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PL-18-555, 478 NE 92nd StMiami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING 5.2018 �� 5 FBC 2W-A Master Permit No. 2C 1 -Isq 61 Sub Permit No. i 1 1() T sS4s ❑ REVISION ❑ EXTENSION RENEWAL dLUMBING ❑ MECHANICAL OPLIBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Folio/Parcel#: I I - Is the Building Historically Designated: Yes Occupancy Type: - Load: Construction Type: Flood Zone: BFE: own Addr City Tenant/Lessee Name:: 1 Email: C a r c)c hone#: f1n FFE: W�� o 111, Zip: ;5516y CONTRACTOR: Company Name': '5 � l K �� 1f_�'Yi ' 01 Phone#t, AddressSW : �� Q I City: i a rut, State: t l i Zip: �� I r . \ Qualifier Name: a Phone# �FC 1 1 �O ` Val State Certification or Registration #: Certificate of Competency #: % 112 5 Z3 DESIGNER: Architect/Engineer: Address City: State: Zip: Value of Work for this Permit: $ q 5-fI90 - 690 Square/Linear Footage of Work: Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: `(`'IW ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $3s�, ✓ CCF $ CO/CC $ Scanning Fee $ Technology Fee $. Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (Revi5ed02/24/2014) 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 v OWNER or AGE The foregoing instrument was acknowledged before me this day of 0 V �bl r 20, by ZdizCV\Ajla—w personally know me or who hasproduced _ as identification and who did take an oath. NOTARY Print: i Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of 20by tr whZLpersonally know me or who has prod as identification andono id take an oath. — NOTARY PUBLIC: Sign:_ Print: LOREITA COMES Seal: o1aaY °"BLORETTA COMES Sea I: ,� ,* MY COMMISSION # FF 9541i64 t o * MY COMMISSION I FF 954664 �, EXPIRES: March 21, 2020 D 0', EXPIRES: March21,2020 "'Foams banded ihruaudgetNoterySerims 4-M- Bonded Thru Budget Notary Serikes APPROVED BY��",� Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) M iami hores Village Buflding Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner —Workers' Compensation Insurance Exemption Florida Late requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. 5 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: Alit employer in the construction industry who employs one or more part-time or full-time employees; includinc, the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if. I . The officer owns at least 10 percent of the stock of the corporation, or in [he case of an LLC, a statement attesting to the minimum 10 percent ownership- 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, .Division of Corporations-, and 3. The corporation is registered and listed as active with the Florida Department of State; Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor; part-time employees or subcontractors for your project. The contractor has provided an affidavit statinn that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of ,.workers' compensation insurance coverage fi-oni the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELO�tiV� OU ACKNOWLEDGE THAT YOU HAVE REA1D THIS NOTICE atiD UNDERSTAND ITS CONTENTS. / / Sienature: State of County of Miami -Dade ^�,� 1 The foregoing was ackno:vled�e before me this day of _ _I�IJI l 20 l . «ho t. ersorully known to mebr has produced By as identification. SEAL: MY COMMISSION 11 FF 954664 EXPIRES: March 21, 2020 31w",r Bonded7hru BudgetNotary Services 5 Star MuTa')-�Sev-vicewCarp aratwm 11710 SW 180 Street, Miami, Florida 33177 March 2, 2018 State of Florida County of Miami -Dade Before me this day personally appeared Manuel Pampin who, being duly sworn, deposes and says: That he will be the only person working on the project located at: 478 NE 92"d Street Miami Shores, FL 33138 Sworn to and subscribed before me this 2"d day of March 2018 by --------------------- ----- ------------ Manuel Pampin Personally Known OR Produced Identification °1 %Y Pua, LORETTA COMES MY COMMISSION ;I FF 9W64 * EXPIRES: March 21, 2020 aondedThruBudgetNotarySerykes � 4 Miami Shores Village y 10050 N.E. 2nd Avenue NE �xll� Miami Shores, FL 33138-0000 ` Phone: \\\u loP` (305)795 2204 t_._, Permit No. RC-6-17-1549 Permit Type: Residential Construction Per it Work Classification: Addition/Alteration Permit Status: APPROVED issue Date:1/16/2018 1 Expiration: 7/1 i"! '18 Project Address Parcel Number Applicant ....... _ 478 K E 92 Street 1132060140020 Miarnl Shores, FL Block: Lot: THOMAS ROGER & CHR!STINA Ow ier Ir formation Address Phone Cell TF01443 ROGER & CHRISTINA WHITE 478 NE 92 Street (305)546-1030 (305)439-2855 MIAMI SHORES FL 33138- 478 NE 92 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone ------- Valuation: $ 300,000.00 LEADIN G EDGE CONTRACTOR SERV (786)406-2488 Total Sq Feet: 1796 In ,Review Comme its Date App oved:: In Review Date Denied: Type of C;,nstruction: NEW 2 STORY ADDITION FOR MAE Occupancy: Single Family Stories: Exterior: Front Setback Rear Setback: Laft Setback: Right Setback: Bedrooris Bathrooms: Plans Sub-ritted: Yes Certificate Status: Cetificate Date: Additional Info: NEW 2 STORY ADDITION FOR MAS Fees Cue Amount Bonc Ty-(- - OJrners Bond $500.00 CC:F $180.00 CO/CC -Ee $150.00 DBPR Fec, $135.00 DCA Fe $90.00 Educat cn S ucharge $60.00 Nctary FE� $5.00 Permit Fe•� $9,000.00 Plar Rei•ev� Fee (Engineer) $120.00 Plar Revs.n Fee (Engineer) $120,00 Plar Re i eA Fee (Engineer) $120 00 Preli!nin3ri Plar Review $360 00 Scarninl :re $114.00 Classification: Residential Pay Date Pay Type Amt Paid Amt Due Invoice # RC-6-17-64280 01/16/2018 Credit Card $ 140.00 $ 11,054.00 01/16/2018 Check #: 151 $ 10,694.00 $ 360.00 06/09/2017 Credit Card $ 360.00 $ 0.00 Bond #:3610 --ecr ncl )-" Fee $240.00 Total: $11,194.00 '� f Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final r-raming Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Mechanical F. Termite Letter F. Elevation Certificate Review Electrical Review Electrical Review Planning Review Planning Review Structural Review Structural Review Structural Review Plumbing Review Plumbing Review Building Review Building Declaration of Use January 16, 2018 Authorized Signature: Owner / Applicant / Co tractor / Agent Date Building Department Copy January I r Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 N g`� \\Ol21DF` Permit No. RC-6-17-1549 Permit Type: Residential Construction Permit Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date:1116/2018 1 Expiration: 07/1 &2018 Project Address Parcel Number Applicant 478 NE 92 Street 1132060140020 Miami Shores, FL Block: Lot: THOMAS ROGER & CHR STINA Owner Information Address Phone Cell THOM4S ROGER & CHRISTINA WHITE 478 NE 92 Street (305)546-1030 (305)439-2855 MIAMI SHORES FL 33138- ..�,,;:,�.�.,.�.��..._�, 478 NE 92 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone LEADING EDGE CONTRACTOR SERV (786)406-2488 Valuation: Total Scl Feet: Approved �n Review Comme its. Cate Apo c\/ed:: In Review Date Den ed: Type of :�:,nstruction: NEW 2 STORY ADDITION FOR MA; Occupancy: Single Family Stcries Exterior: Frcnt SFthack. Rear Setback: Left SetW ::< Right Setback: Bedroori:. Bathrooms: Plans Sib-nitted: Yes Certificate Status: Ce tificate Date: Additional Info: NEW 2 STORY ADDITION FOR MAS Bond R !; im 0 Classification: Residential Fees C ue Amount Boric Tyco Owners Bond $500,00 CCF $180.00 COICC = E? $150.00 DBPR Fee $135.00 DCA Fe � $90.00 Educate n Sircharge $60.00 Nctary Fea $5.00 Permit F& $9,000,00 Plan Re/ en Fee (Engineer) $120.00 Pan Reset. Fee (Engineer) $120.00 Pian Re/e,n Fee (Engineer) $120.00 Prelitnin3r, Plan Review $360.00 Scanning =ee $114,00 --echnclocy Fee $240 00 Total: $11,194.00 ai Pay Date Pay Type Amt Paid Amt Due Invoice # RC-6-17-64280 01/16/2018 Credit Card $ 140.00 $ 11,054.00 01/16/2018 Check #: 151 $ 10,694.00 $ 360.00 06/09/2017 Credit Card $ 360.00 $ 0.00 Bond #: 3610 $ 300,000.00 1796 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Mechanical F. Termite Letter F. Elevation Certificate Review Electrical Review Electrical Review Planning Review Planning Review Structural Review Structural Review Structural Review Plumbing Review Plumbing Review Building Review Building Declaration of Use In consid ration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and r=_gulations pertairinc triereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores `/illage. In accepting tnis permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate p:- mits are recuired fo ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS ^,FFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio i and zoning. Futhermore, I authorize the above -named contractor to do the work stated. uacy 16, 2018 1 f� Miami Shores Village Building Department V" 2 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION 5as/UILDING ❑ ELECTRIC ROOFING Master Permit No Sub Permit No. RECEIVED 1UN 0 91011 S4\ W FBc zolu ❑ REVISION ❑ EXTENSION RENEWAL F-IPLUMBING ❑ MECHANICAL OPUBLICWORKS Ej CHANGE OF ❑ CANCELLATION ❑ SHOP I g CONTRACTOR DRAWINGS JOB ADDRESS: 41 U N e City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: ( U, UP" a Lj — (n- 0 Is the Building Historically Designated: Yes NO Occupancy Type: 15LS Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): ' " CI dS h� &ilb- Phone#: ;3K' 54G' t 0J1) Address: K�6 _ City: ( �� State: �� Zip: , Tenant/Lessee Name: Phone#: �,, ^ /' �{� ,�J Email: barn , Q 1 ►1Jl am (a dL ► �-1 �y CONTRACTOR: Company Name: U6J1y J I t(.F'hone#-__7a (0' 4bLP'24W Address: City: I j State: Zip::� },,,, Qualifier Name: rs�G � + +� �) Phone#�� ,T U' `1L� `2- QQ //�� /+ State Certification or Registration #: 06 C i D� Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: /r,` Value of Work forthisPermit: $ ��© Square/Linear Footage of Work: r 'l k0 IJ Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: S 1 ,vl fin l i 4fc Specify color of color thru tile: Submittal Fee $ Permit Fee $ 1J ' CCF $ �0 ' CO/CC $ A ` --Scanning Fee $ Radon Fee $ 4 1 DBPR $ �� Notary $ �/ • C ,��d�� Technology Fee $ �'Cv �'�/ Training/Education Fee $ Go' Double Fee $ Y/ Structural Reviews $ W l� ' CA) Bond $1 0, �IL-JE-L( (`1 L IJAt2i J TOTAL FEE NOW DUE $ 1 O (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 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 _reinspectioo fee will be charged. Signature OWNER or AGENT The foregoing instrum ht was acknowledged before me this day of 20 I by ��wh is personally known o me or who produced as identifi tion Ind who did take an oath. NOTA Y PUDIC: Signature _ I ( �, CONTRACTOR The foregoing instrument was acknowledged before me this day of v &A 20 1 ::� by �I[-:)-C�) b io i,-pi�5ionally known to me or who has produced rc5zc —::I Z =eas QSS —� identification and who did take an oath. I IC.QX) �-L NOTARY PUBLIC: Sign:_ Print: MAHARAI K. GONZALEZ Seal: r°`;A'P;e�% LORETTACOMES Seal::= EXPIRES: November2,2020 MY COMMISSION # FF 954664Bonded Thru Notary Public Undervrters EXPIRES: March 21,2020OrBonded Thru Budget Notary Services APPROVED BY Plans Examiner Zq�iing 1 ' Structural Review (Revised02/24/2014) Clerk • Ni E, SECO,—) AVE NIIANI C) 333"S 23 8_2 11 ei, 10 1 DAVID A, DA"'_,�D(JISTO, AICP Q E V ELL (—) 1_'1N`1 E N_ T �ORDER File Number. PZ-3-17-201 /'If 9)nd Street Property Address: 4`8 NEI Property Owner/Applicant: 1-harms White and Christina White Address: 478 NE 92" Street, Miami Shores, 171, 331,38 Agent: Victor Bruce Address: 3,70 NE 101"" Strect,.Mi,,Imi Shores, :FL 33138 Whereas. the applicant Thomas White and Christina White (Owner). has filed an appficaLiOnfiOr site plan review beibre the Planning Board on the' above'p'roperty. The applicant soughtappro-val as l(-_)llows, Pursuant to Article-.,; IV. V and Vf of appendix A Zoning,, Sec. 400 Schedule of" Regulanonsand Sec. 600. Site plan review and approval rtqui,red, One and two-story addition. Whereas, as public hearing, cvas field on April 27, 2017 and the Board. after bax,-1110 considered the application and after hearing testimony and reviewing 'the evidence entered.finds: I. J'he application was made in a manner consistent with the reqUirC1ne11L_S Of the Land Development Code of Miami Shores Village. 2. The conditions on the properly and the representations niade at thehearing C, rnerit consideration and are consistent with the requirements of the Land Development Code, 1) The Board requires that all further development of the properly shall he p I performed. in a Manner consistent with the site plan, drawings. and the. conditions agreed upon at the hearin g: Approval is granted as shown on the plans submitted and made as part ofihis approval, 2) AD licant to apply tor and obtain all required building permits from the I p building department for work ,tarted or completed -,Nithout building perrnits. No-e I of -Z i Applicatat to apply for and obtains. all required building pernnits from the Building Dep=u-tinent before beeinning work. 4' Applicant to apply r and obtain all necessary permits and approvals fro n outside aVgenc€es befcare beginning work. 5) An erosion and sedimentation plan subject to review, and approval by the banilding, official is required and must, be st€bmitted to the baaildia-ng o.fficiaal % ith tile, building permit application. Properly installed soil erosion ntease€a..s (silt fences, straw barn-iers. etc.) and anti -tracking area at all construction entrancesare required to be put in place and nmainitained if Around cover is removed or as required by the building official. RegUired erosion. conta-ol measures 111E€.St: be in place prior to footings inspection. t) ..l"lie, applicant sl-)all provide an architect or engineer's drainaac plan and report to certify to the ba€ilding official that the site provides storm, drainage that detains the first one inch in natural or filtered structural facilities prier to the issuance of a building permit by the Building Official, /) The applicant is respon-sible fior the installation and maintenance of" drainage structures. and any site nod€f:€c<at€ons shown on the drainage plan th- t are necessary to provide storm clraintaa;4e that detains the first one inch in natural or filtered strtac aaral. tia.ciIiti.es. Minor €nodiftcations to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Plaannin Di ecior Major changes to the approved clraain a{,e plant inacludi ns, the construction ofdrainage i_anprovements such as beat not limited to mounds and walls.. shall. .require a na site plant review application and review', and approval by they Planning and Zoning Board. } All draiaaage improvements shall be installed in accordance with the approved drainage plan bc;fore final ianspection by the Building Official, 9) The applicant: :shall repair and maintain the onite drainage systean it, accordance with the approved drainage plan except that major changes shall require Planning and Lening Board approval as stated in Condition 47. 10) Applicant to obtain all required. permits and approvals from the Miami -Dade Department of' Regulatory and Economic resources, l"€tvironentaal PlanR.e\-iew Division (DRER, EP D') and the Miarni-Dade Department of Ifeald, { J(.)fl.°llRS) as required. 1 I) Applicant. to meet all applicable code provisions at the time of permitting. l—)Applicant to complete a covenant in. the foram of.' a "Declaration of rise" assuring the property is used only for a single i'amily purpose. record the covenant with the N'liami-Dade C;ot€nty Recorder andprovide the planning director with a copy of the recorded. document prior to the iimaal inspection by the Building Official, 1 s;) ".Phis zoning pe;rnnait will lapse: and become invalid. unless the work: flan- avIlich it was approved :is started within one '0 year of the signing of the de:ve_lopttaa €rat order by the board chair, or if the %vork authorized h-V it is suspended or abandoned tbr a period of at least one (1) year. The application with conditions was passed and adopted this 27th day of'April, 201 7/ by the Planning, and Zoning Board as fo . I lows: Mr. Snoxv Yes Mr. Basta Yes Pvfis. Hegedus 4L- Yes mr. Diaz Yes Chainnan Fernandez Yes Date Residence Addition `.011111111111 �...