 1.90 2.10 2.30 2.50 2.70 2.90 3.10 3.30 3.30 Distance (ft) ! D O.1y ■ D+L� ■ D+W ■ D+L,+W ■ DO•ly • L-O•ly • W O•ly ■ D+L- ■ D+W ■ D+L,+W • • • • • • • • • • • • 000000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••• • ••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 37 ETABS 2016 16.0.2 2/1/2017 I LUHU MAIN HUUSt (A I-KAML).LUb 3-UVTew "' ' ETABS 2016 16.0.2 2/1/2017 p`�2� 000 �00 p6 08 2?�1'9 WOOD 2-2X6 B1 6 2� �OOp2R 3-i p O) 8 Z A i s oti2� � �OOo p > X Os 3 .. ... . . . . . .. . ......... . .. ... .. . . . .. .. ... . ... ... . . . . . .. . . . . . . . .. . .. .. . . .... ....... . . . . . . . . . . . ItzUHU MAIN HUUSE (A f HAME).EUB 34VTew 0 . ETABS 2016 16.0.2 2/1/2017 � Gy p 22� 000 O -2 B1 p 2 00 Z A 56 p g 7S6 X 3 .. ... .. . . . .. .. •.. . ... r•. . . . . . .. . . . . . . .. . .. .. . . .... ....... . . . . . . . . . . . I EuriU mAn HUUSt (A FKAMt)AzLlb J-U view FramerSpaf) Louis ('WIME)"UP) 0 ETABS 2016 16.0.2 2/1/2017 pp6 �06 �$ p2 O pp6 B1 WOOD 2-2X6 O 06 O� 22 002 pp0 06 �s 3 .. ... . . . . . .. . ......... . .. ... .. . . . .. ••• • • • • ••• • • ILUHU MAIN HUUSL (A FKAML).LUB 3-D View FrantaC*n Load&(V\NWD)« « ETABS 2016 16.0.2 2/1/2017 0 p6 �06 �0 p2 O 2� p5 08 8 WOOD 2-2X6 06 0' 0 06 B1 �02. 0022 0 06 06 . .. . . . . ... . 3 •• ••• t •f. • • • • • ..Y • . • ! • • • . • . . f 42 TECHO MAIN HOUSE (A FRAME).EDB 3-D View Frawo&Span loads (L.iva) :- ETABS 2016 16.0.2 2/1/2017 �p6 06 p2 O WOOD 2-2X6 oO6 06, B1 002. Op�2 2 o Frooa o� p 06 p Y os 1 > X 3 .. ... . . . . . . . . ......... . .. ••• • ... ... . • • •• • •• •• • • FECHO MAIN HOUSE (A FRAME).EDB 3-D View Frame-6pan Coaag (Deed)*- TABLE: Beam Forces Story Beam Unique Name Load Case/Combo Station P V2 V3 T M2 M3 ft kip kip kip kip-ft kip-ft kip-ft Story2 131 9 Dead 0 -1.352 -0.038 0 0 0 0 Story2 131 9 Dead 2 -1.352 -0.023 0 0 0 0.06 Story2 B1 9 Dead 4 -1.352 -0.008 0 0 0 0.09 Story2 131 9 Dead 6 -1.352 0.008 0 0 0 0.09 Story2 61 9 Dead 8 -1.352 0.023 0 0 0 0.06 Story2 B1 9 Dead 10 -1.352 0.038 0 0 0 0 Story2 131 9 Live 0 -1.13 0 0 0 0 0 Story2 61 9 Live 2 -1.13 0 0 0 0 0 Story2 61 9 Live 4 -1.13 0 0 0 0 0 Story2 61 9 Live 6 -1.13 0 0 0 0 0 Story2 61 9 Live 8 -1.13 0 0 0 0 0 Story2 61 9 Live 10 -1.13 0 0 0 0 0 Story2 61 9 WIND 0 -1.13 0 0 0 0 0 Story2 131 9 WIND 2 -1.13 0 0 0 0 0 Story2 B1 9 WIND 4 -1.13 0 0 0 0 0 Story2 131 9 WIND 6 -1.13 0 0 0 0 0 Story2 131 9 WIND 8 -1.13 0 0 0 0 0 Story2 61 9 WIND 10 -1.13 0 0 0 0 0 Story2 61 9 WIND UP 0 2.937 0 0 0 �••••� 0 0 Story2 B1 9 WIND UP 2 2.937 0 b .0. 0 '•" 0 ""r Story2 61 9 WIND UP 4 2.937 0 060 0 •••• 0 ...0 @ Story2 131 9 WIND UP 6 2.937 0 p......... 0 0 0• Story2 131 9 WIND UP 8 2.937 0 0.... 0 . . 0 :••• V. Story2 131 9 WIND UP 10 2.937 0 0••••• 0 !�•�•• 0 ....40 Story2 B1 9 D+L 0 -2.481 -0.038 lie ;"; 0 .' ;'; 0 ••'•ti Story2 61 9 D+L 2 -2.481 -0.023 be 0 0 • • b� Story2 B1 9 D+L 4 -2.481 -0.008 P 0 0 0 09• Story2 B1 9 D+L 6 -2.481 0.008 '0 0 ;""' 0 0.09. Story2 B1 9 D+L 8 -2.481 0.023 0•. • 0 . •. 0 : • MOU Story2 61 9 D+L 10 -2.481 0.038 0 0 • • • • 0 0 Story2 61 9 0.6D+W 0 -1.941 -0.023 0 0 0 0 Story2 131 9 0.6D+W 2 -1.941 -0.014 0 0 0 0.036 Story2 61 9 0.6D+W 4 -1.941 -0.005 0 0 0 0.054 Story2 61 9 0.6D+W 6 -1.941 0.005 0 0 0 0.054 Story2 61 9 0.6D+W 8 -1.941 0.014 0 0 0 0.036 Story2 61 9 0.6D+W 10 -1.941 0.023 0 0 0 0 Story2 61 9 D+0.75L+0.75W 0 -3.046 -0.038 0 0 0 0 Story2 B1 9 D+0.75L+0.75W 2 -3.046 -0.023 0 0 0 0.06 Story2 131 9 D+0.75L+0.75W 4 -3.046 -0.008 0 0 0 0.09 Story2 61 9 D+0.75L+0.75W 6 -3.046 0.008 0 0 0 0.09 Story2 61 9 D+0.75L+0.75W 8 -3.046 0.023 0 0 0 0.06 Story2 131 9 D+0.75L+0.75W 10 -3.046 0.038 0 0 0 0 Story2 61 9 0.6D+WUP 0 2.126 -0.023 0 0 0 0 Story2 61 9 0.6D+WUP 2 2.126 -0.014 0 0 0 0.036 Story2 B1 9 0.6D+WUP 4 2.126 -0.005 0 0 0 0.054 Story2 61 9 0.6D+WUP 6 2.126 0.005 0 0 0 0.054 Story2 131 9 0.6D+WUP 8 2.126 0.014 0 0 0 0.036 Story2 131 9 0.6D+WUP 10 2.126 0.023 0 0 0 0 Story2 131 9 D+0.75L+0.75WUP 0 0.004 -0.038 0 0 0 0 Story2 61 9 D+0.75L+0.75WUP 2 0.004 -0.023 0 0 0 0.06 Story2 131 9 D+0.75L+0.75WUP 4 0.004 -0.008 0 0 0 0.09 44 Story2 131 9 D+0.75L+0.75WUP 6 0.004 0.008 0 0 0 0.09 Story2 131 9 D+0.75L+0.75WUP 8 0.004 0.023 0 0 0 0.06 Story2 131 9 D+0.75L+0.75WUP 10 0.004 0.038 0 0 0 0 TABLE: Brace Forces Story Brace Unique Name Load Case/Combo Station P V2 V3 T M2 M3 ft kip kip kip kip-ft kip-ft kip-ft Story3 D5 5 Dead 0 -0.214 -0.29 0 0 0 -0.5233 Story3 D5 5 Dead 2.9155 -0.199 -0.09 0 0 0 0.0298 Story3 D5 5 Dead 5.831 -0.184 0.11 0 0 0 0 Story3 D5 5 Live 0 -0.16 -0.254 0 0 0 -0.4603 Story3 D5 5 Live 2.9155 -0.16 -0.079 0 0 0 0.0248 Story3 D5 5 Live 5.831 -0.16 0.096 0 0 0 0 Story3 D5 5 WIND 0 -0.16 -0.254 0 0 0 -0.4603 Story3 D5 5 WIND 2.9155 -0.16 -0.079 0 0 0 0.0248 Story3 D5 5 WIND 5.831 -0.16 0.096 0 0 0 0 Story3 D5 5 WIND UP 0 0.416 0.66 0 0 0 1.1968 Story3 D5 5 WIND UP 2.9155 0.416 0.205 0 0 0 -0.0646 Story3 D5 5 WIND UP 5.831 0.416 -0.25 0 0 0 0 Story3 D5 5 D+L 0 -0.374 -0.544 0 0 0 -0.9836 Story3 D5 5 D+L 2.9155 -0.359 -0.169 0 0 0 0.0547 Story3 D5 5 D+L 5.831 -0.344 0.206 0 0 • • • • , 0 0 Story3 D5 5 0.6D+W 0 -0.288 0.428 D .'. 0 0 07P43' Story3 D5 5 0.6D+W 2.9155 -0.279 -0.133 0** ...... 0 . • • • • 0 0.042a ...... Story3 D5 5 0.6D+W 5.831 -0.27 0.162 p. : ; 0 0 0• Story3 D5 5 D+0.75L+0.75W 0 -0.454 -0.67 0.... 0 . 0 -vn!n: Story3 D5 5 D+0.75L+0.75W 2.9155 -0.439 -0.208 0.... • 0 • • 0 0!%wi Story3 D5 5 D+0.75L+0.75W 5.831 -0.424 0.254 0';"; 0 .' ;'; 0 ....0 Story3 D5 5 0.6D+WUP 0 0.288 0.486 b� �• 0 " 00 tIyn' Story3 D5 5 0.6D+WUP 2.9155 0.297 0.151 0 • • 0 0 -0 04!G7� Story3 D5 5 0.6D+WUP 5.831 0.306 -0.183 . 0 ;""' 0 0. Story3 D5 5 D+0.75L+0.75WUP 0 -0.022 0.015 �..� 0 . .. 0 vm: Story3 D5 5 D+0.75L+0.75 W U P 2.9155 -0.007 0.005 0 0 • • • • 0 1.31E-05 Story3 D5 5 D+0.75L+0.75WUP 5.831 0.008 -0.005 0 0 0 0 Story3 D8 8 Dead 0 -0.214 -0.29 0 0 0 -0.5233 Story3 D8 8 Dead 2.9155 -0.199 -0.09 0 0 0 0.0298 Story3 D8 8 Dead 5.831 -0.184 0.11 0 0 0 0 Story3 D8 8 Live 0 -0.16 -0.254 0 0 0 -0.4603 Story3 D8 8 Live 2.9155 -0.16 -0.079 0 0 0 0.0248 Story3 D8 8 Live 5.831 -0.16 0.096 0 0 0 0 Story3 D8 8 WIND 0 -0.16 -0.254 0 0 0 -0.4603 Story3 D8 8 WIND 2.9155 -0.16 -0.079 0 0 0 0.0248 Story3 D8 8 WIND 5.831 -0.16 0.096 0 0 0 0 Story3 D8 8 WIND UP 0 0.416 0.66 0 0 0 1.1968 Story3 D8 8 WIND UP 2.9155 0.416 0.205 0 0 0 -0.0646 Story3 D8 8 WIND UP 5.831 0.416 -0.25 0 0 0 0 Story3 D8 8 D+L 0 -0.374 -0.544 0 0 0 -0.9836 Story3 D8 8 D+L 2.9155 -0.359 -0.169 0 0 0 0.0547 Story3 D8 8 D+L 5.831 -0.344 0.206 0 0 0 0 Story3 D8 8 0.6D+W 0 -0.288 -0.428 0 0 0 -0.7743 Story3 D8 8 0.6D+W 2.9155 -0.279 -0.133 0 0 0 0.0427 Story3 D8 8 0.6D+W 5.831 -0.27 0.162 0 0 0 0 Story3 D8 8 D+0.75L+0.75W 0 -0.454 -0.67 0 0 0 -1.2137 Story3 D8 8 D+0.75L+0.75W 2.9155 -0.439 -0.208 0 0 0 0.0671 45 Story3 D8 8 D+0.75L+0.75W 5.831 -0.424 0.254 0 0 0 0 Story3 D8 8 0.6D+WUP 0 0.288 0.486 0 0 0 0.8829 Story3 D8 8 0.6D+WUP 2.9155 0.297 0.151 0 0 0 -0.0467 Story3 D8 8 0.6D+WUP 5.831 0.306 -0.183 0 0 0 0 Story3 D8 8 D+0.75L+0.75WUP 0 -0.022 0.015 0 0 0 0.0291 Story3 D8 8 D+0.75L+0.75WUP 2.9155 -0.007 0.005 0 0 0 1.31E-05 Story3 D8 8 D+0.75L+0.75WUP 5.831 0.008 -0.005 0 0 0 0 Story2 D4 4 Dead 0 -1.442 -0.293 0 0 0 -0.1295 Story2 D4 4 Dead 4.8591 -1.417 0.041 0 0 0 0.4832 Story2 D4 4 Dead 9.7183 -1.392 0.374 0 0 0 -0.5233 Story2 D4 4 Live 0 -1.129 -0.256 0 0 0 -0.1133 Story2 D4 4 Live 4.8591 -1.129 0.036 0 0 0 0.4215 Story2 D4 4 Live 9.7183 -1.129 0.327 0 0 0 -0.4603 Story2 D4 4 WIND 0 -1.129 -0.256 0 0 0 -0.1133 Story2 D4 4 WIND 4.8591 -1.129 0.036 0 0 0 0.4215 Story2 D4 4 WIND 9.7183 -1.129 0.327 0 0 0 -0.4603 Story2 D4 4 WIND UP 0 2.934 0.665 0 0 0 0.2947 Story2 D4 4 WIND UP 4.8591 2.934 -0.093 0 0 0 -1.0959 Story2 D4 4 WIND UP 9.7183 2.934 -0.851 0 0 0 1.1968 Story2 D4 4 D+L 0 -2.571 -0.549 0 0 0 -0.2429 Story2 D4 4 D+L 4.8591 -2.546 0.076 0 0 0 0.9047 Story2 D4 4 D+L 9.7183 -2.521 0.701 0 0 • • • • 0 -0.9836 Story2 D4 4 0.6D+W 0 -1.994 -0.431 Q .0. ••• 0 see* 0 -0.nq- Story2 D4 4 0.6D+W 4.8591 -1.979 0.06 0* • 0 :.0 0.7114 Story2 D4 4 0.6D+W 9.7183 -1.964 0.551 ...... Q. : : : . 