��OENS6 No 69808 r O'. STAT O :�Ijj: Edwin Cerna, PE 06-02-2017 N= Location Building owner Program user Company Comments By Dataset name Calculation time TRACE® 700 version Location Latitude Longitude Time Zone Elevation Barometric pressure Air density Air specific heat Density -specific heat product Latent heat factor Enthalpy factor Summer design dry bulb Summer design wet bulb Winter design dry bulb Summer clearness number Winter clearness number Summer ground reflectance Winter ground reflectance Carbon Dioxide Level Design simulation period Cooling load methodology Heating load methodology Miami, FL EC EC Y:ITRACE 700 ProjectslEC ENG117-019 White Res.trc 07:24 PM on 06/04/2017 6.3.1 Miami, Florida 25.0 deg 80.0 deg 5 7 ft 29.9 in. Hg 0.0760 0.2444 1.1151 4,908.6 4.5619 91.0 78.2 47.0 0.95 0.95 0.20 0.20 Ib/cu ft Btu/Ib•°F Btu/h•cfm•°F Btu•min/h•cu ft Ib•min/hr•cu ft OF OF OF 400 ppm January - December TETD-TA1 UATD Room Checksums By EC AHU-1 COOLING COIL PEAK Peaked at Time: Mo/Hr: 8 / 15 Outside Air: OADB/WB/HR: 91 / 78 / 125 Space Plenum Net Percent Sens. + Lat. Sens. + Lat Total Of Total Btu/h Btu/h Btu/h (%) Envelope Loads Skylite Solar 0 0 0 0 Skylite Cond 0 0 0 0 Roof Cond 0 4,953 4,953 11 CLG SPACE PEAK Mo/Hr: 7 / 18 OADB: 88 Space Percent Sensible Of Total Btu/h (%) 0 0 0 0 0 0 Envelope Loads Skylite Solar Skylite Cond Roof Cond HEATING COIL PEAK Mo/Hr: Heating Design OADB: 47 Space Peak Coil Peak Percent Space Sens Tot Sens Of Total Btu/h Btu/h (%) 0 0 0.00 0 0 0.00 0 -1,937 16.10 TEMPERATURES Cooling Heating SADB 54.0 75.5 Ra Plenum 77.1 68.8 Return 77.1 68.8 Ret/OA 77.1 68.8 Fn MtrTD 0.0 0.0 Fn BIdTD 0.0 0.0 Fn Frict 0.0 0.0 Glass Solar 8,775 0 8,775 19 8,974 24 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,326 0 2,326 5 2,117 6 Glass/Door Cond -3,763 -3,763 31.27 Wall Cond 2,707 809 3,516 7 3,519 9 Wall Cond -2,992 -3,933 32.68 Cooling Heating Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 1,600 1,600 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1.600 1,600 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,600 1,600 Infiltration 6,499 6,499 14 1,410 4 Infiltration -2,534 -2,534 21.06 Sec Fan 0 0 Sub Total =_> 20,306 5,762 26,069 56 16,020 43 Sub Total =_> -9.289 -12,167 101.10 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 99 99 Lights 10,118 0 10,118 22 10,118 27 Lights 0 0 0.00 MinStop/Rh 0 0 People 1,400 0 1,400 3 980 3 People 0 0 0.00 Return 1,699 1,699 Misc 9,556 0 9,556 20 9,556 25 Misc 0 0 0.00 Exhaust 99 99 Sub Total =_> 21,074 0 21,074 45 20,654 55 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 970 -970 0 0 875 2 Ceiling Load -572 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 134 -1.12 ENGINEERING CKS Exhaust Heat -228 -228 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -2 0.01 cfm/ft' 1.08 1.08 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfmlton 409.25 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft'/ton 379.13 Btu/heft= 31.65 -8.12 Grand Total =_> 42,351 4,564 46,915 100.00 37,550 100.00 Grand Total ==> -9,861 -12,034 100.00 No. People 4 COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR ton MBh MBh cfm °F °F gr/lb °F °F gr/lb Main Clg 3.9 46.9 41.8 1,600 77.161.4 56.3 54.0 51.0 51.1 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total 3.9 46.9 AREAS Gross Total Glass ft' (%) Floor 1,482 Part 0 Int Door 0 ExFlr 0 Roof 1,482 0 0 Wall 1,256 248 20 Ext Door 0 0 0 HEATING COIL SELECTION CapacityCoil Airflow Ent Lvg MBh cfm °F °F i Htg -12.0 1,600 68.8 75.5 Htg 0.0 0 0.0 0.0 seat 0.0 0 0.0 0.0 iidif 0.0 0 0.0 0.0 Vent 0.0 0 0.0 0.0 i/ -12.0 Project Name: Residence Addition TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Dataset Name: 17-019 White Res.trc Alternative - 1 System Checksums Report Page 1 of 3 Room Checksums By EC AH U-2 COOLING COIL PEAK Peaked at Time: Mo/Hr: 9 / 13 Outside Air: OADB/WB/HR: 88 / 75 / 108 Space Plenum Net Percent Sens. + Lat. Sens. + Lat Total Of Total Btu/h Btu/h Btu/h (%) Envelope Loads Skylite Solar 0 0 0 0 Skylite Cond 0 0 0 0 Roof Cond 0 0 0 0 CLG SPACE PEAK Mo/Hr: 9 / 13 OADB: 88 Space Percent Sensible Of Total Btu/h (%) 0 0 0 0 0 0 Envelope Loads Skylite Solar Skylite Cond Roof Cond HEATING COIL PEAK Mo/Hr: Heating Design OADB: 47 Space Peak Coil Peak Percent Space Sens Tot Sens Of Total Btu/h Btu/h (%) 0 0 0.00 0 0 0.00 0 0 0.00 TEMPERATURES Cooling Heating SADB 50.2 78.5 Ra Plenum 76.6 68.8 Return 76.6 68.8 Ret/OA 76.6 68.8 Fn MtrTD 0.0 0.0 Fn BIdTD 0.0 0.0 Fn Frict 0.0 0.0 Glass Solar 8,851 0 8,851 37 8,851 40 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 1,534 0 1,534 6 1,534 7 Glass/Door Cond -3,292 -3,292 38.01 Cooling Heating Wall Cond 2,137 627 2,764 11 2,137 10 Wall Cond -2,890 -3,777 43.62 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 800 800 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 800 800 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 800 800 Infiltration 2,236 2,236 9 580 3 Infiltration -1,012 -1,012 11.68 Sec Fan 0 0 Sub Total =_> 14,758 627 15,385 64 13,102 59 Sub Total =_> -7,193 -8,081 93.30 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 39 39 Lights 5,048 0 5,048 21 5,048 23 Lights 0 0 0.00 MinStop/Rh 0 0 People 1,050 0 1,050 4 735 3 People 0 0 0.00 Return 839 839 Misc 2,730 0 2,730 11 2,730 12 Misc 0 0 0.00 Exhaust 39 39 Sub Total =_> 8,828 0 8,828 37 8,513 38 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 504 -504 0 0 504 2 Ceiling Load -380 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 54 -0.62 ENGINEERING CKS Exhaust Heat -71 -71 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -633 7.31 cfm/ft2 0.81 0.81 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfm/ton 397.65 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft2/ton 490.08 Btu/heft' 24.49 -8.78 Grand Total ==> 24,091 52 24,142 100.00 22,119 100.00 Grand Total ==> -7,574 -8,660 100.00 No. People 3 COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR ton MBh MBh cfm °F °F gr/lb °F °F gr/lb Main Clg 2.0 24.1 22.2 800 76.6 59.5 48.6 50.2 48.3 47.3 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total 2.0 24.1 AREAS Gross Total Glass ft2 (%) Floor 986 Part 0 Int Door 0 ExFlr 0 Roof 0 0 0 Wall 1,185 217 18 Ext Door 0 0 0 HEATING COIL SELECTION CapacityCoil Airflow Ent Lvg MBh cfm °F °F Main Htg -8.7 800 68.8 78.5 Aux Htg 0.0 0 0.0 0.0 Preheat 0.0 0 0.0 0.0 Humidif 0.0 0 0.0 0.0 Opt Vent 0.0 0 0.0 0.0 Total -8.7 Project Name: Residence Addition TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Dataset Name: 17-019 White Res.trc Alternative - 1 System Checksums Report Page 2 of 3 Room Checksums By EC AH U -3 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 9 / 17 Mo/Hr: 11 / 16 Mo/Hr: Heating Design Cooling Heating Outside Air: OADB/WB/HR: 88 / 76 / 115 OADB: 82 OADB: 47 SADB 52.3 78.8 Ra Plenum 76.9 68.8 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.9 68.8 Sens. + Lat. Sens. + Lat Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 76.9 68.8 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 1,988 1,988 9 0 0 Roof Cond 0 -1,003 11.19 Glass Solar 6,741 0 6,741 29 9,651 48 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 1,860 0 1,860 8 896 4 Glass/Door Cond -3,364 -3,364 37.52 Wall Cond 4,072 1,157 5,229 22 2,663 13 Wall Cond -3,811 4,920 54.88 Cooling Heating Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 800 800 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 800 800 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 800 800 Infiltration 820 820 4 102 1 Infiltration -331 -331 3.69 Sec Fan 0 0 Sub Total =_> 13,493 3,145 16,638 71 13,311 66 Sub Total =_> -7,505 -9,618 107.28 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 13 13 Lights 3,631 0 3,631 16 3,631 18 Lights 0 0 0.00 MinStop/Rh 0 0 People 700 0 700 3 490 2 People 0 0 0.00 Return 813 813 Misc 2,389 0 2,389 10 2,389 12 Misc 0 0 0.00 Exhaust 13 13 Sub Total =_> 6,720 0 6,720 29 6,510 32 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 570 -570 0 0 405 2 Ceiling Load -373 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 18 -0.20 ENGINEERING CKS Exhaust Heat -27 -27 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat 635 -7.09 cfm/ft' 0.83 0.83 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfm/ton 411.46 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft'/ton 497.46 Btu/heft' 24.12 -9.27 Grand Total =_> 20,784 2,548 23,331 100.00 20,227 100.00 Grand Total ==> -7,879 -8,965 100.00 No. People 2 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR Gross Total Glass CapacityCoil Airflow Ent Lvg ton MBh MBh cfm °F °F gr/lb °F 'F gr/lb ft' (%) MBh cfm °F °F Main Clg 1.9 23.3 22.5 800 76.9 59.0 46.0 52.3 48A 43.2 Floor 967 Main Htg -9.0 800 68.8 78.8 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFlr 0 Total 1.9 23.3 Roof 967 0 0 Humidif 0.0 0 0.0 0.0'i Wall 1,482 221 15 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -9.0 Project Name: Residence Addition TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Dataset Name: 17-019 White Res.trc Alternative - 1 System Checksums Report Page 3 of 3 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include Lf This checklist C A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). ff Energy Performance Level (EPL) Display Card (one page) 11� Mandatory Requirements(three pages) Required prior to CO for the Performance Method: C Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) p N/A A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 6/4/2017 11:30:05 PM Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Owner: Jurisdiction: 232900 Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Addition 9. Wall Types (2667.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 2667.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms(Bedrms In Addition) 1(1) d. N/A R= ft2 10. Ceiling Types (983.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 983.00 ft2 6. Conditioned floor area above grade (ft2) 1951 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(438.8 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 195.1 a. U-Factor: Sgl, U=0.65 438.78 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 1st Floor 6 195.1 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 24.4 SEER:16.50 b. Central Unit 24.4 SEER:16.50 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 12.3 COP:1.00 SHGC: b. Electric Strip Heat 12.3 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems - Replacement equipment a. Natural Gas Cap: 55 gallons 8. Floor Types (1029.0 sqft.) Insulation Area EF: 0.590 a. Slab -On -Grade Edge Insulation R=0.0 983.00 ft2 b. Conservation features b. Floor over Garage R=5.0 46.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.225 Total Proposed Modified Loads: 68.67 PASS Total Baseline Loads: 82.70 STq?� I hereby certify that the plans and spec$k�atyo'1c Co�ra"�ed� , �t Review of the plans and ©�iK this calculation are in compliance wit�+hep 'r60 Etie �j�`•� specifications covered by this = O� Code. calculation indicates compliance P~ �� ,,. �,,PREPARE :. Y �60 with the Florida Energy Code. Before construction is completed,DATE: rur,r this building will be inspected for3 *Edw�ina ..rr a. S�T„fu OfF compliance with Section 553.908I Florida Statutes.with hereby certify th6s�ree� s n comi � t '�v COb the Florida E�aS �•�: ;.•''}��` Fyn C4 �........... OWNER/AGENT: ____f`.'.tra$ 11%L BUILDING OFFICIAL: DATE: - - - -- - - --- -- - - DATE: - - -- - - - - --- - - -- - - - - - - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. - Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: White Residence Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 1951 Lot # Owner: Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 478 NE 92nd Street Permit Office: North Miami Beach Cross Ventilation: County: Miami -Dade Jurisdiction: 232900 Whole House Fan: City, State, Zip: North Miami Beach , Family Type: Single-family FL , 33138 New/Existing: Addition Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 983 7864 2 Block2 968 7744 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 983 7864 No 2 1 Yes Yes Yes 2 2nd Floor 968 7744 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1 st Floor 160 ft 0 983 ft2 ---- 0 0 1 2 Floor over Garage 2nd Floor ---- ---- 46 ft2 5 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 1065 ft2 204 ft2 Medium 0.85 No 0.9 No 0 22.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 983 ft2 N N 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type_ 1 Under Attic (Vented) 2nd Floor 30 Blown 983 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below # Ornt To Wall.Type _ -_ . __. Space R-Value ..Ft, ..In- _ _ Ft.- .In _ _ _Area _.. R-Value Fraction.__ Absor.. Grade% 1 S Exterior Concrete Block - Int Insul 1st Floor 5 47.7 10 477.0 ft2 0 0.75 0 2 E Exterior Concrete Block - Int Insul 1st Floor 5 35.4 10 354.0 ft2 0 0.75 0 3 W Exterior Concrete Block - Int Insul 1st Floor 5 35.4 10 354.0 ft2 0 0.75 0 4 N Exterior Concrete Block - Int Insul2nd Floor 5 43.8 10 438.0 ft2 0 0.75 0 5 E Exterior Concrete Block - Int Insul2nd Floor 5 30.3 10 303.0 ft2 0 0.75 0 6 W Exterior Concrete Block - Int Insul2nd Floor 5 30.3 10 303.0 ft2 0 0.75 0 7 S Exterior Concrete Block - Int Insul2nd Floor 5 43.8 10 438.0 ft2 0 0.75 0 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Single (Clear) Yes 0.65 0.25 79.7 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 2 E 2 Metal Single (Clear) Yes 0.65 0.25 101.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 3 W 3 Metal Single (Clear) Yes 0.65 0.25 36.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 4 N 4 Metal Single (Clear) Yes 0.65 0.25 69.1 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 5 E 5 Metal Single (Clear) Yes 0.65 0.25 18.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 6 W 6 Metal Single (Clear) Yes 0.65 0.25 36.2 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 7 Metal Single (Clear) Yes 0.65 0.25 98.2 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed_ Wall Insulation 1 519.68 ft2 384 ft2 81 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH .000153 783.1 42.99 80.86 .13 3.0106 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COPA 12.3 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 12.3 kBtu/hr 2 sys#2 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16.524.4 kBtu/hr 732 cfm 0.75 1 sys#1 2 Central Unit Split SEER: 16.524.4 kBtu/hr 732 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas None 1 st Floor 0.59 55 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ftz DUCTS / ---- Supply --- ---- Return ---- Air CFM 25 CFM25 HVAC # V/ # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 195.1 ft 1st Floor 48.775 Prop. Leak Free 1 st Floor --- cfm 29.5 cfm 0.03 0.50 1 1 2 Attic 6 195.1 ft 2nd Floor 48.775 Prop. Leak Free 1st Floor --- cfm 29.0 cfm 0.03 0.50 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coo' In Jan Feb Mar Apr Jun Jul Aug Se [ j Oct Nov Dec Heating Jan Feb MarArI �X� MayJun Jul IMa rj rl Au rj Sep [ ] Oct Nov N Dec H Ventin (X Jan [ Feb Mar [ Apr May Jun Jul Aug Se [A Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 83 The lower the EnergyPerformance Index, the more efficient the home. 478 NE 92nd Street, North Miami Beach, FL, 33138 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Sgl, U=0.65 SHGC: SHGC=0.25 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Addition 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=5.0 2667.00 ft2 Single-family b. N/A R= ft2 1 c. N/A R= ft2 1(1) d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 983.00 ft2 1951 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 438.78Area ft2 a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 195.1 b. Sup: Attic, Ret: 2nd Floor, AH: 1st Floor 6 195.1 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 24.4 SEER:16.50 b. Central Unit 24.4 SEER:16.50 ft2 2.000 ft. 0.250 Insulation Area R=0.0 983.00 ft2 R=5.0 46.00 ft2 R= ft2 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat kBtu/hr Efficiency 12.3 COP:1.00 12.3 COP:1.00 14. Hot water systems - Replacement equipment a. Natural Gas Cap: 55 gallons EF: 0.59 b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Pstat ,VkiE Srq L3i;f7firr\`��u}`t4 *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 478 NE 92nd Street Permit Number: North Miami Beach , FL , 33138 MANDATORY REQUIREMENTS See individual code sections for full details. IX 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. IX R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. (X R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air IeakageLVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. IX R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)III ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) EX R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 '/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ N/AR403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. (X R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ❑ R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. y O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights �i R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. Q( R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Owner: Jurisdiction: 232900 Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. X Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. X Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. X The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and X framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. X Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside X and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently X attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or X unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled X by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. X Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be X air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in X exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air X barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or X air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be X sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Design Location: FL, Miami Jurisdiction: 232900 Duct Test Time: Post Construction Duct Leakage Test Results I CFM25 Duct Leakage Test Values Line System j Outside Duct Leakage I 1 I System 1 ! -.. _ cfm25(Out) I I 2 System 2 cfm25(Out) j 3 System 3 _ cfm25(Out) j 4 System 4 I _- _ - _ cfm25(Out) 5 Total House Sum lines 1-4 Duct System Leakage j Divide by (Total Conditioned Floor Area) — -- -- . (Qn,Out) i I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn Duct tightness shall be verified by specified on Form R405-2014. i testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. SIGNATURE: PRINTED NAME: O�gt1£ S1*41ip Ar Or} WE f4 DATE: j BUILDING OFFICIAL: DATE: 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 ,,,OR Miami Shores Village njt Building Department 10050 NE 2nd Ave. F<oR;oP Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained byCkMI 14 AM"S Winl'�o perform special inspector serv�e aja _under the Florida t Building Code 5th Edition (2014) and MiaAe- archde C unty Administrative Code at the A] TJ N t' project on the below listed structure as of (date). I am a registered itect/professionat engineer licensed in I to of tiorida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for-, l _ Trusses > 35 ft. long or 6 ft. high r , Steel Framing and Connections welded or bolted NOV 0 2012 Soil Compaction ' Precast Attachments Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. V_ 0 2. 3. 4. 'Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering: graduation from an architectural education program; successful completion of -the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building ode and, re in suWantNl af�ance with the approval plans. ,^Engineer/Architect Name Signed airid Spied VP"_ea_q06f1 Date: (� D& �� Address 310 G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 BY: JM DATE:11/21/17 SUBJECT:WHITE Res SHEET 1 OF2 CHECK BY:JM DATE11/2/17 Miami Shores, Florida RESPONSE BUILDING DEPARTMENT COMMENTS#1 CALCULATION TITLE SHEET Job Name: TWO STORY & GARAGE ADDITION Client: Mr. WHITE 478 NE 92 STREET. MIAMI SHORES, FL 33138 Job Type: RESIDENTIAL Building Code :.F.B.C.-2014-Sth Edition Building Dept: Miami Shores The undersigned hereby certifies that the enclosed structural 11 I I I I calculations were prepared either by myself or under my �irti, supervision. For the computer runs, if any, input was Rre)pa e Q and the output data analyzed and interpreted in fie ar e • • manner prior preparation of the construction ab ett�sfGNSE Q Therefore, I accept professional responsibility 4y % interpretation of any computer outputs. _ 969 O w — •,�O,cFSSII ONP��`�• J- `-aNSv (_ ��S �PN0� C- J, i/4�u%I, M�x3T-QSI"LC) C CA, +t1 -2'4 oa32 , �"�x . �b 2�y o�32 0 O Z n M m m M m_ Z n O M C� Z O rn m r- Z W C I m D�(j-t W1-Fl1L �• S ltc F � of CONCENTRICALLY LOADED SQUARE fy SPREAD FOOTINGS = 60,000 psi fc = 3,000 psi FACTORED SOIL BEARING CAPACITY 2,800 psf (SAFE BEARING CAPACITY 2,000 psf) FactoredS�Ef�V t c:G S 1 ZG Min. Size Thick- Col. Bars . Required Weight Volume of Column B ness Size Each Way Steel Area of Bars Concrete _ Capacity ^ 1 C� L. l (� (in.) (in.) (No. -Size) (sq: in.) 0.73 (pounds) 19 (cu. yd.). 0.6 0.8 (kips) 42 53 O l� 4'-0" 12 10 444' 4'-6" 5'-0" 12 12 10 10 544 445 0.83 0.90 27 38 0.9 66 V 5 e 5'-6" 12 10 545 1.06 52 1.1 79 r l' Y_y 6'4- 6'-6" 13 13 10 10 5-45 645 1.26 1.66 57 75 1.4 1.7 W 110 20 7'-0" 14 10 745 1.89 95 2.1 127 7'-6" 15 10 745 2.15 102 2.6 145 164 � 3 Y-t � C) 8'-0" 8'-6" 16 17 10 10 845 945 2.42 2.70 125 150 179 3.2 3.8 4.5 184 205 � 9'-0" 18 10 746 3.03 216 5.3 227 � , 9'-6" 19 10 846 3.34 10'-0" 10'4" 20 21 10 10 946 1046 3.67 4.01 257 300 6.2 7.1 250 274 11'-0" 21 10 847 4.70 343 7.8 301 11'-6" 22 10 947 5.07 405 9.0 327 12'-0" 12'-6" 23 24 10 10 1047 10-#7 5.46 5-86 491 491 11.2 11.6 354 1 `-C 13'-0" 25 10 1147 6.28 562 13.0 41 410 13'-6" 26 10 1247 6.70 638 14.6 439 14'-0" 14'-6" 26 27 11 11 1347 1447 7.43 7.88 717 801 15.7 17.5 472 504 15'-0" 28 11 1447 8.34 830 961 19.4 20.8 536 572 - 15'-6" 28 12 1248 9.20 !n� 16-0" 29 12 1348 9.69 1076 1111 22.9 25.2 605 640 16-6" 17'-0" 30 31 12 13 1348 1448 10.19 10.59 1234 27.7 675 17'-6" 31 13 15-48 11.61 1362 29.3 715 18'-0" 32 13 1648 1648 12.14 12.56 1495 1538 32.0 34.9 752 789 I ` f 18'-6" 33 14 Ux 19'-0" 19'-6" 34 34 14 14 1748 1549 13.11 14.30 1679 1938 37.9 39.9 827 871 G o IQ i t N \i O '� 20' 0" 35 15 1549 14.74 1989 43.2 1 910�o ' is W ^ 2 �- Notes: 1. Epoxy -coated bars of the same size and number may be used except where of bars); hooked an printed. or headed bars; In which case, use: smaller bars increased f,-', or larger footing. (with increased number footing dowels. �' A-f'. + t�=� x 2 r Z `�•� �.� 2. Reinforcing steel quantities do not include L�/QT) NvD'jS f-"6) Water and Sewer Off'r 0 PO Box 330316.3575 S. Lejeune Road M I A M I•DADE 4 ?C%% Miami, Florida 33233-0316 �..._.... _..... _...... T 305-665-7471 PROPOSED USAGE / 1202 SF ADDITION TO AN EXISTING 2 STORY 2260 SF SINGLE FAMILY RESIDENCE PER PLANS NO. OF UNITS: REPLACES: PREVIOUS 2260 SF SINGLE FAMILY RESIDENCE PER PTXA AND CCB#0091638275 USAGE / NO. OF UNITS: _ ..._ PROPERTY LEGAL: ... ..----- MIAMI SHORE S SEC 2 PB 10-37 LOT 3 & W1/2 LOT 2 BLK 49 FOLIO NUMBER: 11-3206 014-0020 GALLONS PER DAY INCREASE: 100 ........ _.. PROPOSED FLOW: 320 PREVIOUS SQUARE FOOTAGE: 2,260 ❑�/ NEW CONSTRUCTION PREVIOUS FLOW: 220 PROPOSED SQUARE FOOTAGE: 3 462 ❑ INTERIOR RENOVATION CRITICAL HABITAT _.._........_....._. ADOPTED FLOW: 0 ❑ ❑SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _3 INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. Deidra Lewis - New Business - Representative BY: SIGNATURE OF REPRESENTATIVE AUTHORIZED BY ; .......... ......... NEW BUSINESS COMMENTS: W CC'S $139.00 VF $30.00 WSC $90.00 1INCH SNGLE SVC $110.20 PERMIT FEE $107.10 TOTAL DUE $476.30 "SIR INSTALLATION TAKES APPROX 8-12 WEEKS THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _ -_ INCH SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: ONE HUNDRED [100] GALLONS PER DAY GREASE. Deidra Lewis -- New Business BY: Representative SIGNATURE OF REPR ENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM) or DOH Onsite Sewer Treatment & Disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: ROBERT COMES Printed On: 9/22/2017 NB: Deidra Lewis CONTACT PHONE: (786) 406-2488 {� 10:11:16 AM PR: AUTHORIZED BY: lmi Process Number: M2017013729-0 Folio: 1132060140020 Fee Payer: CHRISTINA WHITE 478 NE 92 STREET Department of Regulatory and Economic Resources Impact Fee Receipt Batch: Site Address: 478 NE 92 ST Collection Date: 09/29/2017 Collection Number: 120982 RECEIVED OCT 04Z017 MIAMI SHORES, FL 33138 Fee Type Dist Category ;Cat Category Description i Units Fee Extended Deferral ; Deferral ld Code gSufix Amount Amount 'Admm �. ,AREA ' 1 �5002 00 UNIT SIZE (SQ FT) 1,540 00 $0.92 $1,413.72 i Total: t $1,413.72' f I Deferred Amount 3 j + Deferred Admin : Total Amount Due. $1,413.72 Paid Check: $1,413.72 Paid Cash: $0.00 Paid Credit: $0.00 Paid Convenience Fee: $0.00 Total Paid : S1,413.72 Report run on: September 29, 2017 01:38 PM Page 1 of 1 \ IORF 4\ �td� 6 10050 N.E. SECOND AVE. NIIAP S ___,-•,,. ti SHORE.,. FLORIDA 33I3S 2382 Tel( -Phone: (305) 795-2207 Fax: (305) 756-89 7 2 DAVID A. DACQUISTO, AICP PLANNING & ZONI%l � Rl cTo:: DEVELOPMENT ORDER File Number: PZ-3-17-20171 1 Property Address: 478 NE 92nd Street Property Owner/Applicant: Thomas White and Christina White Address: 478 NE 92n' Street, Miami Shores, FL 33138 Agent: Victor Bruce Address: 370 NE 101" Street, Miami Shores, FL 33138 !9 Whereas. the applicant Thomas White and Christina White (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pur'Suant to Articles IV. V and VI of Appendix A Zoning, See, 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One and two-story- addition. Whereas, a public hearing was held on April 27, 2017 and the Board, after having considered the application and after hearing testimony and revicwing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores V i I lape. 2. `l-he conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. 1) The Board requires that all further development of the property- shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval. V 2) Applicant to apply for and obtain all required building permits from the building department for work started or completed without building permits. Pace 1 of 3 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies before beginning work. 5) An erosion and sedimentation plan subject to review and approval by the building official is required and must be submitted to the building official with the building permit application. Properly installed soil erosion measures (silt fences, straw barriers. etc.) and anti-trackin; area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) The applicant shall provide an architect or en(yineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 7) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director, Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning, and Zoning Board. 8) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 9) The applicant shall repair and maintain the onsite drainage system in accordance 4vith the approved drainage plan except that major changes shall require Planning and Zoning Board approval as stated in Condition �7. 10) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources; Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 1 1)_<lpplicant to meet all applicable code provisions at the time of permitting. 1.2) Applicant to complete a covenant in the form of a "Declaration of Use" assuring the property is used only for a single family purpose, record the covenant With the Miami -Dade County Recorder and provide the planning director with a copy of the recorded document prior to the final inspection by the Building Official. 13) This zoning permit writ] lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development Pace 2 of-, order by the board chair, or if the work: authorized bv- it is suspended or abandoned for a period of at least one (l) year. The application with conditions was passed and adopted this 27th day of April, 2017 by the Planning and Zoning Board as follows: Mr. Snow Yes Mr. Busta Yes Ms. Heeedus Yes Mr. Diaz Yes Chairman Fernandez Yes i Date )&d M. Fernandez irman. Plaimillo BI Page 3 of", FORM R405-2014 - ;zc %"=I 1W lexAq RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include E� This checklist C A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). 6 Energy Performance Level (EPL) Display Card (one page) 6 Mandatory Requirements(three pages) Required prior to CO for the Performance Method: 6 Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) p N/A A completed Envelope Leakage Test Report(usually one page) E If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 6/4/2017 11:30:05 PM RECEIVED Page 1 of 1 JUN 0 9 2017 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Owner: Jurisdiction: 232900 Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing Addition 9. Wall Types (2667.0 sqft.) Concrete Block Int Insul, Exterior Insulation Area �2667.00 2. Single family or multiple family Single-family a. - R=5.0 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms(Bedrms In Addition) 1(1) d. N/A R= ft2 10. Ceiling Types (983.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 /' 983.00 ft2 6. Conditioned Floor area above grade (ft2) 1951 b. N/A R= ftZ Conditioned floor area below grade (ftZ) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(438.8 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 195.1 a. U-Factor: Sgl, U=0.65 438.78 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 1st Floor 6 195.1 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 24.4 SEER:16.50 b. Central Unit 24.4 SEER:16.50 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 12.3 COP:1.00 SHGC: b. Electric Strip Heat 12.3 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems - Replacement equipment a. Natural Gas Cap: 55 gallons 8. Floor Types (1029.0 sqft.) Insulation Area EF: 0.590 a. Slab -On -Grade Edge Insulation R=0.0 983.00 ft2 b. Conservation features b. Floor over Garage R=5.0 46.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.225 Total Proposed Modified Loads: 68.67 PASS Total Baseline Loads: 82.70 I hereby certify that t spec`fte tiz3S ootie�edfi �•� #!, Review of the plans and CF1B 3rA1 this calculation are c Witch ;orioi'E?ieir�y� `7 specifications covered by this v�. ,�0� Code. 6 G calculation indicates compliance �` <,, o � { I" Cer4' With the Florida Energy Code. tpta , •'Edwin PREPARE BY: x_ 86-05-7 Before construction is completed �- DATE: � � _ _ Z this building will be inspected for 0 1 ,1, ,b TATEF compliance with Section 553.908 ` I hereby certify that this building, as dt�si'VN. s In) cOmpl's p � Florida Statutes. r �j.0 Jg with the Florida Energy Code. E= `° •....• �}�,+ OD WE f� �fr$#f7a;.t��°°��a___ OWNER/AGENT: BUILDING OFFICIAL: - DATE: DATE: - - . - - -- - - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. - Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software R E C E PPa�g:eQof 4 JUN 0 91017 FORM R405-2014 PROJECT Title: White Residence Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 1951 Lot # Owner: Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 478 NE 92nd Street Permit Office: North Miami Beach Cross Ventilation: County: Miami -Dade Jurisdiction: 232900 Whole House Fan: City, State, Zip: North Miami Beach , Family Type: Single-family FL , 33138 New/Existing: Addition Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Block1 983 7864 2 Block2 968 7744 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 983 7864 No 2 1 Yes Yes Yes 2 2nd Floor 968 7744 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1 st Floor 160 ft 0 983 ft2 ---- 0 0 1 2 Floor over Garage 2nd Floor ---- ---- 46 ft2 5 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 1065 ft2 204 ft2 Medium 0.85 No 0.9 No 0 22.6 ATTIC / b # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 983 ft2 N N RECEIVED 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software JUN 0 9 101/Page 2 of 4 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 30 Blown 983 ft2 0.11 Wood WALLS # Ornt Adjacent . To Wall. Type . _ _ ._ . _ _. _ _ _ Space Cavity Width Height R-Value. Ft In .. Ft . In _ Area Sheathing Framing Solar Below R-Value. Fraction-_ Absor._ Grade% 1 S Exterior Concrete Block - Int Insul 1 st Floor 5 47.7 10 477.0 ft2 0 0.75 0 2 E Exterior Concrete Block - Int Insul 1st Floor 5 35.4 10 354.0 ft2 0 0.75 0 3 W Exterior Concrete Block - Int Insul 1 st Floor 5 35.4 10 354.0 ft2 0 0.75 0 4 N Exterior Concrete Block - Int Insul2nd Floor 5 43.8 10 438.0 ft2 0 0.75 0 5 E Exterior Concrete Block - Int Insul2nd Floor 5 30.3 10 303.0 ft2 0 0.75 0 6 W Exterior Concrete Block - Int Insul2nd Floor 5 30.3 10 303.0 ft2 0 0.75 0 7 S Exterior Concrete Block - Int Insul2nd Floor 5 43.8 10 438.0 ft2 0 0.75 0 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Ornt ID Frame Panes _N_FRC U-Factor SHGC Area Overhang Depth Separation Int Shade Screening 1 S 1 Metal Single (Clear) Yes 0.65 0.25 79.7 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 2 E 2 Metal Single (Clear) Yes 0.65 0.25 101.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 3 W 3 Metal Single (Clear) Yes 0.65 0.25 36.