0 0 ...... -0.7743• Story2 D4 4 D+0.75L+0.75W 0 -3.135 -0.676 0....* 0 . 0 Q299S; Story2 D4 4 D+0.75L+0.75W 4.8591 -3.11 0.094 b• • •. 0 : * * * O.0 1.1.1b4 Story2 D4 4 D+0.75L+0.75W 9.7183 -3.085 0.865 Do:••; 0 o• :1:0 -1413.7� Story2 D4 4 0.6D+WUP 0 2.069 0.49 to '' 0 '' • 0 O2 tp. Story2 D4 4 0.6D+WUP 4.8591 2.084 -0.069 0• . . 0 . . 0 -0.806 ...... Story2 D4 4 0.6D+WUP 9.7183 2.099 -0.627 D 0 ; • • • :.0 Q.8829� Story2 D4 4 D+0.75L+0.75WUP 0 -0.088 0.014 b..• 0 . .. 0 QT1bt5; Story2 D4 4 D+0.75L+0.75W U P 4.8591 -0.063 -0.002 0 0•• 0 -0.0226 Story2 D4 4 D+0.75L+0.75WUP 9.7183 -0.038 -0.019 0 0 0 0.0291 Story2 D7 7 Dead 0 -1.442 -0.293 0 0 0 -0.1295 Story2 D7 7 Dead 4.8591 -1.417 0.041 0 0 0 0.4832 Story2 D7 7 Dead 9.7183 -1.392 0.374 0 0 0 -0.5233 Story2 D7 7 Live 0 -1.129 -0.256 0 0 0 -0.1133 Story2 D7 7 Live 4.8591 -1.129 0.036 0 0 0 0.4215 Story2 D7 7 Live 9.7183 -1.129 0.327 0 0 0 -0.4603 Story2 D7 7 WIND 0 -1.129 -0.256 0 0 0 -0.1133 Story2 D7 7 WIND 4.8591 -1.129 0.036 0 0 0 0.4215 Story2 D7 7 WIND 9.7183 -1.129 0.327 0 0 0 -0.4603 Story2 D7 7 WIND UP 0 2.934 0.665 0 0 0 0.2947 Story2 D7 7 WIND UP 4.8591 2.934 -0.093 0 0 0 -1.0959 Story2 D7 7 WIND UP 9.7183 2.934 -0.851 0 0 0 1.1968 Story2 D7 7 D+L 0 -2.571 -0.549 0 0 0 -0.2429 Story2 D7 7 D+L 4.8591 -2.546 0.076 0 0 0 0.9047 Story2 D7 7 D+L 9.7183 -2.521 0.701 0 0 0 -0.9836 Story2 D7 7 0.6D+W 0 -1.994 -0.431 0 0 0 -0.1911 Story2 D7 7 0.6D+W 4.8591 -1.979 0.06 0 0 0 0.7114 Story2 D7 7 0.6D+W 9.7183 -1.964 0.551 0 0 0 -0.7743 Story2 D7 7 D+0.75L+0.75W 0 -3.135 -0.676 0 0 0 -0.2995 Story2 D7 7 D+0.75L+0.75W 4.8591 -3.11 0.094 0 0 0 1.1154 46 Story2 D7 7 D+0.75L+0.75W 9.7183 -3.085 0.865 0 0 0 -1.2137 Story2 D7 7 0.6D+WUP 0 2.069 0.49 0 0 0 0.2169 Story2 D7 7 0.6D+WUP 4.8591 2.084 -0.069 0 0 0 -0.806 Story2 D7 7 0.6D+WUP 9.7183 2.099 -0.627 0 0 0 0.8829 Story2 D7 7 D+0.75L+0.75WUP 0 -0.088 0.014 0 0 0 0.0065 Story2 D7 7 D+0.75L+0.75WUP 4.8591 -0.063 -0.002 0 0 0 -0.0226 Story2 D7 7 D+0.75L+0.75WUP 9.7183 -0.038 -0.019 0 0 0 0.0291 Storyl D3 3 Dead 0 0 0 0 0 0 0 Storyl D3 3 Dead 0.9718 0.005 0.067 0 0 0 -0.0324 Storyl D3 3 Dead 1.9437 0.01 0.133 0 0 0 -0.1295 Storyl D3 3 Live 0 0 0 0 0 0 0 Storyl D3 3 Live 0.9718 0 0.058 0 0 0 -0.0283 Storyl D3 3 Live 1.9437 0 0.117 0 0 0 -0.1133 Storyl D3 3 WIND 0 0 0 0 0 0 0 Storyl D3 3 WIND 0.9718 0 0.058 0 0 0 -0.0283 Storyl D3 3 WIND 1.9437 0 0.117 0 0 0 -0.1133 Storyl D3 3 WIND UP 0 0 0 0 0 0 0 Storyl D3 3 WIND UP 0.9718 0 -0.152 0 0 0 0.0737 Storyl D3 3 WIND UP 1.9437 0 -0.303 0 0 0 0.2947 Storyl D3 3 D+L 0 0 0 0 0 0 0 Storyl D3 3 D+L 0.9718 0.005 0.125 0 0 0 -0.0607 Storyl D3 3 D+L 1.9437 0.01 0.25 0 0 ...... 0 -0.2429 Storyl D3 3 0.6D+W 0 0 0 D .'. 0 "" 0 ""D' Storyl D3 3 0.6D+W 0.9718 0.003 0.098 0** ...... 0 • • •:-0 . -0.04% Storyl D3 3 0.6D+W 1.9437 0.006 0.197 D• �; o 0 ...... Q.1911• Storyl D3 3 D+0.75L+0.75W 0 0 0 0.... 0. o Storyl D3 3 D+0.75L+0.75W 0.9718 0.005 0.154 0..... 0 •0 9(i7�9 Storyl D3 3 D+0.75L+0.75W 1.9437 0.01 0.308 fl':"; 0 �' :':0 -0.2995• Storyl D3 3 0.6D+WUP 0 0 0 b' 0 " '0 ""b' Storyl D3 3 0.6D+WUP 0.9718 0.003 -0.112 P 0 0 0.054 Storyl D3 3 0.6D+WUP 1.9437 0.006 -0.223 � o ..... 0 : Q.2169 • Storyl D3 3 D+0.75L+0.75WUP 0 0 0 b••' : o. .. 0 :"'a: Storyl D3 3 D+0.75L+0.75WUP 0.9718 0.005 -0.003 0 0 • • • • 0 0.0016 Storyl D3 3 D+0.75L+0.75WUP 1.9437 0.01 -0.007 0 0 0 0.0065 Storyl D6 6 Dead 0 0 0 0 0 0 0 Storyl D6 6 Dead 0.9718 0.005 0.067 0 0 0 -0.0324 Storyl D6 6 Dead 1.9437 0.01 0.133 0 0 0 -0.1295 Storyl D6 6 Live 0 0 0 0 0 0 0 Storyl D6 6 Live 0.9718 0 0.058 0 0 0 -0.0283 Storyl D6 6 Live 1.9437 0 0.117 0 0 0 -0.1133 Storyl D6 6 WIND 0 0 0 0 0 0 0 Storyl D6 6 WIND 0.9718 0 0.058 0 0 0 -0.0283 Storyl D6 6 WIND 1.9437 0 0.117 0 0 0 -0.1133 Storyl D6 6 WIND UP 0 0 0 0 0 0 0 Storyl D6 6 WIND UP 0.9718 0 -0.152 0 0 0 0.0737 Storyl D6 6 WIND UP 1.9437 0 -0.303 0 0 0 0.2947 Storyl D6 6 D+L 0 0 0 0 0 0 0 Storyl D6 6 D+L 0.9718 0.005 0.125 0 0 0 -0.0607 Storyl D6 6 D+L 1.9437 0.01 0.25 0 0 0 -0.2429 Storyl D6 6 0.6D+W 0 0 0 0 0 0 0 Storyl D6 6 0.6D+W 0.9718 0.003 0.098 0 0 0 -0.0478 Storyl D6 6 0.6D+W 1.9437 0.006 0.197 0 0 0 -0.1911 Storyl D6 6 D+0.75L+0.75W 0 0 0 0 0 0 0 Storyl D6 6 D+0.75L+0.75W 0.9718 0.005 0.154 0 0 0 -0.0749 47 Storyl D6 6 D+0.75L+0.75W Storyl D6 6 0.6D+WUP Storyl D6 6 0.6D+WUP Storyl D6 6 0.6D+WUP Storyl D6 6 D+0.75L+0.75WUP Storyl D6 6 D+0.75L+0.75WUP Storyl D6 6 D+0.75L+0.75WUP TABLE: Joint Reactions Story Joint Label Unique Name Load Case/Combo Storyl 4 4 Dead Storyl 4 4 Live Storyl 4 4 WIND Storyl 4 4 WIND UP Storyl 4 4 D+L Storyl 4 4 0.6D+W Storyl 4 4 D+0.75L+0.75W Storyl 4 4 0.6D+WUP Storyl 4 4 D+0.75L+0.75WUP Storyl 6 6 Dead Storyl 6 6 Live Storyl 6 6 WIND Storyl 6 6 WIND UP Storyl 6 6 D+L Storyl 6 6 0.6D+W Storyl 6 6 D+0.75L+0.75W Storyl 6 6 0.6D+WUP Storyl 6 6 D+0.75L+0.75WUP 1.9437 0.01 0.308 0 0 0 -0.2995 0 0 0 0 0 0 0 0.9718 0.003 -0.112 0 0 0 0.0542 1.9437 0.006 -0.223 0 0 0 0.2169 0 0 0 0 0 0 0 0.9718 0.005 -0.003 0 0 0 0.0016 1.9437 0.01 -0.007 0 0 0 0.0065 FX FY FZ MX MY MZ kip kip kip kip-ft kip-ft kip-ft 1.026 0 1.112 0 0 0 0.776 0 0.9 0 0 0 0.776 0 0.9 0 0 0 -2.018 0 -2.34 0 0 0 1.802 0 2.012 0 0 0 1.392 0 1.567 0 0 0 2.19 0 2.462 0 0 0 -1.402 0 -1.673 0 0 0 0.095 0 0.032 0 0 0 -1.026 0 1.112 0 0 0 -0.776 0 0.9 0 0 �••••�0 -0.776 0 0.9 © .'. 0 0 .... 2.018 0 -2.34 0** 0 :...:.0 •. -1.802 0 2.012 .... E: K: . 0 0 ...... -1.392 0 1.567 0,... 0 0 -2.19 0 2.462 0••••� 0 :**•*•0 ..... 1.402 0 -1.673 0 00 ;0; 0 .• ;0:0 ••••• -0.095 0 0.032 �* 00 . . 0 00 60 . . "";' ...... 48 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed to JAN z0!9 1 IOPM Wood Column File:Z:lProjectslOPTIMUS-PROJECTS\1234AL-jandro\Cais\EnerCak:11234branger.ec6 ENERCALC, INC.1983-2011, BuiM:6.11.6.23, Ver.6.11.6.23 Description : 2-(A FRAME) ROOF MAIN BEAM General Information Calculations per 2005 Nos, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Wood Section Name 2-2x8 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.0 ft Wood Member Type Sawn Used foi non -slender calcularoos ! Exact Width 3.0 in Allowable Stress Modification Factors Wood Species Southern Pine Exact Depth p 7.250 in Cf or Cv for Bending 1.0 Wood Grade No.2: 2" - 4" Thick: 8" Wide Area 21.750 in12 Cf or Cv for Compression 1.0 Fb - Tension 925.0 psi Fv 175.0 psi Ix 95.270 in14 Cf or Cv for Tension 1.0 Fb - Compr 925.0 psi Ft 550.0 psi ly 16.313 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 35.440 pcf Ct :Temperature Factor 1.0 Fc - Perp 565.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 Basic 1,600.0 1,600.0 1, 600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7-05 X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling =14 ft, K = 1.0 Applied Loads Service loads entered. Load Factors wyll be applfl?ji fgr�d2lculatigr� • • • Column self weight included : 74.941 Ibs * Dead Load Factor • • • • . • AXIAL LOADS ... Axial Load at 14.0 ft, D=1.390, Lr=1.129, W = 1.129 k ...... ...:.. ...... BENDING LOADS ... • • • • • • Moment acting about X-X axis, D =-0.520, LR =-0.460, W = -0,460 k-ft • • • • ; • • • • • • • • DESIGN SUMMARY ...... ... ..:..' Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7530 :1 Load Combination +D+0.750Lr-F0.7501-+0.750W Governing NDS Formla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 0.0 ft At maximum location values are ... Applied Axial 3,158 k Applied Mx 1.210 k-ft Applied My 0.0 k-ft Fc: Allowable 725.90 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D+Lr +D+0,750Lr+0.750L +D+W +D+0.750Lr+0.750L+0.75OW +D+0. 750 L+0. 750 S+0.750 W +D+0.750Lr+0.750L+0.5250E +0.60D+W Maximum Reactions - Unfactored Load Combination D Only 0.02271 :1 +D+0.750Lr+0.750L+0, 75OW 14.0 ft 3.974 psi 175.0 psi •••••• Maximum SERVICE Lateral Load Reactions.... Top along Y-Y 0.1029 k BL%om alorllJ Y- Top along X-X 0.0 k Bottom a4rip X- Maximum SERVICE Load Lateral Deflections ... •' • Along Y-Y 0.2088 in at 5.919 ft for load combination: D+Lr+W Along X-X 0.0 in at 0.0 ft for load combination : n/a Other Factors used to calculate allowable stresses ... Y • •sI 29 k ••••�• X 0.0 k . above tgsl • above base Bending Compression Tension Cf or Cv: Size based factors 1.000 1.000 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.2862 PASS 0.0 ft 0.5851 PASS 0.0 ft 0.5060 PASS 0.0 ft 0.5851 PASS 0.0 ft 0.7530 PASS 0.0 ft 0.5060 PASS 0.0 ft 0.5060 PASS 0.0 ft 0.4411 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.009758 PASS 14.0 ft 0.01839 PASS 14.0 ft 0.01623 PASS 14.0 ft 0.01839 PASS 14.0 ft 0.02271 PASS 14.0 ft 0.01623 PASS 14.0 ft 0.01623 PASS 14.0 ft 0.01449 PASS 14.0 ft X-X Axis Reaction Y-Y Axis Reaction @ Base @ Top @ Base @ Top k Note. Only non -zero reactions are listed. Axial Reaction @ Base 49 Title Block Line 6 Wood Column Description : 2-(A FRAME) ROOF MAIN BEAM Maximum Reactions - Unfactored X-X Axis Reaction Load Combination @ Base @ Top Lr Only k W Only k D+Lr k D+W k D+Lr+W k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 It W Only 0.0000 in 0.000 ft D+Lr 0.0000 in 0.000 ft D+W 0.0000 in 0.000 ft D+Lr+W 0.0000 in 0.000 ft Sketches Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed. 10 JAN 21119. 1 1GPM File: Z:\Pmjects\OPTIMUS-PROJECTS\1234 Alejandro\Cal s\EnetCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Note: Only non -zero reactions are listed. Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base -0.033 0.033 k 1.129 k -0.033 0.033 k 1.129 k -0.070 0.070 k 2.594 k -0.070 0.070 k 2.594 k -0.103 0.103 k 3.723 k Max. Y-Y Deflection Distance 0.075 in 5.919 It 0.067 in 5.919 ft 0.067 in 5.919 ft 0.142 in 5.919 ft 0.142 in 5.919 ft 0.209 in 5.919 ft • • • • 3Wx Loads _ • s •• • • • • Il ii0 0 0 0• i I w••• Loads are total entered value. Arrows do not reflect absolute direction. 50 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed: 10 JAN 2019. 1 12PM Wood Column File:Z\Projects\OPTIMUS-PROJECTs\1234Alejandro\Cass\EnerCalc\1234brarger.ec6 ENERCALC, INC.1983-2011, Buikl:6.11.6.23, Ver.6.11.6.23 Description : 2-(A FRAME) ROOF BRACE BEAM General Information Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn -I I-,- non-siender Exact Width 3.0 in Allowable Stress Modification Factors Wood Species Southern Pine Exact Depth p 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2: 2" - 4" Thick: 8" Wide Area 16.5 in^2 Cf or Cv for Compression 1.0 Fb - Tension 925.0 psi Fv 175.0 psi Ix 41.594 in^4 Cf or Cv for Tension 1.0 Fb - Compr 925.0 psi Ft 550.0 psi ly 12.375 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 1,350.0 psi Density 35.440 pcf Ct :Temperature Factor 1.0 Fc - Perp 565.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 -' Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No 'no l Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns Load Combination 2006 IBC & ASCE 7-05 X-X (width) axis: Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 10 ft, K = 1.0 Applied Loads •••• Service loads entered. Load Factors vill be appReWir dbiculatigr� Column self weight included : 40.608 Ibs * Dead Load Factor • • • + �.. • • AXIAL LOADS... ..•.,. ;"°'• .,..;,, Axial Load at 10.0 ft, D = 1.352, Lr = 1.160, W = 1.130 k ...;. b • DESIGN SUMMARY 000• 0 0i••••� Bending & Shear Check Results • •.•. "" • PASS Max. Axial+Bending Stress Ratio = 0.6613 :1 Maximum SERVICE Lateral Load Reactions * • • : •: • • • Load Combination +D+0.750Lr+0.750L+0.750W Top along Y-Y 0.0 k BMm%ling Y-Y • • •0.0 k • • ";' Governing NDS Formla Comp Only, fc/Fc' Top along X-X 0.0 k BQtI M:16,P X-X • 0.0 k • Location of max. above base 0.0 ft • Maximum SERVICE Load Lateral Deflections. *. ' : • • •; • . • • • • • At maximum location values are ... Along; Y-Y 0.0 in at 4%ft abov% base Applied Axial 3.110 k for load combination : n/a • • • • • • • • ' ' " ' • Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft abovebtdst* Fc: Allowable 285.03 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+W Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 175.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.2961 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr 0.5428 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L 0.4811 PASS 0.0 ft 0.0 PASS 10.0 ft +D+W 0.5364 PASS 0.0 ft 0.0 PASS 10.0 ft +D-0.750Lr+0.750L+0.75OW 0.6613 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.750W 0.4763 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.5250E 0.4811 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+W 0.4179 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions - Unfa_ctored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.393 k Lr Only k k 1.160 k W Only k k 1.130 k 51 Wood Column Description : 2-(A FRAME) ROOF BRACE BEAM Maximum Reactions - Unfactored X-X Axis Reaction Load Combination @ Base @ Top D+Lr k D+W k D+Lr+W k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 it W Only 0.0000 in 0.000 It D+Lr 0.0000 in 0.000 ft D+W 0.0000 in 0.000 ft D+Lr+W 0.0000 in 0.000 It Sketches 2-2.6 3.0 in Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed- 10 JAN 2019, 1.12PM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calts\EnerCaldl234branger.ec6 ENERCALC, INC.1983-2011, Buikt:6.11.6.23, Ver.6.11.6.23 Licensee Note: Only non -zero reactions are listed. Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base k 2.553 k k 2.523 k k 3.683 k Max. Y-Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 It .... . . .... ...... . ...... . ...... ... .... . . . . o . . Loads are total entered value. Arrows do not reflect absolute direction. 52 Design Method Allowable Stress Design (ASD) • Connection T� lateral loading_ • I ner ...LoadinteScena o BoIT Single Shear --Wood Main Member Main Member Type! Southern Pine Main Member Thickness Main Member: Angle of Load to Grain! 0 Side Member fy e Southern Pine Side Member Thickness 1.5 in. Side Member: Angle of Load to Grain; (0 Fastener Diameter 5/8 in. • ;� Load Duration Factor C_D = 1.00 Wet Service FactorC M = 1.0 • Temperature Factor C_t = 1.0 • Connection Yield Modes �— Im 1441 lbs I� Is 14411bs. II 663 lbs. HIM 935lbs. —� IIls 11935lbs. IV -� 111721bs. Adjusted ASD Capacity 663 lbs. . . .... ...... .... . ..... .•.... . ... ..... ...... • • . . .•••.. • • • • • • • . .. • • .. • • • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 53 Design Nlethod,, Allowable Stress Design (ASD) ! (� ���Connection p Lateral loading • a Fastener Type i Bolt Loading Scenario) ?Double Shear ---,Wood Main Member Submit Initial Values Nlain Member Type ; Giulam Alaska Cedar • Main Member Thickness° 3 in. • i Main Member: Angle of Load to Grain; Side Membe— r� _Steel Side Member Thickness 1/4 in. • Side Member: Angle of Loadj to Grain Fastener Diameter 5/8 in. • Load Duration Factor' C_D — 1.0 • Wet Service Factor' V Temperature Factor C t — 1 0 • Calculate Connection Capacity •• Connection Yield Mode Descriptions Limits of UsE • _, • Diaphragm Factor Help ( Load Duration Factor Help I Technical He" • • • M • Show Printable View • • Connection Yield Modes ' Im 112414lbs. Is 116797lbs. IIIs 123261bs. IV 2949lbs. Adjusted ASD Capacity j 2326 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 1 I • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side memb than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State Uni, Support for development of the Connection Calculator was provided by American Wood Council. 