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 4 N 4 Metal Single (Clear) Yes 0.65 0.25 69.1 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 5 E 5 Metal Single (Clear) Yes 0.65 0.25 18.0 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 6 W 6 Metal Single (Clear) Yes 0.65 0.25 36.2 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 7 Metal Single (Clear) Yes 0.65 0.25 98.2 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 519.68 ft2 384 ft2 81 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH .000153 783.1 42.99 80.86 .13 3.0106 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 12.3 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 12.3 kBtu/hr 2 sys#2 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software R E C E I EPage 3 of 4 J U N 0 9 2017 FORM R405-2014 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16.524.4 kBtu/hr 732 cfm 0.75 1 sys#1 2 Central Unit Split SEER: 16.524.4 kBtu/hr 732 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas None 1 st Floor 0.59 55 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ftz DUCTS ---- Supply ---- ---- Return ---- Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 195.1 ft 1st Floor 48.775 Prop. Leak Free 1 st Floor --- cfm 29.5 cfm 0.03 0.50 1 1 2 Attic 6 195.1 ft 2nd Floor 48.775 Prop. Leak Free 1 st Floor --- cfm 29.0 cfm 0.03 0.50 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Conlin r[ ]Jan [ Feb j Mar A r Ma Jun Jut Au Se [[ j Oct [ ]Nov j j Dec Heating X] Jan X Feb XMar Apr �Xj I Ma� Jun Jul rj rl Au rj Sep j j �X� Oct (Xl Nov (Xj Dec Ventin [ ] Jan [[ Feb [[X Mar Apr May Jun Jul Aug Se [[X] Oct [X] Nov [ j Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 RECEIVED 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software JUN 0 ga7ftl►of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 83 The lower the EnergyPerformance Index, the more efficient the home. 478 NE 92nd Street, North Miami Beach, FL, 33138 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Sgl, U=0.65 SHGC: SHGC=0.25 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Addition 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=5.0 2667.00 ft2 b. N/A R= ft2 1 c. N/A R= ft2 1(1) d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 983.00 ft2 1951 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 438.78 ft2 a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 195.1 b. Sup: Attic, Ret: 2nd Floor, AH: 1st Floor 6 195.1 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 24.4 SEER:16.50 b. Central Unit 24.4 SEER:16.50 IM 2.000 ft. 0.250 Insulation Area R=0.0 983.00 ft2 R=5.0 46.00 ft2 R= ft2 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat kBtu/hr Efficiency 12.3 COP:1.00 12.3 COP:1.00 14. Hot water systems - Replacement equipment Cap: 55 gallons a. Natural Gas EF: 0.59 b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Pstat `Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "`Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 RECEIVED JUN 0 9 7017 00:7A4311101 WITIE Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 478 NE 92nd Street Permit Number: North Miami Beach , FL , 33138 MANDATORY REQUIREMENTS See individual code sections for full details. IX 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. (X R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMANVDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. IX R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 14 R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 -Section R405.4.1 Com Page 1 0 ' V G D JUN 0 9 2017 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) IX R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 '/� inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ N/AR403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. .I(g R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. RECEIVED 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com jgtt p Qs 1C E I V E Z.: JUN 09 2017 L C C IN g,l FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403 6 1 1 Cooling equipment capacity (continued) The published value for AHRI total capacity is a nominal rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A tesi report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. Y 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights Y� R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. Q( R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed•deck ahii ear type or concrete deck roofs do not have sufficent space, R-10 is allowed. R r_ � L t d 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Rf�e 311 Iny JUN 0 9 Loll FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Owner: Jurisdiction: 232900 Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. X Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. X Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. X The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and X framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. X Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside X and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently X attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or X unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled X by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. X Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be X air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in X exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air X barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or X air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be X sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software PIE �P�agee, I b� 1— JUN 0 9 N17 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: White Residence Builder Name: . Street: 478 NE 92nd Street Permit Office: North Miami Beach City, State, Zip: North Miami Beach , FL , 33138 Permit Number: Design Location: FL, Miami Jurisdiction: 232900 Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 � ' System 1 _ cfm25(Out) 2 System 2 I cfm25(Out) r--- - -Sy --- - -- - -- .... - - - - 3 System 3 cfm25(Out) I 4 ! System 4 _ -_ _ - cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by - Leakage I I (Total Conditioned Floor Area) I I _ - ' - (Qn,Out) I j I i I certify the tested duct leakage to outside, Qn, is ST Duct tightness shall be verified by •�2 not greater than the proposed duct leakage Qn 01 ,,�„ specified on Form R405-2014. testing to Section 803 of the RESNET� Standards by an energy rater certified in f„ a t�trt i t 3 accordance with Section 553.99, Florida Statutes. 04 C7 SIGNATURE: a 3 i PRINTED NAME:WF Cpa�� DATE: BUILDING OFFICIAL: DATE: 6/4/2017 11:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 1UN 0 9 7017 RC iw�-isuq Residence Addition 0. G�E•N ,3 No 69808 -0 : [r �'. S E O F� �` Edwin Cerna, PE 06-02-2017 Location Building owner Program user Company Comments By Dataset name Calculation time TRACE® 700 version Location Latitude Longitude Time Zone Elevation Barometric pressure Air density Air specific heat Density -specific heat product Latent heat factor Enthalpy factor Summer design dry bulb Summer design wet bulb Winter design dry bulb Summer clearness number Winter clearness number Summer ground reflectance Winter ground reflectance Carbon Dioxide Level Design simulation period Cooling load methodology Heating load methodology Miami, FL EC EC Y:ITRACE 700 Projects\EC ENG117-019 White Res.trc 07:24 PM on 06/04/2017 6.3.1 Miami, Florida 25.0 deg 80.0 deg 5 7 ft 29.9 in. Hg 0.0760 0.2444 1.1151 4,908.6 4.5619 91.0 78.2 47.0 0.95 0.95 0.20 0.20 Ib/cu ft Btu/lb-OF Btu/h•cfm•°F Btu•min/h•cu ft Ib•min/hr•cu ft OF OF OF 400 ppm January - December TETD-TA1 UATD 7n0 .on+omn o-onT n1 •n•iva. LU U Ui of Room Checksums By EC AH U-1 LLJ LU U . 11 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Q'-' Peaked at Time: Mo/Hr: 8 / 15 Mo/Hr: 7 / 18 Mo/Hr: Heating Design Cooling Heating Outside Air: OADB/WB/HR: 91 / 78 / 125 OADB: 88 OADB: 47 SADB 54.0 75.5 Ra Plenum 77.1 68.8 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 77.1 68.8 Sens. + Lat. Sens. + Lat Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 77.1 68.8 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h ("/o) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 4,953 4,953 11 0 0 Roof Cond 0 -1,937 16.10 Glass Solar 8,775 0 8,775 19 8,974 24 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,326 0 2,326 5 2,117 6 Glass/Door Cond -3,763 -3,763 31.27 Wall Cond 2,707 809 3,516 7 3,519 9 Wall Cond -2,992 -3,933 32.68 Cooling in Heating Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 0 1,600 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1,600 1,600 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,600 1,600 Infiltration 6,499 6,499 14 1,410 4 Infiltration -2,534 -2,534 21.06 Sec Fan 0 0 Sub Total =_> 20,306 5,762 26,069 56 16,020 43 Sub Total =_> -9,289 -12,167 101.10 Nom Vent 0 0 Internal Loads Internal Loads AHU Vent Infil 0 99 0 99 Lights 10,118 0 10,118 22 10,118 27 Lights 0 0 0.00 MinStop/Rh 0 0 People 1,400 0 1,400 3 980 3 People 0 0 0.00 Return 1,699 1,699 Misc 9,556 0 9,556 20 9,556 25 Misc 0 0 0.00 Exhaust 99 99 Sub Total =_> 21,074 0 21,074 45 20,654 55 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 970 -970 0 0 875 2 Ceiling Load -572 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 134 -1.12 ENGINEERING CKS Exhaust Heat -228 -228 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -2 0.01 cfm/ft2 1.08 1.08 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfm/ton 409.25 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft2/ton 379.13 Btulhr•ft2 31.65 -8.12 Grand Total =_> 42,351 4,564 46,915 100.00 37,550 100.00 Grand Total ==> -9,861 -12,034 100.00 No. People 4 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR Gross Total Glass CapacityCoil Airflow Ent Lvg ton MBh MBh cfm OF OF gr/lb OF OF gr/lb ft2 (%) MBh cfm OF OF Main Clg 3.9 46.9 41.8 1,600 77.161.4 56.3 54.0 51.0 51.1 Floor 1,482 Main Htg -12.0 1,600 68.8 75.5 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFI 0 Total 3.9 46.9 Roof Roof 1,482 0 0 Humidif 0.0 0 0.0 0.0 Wall 1,256 248 20 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -12.0 Project Name: Residence Addition Dataset Name: 17-019 White Res.trc TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Alternative - 1 System Checksums Report Page 1 of 3 Room Checksums By EC LL AHU-2 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK 1 TEMPERATURES C: Peaked at Time: Mo/Hr: 9 / 13 Mo/Hr: 9 / 13 Mo/Hr: Heating Design Cooling Heating Outside Air: OADB/WB/HR: 88 / 75 / 108 OADB: 88 OADB: 47 SADB 50.2 78.5t Ra Plenum 76.6 68.8 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.6 68.8 Sens. + Lat. Sens. + Lat Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 76.6 68.8 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 0 0 0 0 0 Roof Cond 0 0 0.00 Glass Solar 8,851 0 8,851 37 8,851 40 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 1,534 0 1,534 6 1,534 7 Glass/Door Cond -3,292 -3,292 38.01 Cooling Heating Wall Cond 2,137 627 2,764 11 2,137 10 Wall Cond -2,890 -3,777 43.62 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 800 800 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 800 800 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 800 800 Infiltration 2,236 2,236 9 580 3 Infiltration -1,012 -1,012 11.68 Sec Fan 0 0 Sub Total =_> 14,758 627 15,385 64 13,102 59 Sub Total =_> -7,193 -8,081 93.30 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 39 39 Lights 5,048 0 5,048 21 5,048 23 Lights 0 0 0.00 MinStop/Rh 0 0 People 1,050 0 1,050 4 735 3 People 0 0 0.00 Return 839 839 Misc 2,730 0 2,730 11 2,730 12 Misc 0 0 0.00 Exhaust 39 39 Sub Total =_> 8,828 0 8,828 37 8,513 38 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 504 -504 0 0 504 2 Ceiling Load -380 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 54 -0.62 ENGINEERING CKS Exhaust Heat -71 -71 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -633 7.31 cfm/ft' 0.81 0.81 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfm/ton 397.65 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft'/ton 490.08 Btu/heft' 24.49 -8.78 Grand Total =_> 24,091 52 24,142 100.00 22,119 100.00 Grand Total ==> -7,574 -8,660 100.00 No. People 3 COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR ton MBh MBh cfm °F °F gr/lb °F °F gr/lb Main Clg 2.0 24.1 22.2 800 76.6 59.5 48.6 50.2 48.3 47.3 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total 2.0 24.1 AREAS Gross Total Glass W (%) Floor 986 Part 0 Int Door 0 ExFlr 0 Roof 0 0 0 Wall 1,185 217 18 Ext Door 0 0 0 HEATING COIL SELECTION CapacityCoil Airflow Ent MBh cfm °F i Htg -8.7 800 68.8 Htg 0.0 0 0.0 seat 0.0 0 0.0 iidif 0.0 0 0.0 Vent 0.0 0 0.0 it -8.7 Project Name: Residence Addition TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Dataset Name: 17-019 White Res.trc Alternative - 1 System Checksums Report Page 2 of 3 `^ N a:I 0 a AH U-3 Room Checksums w N By EC - rn LLJ COOLING COIL PEAK Peaked at Time: Mo/Hr: 9 / 17 Outside Air: OADB/WB/HR: 88 / 76 / 115 Space Plenum Net Percent Sens. + Lat. Sens. + Lat Total Of Total Btu/h Btu/h Btu/h (%) Envelope Loads Skylite Solar 0 0 0 0 Skylite Cond 0 0 0 0 Roof Cond 0 1,988 1,988 9 CLG SPACE PEAK Mo/Hr: 11 / 16 OADB: 82 Space Percent Sensible Of Total Btu/h (%) 0 0 0 0 0 0 Envelope Loads Skylite Solar Skylite Cond Roof Cond HEATING COIL PEAK Mo/Hr: Heating Design OADB: 47 Space Peak Coil Peak Percent Space Sens Tot Sens Of Total Btu/h Btu/h (%) 0 0 0.00 0 0 0.00 0 -1,003 11.19 TEMPERATU gS 2�3 Cooling Heating SADB 52.3 78.8 Ra Plenum 76.9 68.8 Return 76.9 68.8 Ret/OA 76.9 68.8 Fn MtrTD 0.0 0.0 Fn BIdTD 0.0 0.0 Fn Frict 0.0 0.0 Glass Solar 6,741 0 6,741 29 9,651 48 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 1,860 0 1,860 8 896 4 Glass/Door Cond -3,364 -3,364 37.52 Wall Cond 4,072 1,157 5,229 22 2,663 13 Wall Cond -3,811 -4,920 54.88 Cooling Cooling Heating Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 800 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 800 800 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 800 800 Infiltration 820 820 4 102 1 Infiltration -331 -331 3.69 Sec Fan 0 0 Sub Total =_> 13,493 3,145 16,638 71 13,311 66 Sub Total =_> -7,505 -9,618 107.28 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 13 13 Lights 3,631 0 3,631 16 3,631 18 Lights 0 0 0.00 MinStop/Rh 0 0 People 700 0 700 3 490 2 People 0 0 0.00 Return 813 813 Misc 2,389 0 2,389 10 2,389 12 Misc 0 0 0.00 Exhaust 13 13 Sub Total =_> 6,720 0 6,720 29 6,510 32 Sub Total =_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 570 -570 0 0 405 2 Ceiling Load -373 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid. Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 18 -0.20 ENGINEERING CKS Exhaust Heat -27 -27 0 OA Preheat Diff. 0 0.00 Sup. Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret. Fan Heat 0 0 0 Additional Reheat 0 0.00 % OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat 635 -7.09 cfm/ft' 0.83 0.83 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfm/ton 411.46 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft'/ton 497.46 Btu/heft' 24.12 -9.27 Grand Total =_> 20,784 2,548 23,331 100.00 20,227 100.00 Grand Total ==> -7,879 -8,965 100.00 No. People 2 COOLING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DB/WB/HR Leave DB/WB/HR ton MBh MBh cfm °F °F gr/lb °F °F gr/lb Main Clg 1.9 23.3 22.5 800 76.9 59.0 46.0 52.3 48.1 43.2 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total 1.9 23.3 AREAS Gross Total Glass ft' (%) Floor 967 Part 0 Int Door 0 ExFlr 0 Roof 967 0 0 Wall 1,482 221 15 Ext Door 0 0 0 HEATING COIL SELECTION CapacityCoil Airflow Ent Lvg MBh cfm °F °F in Htg -9.0 800 68.8 78.8 K Htg 0.0 0 0.0 0.0 cheat 0.0 0 0.0 0.0 midif 0.0 0 0.0 0.0 t Vent 0.0 0 0.0 0.0 W -9.0 Project Name: Residence Addition TRACE® 700 v6.3.1 calculated at 07:24 PM on 06/04/2017 Dataset Name: 17-019 White Res.trc Alternative - 1 System Checksums Report Page 3 of 3 LU LbJ 5x°RFS Miami Shores Village ='m Building Department _� 10050 NE 2nd Ave. <0R`� Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by V1 to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami ade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itectlprofessional engineer licensed in the State of Florida. �- Process Number: Z Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014)_— �r'�`�✓`�1d Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high ® 017 _ Steel Framing and Connections welded or bolted. _Soil Compaction _ Precast Attachments _ Roofing Applications; Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* // I 1. Nt��iJ w_ �2. 3. 4. 'Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; aduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed in' ection log form and a sealed statement indicating that, to the best of my knowledge, belief and ofessional judgment tho ke portions of the project outlined above meet the intent of the Florida Building de ank�arc in subAantia rdance with the approval plans. Signed Date: , Engineer/Architect Name \Aq4 J' Print Address 31D NF lalmut ,e, g31� Miami Shores Village Ems" Building Department 10050 NE 2nd Ave. ti4�„s "<oAmp Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMF.,NT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by V I G16� to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami �Dade County Administrative Code at the ( project on the below listed structure as of -A-fll - l / (date). I am a registered arch itect/professionaaI engineer licensed in the State of Florida. Process Number: Z Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) -V if2, y _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for AUG 07 2017 _ Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection-:- 5N 1. TADrAr rL& 2. �. 4. 'Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or Iicensure to perform the duties assign by Special Inspector_ The qualifications shall include Iicensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination: or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a scaled statement indicating that, to the best of my knowledge, beliel' and fessional judgment t Nose portions of the project outlined above meet the intent of the Florida Building rde andmre in su tant cordance with the approval plans. 1 1 Engineer/Architect Name V1 Lf(� J Signed and Scale Print Date: \1 Address 3-7o No lDl st �WW R+m1 s Ww Ifs 531VP G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 BY: JM DATE:5/31/17 SUBJECT:WHITE Res CHECK BY:JM DATE5/31/17 Miami Shores, Florida 14c t7; �-115&Aq CALCULATION TITLE SHEET SHEET 1 OF145 .lob Name: TWO STORY & GARAGE ADDITION Client: Mr. WHITE 478 NE 92 STRE _. MIAMI SHORES, FL ,lb-11196 Job Type: : RESIDENTIAL Yp � Building Code :.F.B.C.