54 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Title Block Line 6 Printed 10 JAN ?0'9 1 25PM Steel Beam File:Z:lPmjectslOPTIMUS-PROJECTS11234AIejandmkCaislEnerCaLA1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 - HSS 8X8 X 3/8 STEEL BEAM grid line (2-3) ROOF EXTENSION Vertical -weak axis Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Minor Axis Bending Load Combination 2009 IBC & ASCE 7-05 D(0.18) Lr(0.18) W(0.18) ♦ ♦ i Span = 6.667 ft HSS8X4X3/8 • • • • Applied Loads Service loads entered. Load Faatorsavlllebe applied for calculations*';' Beam self weight calculated and added to loads • • • • • • Uniform Load : D = 0.030, Lr = 0.030, W = 0.030 ksf, Tributary Width = 6.0 ft ...... • . •..... DESIGN SUMMARY • • • m� .: Maximum Bending Stress Ratio = 0.088 : 1 Maximum Shear Stress Ratio = • , • • • • �O.A41 : 1 • • • • Section used for this span HSS8X4X3/8 Section used for this span HSS8X4X3/8 • Mu: Applied 3.783 k-ft Vu : Applied ...... • . . . . •1.170 k .... Mn * Phi: Allowable 43.125 k-ft Vn * Phi: Allowable • • • • •55A52 k "":' Load Combination +1.20D+1.60Lr+0.80W Load Combination : • �: •-:1.20D+1.60Lr+0.80W •. Location of maximum on span 3.333ft Location of maximum on span ; , • • ;a000 ft • • • • • • Span # where maximum occurs Span # 1 Span # where maximum occurs • • • Span 11 • Maximum Deflection .. .. • Max Downward L+Lr+S Deflection 0.014 in Ratio = 5638 • • • • Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.045 in Ratio = 1788 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mny Phi*Mny Cb Rm VuMax Vny Phi*Vny Dsgn. L = 6.67 ft 1 0.037 0.017 1.61 1.61 47.92 43.13 1.00 1.00 0.97 61.84 55.65 +1.20 D+0. 50 Lr+1.60 L+1.60 H Dsgn. L = 6.67 ft 1 0.044 0.020 1.88 188 47.92 43.13 1.00 1.00 1.13 61.84 55.65 +1.20D+1.60Lr+0.50L Dsgn. L = 6.67 ft 1 0.069 0.032 2.98 2.98 47.92 43.13 1.00 1.00 1.79 61.84 55.65 +1.20D+1.60Lr+0.80W Dsgn. L = 6.67 ft 1 0.088 0.041 3.78 3.78 47.92 43.13 1.00 1.00 2.27 61.84 55.65 +1.20D+1.60S+0.80W Dsgn. L = 6.67 ft 1 0.051 0.024 2.18 2.18 47.92 43.13 1.00 1.00 1.31 61.84 55.65 +1.20D+0.50Lr+0.50L+1.60W Dsgn. L = 6.67 ft 1 0.081 0.038 3.48 3.48 47.92 43.13 1.00 1.00 2.09 61.84 55.65 +1.20D+0.50L+0.50S+1.60W Dsgn. L = 6.67 ft 1 0.069 0.032 2.98 2.98 47.92 43.13 1.00 1.00 1.79 61.84 55.65 +0.90D+1.60W+1.60H Dsgn. L = 6.67 ft 1 0.061 0.028 2.64 2.64 47.92 43.13 1,00 1.00 1.58 61.84 55.65 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+' Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.891 1.891 D Only 0.691 0.691 Lr Only 0.600 0.600 W Only 0.600 0.600 55 D+Lr 1.291 1.291 Title Block Line 6 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 10 AN 2019. 125PM Steel Beam File:Z:\Projects\OPTIMUS-PRWECTS11234AlejandmkCals\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 - HSS 8X8 X 3/8 STEEL BEAM grid line (2-3) ROOF EXTENSION Vertical -weak axis Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 D+W 1.291 1.291 D+Lr+W 1.891 1.891 Values in KIPS • • •••.•. 56 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes: Title Block Line 6 Printed 10 JAN 2019. 137PM Steel Beam File:Z:\ProiectslOPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : 2 - HSS 8X8 X 3/8 STEEL BEAM grid line (2-3) ROOF EXTENSION Vertical -strong axis Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 D(0.8) Lro.8) W(0.8) D(0 8) Lr0.8) W(0.8) Span = 6.667 It HSS8X8X1/4 • • • • Applied Loads Service loads entered. Load FaatorswAl.be applieclefMcalculatidr?s'';' Beam self weight calculated and added to loads +. •... • Load(s) for Span Number 1 Point Load: D=0.80, Lr=0.80, W = 0.80 k @ 2.333 ft ""•• ;•••�� Point Load: D=0.80, Lr=0.80, W = 0.80 k @ 4.333 ft •••• • r DESIGN SUMMARY 41 fee* • • Maximum Bending Stress Ratio = 0.098: 1 Maximum Shear Stress Ratio = G r:": .' ;01)32 : 1"'' Section used for this span HSS8X8X1/4 Section used for this span ' • ' • HS3EX8X1/4 ' • • • • • Mu: Applied 6.892 k-ft Vu : Applied • • • •' • • 62.983 k • Mn * Phi: Allowable 70.103 k-ft Vn * Phi: Allowable • • 2t.861 k • • • • • • Load Combination +1.20D+1.60Lr-f0.80W Load Combination • • • 6+1.20D460Lr+0.80W • Location of maximum on span 3.333ft Location of maximum on span • • • : • • •6.667 ft : • "' Span # where maximum occurs Span # 1 Span # where maximum occurs '.;$paA # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.007 in Ratio = 10855 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 3528 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu__ Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 6.67 ft 1 0.040 0.014 2.81 2.81 77.89 70.10 1.00 1.00 1.24 102.07 91.86 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 6.67 ft 1 0.048 0.016 3.35 3.35 77.89 70.10 1.00 1.00 1.46 102.07 91.86 +1.20D+1.60Lr+0.50L Dsgn. L = 6.67 ft 1 0.077 0.026 5.40 5.40 77.89 70.10 1.00 1.00 2.34 102.07 91.86 +1.20D+1.60Lr+0.80W Dsgn. L = 6.67 ft 1 0.098 0.032 6.89 6.89 77.89 70.10 1.00 1.00 2.98 102.07 91.86 +1.20D+1.60S+0.80W Dsgn. L = 6.67 ft 1 0.056 0.019 3.91 3.91 77.89 70.10 1.00 1.00 1.70 102.07 91.86 +1.20D+0.50Lr+0.50L+1.60W Dsgn. L = 6.67 ft 1 0.090 0.030 6.33 6.33 77.89 70.10 1.00 1.00 2.74 102.07 91.86 +1.20D+0.50L+0.50S+1.60W Dsgn. L = 6.67 ft 1 0.077 0.026 5.40 5.40 77.89 70.10 1.00 1.00 2.34 102.07 91.86 +0.90D+1.60W+1.60H Dsgn. L = 6.67 ft 1 0.068 0.023 4.80 4.80 77.89 70.10 1.00 1.00 2.08 102.07 91.86 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+' Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.486 2.486 D Only 0.886 0.886 Lr Only 0.800 0.800 57 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Title Block Line 6 Plntea 10JAN2019. 127PM Steel Beam File: DProjectslOPTIMUS-PROJECTS11234AIejandrolCaks\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 - HSS 8X8 X 3/8 STEEL BEAM grid line (2-3) ROOF EXTENSION Vertical -strong axis Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 W Only 0.800 0.800 D+Lr 1.686 1.686 D+W 1.686 1.686 D+Lr+W 2.486 2.486 • • •••• •••••• •• • • • • •••••• • •••••• • ••••% • 000000 •••••• • • •••••• •••• • ••••• • .••••• • ••• ••••• • • • • • • • • • •••••• •• • • of • • 0.:..* 58 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Title Block Line 6 Proted. 10JAN 201^,, 1 20PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Caks\EnerCak:\1234brarger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Vec6.11.6.23 Uescrlptlon : 2 - GUNGRE I E HEAM gnd line (2-3) ROOF EXTENSION Material Properties fc * = 3.0 ksi Phi Values Flexure: 0.90 fr = fc12 7.50 = 410.79 psi Shear: 0.750 y Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 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 Load Combination 2009 IBC & ASCE 7-05 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 • I D(0.8) Lr(0.8) W(0.8) D(0.8) Lr(0.8) W(0.8)000 • ' ' • t • •• 8"wx12"h Span=6.667 ft • • Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 6.667 ft in this span Applied Loads Beam self weight calculated and added to loads Point Load: D = 0.80, Lr = 0.80, W = 0.80 k @ 2.333 ft Point Load : D = 0.80, Lr = 0.80, W = 0.80 k @ 4.333 ft DESIGN SUMMARY Maximum Bending Stress R11 atio = 0.241 : 1 Section used for this span Typical Section Mu: Applied 7.365 k-ft Mn * Phi: Allowable 30.515 k-ft Load Combination +1.20D+1.60Lr+0.80W Location of maximum on span 3.333ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.008 in Ratio = 9604 0.000 in Ratio = 0 <360 0.014 in Ratio = 5844 0.000 in Ratio = 999 <180 Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #6 @ d=9", 30.52 5.67 1,152.00 361.15 26.88 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.722 2.722 D Only 1.122 1.122 Lr Only 0.800 0.800 W Only 0.800 0.800 D+Lr 1.922 1.922 D+W 1.922 1.922 D+Lr+W 2.722 2.722 Shear Stirs Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs =Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 59 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : I Itie MOCK Line 6 Printed 10 JAN 2019 1 20PM Concrete Beam File: ZtProjects\OPTIMUS-PROJECTS\1234AlejandrolCaisfmrCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11,6.23 Description : 2 - CONCRETE BEAM grid line (2-3) ROOF EXTENSION Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.333 7.36 30.52 0.24 +1.40D Span # 1 1 3,333 3.37 30.52 0.11 +1.20 D+0. 50 Lr+1. 60 L+1.60 H Span # 1 1 3.333 3.82 30.52 0.13 +1.20D+1.60Lr+0.50L Span # 1 1 3.333 5.87 30.52 0.19 +1.20D+1.60Lr+0.80W Span # 1 1 3.333 7.36 30.52 0.24 +1.20D+1.60S+0.80W Span # 1 1 3.333 4.38 30.52 0.14 • • • • +1.20D+0.50Lr+0.50L+1.60W • • Span # 1 1 3.333 6.80 30.52 0.22 • • • • ' • • • • " • +1.20D+0.50L+0.50S+1.60W • • • • • Span #1 1 3.333 5.87 30.52 0.19 •••••• �••••• ••••:• +0.90D+1.60W+1.60H • • ; • • • • Span # 1 1 3.333 5.15 30.52 0.17 • • • • • • Overall Maximum Deflections - Unfactored Loads ""' • Load Combination Span Max. " " Defl Location in Span Load Combination • • • U4(."+" Defl . L94tjpn in Spap....' D+Lr+W 1 0.0137 3.400 • • • • 0.0000 • • • 0.000 • • • • • • Maximum Deflections for Load Combinations - Unfactored Loads • • • • • • • • Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl • Lccatirn in Spa* • 000000 D Only 1 0.0054 3.400 0.0000 • • 0.000 . • • �� • • D+Lr 1 0.0095 3.400 0.0000 '..' ; 0.000 D+W 1 0.0095 3.400 0.0000 0.000 • • ; • • • D+Lr+W 1 0.0137 3.400 0.0000 0.000 D Only 1 0.0054 3.400 0.0000 0.000 Lr Only 1 0.0042 3.400 0.0000 0.000 W Only 1 0.0042 3.400 0.0000 0.000 D+Lr 1 0.0095 3,400 0.0000 0.000 D+W 1 0.0095 3.400 0.0000 0.000 D+Lr+W 1 0.0137 3.400 0.0000 0.000 0.64 1.30 1.97 2.64 3.30 3.97 4.64 5.30 5.97 6.64 Distance (Ft) ■ +IADD ■ +1.2DD+O.SOL­1.6DL+i.60e ■ +I.ZDD+I.60L-+D.SDL ■ +1.ZOD+1.6OL• D.8DW ■ +I.26D+1.665+D.8DW • +S.ZDD+O. SOL-D. SDL+1.60W 9 +I.ZDD+O.SDL+D.S05+1.6OW ■ +O.9DD+1.6DW+1.66H 3.3 Im 5W 0.64 1.30 1.97 2.64 3.30 3.97 4.64 5.30 5.97 6.64 Distance (ft) it +iAOD ■ +1.2DD+D.SO0+1.6OL+I.6O8 ■ +1.ZOD+I.6DL-+0.SDL ■ +I.20D+1.60L­O.8DW • +I.ZDD+1.6D5+0.S0W 3 +1. ZDD+D.SDL.+O. SDL+I, 6DW f +1.Z0D+D.SDL+D.505+1.6DW • +D.9DD+1.6DW+1.60X 60 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Title Block Line 6 Prmted. io JAN 2019 1 20PM Concrete Beam File: Z:lProjects\OPTIMUS-PROJECTSN234Alejandro\CalcslEnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 - CONCRETE BEAM grid line (2-3) ROOF EXTENSION BEAM---» -0.003 c .0.007 m 0 -0.010 -0.014 0.33 0.87 1.53 2.07 2.73 3.27 3.13 4.47 5.13 5.67 6.33 6.67 Distance (ft) • D0•ly ■ D+L, ■ D+W • D+0+W • D0•ly 9 L-00y 0 W 0•ly • D+L- ■ D+W ■ D+L.+W • • •••• •••••• • • • • • • 000000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 61 Title Block Line 6 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Print-d. 10 JAN 2019. 1:16PM Wood Beam File:Z:lProjectslOPTIMUS-PROJECTS11234Alejandro\CalcslEnerCalc11234brarger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 BEAM WOOD ROOF BEAM GRID LINES (2-3) Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 925.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 925.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Southern Pine Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick: 8" Wide Fv 175.0 psi Ft 550.0 psi Density 35.440pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D(O.024999) Lr(0.024999) W(0.0649974) D(0.024999) Lr(0.024999) W(0.024999) L.... 2x6 2x6�••••� • Span =4.50 ft .... Span =4•�O�f;•• . ..... • ••• 00000• . . Applied Loads Service loads entered. Load FaytartVICbe applied f6r calculations. • • - - - Beam self weight calculated and added to loads ; . • 0 0 0 """ Load for Span Number 1 • ' Uniform Load: D = 0.030, Lr = 0.030, W = 0.0780 ksf, Tributary Width = 0.8333 ft, (WOOD LOAD) ' • • • Load for Span Number 2 • • • • Uniform Load: D = 0.030, Lr = 0.030, W = 0,030 ksf, Tributary Width = 0.8333 ft, (WOOD LOAD) DESIGN SUMMARY + Maximum Bending Stress Ratio = 0.9751 Maximum Shear Stress Ratio = 0.372 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 1,036.71 psi fv : Actual = 65.07 psi FB : Allowable = 1,063.75psi Fv : Allowable = 175.00 psi Load Combination +D+0.750Lr+0.750L+0,750W+H Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span = 4.500ft Location of maximum on span = 4.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.133 in Ratio = 812 Max Upward L+Lr+S Deflection -0.011 in Ratio = 5111 Max Downward Total Deflection 0.374 in Ratio = 288 Max Upward Total Deflection -0.023 in Ratio = 2391 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C r C m C t Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +D Length = 4.50 ft 1 0.408 0.126 1.000 1.000 1.150 1.000 1.000 -0.27 434.26 1,063.75 0.12 22.11 175.00 Length = 4.50 it 2 0.408 0.126 1.000 1.000 1.150 1.000 1.000 -0.27 434.26 1,063.75 0.11 22.11 175.00 +D+Lr+H 1.000 1.150 1.000 1.000 Length = 4.50 It 1 0.786 0.243 1.000 1.000 1.150 1.000 1.000 -0.53 835.89 1,063.75 0.23 42.57 175.00 Length = 4.50 ft 2 0.786 0.243 1.000 1.000 1.150 1.000 1.000 -0.53 835.89 1,063.75 0.21 42.57 175.00 +D+0.750Lr+0.750L+H 1.000 1,150 1.000 1.000 Length = 4.50 ft 1 0.691 0.214 1.000 1,000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.21 37.46 175.00 Length = 4.50 ft 2 0.691 0.214 1.000 1.000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.19 37.46 175.00 +D+W+H 1.000 1.150 1.000 1.000 Length = 4.50 ft 1 0.786 0.337 1.000 1.000 1.150 1.000 1.000 -0.53 835.89 1,063.75 0.32 58.93 175.00 62 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : I Itle IJIOCK Line b Pnnted. 10 AN 2n19. 1 16PM Wood Beam File: Z:\Projects\OPTIMUS-PROJECTSN234 Alejandro\Cai s\EnerCalc\1234brargecec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 2 BEAM WOOD ROOF BEAM GRID LINES (2-3) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 4.50 ft 2 0.786 0.337 1.000 1.000 1.150 1.000 1.000 -0.53 835.89 1,063.75 0.21 58.93 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length = 4.50 ft 1 0.975 0.372 1.000 1.000 1.150 1.000 1.000 -0.65 1,036.71 1,063.75 0.36 65.07 175.00 Length = 4.50 ft 2 0.975 0.372 1.000 1.000 1.150 1.000 1.000 -0,65 1,036.71 1,063.75 0.26 65.07 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 4.50 ft 1 0.691 0.284 1.000 1.000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.27 49.73 175.00 Length = 4.50 ft 2 0.691 0.284 1.000 1.000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.19 49.73 175.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 4.50 ft 1 0.691 0.214 1.000 1.000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.21 37.46 175.00 Length = 4.50 ft 2 0.691 0.214 1.000 1.000 1.150 1.000 1.000 -0.46 735.49 1,063.75 0.19 37.46 175.00 +0.60D+W+H 1.000 1.150 1.000 1.000 0000 Length = 4.50 ft 1 0.623 0.286 1.000 1.000 1.150 1.000 1.000 -0.42 662.19 1,063.75 0.28+ 5�09 175.00 Length = 4.50 ft 2 0.623 0.286 1.000 1.000 1.150 1.000 1.000 -0.42 662.19 1,04.75 • • 0.17 • • • t0.09 Ndb Overall Maximum Deflections - Unfactored Loads • • • • • • • Load Combination Span Max. " " Defl Location in Span Load Combination Maxi"+" Defl Location in Span • • • 1 0.0000 0.000 D+Lr+W ...-0.0226 . . 3.081 . • ; D+Lr+W 2 0.3735 4.500 • •0.0000 • • • • • • 3.081 •••• • ••••• Vertical Reactions - Unfactored Support notation : Far left is #1 �.Vjlygsyn KIPS o so*** Load Combination Support 1 Support 2 Support 3 .. .. .. . . • Overall MAXimum 0.090 0.783 ...... . • • D Only -0.000 0.243 • • • • LrOnly -0.000 0.225 +•••*• •••••• WOnly 0.090 0.315 : .•. • i••••: D+Lr -0.000 0.468 ' • • • • • • • D+W 0.090 0.558 • • • • D+Lr+W 0.090 0.783 63 www.hiltims Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: DETAIL D 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Page: Project: Sub -Project I Pos. No.: Date: AWS D1.1 GR. B 5/8 het = 4.724 In. II, 1�111 ] Profis Anchor 2.4.6 1 1234 alejandro 1 /10/2019 design method ACI 318-08 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 10.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickness: not calculated• • • • Square HSS (AISC), (L x W x T) = 8.000 in. x 8.000 in. x 0.375 in. ; •' • "" "";' cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in. s • • •:. • tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 barno . • • • • • • • • • •••••• • .••••. • •.• •.••. • ••.•.