-2014-5th Edition Building Dept: Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct supervision. For the computer runs, if any, input was prepared and the output data analyzed and interpreted in the a�W O N manner prior preparation of the construction d nts.' • . ' �S i Therefore, I accept professional responsibility • e '\'kny�-N SE interpretation of any computer outputs. 0 No.69969 tj %sS/0NA4 E'tEIVE® JUN 0 9 2017 G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 INDEX .J!- WIND PRESSURES FOR C&C 2 to 11 DESIGN MASONRY WALL 12 to 17 'III DESIGN CONC BMS 18 to 99 �IV DESIGN CONC. COLS 100 to141 V DESIGN STL COL BASE PL 142 to145 .MON.I�c''' ' 69969 No. * _ _ * cif - 'fl _� btu �O'• S TG�o^ '"""' JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 WIND LOADS PER ASCE7-10 EXPOSURE :C Roof angle: (7Deg.) < 0 < = (27 deg ) Roof angle: slope:— —5 0 := atan(slope) 0 = 16.26-dea rn,12 V := 175 mph Mean hight h := 22ft Importance Factor := 1.00 Topographic Factor Kzt := 1.0 Velocity pressure Exposure 2 2 h a 15 0` ft Kz := if (h < 15ft), 2.01-� ZQ/ 2.01 Zg Wind Directionality Factor Kd := 1.0 Basic Velocity Pressure qh := 10.00256.Kz-Kzt.Kd•(V)2-I]-psf qh = 72.14-psf Job: WHITE HOUSE Sheet No: 1 of Calc. by: JM Date:06/01/17 Checked by :JM Date:06/01/17 Kz = 0.92 Za:= 900 JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 "Wood lack trusses" zone : 1 Negative and without overhan (lOft)` � Aj := Aj = 33.333 ft- 3 Gcp := Gcp 0.5 if Aj <_ IOft2 -1.0 + 0.100 log A� if lOft2 <- Aj <- 100ft2 ft2 0.3 if Aj > 100ft2 _ -0.848 Gcpi := -0.18 Job -white Sheet No: 3 of Calc. by: JM 15ate:03/14M7 Checked by :JM Date:03/14/17 Plj := [gh•[Gcp - (-Gcpi)] + 1Opsf]•0.6 Plj=-38.484•psf (net wind pressure) zone2 : Negative without overhang Gcp_:= -1.7 if Aj <- loft` -2.200 + 0.50•log A� if loft 2 <- Aj 5 100ft2 ft2 -1.2 if Aj > 100ft2 Gcp = -1.439 P2j := [gh•[Gcp - (-Gcpi)] + I0psf]•0.6 zone3 : Negative without overhang "jCp Gcpi:= -0.18 P2j =-64.059•psf (net wind pressure) I -2.6 if Aj <- 10ft- -3.200 + 0.60•log A� if loft <- Aj <- 100ft2 ft2 -2 if Aj > 100ft2 GTN:= -0.18 JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 Gcp = —2.286 P3j := [gh•[Gcp — (—Gcpi)] + IOpsf]•0.6 zone2 : Negative with overhang —0.18 G = —21 for all : Aj ,P2 -.= [gh•[Gcp — (—Gcpi)] + 10psf]•0.6 zone3 : Negative with overhang —0.18 Gam:= —3.7 if Aj <— I011- -4.9 + 1.2 log(.Lj� if ]Oft 2 <— Aj <_ 100ft` ft2 —2.5 if Aj > 100ft Gcp = —3.073 Job:white Sheet No:Ij of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 P3j=-100.751•psf (net wind pressure) P2j=-97.017•psf (net wind pressure) P3j:= [gh•[Gcp — (—Gcpi)] + IOpsf]•0.6 P3j =—134.785•psf (net wind pressure) JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 Trusses & Girders over 17.3 ft long. Ag := 100ft2 zone : 1 Negative and without overhang Gcp.:= Gcpi := -0.18 Gc := -0.18 0.5 if Ag <- IOft ` -1.0 + 0.100•log Ag if loft <- Ag <- I00ft2 ft2 0.3 if Ag > I OOft` Gcp = -0.8 P 1 g := [qh• [Gcp - (-Gcpi)] + 1 Opsf] •0.6 zone2 : Negative without overhang Job:white Sheet No: -5 of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 PIg=-36.419•psf (net wind pressure) -1.7 if Ag <- 10ft2 -2.200 + 0.50-log Ag if I Oft <- Ag <- 100ft2 ft2 -1.2 if Ag > 100ft2 Gcp = -1.2 P2g:= [gh•[Gcp - (-Gcpi)] + 10psf]•0.6 G,pi:= -0.18 P2g =-53.733•psf (net wind pressure) zone3 : Negative without overhang Ggi:= -0.18 JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 GcM= —2.6 if Ag <— IOft ` —3.200 + 0.60•log Ag if IOft2 <— Aj <— IOOft2 ft2 —2 if Ag > I 00ft2 Gcp = —2 P3g:= [gh•[Gcp — (—Gcpi)] + IOpsfj.0.6 P3g =—88.36•psf (net wind pressure) zone2 : Negative with overhang 18 Gc :_ —2. for all : Ag P2e := [qh• [Gcp — (—Gcpi)] + I Opsf] •0.6 zone3 : Negative with overhang 2 ,XA= —3.7 if Ag <— IOft - -4.9 + 1.2•log Li if IOft 2 <— Ag <— IOOft2 ft2 —2.5 if Ag > 100ft2 Gcp = —3.073 Job:white Sheet No: '. of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 P2g =—97.017•psf ( net wind pressure) Pam&.= [gh•[Gcp—(—Gcpi)]+ IOpsf]•0.6 P3g=-134.785•psf (net wind pressure) JUN 0 9 2017 g2 consulting group,inc Job:white joaquin montesino, p.e Sheet No: - of 9725 sw 4 terr miami fl 33174 Calc. by: JM Date:03/14/17 lic # 69969 CA 25882 Checked by :JM Date:03/14/17 Wall Pressure for building h<60ft ROOF = 20'-2" Negative :zone4 (9ft)` 2 A := A = 2-7 ft 3 Gcp4 :=—1.2766 + 0.1766•log A Gcp4 = —1.024 ft` p4 := gh•[Gcp4 — (—Gcpi)]•0.6 P4 =—52.107•psf Negative : zone5 Gcp5 :=—1.7532 + 0.3532•log A Gcps = —1.248 ft2 ps := gh•[Gcps — (—Gcpi)]•0.6 P5 =—61.795•psf positive :zone4 & zone5 9ft 3 Gcp4 5 := 1.1766 — 0.1766• log Gcp4 5 = 0.924 ft P4.5 := gh•[Gcp4 5 + (-Gcpi)]•0.6 P4.5 = 47.778-psf JUN 0 9 2017 g2 consulting group,inc Job:white joaquin montesino, p.e Sheet No: Ic of 9725 sw 4 terr miami fl 33174 Calc. by: JM Date:03/14/17 lic # 69969 CA 25882 Checked by :JM Date:03/14/17 Wall Pressure for building h<60ft SECOND FLOOR = 11'-2 Negative :zone4 A = (11 ft)` A = 40.333 112 3 Gc k:=—1.2766 + 0.1766•log A Gcp4 = —0.993 ft2 P,4 := gh•[Gcp4 — (—Gcpi)]•0.6 p4 =—50.774•psf Negative : zone5 Gcp, :=—1.7532 + 0.3532•log� 2� Gcp� = —1.186 ft p := qh �GcpS — (—Gcpi)]•0.6 p5 =—59.13•psf positive :zone4 & zone5 A :_ (11 ft)- A = 40.333 rt 3 Gip := 1.1766 — 0.1766 log 2 Gcp4 5 = 0.893 ft gh•[Gcp4 5 + (—Gcpi)]•0.6 p4.5 = 46.446•psf JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 Door Pressures for building h<60ft Negative :zone4 A := 2 I ft2 Gq4 :=-1.2766 + 0.1766•log A Gcp4 = -1.043 ft` pA:= gh•Gcp4 - (-Gcpi)]•0.6 P4 =-52.941•psf Negative : zone5 Gcpa,:=-1.7532 + 0.3532•log A— GcP5 = -1.286 ft2 ,p,,5:= gh•[Gcp5 - (-Gcpi)1•0.6 P5 =-63.463•psf positive :zone4 & zone5 A := 21 ft2 GcP4.�,:= 1.1766 - 0.1766•log A— Gcp4 5 = 0.943 , rt ,p4,5,.,;= gh•[Gcp4.5 + (-Gcpi)� 0.6 P4.5 = 48.613•psf Job:white Sheet No: 9 of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 JUN 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 window Pressures for building h<60ft Negative :zone4 A := 1 Oft` -1.2766 + 0.1766•log A— Gcp4 = -1.1 ft` R,%,:= gh•IGcP4 - (-Gcpi)]•0.6 P4 =-55.404•psf Negative : zone5 GcpS :=-1.7532 + 0.3532•log A— Gcp5 = -1.4 ft` , ,4:= gh•[Gcp5 - (-Gcpi)]•0.6 P5 =-68.39•psf positive :zone4 & zone5 A := 10ft- G�:= 1.1766 - 0.1766•log A— GcP4 5 = 1 ft` ;= gh•[Gcp4 5 + (-Gcpi)� 0.6 p4 5 = 51.076 psf Job:white Sheet No: if: of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 J U N 0 9 2017 g2 consulting group,inc joaquin montesino, p.e 9725 sw 4 terr miami fl 33174 lic # 69969 CA 25882 Door Pressures for building h<60ft Negative :zone4 A := 24ft- A GARAGE Gcpa,:=-1.2766 + 0.1766•log� Gcp4 = -1.033 ft p,4:= gh•[Gcp4 - (-Gcpi)1•0.6 p4 =-52.498•psf Negative : zone5 GcpS :_-1.7532 + 0.3532•log A— Gcp5 = -1.266 ft2 := gh•IGcp5 - (-Gcpi)1•0.6 p5 =-62.577•psf positive :zone4 S zone5 A := 24112 A Gcp,� , := 1.1766 - 0.1766 log — Gcp4 5 = 0.933 ft2 p4 s := gh•[Gcp4 5 + (-Gcpi)� 0.6 p4 5 = 48.169•psf Job:white Sheet No: 11 of Calc. by: JM Date:03/14/17 Checked by :JM Date:03/14/17 JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: WHITE HOUSE Sheet No: 1 L of Calc by:L Date:06/01/17 Checked by:jm Date:06/01/17 COMBINED AXIAL LOAD & BENDING COMPRESSION FOR MASONRY WALL: VERTICAL LOADS: Wall first floor: level : 11'-2" DEAD LOADS: ASCE7 — 10 DL := 18201bf ZONE4 P,, := 50.8psf 8 " cmu TRY: MASONRY WALL PARTIALLY LIVE LOADS: GROUTED # 6 @ 32" LL := 3801bf Maximun Calculated Axial Loads: P := DL + LL P = 2200•lbf Calculated Axial Stress: fa : _ P An := 2-1.25in• 12in An An = 30•in2 fa = 73.333-psi The Allowable Compression Stress is: fm := 1500psi h := l 1.16ft r := 2.59in h Fa:— .25•fm• 1 — 140•r Fa = 323.848•psi Check Compressive Stress in Masonry fb = Mw•2 b := 32in 2 b•d` j •k d := 3.81 in JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Job: WHITE HOUSE Sheet No: 13 of Calc by:L Date:06/01/17 Checked by:L Date:06/01/17 Concrete Block: Block width: hbioeti := 7.625in web thickness: tw,b:= 1in Shell thickness: tt-s := 1.25in Block cell width: bee,, := 8in — 2•t,,b bCzii = 6•in Proposed spacing: Spacing := 32in No—R—Cell := 1 Height of Wall: h = 11.16•ft Ac:= S acin t � + C�hblo`k t (b + t . �� No—R_Cell g ( P g)' fs 2 — fs cell web Ac = 57.938•in2 As := 0.44in2 Es := 29000000psi Em := 900•fm As V= Ac p=7.594x 10 3 Es n := — Em n = 21.481 w:= Spacing•P,. p n = 0.163 w = 135.467•plf 1 2 Mw :_ —•w•1 8 Mw = 2109•lbf•ft k:= 2•n•p + (n•p)2 — n•p k = 0.431 _ '— 1 k Fb := (33 ' )•fm 1 := 11.16ft JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 j = 0,856 Mw•2 fb := b•d2 j •k fb = 295 283-psi fb = 0.591 Fb Job: WHITE HOUSE Sheet No: IT1 of Calc by:jm Date:06/01/17 Checked by:jm Date:06/01/17 Fb = 500•psi Fa Fb Check := if fa + fb > I, "NO GOOD" , "OK" [( Fa Fb ) Check = "OK" CHECK BARS TENSION I 2 w, := 50.8psf I := 11.16ft �q„ := •wi•I FS := 24ksi j_,:= 0.85 d := 3.81in 8 M, = 791 •Ibf ft ft M j•d-FS•1.33 .2 AS = 0.092• in ft SPACING OF BARS AS S := — S = 57.512•in As. As := 0.44in2 se # 6 @ 32" JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 VERTICAL LOADS: DEAD LOADS: DL := 9001bf LIVE LOADS: I L = 01bf Job: WHITE HOUSE Sheet No: 115 of Calc by:L Date:06/01/17 Checked by:L Date:06/01/17 Wall Second floor: level : 20'-2' .ASCE7 — 10 ZONE4 P,,,.:= 52.1 psf 8 " cmu TRY: MASONRY WALL PARTIALLY GROUTED # 6 @ 32" Maximun Calculated Axial Loads: P := DL + LL P = 900•lbf Calculated Axial Stress: fa:_ P An := 30in2 - -1 An fa = 30•psi The Allowable Compression Stress is: fm := 1500psi h := 911 r := 2.59in h 2 Fa := .25•fm• 1 —(140•r Fa = 341.732•psi Check Compressive Stress in Mason fb = Mw•2 b := 32in 2 b•dj•k d := 3.81 in JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, P.E 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 Concrete Block Block width: hbW.,1:= 7.625in web thickness: := 1in Job: WHITE HOUSE Sheet No: I & of Calc by:Lm Date:06/01/17 Checked by:L Date:06/01/17 Shell thickness: t:= 1.25in Block cell width: b'�A:= 8in - 2.t,,.eb bCe11 = 6.in Proposed spacing: n�pacin:= 32in No R Cell := 1 Height of Wall: h = 9•ft Ac hblock := �(Spacing)•tfj + 1( 2 - tfs)'(bcen + tweb) .No_R Cell As Ac p=7.594x 10 3 Es n :_ — Em n = 21.481 p•n = 0.163 1 2 Mw := —•w•1` 8 Mw = 1407•lbf•ft k:= 2-n-p + (n.p)2 - n-p k = 0.431 k ):=1-3 j = 0.856 Ac = 57.938•in2 As := 0.44in2 VAA Es := 29000000psi Em := 900•fm w := Spacing• P,,, w = 138.933•plf Fb :_ �•fm 3 1 := 911 JUN 0 9 2017 G2 Consulting Group, Inc. JOAQUIN MONTESINO, RE 9725 S.W. 4 th TERR. Miami, FL 33174 LIC# 69969, CA 25882 M fb:= w•2 �I b-d -j •k fb = 196.956•psi fb = 0.394 Fb CHECK BARS TENSION Job: WHITE HOUSE Sheet No: 13 of Calc by:L Date:06/01 /17 Checked by:Lm Date:06/01/17 Fb = 500•psi C\ fa + f = 0.482 1 < 1 Fa Fb Check := if fa + fb ) > I, "NO GOOD", "OK" , Fa Fb Check = "OK" I 2 w, := 52.lpsf 1 := 9ft Mµ :_—•��•I 24ksi j := 0.85 d,:= 3.81ir 8 ft M, = 528.lbf •— ft Mw s — 2 j d F,-1.33 A5 = 0.061 in Ate:= 0.44in ft SPACING OF BARS .AS S.: = — S = 86.224•in As, se # 6 @ 32" J U N 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 02:06:19 PM Licensed to: License ID: Z:,\VICTOR.BRUCE\white house\struct\RB-l.slb Page 1 1Q, 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) ------------------------------------ - spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\RB-l.slb Project: WHITE HOUSE Frame: RB-1 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- S1abslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size ------------ #3 -------- 0.38 -------- 0.11 0.38 ---- #4 #5 0.63 0.31 1.04 #6 #7 0.88 0.60 2.04 #8 #9 1.13 1.00 3.40 #10 #11 1.41 1.56 5.31 #14 #18 2.26 4.00 13.60 Db Ab Wb ---------------- 0.50 -------- 0.20 0.67 0.75 0.44 1.50 1.00 0.79 2.67 1.27 1.27 4.30 1.69 2.25 7.65 RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 02:06:19 PM Licensed to: , License ID: Z:-\VICTOR•BRUCE\white house\struct\RB-l.slb Page 2 1,9 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t ------------------------ wL wR Hmin ---------------- ---- ---- 1 Int 4.750 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp -------- b -------- h -------- -------- Hmin -------------------- 1 0.00 0.00 0.00 8.00 12.00 3.56 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha ---------------- clb -------- c2b ---------------- Hb Red% ---- ------------ 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry ---------------------------- Far End A Far ------------------ End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ SELF 1 100.00 ------------ 0.000 100.00 ------------ 4.750 Dead 1 229.80 0.000 229.80 4.750 Live 1 229.80 0.000 229.80 4.750 Live/Odd 1 229.80 0.000 229.80 4.750 Live/S1 1 229.80 0.000 229.80 4.750 Live/S2 - 1 229.80 0.000 229.80 4.750 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min ------- Max ------- ------- Bar Size #5 #8 ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max ------- Min Max ------- ------- ------- Bar Size #5 #8 ------- ------- #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dlegs 1.00 1.00 in RECEIVED No. of 2 2 Side cover 1.50 in 1st Stirrup 3.00 in JU N 0 9 1011 There is NOT more than 12 in of concrete below top bars. spSlab v3.60 © StructurePoint 06-02-2017, 02:06:19 PM Licensed to: License ID: Z:\VICTOR-BRUCE\white house\struct\RB-l.slb Page 3 Z_U [2) DESIGN RESULTS ------------------ ------------------ Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ------------------- 1 Left ---------- 0.67 -------- 0.00 -------- 0.333 -------- 0.000 -------- 1.328 0.000 --------------- 0.000 --- Midspan 0.67 0.00 2.375 0.000 1.328 0.000 0.000 --- Right 0.67 0.00 4.417 0.000 1.328 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 1.72 2.255 0.243 1.328 0.042 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start --------------------------------------- Length ------- 1 2-#5 0.00 4.75 --- Flexural Capacity ----------------- ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.00 0.62 0.00 23.73 0.333 0.00 0.62 0.00 23.73 1.763 0.00 0.62 0.00 23.73 2.375 0.00 0.62 0.00 23.73 2.988 0.00 0.62 0.00 23.73 4.417 0.00 0.62 0.00 23.73 4.750 0.00 0.62 0.00 23.73 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ------------------ ----- ---- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End -------------------------------------------- Vu -------- Xu Av/s -------- 1 9.19 6.97 0.583 2.375 0.97 1.099 0.0000 2.375 4.167 0.97 3.651 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End -------------------------------- Av/s -------- Sp PhiVn Vu Xu ------------------------ ------------ 1 9.19 6.97 0.000 4.750 ----- ----- 3.49 0.97 3.651 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------- 1 --- Not checked --- ------------ ------------ RECEIVED Deflections JU N 9 1017 Section properties ------------------ spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:.\VICTOR.BRUCE\white house\struct\RB-l.slb Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr ------------------------------------------------------- - 1 1152 1152 Midspan 1152 250 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.001 0.000 0.001 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.001 2.000 0.001 0.002 0.002 0.003 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 9.9 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 9.9 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Concrete: 3.2 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 06-02-2017, 02:06:19 PM Page 4 Load Level 2-1 Dead Dead+Live Mcr Mmax Ie Mmax Ie ------------------------------------------ 7.59 0.74 1152 1.26 1152 ------------------------------------------------------------------------------------------------------------------ (3) COLUMN AXIAL FORCES AND MOMENTS ------------------------=-----------------=----------------------------------------------------------------------- Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp ---- Comb/Patt ---------- P[axial] ------------------------ P[spring] ------------ Mb[top] ------------ Ma(bottom] ------------ M[spring] Mb[bottom] ------------------------ Ma[top] 1 SELF 0.24 0.00 -0.03 -0.03 0.00 0.00 0.00 Dead 0.55 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/All 0.55 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/Odd 0.55 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.55 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/S2 0.55 0.00 -0.06 -0.06 0.00 0.00 0.00 U1 1.10 0.00 -0.13 -0.13 0.00 0.00 0.00 U2/All 1.81 0.00 -0.21 -0.21 0.00 0.00 0.00 U2/Odd 1.81 0.00 -0.21 -0.21 0.00 0.00 0.00 U2/Even 0.94 0.00 -0.11 -0.11 0.00 0.00 0.00 U2/Sl 1.81 0.00 -0.21 -0.21 0.00 0.00 0.00 U2/S2 1.81 0.00 -0.21 -0.21 0.00 0.00 0.00 2 SELF 0.24 0.00 0.03 0.03 0.00 -0.00 -0.00 Dead 0.55 0.00 0.06 0.06 0.00 -0.00 -0.00 Live/All 0.55 0.00 0.06 0.06 0.00 -0.00 -0.00 Live/Odd 0.55 0.00 0.06 0.06 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 0.55 0.00 0.06 0.06 0.00 -0.00 -0.00 Live/S2 0.55 0.00 0.06 0.06 0.00 -0.00 -0.00 U1 1.10 0.00 0.13 0.13 0.00 0.00 0.00 U2/All 1.81 0.00 0.21 0.21 0.00 0.00 0.00 U2/Odd 1.81 0.00 0.21 0.21 0.00 0.00 0.00 U2/Even 0.94 0.00 0.11 0.11 0.00 0.00 0.00 U2/Sl 1.81 0.00 0.21 0.21 0.00 0.00 0.00 U2/S2 1.81 0.00 0.21 0.21 0.00 0.00 0.00 Sum SELF 0.47 0.00 0.00 0.00 0.00 0.00 0.00 Dead 1.09 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 1.09 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 1.09 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 1.09 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 1.09 0.00 0.00 0.00 0.00 0.00 0.00 U1 2.19 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 3.63 0.00 0.00 0.00 0.00 0.00 �0('OS 1 4p0�Lp0 1 �./ py V U2/Odd 3.63 0.00 0.00 0.00 0.00 0.00 LJ U2/Even 1.88 0.00 0.00 0.00 0.00 0.00 0.00 JU N.009 2017 U2/S2 3.63 0.00 0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:.\VICTOR.BRUCE\white house\struct\RB-l.slb 06-02-2017, 02:06:19 PM Page 5 `7.Z DECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 02:07:14 PM Licensed to: License ID: Z:,\VICTOR,BRUCE\white house\struct\RB-2.slb Page 1 23 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved --------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [11 INPUT ECHO ------------------------------------------------------------------------------------------------------------------ General Information File name: Z:\VICTOR BRUCE\white house\struct\RB-2.slb Project: WHITE HOUSE Frame: RB-2 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 200 of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams we = 150 f'c - 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2), Size Db Ab #3 0.38 0.11 #5 0.63 0.31 #7 0.88 0.60 #9 1.13 1.00 #11 1.41 1.56 #18 2.26 4.00 Wb (lb/ft) Wb Size 0.38 #4 1.04 #6 2.04 #8 3.40 #10 5.31 #14 13.60 Db Ab Wb ------------ 0.50 -------- 0.20 0.67 0.75 0.44 1.50 1.00 0.79 2.67 1.27 1.27 4.30 1.69 2.25 7.65 RECEIVE® J U N 0 9 2017 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:I\VICTOR,BRUCE\white house\struct\RB-2.slb Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- -------------------------------------------- 1 Int 9.330 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span b h Sp b h _Span Hmin -------------------------------------------- 1 0.00 0.00 0.00 8.00 12.00 -------- 7.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Reds ---------------------------------------------------- 1 8.00 8.00 10.000 8.00 8.00 ---- 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 06-02-2017, 02:07:14 PM Page 2 74 Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD ------------ DEAD LIVE ---------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- SELF 1 ------------ ------------ 100.00 0.000 ------------ 100.00 ------------ 9.330 Dead 1 347.40 0.000 347.40 9.330 Live 1 347.40 0.000 347.40 9.330 Live/Odd 1 347.40 0.000 347.40 9.330 Live/S1 1 347.40 0.000 347.40 9.330 Live/S2 1 347.40 0.000 347.40 9.330 Reinforcement Criteria ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max Bar Size ------- ------- ------- #5 #8 #5 ------- #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ bars_ Stirrups _Bottom Min Max Min Max Min Max Bar Size ------- ------- ------- #5 #8 #5 ------- ------- #8 #3 ------- #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in R E C El V E D No. of legs 2 2 Side cover 1.50 in lst Stirrup 3.00 in JUN 0 9 2017 There is NOT more than 12 in of concrete below top bars. spSlab v3.60 © StructurePoint 06-02-2017, 02:07:14 PM Licensed to: , License ID: Z:'\VICTOR'BRUCE\white house\struct\RB-2.slb Page 3 `c [21 DESIGN RESULTS ------------------ ------------------ Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 0.67 1.96 0.333 0.243 1.328 0.048 3.369 2-#5 *3 Midspan 0.67 0.00 4.665 0.000 1.328 0.000 0.000 --- Right 0.67 1.96 8.997 0.243 1.328 0.048 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left Continuous_ Right _ Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 1-#5 1.59 1-#5 1.33 --- 1-#5 1.59 1-#5 1.33 Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 8.29 4.541 0.245 1.328 0.206 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ------- ----------- 1 ------- 2-#5 0.00 -------------- 9.33 ------- --- Flexural ----------------- Capacity ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.62 ----------------- 0.62 ------------ -23.73 23.73 0.333 0.62 0.62 -23.73 23.73 0.334 0.62 0.62 -23.73 23.73 0.594 0.54 0.62 -20.86 23.73 1.334 0.08 0.62 -3.30 23.73 1.594 0.00 0.62 0.00 23.73 3.365 0.00 0.62 0.00 23.73 4.665 0.00 0.62 0.00 23.73 5.964 0.00 0.62 0.00 23.73 7.736 0.00 0.62 0.00 23.73 7.996 0.08 0.62 -3.30 23.73 8.736 0.54 0.62 -20.86 23.73 8.996 0.62 0.62 -23.73 23.73 8.997 0.62 0.62 -23.73 23.73 9.330 0.62 0.62 -23.73 23.73 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start ---------------- End -------- Vu -------- Xu Av/s -------- ---- ---------------- 1 9.19 6.97 0.583 2.118 3.90 1.099 0.0067 2.118 3.137 2.78 2.118 0.0000 3.137 4.156 1.67 3.137 0.0000 4.156 5.174 0.56 5.174 0.0000 5.174 6.193 1.67 6.193 0.0000 6.193 7.212 2.78 7.212 0.0000 7.212 8.747 3.90 8.231 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) RECEIVED ---- ---- --------------------------------------------- 1 #3 5 @ 4.1 + <-- 61.1 --> + 5 @ 4.1 Beam Shear Capacity JU N 0 9 2017 ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) spSlab v3.60 © Structure Point Licensed to: , License ID: Z:•\VICTOR-BRUCE\white house\struct\RB-2.slb 06-02-2017, 02:07:14 PM Span d PhiVc Start ------------------------------------ End Av/s ---------------- Sp PhiVn ---------------- Vu -------- Xu 1 9.19 6.97 0.000 0.583 ----- ----- 29.20 3.90 1.099 0.583 2.118 0.0538 4.1 29.20 3.90 1.099 2.118 7.212 ----- ----- 3.49 2.78 7.212 7.212 8.747 0.0538 4.1 29.20 3.90 8.231 8.747 9.330 ----- ----- 29.20 3.90 8.231 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), Phivc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------------------------------- 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone --------------------------------- ------ 1 1152 1152 Midspan Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.011 0.009 0.020 Maximum Long-term Deflections Page 4 Z-& Load Level Dead Dead+Live Ig Icr Mcr Mmax Ie Mmax Ie ------------------------------------------------------------ 1152 250 7.59 3.39 1152 6.03 1152 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.013 2.000 0.025 0.032 0.034 0.045 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 6.1 lb <=> 0.65 lb/ft <=> 0.982 lb/ft^2 Bottom Bars: 19.5 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 8.9 lb <=> 0.96 lb/ft <=> 1.436 lb/ft^2 Total Steel: 34.5 lb <=> 3.70 lb/ft <=> 5.547 lb/ft^2 Concrete: 6.2 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] ------------ Mb[bottom) Ma[top] ------------ -------------- 1 SELF ------------------------ 0.47 0.00 -0.16 -0.16 0.00 0.00 0.00 Dead 1.62 0.00 -0.57 -0.57 0.00 0.00 0.00 Live/All 1.62 0.00 -0.57 -0.57 0.00 0.00 0.00 Live/Odd 1.62 0.00 -0.57 -0.57 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 1.62 0.00 -0.57 -0.57 0.00 0.00 0.00 Live/S2 1.62 0.00 -0.57 -0.57 0.00 0.00 0.00 Ul 2.92 0.00 -1.03 -1.03 0.00 0.00 0.00 U2/All 5.10 0.00 -1.80 -1.80 0.00 0.00 0.00 U2/Odd 5.10 0.00 -1.80 -1.80 0.00 0.00 0.00 U2/Even 2.50 0.00 -0.88 -0.88 0.00 0.00 0.00 U2/S1 5.10 0.00 -1.80 -1.80 0.00 0.00 0.00 U2/S2 5.10 0.00 -1.80 -1.80 0.00 0.00 0.00 2 SELF 0.47 0.00 0.16 0.16 0.00 -0.00 -0.00 Dead 1.62 0.00 0.57 0.57 0.00 -0.00 -0.00 Live/All 1.62 0.00 0.57 0.57 0.00 -0.00 -0.00 Live/Odd 1.62 0.00 0.57 0.57 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 ^0. 0 R E �=0. r0V E Live/S1 1.62 0.00 0.57 0.57 0.00 -0.00 Live/S2 1.62 0.00 0.57 0.57 0.00 -0.00 -0.00 JU N 0.8o1017 U1 2.92 0.00 1.03 1.03 0.00 0.00 U2/All 5.10 0.00 1.80 1.80 0.00 0.00 0.00 06-02-2017, 02:07:14 PM spSlab v3.60 © StructurePoint Licensed to: License ID: Z:AVICTOR.BRUCE\white house\struct\RB-2.slb U2/Odd 5.10 0.00 U2/Even 2.50 0.00 U2/S1 5.10 0.00 U2/S2 5.10 0.00 Sum SELF 0.93 0.00 Dead 3.24 0.00 Live/All 3.24 0.00 Live/Odd 3.24 0.00 Live/Even 0.00 0.00 Live/S1 3.24 0.00 Live/S2 3.24 0.00 U1 5.84 0.00 U2/All 10.20 0.00 U2/Odd 10.20 0.00 U2/Even 5.01 0.00 U2/S1 10.20 0.00 U2/S2 10.20 0.00 1.80 1.80 0.00 0.88 0.88 0.00 1.80 1.80 0.00 1.80 1.80 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 Page 5 0.00 0.00 Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN 092017 spSlab v3.60 © StructurePoint 06-02-2017, 01:38:20 PM Licensed to: License ID: Z:A VICTOR�BRUCE\white house\struct\2B-l.slb Page 1 zQ) 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 O 00 00 00 00 00 O 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved ------------------------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-l.slb Project: WHITE HOUSE Frame: 2B-1 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy - 60 ksi, Bars are not epoxy -coated fyt - 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ------------ #4 -------- 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 (if available) RECEIVE® JUN 0 9 2017 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:,\VICTOR.BRUCE\white house\struct\2B-l.slb Span Data 06-02-2017, 01:38:20 PM Page 2 2a Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- -------------------------------------------- 1 Int 19.410 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Span b h Sp ---------------------------- 1 0.00 0.00 0.00 Support Data Columns Beams _Span b h Hmin ------------------------ 8.00 32.00 14.56 Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- SELF ---- 1 ------------ ------------ 266.67 ------------ 0.000 ------------ 266.67 19.410 Dead 1 465.00 0.000 465.00 19.410 Live 1 465.00 0.000 465.00 19.410 Live/Odd 1 465.00 0.000 465.00 19.410 Live/S1 1 465.00 0.000 465.00 19.410 Live/S2 1 465.00 0.000 465.00 19.410 Reinforcement Criteria Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 - 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. RECEIVED JUN 0 9 2017 spSlab v3.60 © Structure Point 06-02-2017, 01:38:20 PM Licensed to: License ID: Z..\VICTOR.BRUCE\white house\struct\2B-l.slb Page 3 [21 DESIGN RESULTS ------------------ ------------------ Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ----------- 1 Left ------------------ 0.67 -------- 0.00 0.333 ---------------- 0.000 -------- 4.218 0.000 --------------- 0.000 --- Midspan 0.67 0.00 9.705 0.000 4.218 0.000 0.000 --- Right 0.67 0.00 19.077 0.000 4.218 0.000 0.000 --- Top Bar Details Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 72.13 9.580 0.771 4.218 0.561 1.684 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 3-#5 0.00 19.41 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.93 ------------ 0.00 117.86 0.333 0.00 0.93 0.00 117.86 6.894 0.00 0.93 0.00 117.86 9.705 0.00 0.93 0.00 117.86 12.517 0.00 0.93 0.00 117.86 19.077 0.00 0.93 0.00 117.86 19.410 0.00 0.93 0.00 117.86 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span ------------ d PhiVc Start ------------------------ End Vu -------- Xu ---------------- Av/s 1 29.19 22.15 0.583 5.541 11.26 2.766 0.0067 5.541 8.317 6.75 5.541 0.0000 8.317 11.093 2.25 11.093 0.0000 11.093 13.869 6.75 13.869 0.0000 13.869 18.827 11.26 16.644 0.0067 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size ---- ---- Stirrups (2 legs each unless --------------------------------------------- otherwise noted) 1 #3 5 @ 13.2 + <-- 99.9 --> + 5 @ 13.2 Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span -------- d PhiVc Start ------------------------ End Av/s -------- Sp -------- PhiVn -------- Vu ---------------- Xu ---- 1 29.19 22.15 0.000 0.583 ----- ----- 44.01 11.26 2.766 0.583 5.541 0.0166 13.2 44.01 11.26 2.766 5.541 13.869 ----- ----- 11.08 6.75 13.869 13.869 18.827 0.0166 13.2 44.01 11.26 16.644 18.827 19.410 ----- ----- 44.01 11.26 16.644 R E C El V E D Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) JUN 0 9 2017 Span b d Vratio PhiVc Vu Xu spSlab v3.60 © StructurePoint Licensed to: License ID: Z:•\VICTOR,BRUCE\white house\struct\2B-l.slb 06-02-2017, 01:38:20 PM ---------------------------------------------------------------- 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Dead Span Dead Dead+Live Zone Ig Icr Mcr Mmax ---------------------------------------------------------------------- ---- 1 21845 21845 Midspan 21845 4351 53.97 32.54 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.026 0.017 0.043 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ -------------------------------------- 1 0.029 2.000 0.059 0.072 0.075 0.101 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 60.7 lb <_> 3.13 lb/ft <_> 4.694 lb/ft^2 Stirrups: 21.5 lb <_> 1.11 lb/ft <_> 1.659 lb/ft^2 Total Steel: 82.2 lb <_> 4.23 lb/ft <_> 6.352 lb/ft^2 Concrete: 34.5 ft^3 <_> 1.78 ft^3/ft <_> 2.667 ft^3/ft^2 [3) COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Page 4 3i Load Level Dead+Live Ie Mmax Ie 21845 53.21 21845 Case/Patt Joint Far Ends Supp Comb/Patt -------------------------- P[axial] ------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] ------------ Mb[bottom] ------------ Ma[top] 1 SELF 2.59 0.00 -0.35 -0.35 0.00 0.00 0.00 Dead 4.51 0.00 -0.61 -0.61 0.00 0.00 0.00 Live/All 4.51 0.00 -0.61 -0.61 0.00 0.00 0.00 Live/Odd 4.51 0.00 -0.61 -0.61 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 4.51 0.00 -0.61 -0.61 0.00 0.00 0.00 Live/S2 4.51 0.00 -0.61 -0.61 0.00 0.00 0.00 Ul 9.94 0.00 -1.34 -1.34 0.00 0.00 0.00 U2/All 15.74 0.00 -2.12 -2.12 0.00 0.00 0.00 U2/Odd 15.74 0.00 -2.12 -2.12 0.00 0.00 0.00 U2/Even 8.52 0.00 -1.15 -1.15 0.00 0.00 0.00 U2/S1 15.74 0.00 -2.12 -2.12 0.00 0.00 0.00 U2/S2 15.74 0.00 -2.12 -2.12 0.00 0.00 0.00 2 SELF 2.59 0.00 0.35 0.35 0.00 -0.00 -0.00 Dead 4.51 0.00 0.61 0.61 0.00 -0.00 -0.00 Live/All 4.51 0.00 0.61 0.61 0.00 -0.00 -0.00 Live/Odd 4.51 0.00 0.61 0.61 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 4.51 0.00 0.61 0.61 0.00 -0.00 -0.00 Live/S2 4.51 0.00 0.61 0.61 0.00 -0.00 -0.00 U1 9.94 0.00 1.34 1.34 0.00 0.00 0.00 U2/All 15.74 0.00 2.12 2.12 0.00 0.00 0.00 U2/Odd 15.74 0.00 2.12 2.12 0.00 0.00 0.00 U2/Even 8.52 0.00 1.15 1.15 0.00 0.00 0.00 U2/S1 15.74 0.00 2.12 2.12 0.00 0.00 0.00 U2/S2 15.74 0.00 2.12 2.12 0.00 0.00 0.00 Sum �0 �� Dead 9.03 0.00 0.00 0.00 0.00 0.00 OA E Live/All 9.03 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 9.03 0.00 0.00 0.00 0.00 0.00 J0��Cr 9 �n�� Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 U Live/S1 9.03 0.00 0.00 0.00 0.00 0.00 0.00 Live/S2 9.03 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:.\VICTOR,BRUCE\white house\struct\2B-l.slb 06-02-2017, 01:38:20 PM Page 5 .5L U1 19.88 0.00 0.00 0.00 0.00 0.00 0.00 U2/All 31.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/Odd 31.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 17.04 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 31.48 0.00 0.00 0.00 0.00 0.00 0.00 U2/S2 31.48 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN 0 91017 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:..\VICTOR.BRUCE\white house\struct\2B-2.slb 06-02-2017, 01:39:56 PM Page 1 .3 3 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [11 INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-2.slb Project: WHITE HOUSE Frame: 2B-2 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams Columns we = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ------------ #3 -------- 0.38 -------- 0.11 ------------ 0.38 #4 -------- 0.50 -------- 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 El V E #9 11.13 11.00 3.40 #10 1.277 11.27 4.30 R E C #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 JUN 0 9 7017 spSlab v3.60 © StructurePoint 06-02-2017, 01:39:56 PM Licensed to: , License ID: Zr\VICTOR-BRUCE\white house\struct\2B-2.slb Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 6.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 16.00 4.50 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Reds ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- SELF ---- ------------ 1 ------------ 133.33 ------------ 0.000 ------------ 133.33 6.000 Dead 1 240.37 0.000 240.37 6.000 Live 1 114.80 0.000 114.80 6.000 Live/Odd 1 114.80 0.000 114.80 6.000 Live/S1 1 114.80 0.000 114.80 6.000 Live/S2 1 114.80 0.000 114.80 6.000 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max Bar Size ------- #5 ------- ------- #8 #5 ------- #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max Bar Size ------- #5 ------- ------- #8 #5 ------- #8 ------- ------- #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in RECEIVED Reinf ratio 0.33 5.00 0.33 5.00 s Cover 2.50 2.50 in Layer dist. 1.00 1.00 in JU N 0 9 2017 No. of legs 2 2 Side cover 1.50 in lst Stirrup 3.00 in spSlab v3.60 © StructurePoint Licensed to: License ID: ZA VICTOR•BRUCE\white house\struct\2B-2.slb There is NOT more than 12 in of concrete below top bars. 06-02-2017, 01:39:56 PM Page 3 315 [21 DESIGN RESULTS ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ------------------- 1 Left ---------- 0.67 -------- 0.00 -------- 0.333 -------- 0.000 -------- 1.906 -------- 0.000 ------- 0.000 --- Midspan 0.67 0.00 3.000 0.000 1.906 0.000 0.000 --- Right 0.67 0.00 5.667 0.000 1.906 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 2.50 3.000 0.348 1.906 0.042 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#5 0.00 6.