• . • a • • • Z • • • • •••••• O Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 64 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 0 750 750 0 2 0 750 750 0 3 0 750 750 0 4 0 750 750 0 max. concrete compressive strain: -1%.1 max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Page: Project: Sub -Project I Pos. No.: Date: 2 1234 alejandro 1 /10/2019 3 Tension load ° • •' • • • • • • • •••• • ••••• Load N a [lb] Capacity #N„ [lb] Utilization,% j:,PLJ^ „ $tivis 000006 Steel Strength* N/A N/A y/,Q 0 N * 0 . � • Pullout Strength* N/A N/A N/A•. •. •N/A • Concrete Breakout Strength** N/A N/A ;/A • •.J/.A • • • • • • Concrete Side -Face Blowout, direction ** N/A N/A 4/A . • + • N/A :....: * anchor having the highest loading **anchor group (anchors in tension) • ..• • •• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 65 www.hilti.us Company: Specifier: Address: Phone I Fax: E-M ail: 4 Shear load Page: Project: Sub -Project I Pos. No.: Date: W Profis Anchor 2.4.6 3 1234 alejandro 1 /10/2019 Load Vua [lb] Capacity +Vn [lb] Utilization Av = Vua/}Vn Status Steel Strength* 750 12971 6 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 3000 27394 11 OK Concrete edge failure in direction x+** 3000 10983 28 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = n Ase,v futa ACI 318-08 Eq. (D-19) � Vsteel Vua ACI 318-08 Eq. (D-2) • • • • Variables n Asev[in.2] futa[PSI] •••w•• i••w•• ••••i• 1 0.31 65000 ' Calculations 0000 • • • • Vsa[lb]e••• 19955 s••••• • • e•• a•••• ••••• Results • Vsa fib] Osteel Vsa [lb] Vua [lb]"�'! • • • 19955 0.650 12971 750 • :•••:• •••��• 4.2 Pryout Strength " ' ; . • • s ' ' tVec,N Yed,N ,Vc,N Ycp,N Nb] Vcpg = kcp L�A ACI 318-08 Eq. (D-31) / VcP9 >_ Vua ACI 318-08 Eq. (D-2) ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-08 Eq. (D-6) 1 Yec,N 1 + 2 eN 5 1.0 ACI 318-08 Eq. (D-9) 3 het YV d,N = 0.7 + 0.3 (ca,min ) c 1.0 `\ 1.5hef ACI 318-08 Eq. (D-11) rC._min 1.5h YcpN = MAX � 1.0 \\ lac lac ) ACI 318-08 Eq. (D-13) Nb = kc a fc hei5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] ec, N [in.] ec2 N [in.] Ca min [in.] 2 4.724 0.000 0.000 4.000 tVc.N Oac [In.] kc X fc [psi] 1.000 24 1 4000 Calculations ANc [in .2] ANco [in .2] Yect N ,Vec2 N Wed N tlfcp N Nb [lb] 290.08 200.88 1.000 1.000 0.869 1.000 15587 Results Vape fib] Oconcrete Vcpg [lb] Vua [lb] 39134 0.700 27394 3000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 66 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction x+ Avc Vcbg — 1r `AVCO/ Wec'V Wed,V Wc,V Wh,V Wparallel,V Vb Vcbg >_ Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cal 1 Wec.v 1 51.0 Scat Wed,v = 0.7 + 0.3(1 5Cat J 5 1.0 _ 1.5Caf > 1.0 Wh,V —N h a \0.2 �1 �' Vb = (8 (d J VOa/ VTc Cats a ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-25) i ij_u Profis Anchor 2.4.6 Page: 4 Project: 1234 a!ejandro Sub -Project I Pos. No.: Date: 1 /10/2019 Variables cal [in.] cat [in.] ecy [in.] We V ha [in.] 8.000 - 0.000 1.000 8.000 le [In.] da [In.] 1 Ic [psi] Wparallel V 4.724 1.000 0.625 4000 1.000 Calculations Avc [in•2] Av.() [in. 2] Wec V Wed V Wh V 272.00 288.00 1.000 1.000 _ 1.225 Results Vcbg [lb] +concrete Vcbg [lb] Vua [lb] 15690 0.700 10983 3000 5 Warnings • . • • • a • • • • • • i • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 67 www.hiltims Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 8.000 x 8.000 x 0.375 in. Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Page: Project: Sub -Project I Pos. No.: Date: ca!= Profis Anchor 2.4.6 5 1234 alejandro 1 /10/2019 Anchor type and diameter: AWS D1.1 GR. B, 5/8 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 6.537 in. Coordinates Anchor in. Anchor x y c.x c,x c_y c.y 1 -1.000 -5.000 4.000 8.000 - 2 3.000 -5.000 8.000 4.000 - - 3 -1.000 5.000 4.000 8.000 - 4 3.000 5.000 8.000 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 68 � i 2�� www.hilti.us Profis Anchor 2.4.6 Company: Page: 6 Specifier: Project: 1234 alejandro Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. • .... . ..... ...•.. . ... ..... .. .. .. . ...... . . . . •..... . 0 0 0 • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 69 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: DETAIL E cl���� Profis Anchor 2.4.6 Page: 1 Project: 1234 ALEJANDRO Sub -Project I Pos. No.: Date: 1 /10/2019 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4)� rzawwc �wT�v �`t Effective embedment depth: hsf = 4.000 in., hnom = 4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 1 5/1/2015 Proof: design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x Iy x t = 10.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickness: not calculaite(�* �. Profile: Square HSS (AISC); (L x W x T) = 8.000 in. x 8.000 in. x 0.375 in. • • • • Base material: .••..• cracked concrete, 4000, f,' = 4000 psi; h = 8.000 in. . •... �, . .. •.. • Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforter4fl present • • .•.. edge reinforcement: none or < No. 4 bar . ..•... Seismic loads (cat. C, D, E, or F) no • Geometry [in.] &Loading [lb, in.lb] • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 70 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Page: Project: Sub -Project I Pos. No.: Date: Anchor Tension force Shear force Shear force x Shear force y 1 0 750 750 0 2 0 750 750 0 3 0 750 750 0 4 0 750 750 0 max. concrete compressive strain: N1 max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (xty)=(0.000/0.000): 0 [Ib] q Profis Anchor 2.4.6 2 1234 ALEJANDRO 1 /10/2019 3 Tension load ...... :""' ....:. Load Nua [Ib] Capacity 4N [lb] Utilization ON = Nua +N Status :. • • •: Steel Strength* N/A N/A t�. .. • A ' Pullout Strength* N/A N/A �/A I�/A • Concrete Breakout Strength** N/A N/A N/a' .. ' • •'N/1 . • ... • * anchor having the highest loading **anchor group (anchors in tension) • • • • • • • .•••% • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 71 www.hilti.us Profis Anchor 2.4.6 Company: Page: 3 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 4 Shear load Load Vua [lb] Capacity +Va [lb] Utilization Ov = Vua/+Vn Status Steel Strength* 750 5259 15 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 3000 19869 16 OK Concrete edge failure in direction x+** 3000 5209 58 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vs. [lb] m �Vsa [lb] Vua [lb] 8091 0.650 5259 750 4.2 Pryout Strength • • • • AN [in ANco [in C [in.] k C In. • • • • • • • • • • • • • • 264.00 144.00 4.000 2 6.750 1.000see • • • • ecl,y [in.] "f-I.V ec2,v [in.] 1pec2.V Wed,N • lhcp N• • • • • . kcr • • • 0.000 1.000 0.000 1.000 0.900 1.000 .... _ _ 017 • ; •' •' ; Nb [lb] OVcpg [lb] Vua [lb] 000000 : • • • • • 0,00 8601 0.700 19869 3000 . • .. • . ... ..... 4.3 Concrete edge failure in direction x+ . • . • . • •... • . • . • ... • • • • le [in.] do [in.] c, [in.] Ayc [in.2] Avoo [in 2] ... • :. ..... • 4.000 0.625 4.000 132.00 72.00 tVed,V Yparallel,V ec.V[in.] Wec V We V lVh V . . 0*00 1.000 1.000 0.000 1.000 1.000 1.000 Vb [lb] `tl �Vcbg [lb] Vua [lb] 4059 0.700 5209 3000 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 72 www.hilti.us Profis Anchor 2.4.6 Company: Page: 4 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 5/8 (4) Profile: Square HSS (AISC); 8.000 x 8.000 x 0.375 in. Installation torque: 720.001 in.lb Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. • • x Coordinates Anchor in. Anchor x y c_x cfx c_y c.y 1 -1.000 -5.000 4.000 8.000 2 3.000 -5.000 8.000 4.000 3 -1.000 5.000 4.000 8.000 4 3.000 5.000 8.000 4.