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.62 ------------ 0.00 34.89 0.333 0.00 0.62 0.00 34.89 2.200 0.00 0.62 0.00 34.89 3.000 0.00 0.62 0.00 34.89 3.800 0.00 0.62 0.00 34.89 5.667 0.00 0.62 0.00 34.89 6.000 0.00 0.62 0.00 34.89 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 13.19 10.01 0.583 3.000 0.99 1.432 0.0000 3.000 5.417 0.99 4.568 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), Phivc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------- ------------------------ 1 13.19 10.01 0.000 6.000 ----- ----- 5.00 0.99 4.568 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) RECEIVED Span b d Vratio PhiVc Vu Xu ---------------------------------------------------------------- 1 --- Not checked --- JUN O 9 2017 Deflections spSlab v3.60 © StructurePoint 06-02-2017, 01:39:56 PM Licensed to: , License ID: Z%\VICTOR•BRUCE\white house\struct\2B-2.slb Page 4 Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---------------------------------------------------------------------------------------------------- 1 2731 2731 Midspan 2731 554 13.49 1.48 2731 1.93 2731 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.001 0.000 0.001 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.001 2.000 0.002 0.002 0.002 0.003 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 12.5 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 12.5 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Concrete: 5.3 ft^3 <_> 0.89 ft^3/ft <_> 1.333 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------- P[axial] ------------------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] ------------ Mb[bottom] Ma[top] ------------ 1 SELF 0.40 0.00 -0.04 -0.04 0.00 0.00 0.00 Dead 0.72 0.00 -0.07 -0.07 0.00 0.00 0.00 Live/All 0.34 0.00 -0.03 -0.03 0.00 0.00 0.00 Live/Odd 0.34 0.00 -0.03 -0.03 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 0.34 0.00 -0.03 -0.03 0.00 0.00 0.00 Live/S2 0.34 0.00 -0.03 -0.03 0.00 0.00 0.00 U1 1.57 0.00 -0.14 -0.14 0.00 0.00 0.00 U2/All 1.90 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/Odd 1.90 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/Even 1.35 0.00 -0.12 -0.12 0.00 0.00 0.00 U2/S1 1.90 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/S2 1.90 0.00 -0.17 -0.17 0.00 0.00 0.00 2 SELF 0.40 0.00 0.04 0.04 0.00 -0.00 -0.00 Dead 0.72 0.00 0.07 0.07 0.00 -0.00 -0.00 Live/All 0.34 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/Odd 0.34 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 0.34 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/S2 0.34 0.00 0.03 0.03 0.00 -0.00 -0.00 U1 1.57 0.00 0.14 0.14 0.00 0.00 0.00 U2/All 1.90 0.00 0.17 0.17 0.00 0.00 0.00 U2/Odd 1.90 0.00 0.17 0.17 0.00 0.00 0.00 U2/Even 1.35 0.00 0.12 0.12 0.00 0.00 0.00 U2/S1 1.90 0.00 0.17 0.17 0.00 0.00 0.00 U2/S2 1.90 0.00 0.17 0.17 0.00 0.00 0.00 Sum SELF 0.80 0.00 0.00 0.00 0.00 0.00 0.00 Dead 1.44 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 0.69 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.69 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 00.00 C.Ud Live/s2 0.69 0.00 0.00 0.00 0.00 0.00 JU N 09 * U2/All 3.79 0.00 0.00 0.00 0.00 0.00 U2/Odd 3.79 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 2.69 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:.\VICTOR.BRUCE\white house\struct\2B-2.slb U2/S1 3.79 0.00 U2/S2 3.79 0.00 06-02-2017, 01:39:56 PM Page 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:43:41 PM Licensed to: License ID: Z:A VICTOR,BRUCE\white house\struct\2B-3.slb Page 1 30. 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) -------------- - - - - spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-3.slb Project: WHITE HOUSE Frame: 2B-3 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design selected. Stirrups in flanges (if available) NOT selected. Compatibility torsion NOT selected. Material Properties SlabslBeams Columns wc ------------------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: ------------ Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab ---- Wb ---- Size ------------ Db ---- Ab -------- Wb ---- --- ---- ---- ---- RECEIVED #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 1UN Q 9 201 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:.\VICTOR.BRUCE\white house\struct\2B-3.slb #18 2.26 4.00 13.60 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 13.500 0.00 0.500 0.500 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span b h Sp b h -------------------------------------------- 1 0.00 0.00 0.00 12.00 26.00 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b 1 0.00 0.00 0.000 14.00 26.00 2 0.00 0.00 0.000 14.00 26.00 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Fixed Fixed 2 0 0 Fixed Fixed Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La --------- ---- ------------ ------------ SELF 1 325.00 0.000 Dead 1 496.66 0.000 Live 1 319.60 0.000 Live/Odd 1 319.60 0.000 Live/S1 1 319.60 0.000 Live/S2 1 319.60 0.000 Point Forces ------------ Units: Wa (kip), La (ft) Case/Patt Span Wa La --------- ---- ------------ ------------ Dead 1 2.90 2.330 1 2.90 11.660 Live 1 1.60 2.330 1 1.60 11.660 Live/Odd 1 1.60 2.330 1 1.60 11.660 Live/S1 1 1.60 2.330 1 1.60 11.660 Live/S2 1 1.60 2.330 1 1.60 11.660 Line Torque Units: Wa, Wb (k-ft/ft), La, Lb (ft) _Span_ Hmin 10.13 Hb Reds 10.000 100 10.000 100 Wb Lb 325.00 13.500 496.66 13.500 319.60 13.500 319.60 13.500 319.60 13.500 319.60 13.500 Case/Pat- Span ------- -La -----------b ---- Lb ---- --------- Dead ---- ------------ 1 1.10 0.000 1.10 13.500 Live 1 0.70 0.000 0.70 13.500 Live/Odd 1 0.70 0.000 0.70 13.500 Live/S1 1 0.70 0.000 0.70 13.500 Live/S2 1 0.70 0.000 0.70 13.500 06-02-2017, 01:43:41 PM Page 2 31�1 RECEIVE® JUN 0 9 2017 spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:.\VICTOR.BRUCE\white house\struct\2B-3.slb 06-02-2017, 01:43:41 PM Page 3 4-0 Point Torque Units: Wa (k-ft), La (ft) Case/Patt Span ---- ------------ Wa ------------ La --------- Dead 1 5.30 2.330 1 5.30 11.660 Live 1 3.00 2.330 1 3.00 11.660 Live/Odd 1 3.00 2.330 1 3.00 11.660 Live/S1 1 3.00 2.330 1 3.00 11.660 Live/S2 1 3.00 2.330 1 3.00 11.660 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [21 DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ASMin AsMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 1.00 6.96 0.583 0.918 5.026 0.067 3.684 3-#5 *3 Midspan 1.00 0.00 6.750 0.000 5.026 0.000 0.000 --- Right 1.00 6.57 12.917 0.918 5.026 0.063 3.684 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Span Bars Length Bars Length -------------------------------- 1 3-#5 3.01 --- Bottom Reinforcement Continuous_ Right Bars Length Bars Length Bars Length --------------------------------------- --- 3-#5 3.01 --- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 1.00 30.79 6.503 0.918 5.026 0.298 3.684 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 3-#5 0.00 13.50 --- RECEIVED JUN 0 9 2017 spSlab v3.60 © Structure Point Licensed to: License ID: Z:'\VICTOR'BRUCE\white house\struct\2B-3.slb 06-02-2017, 01:43:41 PM Page''``4 �-4 Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.93 0.93 -94.18 94.18 0.583 0.93 0.93 -94.18 94.18 2.009 0.93 0.93 -94.18 94.18 3.009 0.00 0.93 0.00 94.18 4.900 0.00 0.93 0.00 94.18 6.750 0.00 0.93 0.00 94.18 8.600 0.00 0.93 0.00 94.18 10.491 0.00 0.93 0.00 94.18 11.491 0.93 0.93 -94.18 94.18 12.917 0.93 0.93 -94.18 94.18 13.500 0.93 0.93 -94.18 94.18 Longitudinal Beam Shear And Torsion Reinforcement Required Section properties ------------------ Units: d, pcp, pch (in), Acp, Ach, Ao (in^2) PhiVc (kip), PhiTcr (k-ft), PhiSvt (ksi) Span d pcp ph Acp Aoh Ao ---------------------------------------------------------- 1 23.19 76.00 60.00 312.000 184.359 156.705 Required transverse reinforcement --------------------------------- Units: Start, End, Xu (ft), Vu (kip), Tu (k-ft), of (ksi) Av/s, At/s, A(v+2t)/s (in^2/in) Span Start End Vu Tu of Xu Comb/Patt ------------------------------------ ------------------------- 1 0.583 3.050 15.07 25.80 0.326 0.58 U2/All 3.050 5.517 5.33 8.62 0.109 3.05 U2/All 5.517 7.983 2.05 3.41 0.043 7.98 U2/All 7.983 10.450 5.75 9.43 0.119 10.45 U2/All 10.450 12.917 15.48 26.61 0.336 12.92 U2/All NOTES: *2 - Torsion ignored (Tu < PhiTcr/4). Required longitudinal reinforcement ----------------------------------- Units: Start, End, Xu (ft), Tu (k-ft), Al (in^2) Span Start End Tu Xu Comb/Patt Al ----------------------------------------------------- 1 0.583 3.050 25.80 0.58 U2/All 1.317 3.050 5.517 5.61 4.28 U2/All 1.344 *5 5.517 7.983 2.60 5.52 U2/All 0.000 *2 7.983 10.450 5.22 8.72 U2/All 1.344 *5 10.450 12.917 26.61 12.92 U2/All 1.359 NOTES: *2 - Torsion ignored (Tu < PhiTcr/4). *5 - Minimum longitudinal reinforcement required. Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- . 1 #3 6 @ 4.8 + 4 @ 7.4 + <-- 29.6 --> + 4 @ 7.4 + 7 @ 4.1 Longitudinal Torsional Reinforcement Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 --- 6-#5 0.00 5.64 --- 6-#5 7.35 6.15 Beam Shear And Torsion Capacity Section properties ------------------ Units: d, pcp, pch (in), Acp, Ach, PhiVc (kip), PhiTcr (k-ft), Span d pcp ph ---------------------------- -- 1 23.19 76.00 60.00 PhiVc PhiTcr PhiSvt --------------------- 26.40 20.25 0.474 Av/s At/s A(v+2t)/s 0.0000 0.0220 0.0439 0.0000 0.0073 0.0147 0.0000 0.0000 0.0000 *2 0.0000 0.0080 0.0161 0.0000 0.0226 0.0453 Ao (in^2) PhiSvt (ksi) Acp Aoh Ao PhiVc PhiTcr PhiSvt --------------------------------------------------- 312.000 184.359 156.705 26.40 20.25 0.474 Beam shear and torsion transverse reinforcement capacity in terms of provided and required area -------------------------- Units: Start, End, Xu (ft), Sp (in), A(v+2t)/s (in^2/in) RECEIVED JO-A:0a spSlab v3.60 © StructurePoint Licensed to: License ID: Z:•\VICTOR-BRUCE\white house\struct\2B-3.slb 06-02-2017, 01:43:41 PM Vu (kip), Tu (k-ft), of (ksi) Provided Span Start -------------------- End A(v+2t) ---------------- Sp A(v+2t)/s ----------------- Xu -------- Vu 1 0.000 0.833 ----- ----- ------ 0.00 15.94 0.833 3.050 0.220 4.84 0.0455 0.83 14.69 3.050 4.530 0.220 7.40 0.0297 3.05 5.33 4.530 5.517 0.220 7.40 0.0297 4.53 3.12 5.517 7.983 ----- ----- ------ 7.98 2.05 7.983 8.477 0.220 7.40 0.0297 8.48 2.79 8.477 10.450 0.220 7.40 0.0297 10.45 5.75 10.450 12.667 0.220 4.09 0.0538 12.67 15.11 12.667 13.500 ----- ----- ------ 13.50 16.36 NOTES: *2 - Torsion ignored (Tu < PhiTcr/4). Page 5 4-7- Required Tu Comb/Patt of A(v+2t)/s 27.22 U2/All 0.34 0.0463 25.19 U2/All 0.32 0.0429 8.62 U2/All 0.11 0.0147 5.01 U2/All 0.06 0.0000 *2 3.41 U2/All 0.04 0.0000 *2 4.62 U2/All 0.06 0.0000 *2 9.43 U2/All 0.12 0.0161 26.00 U2/All 0.33 0.0442 28.04 U2/All 0.35 0.0477 Beam torsion longitudinal reinforcement capacity in terms of provided and required area --------------------------------------------------------------------------------------- Units: Start, End, Xu (ft), Al (in^2), Tu (kip) Provided Required Span Start ------------ End ---------------- Al -------- Xu -------- Tu Comb/Patt ----------------- Al 1 0.000 0.833 ----- 0.00 27.22 U2/All 1.390 0.833 3.050 1.860 0.83 25.19 U2/All 1.286 3.050 4.530 1.860 4.28 5.61 U2/All 1.344 *5 4.530 5.517 ----- 4.53 5.01 U2/All 0.000 *2 5.517 7.983 ----- 5.52 2.60 U2/All 0.000 *2 7.983 8.477 ----- 7.98 3.41 U2/All 0.000 *2 8.477 10.450 1.860 8.72 5.22 U2/All 1.344 *5 10.450 12.667 1.860 12.67 26.00 U2/All 1.327 12.667 13.500 ----- 13.50 28.04 U2/All 1.431 NOTES: *2 - Torsion ignored (Tu < PhiTcr/4). *5 - Minimum longitudinal reinforcement required. Slab Shear Capacity Units b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d vratio PhiVc Vu Xu ---------------------------------------------------------------- 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie ---------------------------------------------------------------------------------------------------- 1 17576 17576 Midspan 17576 2819 53.44 16.37 17576 23.33 17576 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ------------ ---------------- 1 0.008 0.003 0.011 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.008 2.000 0.017 0.019 0.020 0.027 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 18.8 lb <_> 1.39 lb/ft <_> 1.395 lb/ft^2 Bottom Bars: 42.2 lb <_> 3.13 lb/ft <_> 3.129 lb/ft^2 Torsion Bars: 73.8 lb <_> 5.47 lb/ft <_> 5.467 lb/ft^2 Stirrups: 42.4 lb <_> 3.14 lb/ft <_> 3.144 lb/ft^2 Total Steel: 177.3 lb <_> 13.13 lb/ft <_> 13.135 lb/ft^2 Concrete: 29.3 ft^3 <_> 2.17 ft^3/ft <_> 2.167 ft^3/ft^2 RECEIVED (3]- COLUMN -AXIAL -FORCES -AND -MOMENTS ----------------------------------------------------------------====ji74 4Qkiwu Units: P (kip), M (k-ft) spSlab v3.60 0 StructurePoint 06-02-2017, 01:43:41 PM Licensed to: , License ID: Z \VICTOR,BRUCE\white house\struct\2B-3.slb Page 4- Case/Patt Joint Far Ends Supp Comb/Patt P[axial] ------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom) ------------------------ Ma(top) -------------------------- 1 SELF 2.19 0.00 -2.36 -0.00 0.00 1.18 0.00 Dead 6.15 0.00 -6.07 -0.00 0.00 3.04 0.00 Live/All 3.70 0.00 -3.68 -0.00 0.00 1.84 0.00 Live/Odd 3.70 0.00 -3.68 -0.00 0.00 1.84 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 3.70 0.00 -3.68 -0.00 0.00 1.84 0.00 Live/S2 3.70 0.00 -3.68 -0.00 0.00 1.84 0.00 U1 11.68 0.00 -11.80 0.00 0.00 5.90 0.00 U2/All 15.94 0.00 -16.00 0.00 0.00 8.00 0.00 U2/Odd 15.94 0.00 -16.00 0.00 0.00 8.00 0.00 U2/Even 10.02 0.00 -10.11 0.00 0.00 5.06 0.00 U2/S1 15.94 0.00 -16.00 0.00 0.00 8.00 0.00 U2/S2 15.94 0.00 -16.00 0.00 0.00 8.00 0.00 2 SELF 2.19 0.00 2.36 0.00 0.00 -1.18 -0.00 Dead 6.35 0.00 6.00 0.00 0.00 -3.00 -0.00 Live/All 3.81 0.00 3.64 0.00 0.00 -1.82 -0.00 Live/Odd 3.81 0.00 3.64 0.00 0.00 -1.82 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Sl 3.81 0.00 3.64 0.00 0.00 -1.82 -0.00 Live/S2 3.81 0.00 3.64 0.00 0.00 -1.82 -0.00 U1 11.96 0.00 11.70 0.00 0.00 -5.85 0.00 U2/All 16.36 0.00 15.85 0.00 0.00 -7.93 0.00 U2/Odd 16.36 0.00 15.85 0.00 0.00 -7.93 0.00 U2/Even 10.26 0.00 10.03 0.00 0.00 -5.01 0.00 U2/S1 16.36 0.00 15.85 0.00 0.00 -7.93 0.00 U2/S2 16.36 0.00 15.85 0.00 0.00 -7.93 0.00 Sum SELF 4.39 0.00 -0.00 0.00 0.00 0.00 0.00 Dead 12.50 0.00 -0.07 0.00 0.00 0.04 0.00 Live/All 7.51 0.00 -0.04 0.00 0.00 0.02 0.00 Live/Odd 7.51 0.00 -0.04 0.00 0.00 0.02 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/S1 7.51 0.00 -0.04 0.00 0.00 0.02 0.00 Live/S2 7.51 0.00 -0.04 0.00 0.00 0.02 0.00 U1 23.65 0.00 -0.10 0.00 0.00 0.05 0.00 U2/All 32.29 0.00 -0.15 0.00 0.00 0.07 0.00 U2/Odd 32.29 0.00 -0.15 0.00 0.00 0.07 0.00 U2/Even 20.27 0.00 -0.09 0.00 0.00 0.04 0.00 U2/S1 32.29 0.00 -0.15 0.00 0.00 0.07 0.00 U2/S2 32.29 0.00 -0.15 0.00 0.00 0.07 0.00 RECEIVE® JON 0 9 1911 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:05 PM Licensed to: License ID: Z:.\VICTOR•BRUCE\white house\struct\2B-4.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved ---------- -------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [11 INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-4.slb Project: WHITE HOUSE Frame: 2B-4 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams Columns wc ------------------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ------------ -------- -------- ------------ -------- -------- t R E; C EI V D #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 9 V 1UH n ►AW:q a7 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 alldll #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:06 PM Licensed to: License ID: Z:\VICTOR•BRUCE\white house\struct\2B-4.slb Page�12 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc ---- ---- L1 t ------------------------ wL wR Hmin ---------------- 1 Int 1.830 0.00 0.333 0.333 0.00 LC 2 Int 14.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 12.00 2.75 *c 2 0.00 0.00 0.00 8.00 36.00 10.50 NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- Ul 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa ------------ La ------------ Wb ------------ Lb --------- SELF ---- ------------ 1 100.00 0.000 100.00 1.830 2 300.00 0.000 300.00 14.000 Dead 1 566.30 0.000 566.30 1.830 2 435.50 0.000 435.50 14.000 Live 1 26.25 0.000 26.25 1.830 2 670.00 0.000 670.00 14.000 Live/Odd 1 26.25 0.000 26.25 1.830 Live/Even 2 670.00 0.000 670.00 14.000 Live/S1 1 26.25 0.000 26.25 1.830 2 670.00 0.000 670.00 14.000 Live/S2 2 670.00 0.000 670.00 14.000 Point Forces Units: Wa (kip), La (ft) Case/Patt Span ---- ------------ Wa ------------ La --------- Dead 1 3.00 0.000 Live 1 3.00 0.000 Live/Odd 1 3.00 0.000 Live/S1 1 3.00 0.000 Reinforcement Criteria Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min MaxjP ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in IuN Q ,7 L spSlab v3.60 © StructurePoint Licensed to: License ID: Z:.\VICTOR.BRUCE\white house\struct\2B-4.slb Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- --------------------- ------- ------- Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [21 DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------- ------------------------------- 1 Left 0.67 4.52 0.524 0.243 1.328 0.111 3.369 2-#5 *3 Midspan 0.67 8.57 0.973 0.245 1.328 0.213 3.369 2-45 *3 Right 0.67 13.51 1.497 0.245 1.328 0.341 1.684 3-#5 2 Left 0.67 14.52 0.333 0.876 4.796 0.098 1.684 3-#5 *3 Midspan 0.67 0.00 7.000 0.000 4.796 0.000 0.000 --- Right 0.67 0.00 13.667 0.000 4.796 0.000 0.000 --- NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 2-#5 1.83 1-#5 1.33 --- 2 3-#5 5.57 --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq ------------------------------------------------------ - 1 0.67 0.00 0.748 0.000 1.328 0.000 2 0.67 42.77 7.247 0.876 4.796 0.289 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 --- --- 2 3-#5 0.00 14.