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan 73 www.hilti.us Profis Anchor 2.4.6 Company: Page: 5 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. •••• a•r••• • •••••• • •••••• • • P • • • • •••• • ••••• • a • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 74 www. h ilti. us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: DETAIL F 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E. or F) Geometry [in.] & Loading [Ib, in.lb] Page: Project: Sub -Project I Pos. No.: Date: AWS D1.1 GR. B 1/2 hef = 4.724 in. I WF design method ACI 318-08 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 10.000 in. x 13.000 in. x 0.500 in., (Recommended plate thickness: not calculated) Rectangular HSS (AISC); (L x W x T) = 8.000 in. x 4.000 in. x 0.375 in. cracked concrete, 4000, f,' = 4000 psi, h = 8.000 in. •"•`0 tension: condition B, shear: condition B; • • • edge reinforcement: none or < No. 4 bar • • • •. • ; ""` • no .••••• • • t • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 75 + www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 0 750 2 0 750 3 0 750 4 0 750 max. concrete compressive strain: max. concrete compressive stress: - [psi] 750 0 750 0 750 0 750 0 resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Page: Project: Sub -Project I Pos. No.: Date: K 3 Tension load •..•.. ...... . .•..•. Load N a (lb] Capacity ON [lb] Utilization. =•4,a/4N ..•Stains •••••• Steel Strength* N/A N/A N A` N/A ; " • Pullout Strength* N/A N/A DPP • • • • �• • M • • • • • • Concrete Breakout Strength** N/A N/A ;/n ::. .N/A .' Concrete Side -Face Blowout, direction ** N/A N/A ;/A • • • Md/A • . • . • • • • • • : • anchor having the highest loading **anchor group (anchors in tension) 000 • • • • • • • • ; . 0 • • ; Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 76 www.hilti.us Profis Anchor 2.4.6 Company: Page: 3 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 4 Shear load Load Vua [lb] Capacity +Vn [lb] Utilization OV = Vua/+Vn Status Steel Strength" 750 8281 10 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength— 3000 27394 11 OK Concrete edge failure in direction x+'" 3000 9935 31 OK anchor having the highest loading '"anchor group (relevant anchors) 4.1 Steel Strength Vsa [lb] 0 +Vsa [lb] Vua [lb] 12740 0.650 8281 750 4.2 Pryout Strength • • • • • • • • • • • • AN, [In•2] ANco [in?] Ca,min [in.] kcp Cac [in.] lVc N • • • �V•pN• • • 290.08 200.88 4.000 2 - 1.006 • ; • • 1.000 ecl,v [in.] Yecl,V ec2,V [in.] 1Vec2.V lVed,N •••••• k, �•_•_� • 0.000 1.000 0.000 1.000 0.869 24 • • • • • • • . • • Nb [lb] 0 OVcpg [lb] Vua [ib] • • • • • • • too 15587 0.700 27394 3000 000000 • • • 4.3 Concrete edge failure in direction x+ :oo; • ; • le [in.] do [in.] c, [in.] Avc [in•2] Avco [in.2] • • • • 4.000 0.500 8.000 272.00 288.00 .. • . Vetl,V t arallel,V Vp n. ec,V [I ] � ec,V V WO,V tVh,V .... 1.000 1.000 0.000 1.000 1.000 1.225 Vb [lb] +Vcbg [lb] Vua [lb] 12270 0.700 9935 3000 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 77 • www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 8.000 x 4.000 x 0.375 in Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: No cleaning of the drilled hole is required Profis Anchor 2.4.6 Page: 4 Project: 1234 ALEJANDRO Sub -Project I Pos. No.: Date: 1/10/2019 Anchor type and diameter: AWS D1.1 GR. B, 1/2 Installation torque: -0.009 in.lb Hole diameter in the base material: - in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 6.537 in. ..•. •..... • • • • • . • • • • • . ... • • • . • • . • . • • • 0000 Coordinates Anchor in. Anchor x y c_x C.x c_y c.y 1 -3.000 -5.000 4.000 8.000 2 1.000 -5.000 8.000 4.000 - 3 -3.000 5.000 4.000 8.000 - 4 1.000 5.000 8.000 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 78 www.hilti.us Profis Anchor 2.4.6 Company: Page: 5 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. •••.•• .•..•. . •..... • • ..... . 0*00 • • • .. •. .• . .....• . • • . ...... • . • • • • • • • • • • • • • • . . Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 79 www.hilti.us ' jV'YVu°I EIL k�71"G Profis Anchor 2.4.6 Company: Page: 1 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos, No.: Phone I Fax: Date: 1/10/2019 E-Mail: Specifier's comments: DETAIL G 1 Input data u„r� Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hef = 3.250 In., ham = 3.625 In. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 1 5/1/2015 Proof: design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); It = 0.500 in. •... Anchor plate: Ix x ly x t = 10.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickltess: riot calculated+] • • • • • • • • Profile: Rectangular HSS (AISC); (L x W x T) = 8.000 in. x 4.000 in. x 0.375 in. • ; •.. ;. ', Base material: cracked concrete, 4000, fc' = 4000 psi; h = 8.000 in. ..•.•. • • •.•... Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforc"e" present. . ; •"'; edge reinforcement: none or < No. 4 bar • • • • • 00000 Seismic loads cat. , or ) no • • • • • • � � .• • • •• � • • • • • Geometry in.Loading [lb, in.lb] •..••. • � • • • • . � •••••• •••••• • • • • • • • • • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan 80 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.4.6 2 1234 ALEJANDRO 1 /10/2019 Anchor Tension force Shear force Shear force x Shear force y 1 0 750 750 0 2 0 750 750 0 >X 3 0 750 750 0 4 0 750 750 0 max. concrete compressive strain: I&I max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] • • • • resulting compression force in (xty)=(0.000/0.000): 0 [lb] Q ' • • . • .. • 3 Tension load f ..•... Load N., [lb] Capacity #N„ [lb] Utilization- = N tl . •.Status � Steel Strength* N/A N/A N A ' N/A —•';". Pullout Strength* N/A N/A/i4• • • • • • •N/�4 • • • • • • Concrete Breakout Strength** N/A N/A N/A • ' * anchor having the highest loading **anchor group (anchors in tension) • • • • • . • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 81 1 a � www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Steel Strength* Steel failure (with !ever arm)* Pryout Strength** Concrete edge failure in direction x+** * anchor having the highest loading 4.1 Steel Strength Page: Project: Sub -Project I Pos. No.: Date: LZILML"m Profis Anchor 2.4.6 3 1234 ALEJANDRO 1/10/2019 Load Vua [lb] Capacity +Vn [lb] Utilization Ov = Vua/+Vn Status 750 3572 21 OK N/A N/A N/A N/A 3000 20540 15 OK 3000 4673 65 OK **anchor group (relevant anchors) Vs. [lb] ¢ OVsa [lb] Vua [lb] 5495 0.650 3572 750 4.2 Pryout Strength s • •••• `•AA•` •••••s AN, [in.z] AN.0 [in.21 Ca.min [in.] kcp Cac [in.] w, N • A • : •. •: • `A 234.00 95.06 4.000 2 6.000 1.00 ' `; `' • • • • • • • ecl,V [in.] kyecl,V ec2 V [in.] 1pecz V toed N 840406 111cp N ` • kcr • • • A • • • 0.000 1.000 0.000 1.000 0.946 _ 1.000 • _ a Wo • e • ` b b] �Vcp9 [lb] Vua [lb] A • s • • • • • • • • • • • • * • 6299 0.700 20540 3000 00 0 0 • 90000* 4.3 Concrete edge failure in direction x+ A • • • • • • • 0 • • • • le [in.] do [in.] cf [in.] Avc [in.'] Avco [in. z] , • 0 • • 3.250 0.500 4.000 132.00 72.00 • • • • • . ` ` • ` a Yed,V lVparallel,V ec.V [in.] Yecy L(!c V Yh V 1.000 1.000 0.000 1.000 1.000 1.000 Vb [lb] 0Vcbg [lb] Vua [lb] 3642 0.700 4673 3000 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The q) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 82 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: CZ= Profis Anchor 2.4.6 4 1234 ALEJANDRO 1/10/2019 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 1 /2 (3 1 /4) Profile: Rectangular HSS (AISC); 8.000 x 4.000 x 0.375 in. Installation torque: 480.001 in.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. • % sss• • w•ss• • w •••••• • • • • •• • • 0000 Coordinates Anchor in. Anchor x y c_x c.x c_y c.y 1 -3.000 -5.000 4.000 8.000 - 2 1.000 -5.000 8.000 4.000 - 3 -3.000 5.000 4.000 8.000 - 4 1.000 5.000 8.000 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 83 www.hiltims Profis Anchor 2.4.6 Company: Page: 5 Specifier: Project: 1234 ALEJANDRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/10/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particgllar, yqu must alr;pg�•for the . • • • •. regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti one regular basis. If you �o not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date vers oh of N Soft:are4naach case • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recov!!MM Iblt or dafiaged data or • programs, arising from a culpable breach of duty by you. • • • • • • • • • •••• • ••••• •••••• • ••• ••••• •• •• •• • •••••• • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 84 Title Block Line 6 Steel Beam Description : HSS 6X8 X 1/2 STEEL BEAM @ Grid (3-3.1) Vertical -strong axis Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : File: D(0.41) Lr(0.41) W(0.59 Printed- 2 JAN _': , - ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Fy : Steel Yield: 46.0 ksi E: Modulus: 29,000.0 ksi • Span = 17.0 ft ' • •' i • • • HSS8X6X1/2 •••••• ' �•�••� • Applied Loads • __ • •••••• _ •v•• Service loads entered. Load Factors wN be applied fob iilculatiop%.: • . • Beam self weight calculated and added to loads 0 Uniform Load : D = 0.410, Lr = 0.410, W = 0.590 ksf, Tributary Width = 1.0 ft, (Roof Verical Loads; DESIGN SUMMARY Maximum Bending Stress Ratio = 0.573 : 1 Maximum Shear Stress Ratio = ;"111b93 : 1 Section used for this span HSS8X6X1/2 Section used for this span • • HS$8XQ41/2 • •: • • Mu: Applied 60.340 k-ft Vu : Applied • :4.198 k Mn * Phi: Allowable 105.225 k-ft Vn * Phi: Allowable 152.58 k Load Combination +1.20D+1.60Lr+0.80W Load Combination +1.20D+1.60Lr+0.80W Location of maximum on span 8.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.273 in Ratio = 748 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.966 in Ratio = 211 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.4UU Dsgn. L = 17.00 ft 1 0.217 0.035 22.86 22.86 116.92 105.23 1.00 1.00 5.38 169.54 152.58 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 17.00 ft 1 0.257 0.042 27.00 27.00 116.92 105.23 1.00 1.00 6.35 169.54 152.58 +1.20D+1.60Lr+0.50L Dsgn. L = 17.00 ft 1 0.411 0.067 43.29 43.29 116.92 105.23 1.00 1.00 10.19 169.54 152.58 +1.20D+1.60Lr+0.80W Dsgn. L = 17.00 ft 1 0.573 0.093 60.34 60.34 116.92 105.23 1.00 1.00 14.20 169.54 152.58 +1.20D+1.60S+0.80W Dsgn. L = 17.00 It 1 0.348 0.057 36.64 36.64 116.92 105.23 1.00 1.00 8.62 169.54 152.58 +1.20D+0.50L+0.50S+1.60W Dsgn. L = 17.00 ft 1 0.510 0.083 53.69 53.69 116.92 105.23 1.00 1.00 12.63 169.54 152.58 +0.90D+1.60W+1.60H Dsgn. L = 17.00 ft 1 0.464 0.075 48.79 48.79 116.92 105.23 1.00 1.00 11.48 169.54 152.58 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.341 12.341 D Only 3.841 3.841 Lr Only 3.485 3.485 W Only 5.015 5.015 D+Lr 7.326 7.326 D+W 8.856 8.856 85 D+Lr+W 12.341 12.341 T •www.hilti.us Profis Anchor 2.4.6 Company: Page: 1 Specifier: Project: 1234 NE Address: Sub -Project I Pos. No.: Phone I Fax: I Date: 1/2/2019 E-Mail: Specifiees comments: HSS6X8 BEAM CONNECTION 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt TZ - CS 3/4 (4 314) hafact = 4.750 In., hnom = 5.563 In. Carbon Steel ESR-1917 .. • . 5/1/201315/1/2015 • • .... �"• ...••. design method ACI 318-11 / Mech. ' :...0 • • • • • • eb = 0.000 in. (no stand-off); t = 0.500 in. : • • • Ix x ly x t = 14.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness:.0 calculated) . • : Rectangular HSS (AISC); (L x W x T) = 8.000 in. x 6.000 in. x 0.500 in. • • • • • ' • "' • •"" ' • uncracked concrete, 4000, fc' = 4000 psi; h = 8.000 in.00 • hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforctmemt resent . . Sao*:* edge reinforcement: none or < No. 4 bar • • • • •• • •• • • • • Z 1 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 86 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads 9113 Profis Anchor 2.4.6 Page: 2 Project: 1234 NE Sub -Project I Pos. No.: Date: 1 /2/2019 Anchor reactions fib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 7099 7099 0 2 0 7099 7099 0 01 x 02 max. concrete compressive strain: - [960] max. concrete compressive stress: - [psi] • resulting tension force in (x/y)=(0.000/0.000): 0 [lb] : • resulting compression force in (x/y)=(0.000/0.000): 0 [lb] • • • • • .••••• ' • 04 .•.•.. • 0000 3 Tension load 0:00: ��• �����• Load Nua [lb] Capacity;N [lb] Utilization V=VV%�0Nn Status '. Steel Strength* N/A N/A NM1 • • Din •""' Pullout Strength* N/A N/A N:A &' . ' N/A :..... Concrete Breakout Strength— N/A N/A N/A � • � • N/A• • • • • ` anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 87 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.4.6 3 1234 NE 1 /2/2019 Load Vua [lb] Capacity +Vn [lb] Utilization OV = Vua/+Vn Status Steel Strength* 7099 8888 80 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 14198 21835 66 OK Concrete edge failure in direction y-** 14198 19040 75 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength ."". . . .... ..,... Vsa = ESR value refer to ICC-ES ESR-1917 . • • 10 Vsteel a Vua ACI 318-11 Table D.4.1.1 " • :.,,:, • Variables • n Aae.v [in. ] f.ta [psi] 4,..,... 1 0.24 106000 • • • • ""' Calculations "•"' • • • of 13674 Results • • • • • • Vsa [lb] steel Vs. [lb] Vua [lb] ' . •' • • • 9.. • • 0 13674 0.650 8888 7099 4.2 Pryout Strength Vcpg = kcp L\ANC Yec,N tlled,N Yc,N tpcp,N Nb] ` ACI 318-11 Eq. (D-41) Vc� > Vua ACI 318-11 Table D.4.1.1 ANo see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het ACI 318-11 Eq. (D-5) 1 \ Yac,N = eNeN J s 1.0 1+3her ACI 318-11 Eq. (D-8) Wed N = 0.7 + 0.3 r �a.min / 5 1.0 `1.5hef ACI 318-11 Eq. (D-10) WCPN = MArOa_min 1.5h � 1.0 `` cac cac J ACI 318-11 Eq. (D-12) Nb = kc 7 a c he15 ACI 318-11 Eq. (D-6) Variables kcp hef [In.] ec1.N [in.] ec2,N [in.] ca.min [In.] 2 4.667 0.000 0.000 5.000 tI1c,N ca. [in.] kc Ala fc [psi] 1.000 9.000 24 1.000 4000 Calculations ANc [in•2] ANco [in•21 Wect,N lVec2N WedN lVcpN Nb [lb] 276.00 196.00 1.000 1.000 0.914 0.792 15302 Results Vcpg [lb] concrete Vcpg [lb] Vua [lb] 31193 0.700 21835 14198 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 88 • www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 4.3 Concrete edge failure in direction y- AVc Vcbg = (AVco) Wec.V Wed,V WCY Wh,V tllparallel,V Vb 0 Vcbg > Vua Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Cazt 1 tVec,v 1 + 2e, 5 1.0 Scat Wed,v = 0.7 + 0.3(1 SCat) 5 1.0 __ 1.5Caf z 1.0 Yh,V h a 0.2 Vb = (7 (da) �) a.a � Cai ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI318-11 Eq.(D-38) ACI 318-11 Eq. (D-39) ACI318-11 Eq.(D-33) Page: Project: Sub -Project I Pos. No.: Date: Variables Ca, [in.] ca2 [in.] ecv [in.] iyc,v ha [in.] 5.000 5.000 0.000 1.400 8.000 Profis Anchor 2.4.6 4 1234 NE 1 /2/2019 le [In.] ke da [In.] fc [psi] lVparallel.V • • 4.750 1.000 0.750 4000 2.000 + • Calculations Avc [in•21 Avco [in•2] Wec.V Yed V Wn v Vb [lb] 176.25 112.50 1.000 1.000 1.000 6201 Results Vcbg [lb] concrete Vcbg [lb] Vua [lb] 27200 0.700 19040 14198 5 Warnings •••. ••••.• • •••••• •• • • • • • • • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The (V factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 89 www.hiltims Company: Specifier: Address: Phone I Fax E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS, 3/4 (4 3/4) Profile: Rectangular HSS (AISC); 8.000 x 6.000 x 0.500 in. Installation torque: 1320.002 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c-x Cox c-y c.y 1 -5.500 0.000 5.000 - 5.000 7.000 2 5.500 0.000 16.000 - 5.000 7.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 90 www.hilti.us Profis Anchor 2.4.6 Company: Page: 6 Specifier: Project: 1234 NE Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/2/2019 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. 066 • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must afrarAW48r the • • • •. • regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. if you go not use � • the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date verstA of tfie Softular• k,*mch case • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recoverryO=bgt or dartaged data or • programs, arising from a culpable breach of duty by you. 000600 • • •••• • • • • •••• • ••••• •••••• f ••• ••••• •• •• •• • •••••• • • • • • • • • • • • •• • • •• • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 91