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.62 ----------------- 0.00 ------------ -23.73 0.00 0.497 0.62 0.00 -23.73 0.00 0.524 0.63 0.00 -24.02 0.00 0.915 0.75 0.00 -28.21 0.00 0.973 0.77 0.00 -28.81 0.00 1.497 0.93 0.00 -34.16 0.00 1.830 0.93 0.00 -34.16 0.00 2 0.000 0.93 0.93 -134.60 134.60 0.333 0.93 0.93 -134.60 134.60 SpProv Bars 0.000 --- 1.684 3-#5 *3 06-02-2017, 01:45:06 PM Page 3 4- o RECEIVED JUN 0 9 7017 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:•\VICTOR.BRUCE\white house\5truct\2B-4.slb 06-02-2017, 01:45:06 PM 4.568 0.93 0.93 5.000 0.53 0.93 5.568 0.00 0.93 7.000 0.00 0.93 9.000 0.00 0.93 13.667 0.00 0.93 14.000 0.00 0.93 -134.60 134.60 -77.52 134.60 0.00 134.60 0.00 134.60 0.00 134.60 0.00 134.60 0.00 134.60 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 9.19 6.97 0.000 1.247 9.02 0.731 0.0067 2 33.19 25.19 0.583 7.000 8.81 3.099 0.0000 7.000 13.417 7.07 10.901 0.0000 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 4 @ 4.0 2 #3 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------------------------------- 1 9.19 6.97 0.000 0.250 ----- ----- 29.79 8.61 0.250 0.250 1.247 0.0552 4.0 29.79 9.02 0.731 1.247 1.830 ----- ----- 29.79 9.02 0.731 2 33.19 25.19 0.000 14.000 ----- ----- 12.59 8.81 3.099 Slab Shear Capacity ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ---------------------------------------------------------------- 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties Page 4 - _ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead ----------- Dead+Live Zone ------- Ig ---------------------- Icr ------- Mcr -------- Mmax ----------- Ie Mmax ------------------- Ie --------------- 1 1152 538 Right 1152 340 7.59 -6.61 1152 -12.14 538 2 31104 31104 Left 31104 5736 68.30 -6.94 31104 -12.79 31104 Midspan 31104 5736 68.30 14.48 31104 27.87 31104 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.001 0.004 0.006 2 0.004 0.004 0.008 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.002 2.000 0.005 0.008 0.009 0.010 2 0.005 2.000 0.010 0.013 0.013 0.017 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 22.6 --- lb --------------- <_> 1.43 - lb/ft <_> 2.144 lb/ft^2 ` R E C EIV E Bottom Bars: 43.8 lb <_> 2.77 lb/ft <_> 4.151 lb/ft^2 Stirrups: Total Steel: 3.6 70.0 lb lb <_> <_> 0.23 4.42 lb/ft lb/ft <_> <_> 0.338 6.634 lb/ft^2 lb/ft^2 JUN Q 9 201 Concrete: 29.2 ft^3 <_> 1.85 ft-3/ft <_> 2.769 ft^3/ft^2 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:06 PM Licensed to: License ID: Z:\VICTOR-BRUCE\white house\struct\2B-4.slb Page 5 14 [3] COLUMN AXIAL FORCES AND MOMENTS ----------------------------------- ----------------------------------- Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------- P[axial] ------------------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M(spring) Ma[bottom] ------------------------ Ma[top] 1 SELF 2.29 0.00 -0.11 -0.11 0.00 0.00 0.00 Dead 7.54 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/All 8.13 0.00 -0.16 -0.16 0.00 0.00 0.00 Live/Odd 3.44 0.00 0.08 0.08 0.00 -0.00 -0.00 Live/Even 4.69 0.00 -0.24 -0.24 0.00 0.00 0.00 Live/S1 8.13 0.00 -0.16 -0.16 0.00 0.00 0.00 Live/S2 4.69 0.00 -0.24 -0.24 0.00 0.00 0.00 U1 13.77 0.00 -0.23 -0.23 0.00 0.00 0.00 U2/All 24.80 0.00 -0.45 -0.45 0.00 0.00 0.00 U2/Odd 17.30 0.00 -0.07 -0.07 0.00 0.00 0.00 U2/Even 19.30 0.00 -0.59 -0.59 0.00 0.00 0.00 U2/S1 24.80 0.00 -0.45 -0.45 0.00 0.00 0.00 U2/S2 19.30 0.00 -0.59 -0.59 0.00 0.00 0.00 2 SELF 2.09 0.00 0.11 0.11 0.00 -0.00 -0.00 Dead 2.60 0.00 0.11 0.11 0.00 -0.00 -0.00 Live/All 4.30 0.00 0.20 0.20 0.00 -0.00 -0.00 Live/Odd -0.39 0.00 -0.04 -0.04 0.00 0.00 0.00 Live/Even 4.69 0.00 0.24 0.24 0.00 -0.00 -0.00 Live/S1 4.30 0.00 0.20 0.20 0.00 -0.00 -0.00 Live/S2 4.69 0.00 0.24 0.24 0.00 -0.00 -0.00 Ul 6.56 0.00 0.30 0.30 0.00 0.00 0.00 U2/All 12.50 0.00 0.58 0.58 0.00 0.00 0.00 U2/Odd 5.00 0.00 0.20 0.20 0.00 0.00 0.00 U2/Even 13.12 0.00 0.65 0.65 0.00 0.00 0.00 U2/S1 12.50 0.00 0.58 0.58 0.00 0.00 0.00 U2/S2 13.12 0.00 0.65 0.65 0.00 0.00 0.00 Sum SELF 4.38 0.00 0.00 0.00 0.00 0.00 0.00 Dead 10.13 0.00 0.05 0.05 0.00 0.00 0.00 Live/All 12.43 0.00 0.04 0.04 0.00 0.00 0.00 Live/Odd 3.05 0.00 0.04 0.04 0.00 0.00 0.00 Live/Even 9.38 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Sl 12.43 0.00 0.04 0.04 0.00 0.00 0.00 Live/S2 9.38 0.00 -0.00 -0.00 0.00 0.00 0.00 U1 20.32 0.00 0.07 0.07 0.00 0.00 0.00 U2/All 37.30 0.00 0.13 0.13 0.00 0.00 0.00 U2/Odd 22.30 0.00 0.13 0.13 0.00 0.00 0.00 U2/Even 32.43 0.00 0.06 0.06 0.00 0.00 0.00 U2/S1 37.30 0.00 0.13 0.13 0.00 0.00 0.00 U2/S2 32.43 0.00 0.06 0.06 0.00 0.00 0.00 RECEIVE® JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:39 PM Licensed to: License ID: Z►\VICTOR BRUCE\white house\struct\2B-5.slb Page 1 49 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. ------------------------------------------------------------------------------------------------------------------ [1] INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-5.slb Project: WHITE HOUSE Frame: 2B-5 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever + Right cantilever Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams we - 150 f'c - 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab Size Db #3 0.38 #5 0.63 #7 0.88 #9 1.13 #11 1.41 #18 2.26 (in^2), Wb (lb/ft) Ab Wb Size Db Ab Wb ------------ 0.11 0.38 ------------ #4 -------- 0.50 -------- 0.20 0.67 0.31 1.04 #6 0.75 0.44 1.50 0.60 2.04 #8 1.00 0.79 2.67 1.00 3.40 #10 1.27 1.27 4.30 1.56 5.31 #14 1.69 2.25 7.65 4.00 13.60 RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:39 PM Licensed to: License ID: Zs\VICTOR.BRUCE\white house\struct\2B-5.slb Page 2 Span Data l Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ---- 1 Int ---------------------------------------- 2.660 0.00 0.583 0.583 0.00 LC 2 Int 10.830 0.00 0.583 0.583 0.00 3 Int 2.500 0.00 0.583 0.583 0.00 RC Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span ------------ b h ---------------- Sp b ---------------- h Hmin -------- 1 0.00 0.00 0.00 14.00 12.00 3.99 *c 2 0.00 0.00 0.00 14.00 26.00 8.12 3 0.00 0.00 0.00 14.00 31.00 3.75 NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations Case SELF Dead Live Type DEAD DEAD LIVE ------------ U1 -------- 1.400 -------- 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt --------- Span ---- Wa ------------ ------------ La ------------ Wb ------------ Lb SELF 1 175.00 0.000 175.00 2.660 2 379.17 0.000 379.17 10.830 3 452.08 0.000 452.08 2.500 Dead 1 600.00 0.000 600.00 2.660 2 1020.30 0.000 1020.30 10.830 3 1020.30 0.000 1020.30 2.500 Live 1 60.00 0.000 60.00 2.660 2 466.25 0.000 466.25 10.830 3 466.25 0.000 466.25 2.500 Live/Odd 1 60.00 0.000 60.00 2.660 3 466.25 0.000 466.25 2.500 Live/Even 2 466.25 0.000 466.25 10.830 Live/Sl 1 60.00 0.000 60.00 2.660 2 466.25 0.000 466.25 10.830 Live/S2 2 466.25 0.000 466.25 10.830 3 466.25 0.000 466.25 2.500 Point Forces ------------ Units: Wa (kip), La (ft) Case/Patt Span Wa La --------- Dead ---- ------------ 3 ------------ 7.60 2.500 1 2.20 0.000 Live 3 2.32 2.500 RECEIVED 2.20 0.000 C N G D Live/Odd 3 2.32 2.500 1 2.20 0.000 IU N 0 9 1017 Live/Sl 1 2.20 0.000 spSlab v3.60 © StructurePoint Licensed to: License ID: Zr\VICTOR•BRUCE\white house\struct\2B-5.slb Live/S2 3 2.32 2.500 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. ------------- [21 DESIGN RESULTS 06-02-2017, 01:45:39 PM Page 3 51 Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 1.17 5.36 0.814 0.424 2.323 0.131 4.684 3-#5 *3 *5 Midspan 1.17 10.50 1.512 0.424 2.323 0.258 4.684 3-#5 *3 *5 Right 1.17 17.11 2.327 0.429 2.323 0.426 3.123 4-#5 *3 *5 2 Left 1.17 17.16 0.333 1.071 5.864 0.165 3.123 4-#5 *3 Midspan 1.17 9.37 6.939 1.071 5.864 0.090 3.123 4-#5 *3 Right 1.17 35.52 10.497 1.071 5.864 0.344 2.342 5-#5 *3 3 Left 1.17 33.70 0.333 1.302 7.128 0.267 2.342 5-#5 *3 Midspan 1.17 20.57 1.092 1.302 7.128 0.163 2.342 5-#5 *3 Right 1.17 10.46 1.742 1.302 7.128 0.083 2.342 5-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. *5 - Number of bars governed by maximum allowable spacing. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 3-#5 2.66 1-#5 1.33 --- 2 --- --- 4-#5 10.83 1-#5 2.27 --- 3 --- --- 5-#5 2.50 --- Bottom Reinforcement -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ---- ----------------------------------------------------------------- 1 1.17 0.00 1.163 0.000 2.323 0.000 0.000 --- 2 1.17 16.56 4.795 1.071 5.864 0.159 3.123 4-#5 *3 3 1.17 0.00 1.417 0.000 7.128 0.000 0.000 --- NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length RECEIVE® JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:39 PM Licensed to: License ID: Z:•\VICTOR,BRUCE\white house\struct\2B-5.slb Page 4 ------------------------- ------- ------- ------- SZ 1 --- --- 2 4-#5 0.00 10.83 --- 3 --- --- Flexural Capacity ----------------- ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----- 1 0.000 0.93 0.00 ------------ ------------ -36.00 0.00 0.814 0.93 0.00 -36.00 0.00 1.327 0.93 0.00 -36.00 0.00 1.330 0.93 0.00 -36.03 0.00 1.512 0.99 0.00 -38.06 0.00 2.327 1.24 0.00 -46.91 0.00 2.660 1.24 0.00 -46.91 0.00 2 0.000 1.24 1.24 -125.03 125.03 0.333 1.24 1.24 -125.03 125.03 3.890 1.24 1.24 -125.03 125.03 5.415 1.24 1.24 -125.03 125.03 6.939 1.24 1.24 -125.03 125.03 8.564 1.24 1.24 -125.03 125.03 9.564 1.55 1.24 -154.92 125.03 10.497 1.55 1.24 -154.92 125.03 10.830 1.55 1.24 -154.92 125.03 3 0.000 1.55 0.00 -189.79 0.00 0.333 1.55 0.00 -189.79 0.00 1.092 1.55 0.00 -189.79 0.00 1.250 1.55 0.00 -189.79 0.00 1.742 1.55 0.00 -189.79 0.00 2.500 1.55 0.00 -189.79 0.00 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc ---------------------------- Start End ---------------- vu -------- Xu Av/s -------- 1 9.19 12.20 0.000 2.077 7.76 1.561 0.0117 2 23.19 30.80 0.583 5.415 6.88 2.266 0.0000 5.415 10.247 10.33 8.564 0.0000 3 28.19 37.44 0.333 2.500 18.28 0.333 0.0000 Longitudinal Beam Shear Reinforcement --------------------------------------------- Details Units: spacing & distance (in). Span Size Stirrups (2 legs ---- ---- --------------------------------------------- each unless otherwise noted) 1 #3 6 @ 4.4 2 #3 --- None --- 3 #3 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc -------- Start End ---------------- Av/s -------- Sp PhiVn -------- Vu Xu ---------------- -------------------- 1 9.19 12.20 0.000 0.250 ----- ----- 32.95 6.42 0.250 0.250 2.077 0.0502 4.4 32.95 7.76 1.561 2.077 2.660 ----- ----- 32.95 7.76 1.561 2 23.19 30.80 0.000 10.830 ----- ----- 15.40 10.33 8.564 3 28.19 37.44 0.000 2.500 ----- ----- 18.72 18.28 0.333 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio ---------------------------- PhiVc ------------------------ Vu ------------ Xu 1 --- Not checked --- 2 --- Not checked --- RECEIVED 3 --- Not checked --- Deflections JUN 0 9 ny Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level spSlab v3.60 © StructurePoint 06-02-2017, 01:45:39 PM Licensed to: License ID: Z..\VICTOR,BRUCE\white house\struct\2B-5.slb Page 5 S� Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie -------------------------------------------- 1 2016 1624 Right 2016 ------------------ 485 ------------------- 13.28 -8.59 -------- 2016 -14.66 ----------- 1624 2 20505 20505 Left 20505 3685 62.35 -8.60 20505 -14.57 20505 Midspan 20505 3685 62.35 5.20 20505 5.40 20505 Right 20505 4444 62.35 -23.34 20505 -30.48 20505 3 34756 34756 Left 34756 6778 88.64 -23.60 34756 -30.86 34756 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.004 0.005 0.009 2 0.000 -0.000 -0.001 3 0.002 0.001 0.003 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ ------------------------------ 1 0.005 2.000 0.010 0.014 -------- 0.015 0.019 - 2 -0.000 2.000 -0.001 -0.001 -0.001 -0.001 3 0.002 2.000 0.004 0.005 0.005 0.007 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 70.3 lb <=> 4.40 lb/ft <=> 3.768 lb/ft^2 Bottom Bars: 45.2 lb <=> 2.83 lb/ft <=> 2.422 lb/ft^2 Stirrups: 7.6 lb <=> 0.48 lb/ft <=> 0.408 lb/ft^2 Total Steel: 123.1 lb <=> 7.70 lb/ft <=> 6.598 lb/ft^2 Concrete: 38.0 ft^3 <=> 2.38 ft^3/ft <=> 2.038 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------- P[axial] ------------------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] ------------ Ma[top] ------------ 1 SELF 2.45 0.00 -0.07 -0.07 0.00 0.00 0.00 Dead 8.03 0.00 0.07 0.07 0.00 -0.00 -0.00 Live/All 4.78 0.00 0.05 0.05 0.00 -0.00 -0.00 Live/Odd 2.25 0.00 0.17 0.17 0.00 -0.00 -0.00 Live/Even 2.52 0.00 -0.12 -0.12 0.00 0.00 0.00 Live/S1 5.43 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S2 1.87 0.00 -0.06 -0.06 0.00 0.00 0.00 U1 14.67 0.00 -0.01 -0.01 0.00 0.00 0.00 U2/All 20.22 0.00 0.07 0.07 0.00 0.00 0.00 U2/Odd 16.18 0.00 0.26 0.26 0.00 0.00 0.00 U2/Even 16.61 0.00 -0.19 -0.19 0.00 0.00 0.00 U2/S1 21.27 0.00 -0.02 -0.02 0.00 0.00 0.00 U2/S2 15.56 0.00 -0.09 -0.09 0.00 0.00 0.00 2 SELF 3.26 0.00 0.07 0.07 0.00 -0.00 -0.00 Dead 16.96 0.00 -0.19 -0.19 0.00 0.00 0.00 Live/All 6.12 0.00 -0.06 -0.06 0.00 0.00 0.00 Live/Odd 3.59 0.00 -0.18 -0.18 0.00 0.00 0.00 Live/Even 2.52 0.00 0.12 0.12 0.00 -0.00 -0.00 Live/Sl 1.97 0.00 0.07 0.07 0.00 -0.00 -0.00 Live/S2 6.67 0.00 -0.01 -0.01 0.00 0.00 0.00 U1 28.31 0.00 -0.18 -0.18 0.00 0.00 0.00 U2/All 34.05 0.00 -0.25 -0.25 0.00 0.00 0.00 U2/Odd 30.01 0.00 -0.44 -0.44 0.00 0.00 0.00 U2/Even 28.30 0.00 0.03 0.03 0.00 0.00 0.00 U2/S1 27.42 0.00 -0.05 -0.05 0.00 0.00 0.00 U2/S2 34.93 0.00 -0.17 -0.17 0.00 0.00 0.00 Sum SELF 5.70 0.00 -0.01 -0.01 0.00 0.00 0.00 Dead 25.00 0.00 -0.13 -0.13 0.00 0.00 Live/All 10.89 0.00 -0.01 -0.01 0.00 0.00 Rd -04t E D Live/Odd 5.85 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Even 5.05 0.00 -0.00 -0.00 0.00 0.00 000 Live/Sl 7.41 0.00 0.05 0.05 0.00 0.00 JUN 0.902017 Live/S2 8.54 0.00 -0.06 -0.06 0.00 0.00 0.00 spSlab v3.60 © StructurePoint 06-02-2017, 01:45:39 PM Licensed to: , License ID: Z:-\VICTOR,BRUCE\white house\struct\2B-5.slb Page 6 5-If U1 42.98 0.00 -0.19 -0.19 0.00 0.00 0.00 U2/All 54.27 0.00 -0.18 -0.18 0.00 0.00 0.00 U2/Odd 46.19 0.00 -0.18 -0.18 0.00 0.00 0.00 U2/Even 44.92 0.00 -0.16 -0.16 0.00 0.00 0.00 U2/S1 48.69 0.00 -0.07 -0.07 0.00 0.00 0.00 U2/S2 50.49 0.00 -0.26 -0.26 0.00 0.00 0.00 RECEI\IED JUN 0 91017 spSlab v3.60 © StructurePoint 06-02-2017, 01:47:30 PM Licensed to: License ID: Z:+\VICTOR-BRUCE\white house\struct\2B-6.slb Page 1 j- 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-6.slb Project: WHITE HOUSE Frame: 2B-6 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material ------------------- Properties ------------------- SlabslBeams ------------ Columns wc ------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy - 60 ksi, Bars are not epoxy -coated fyt - 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db -------- Ab -------- Wb ------------ #3 ---------------- 0.38 0.11 ------------ 0.38 #4 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 RECEIVED #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 JU N 0 9 1017 spSlab v3.60 © StructurePoint 06-02-2017, 01:47:30 PM Licensed to: License ID: Z:•\VICTOR•BRUCE\white house\struct\2B-6.slb Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- ---------------- ------------------------ ---- 1 Int 13.750 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h -------------------------------------------- Hmin -------- 1 0.00 0.00 0.00 8.00 31.00 10.31 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b ---------------------------------------------------- Hb Red% ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- SELF ---- ------------ 1 ------------ 258.33 ------------ 0.000 ------------ 258.33 13.750 Dead 1 847.23 0.000 847.23 13.750 Live 1 338.10 0.000 338.10 13.750 Live/Odd 1 338.10 0.000 338.10 13.750 Live/S1 1 338.10 0.000 338.10 13.750 Live/S2 1 338.10 0.000 338.10 13.750 Reinforcement Criteria ---------------------- Slabs and Ribs Top bars_ _Bottom bars_ Min Max Min Max ------- Bar Size ------- #5 #8 ------- ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- Bar Size ------- ------- #5 #8 ------- ------- #5 #8 ------- #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in RECEIVED Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in JUN 0 9 1017 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. spSlab v3.60 © StructurePoint Licensed to: License ID: Z:\VICTOR-BRUCE\white house\struct\2B-6.slb 06-02-2017, 01:47:30 PM Page 3 IG [2) DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin ASMax AsReq -------- SpProv Bars ------- ----------- 1 Left ------------------ 0.67 -------- 0.00 0.333 ---------------- 0.000 -------- 4.073 0.000 0.000 --- Midspan 0.67 0.00 6.875 0.000 4.073 0.000 0.000 --- Right 0.67 0.00 13.417 0.000 4.073 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 42.18 6.752 0.744 4.073 0.337 1.684 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 3-#5 0.00 13.75 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.93 ------------ 0.00 113.67 0.333 0.00 0.93 0.00 113.67 4.912 0.00 0.93 0.00 113.67 6.875 0.00 0.93 0.00 113.67 8.838 0.00 0.93 0.00 113.67 13.417 0.00 0.93 0.00 113.67 13.750 0.00 0.93 0.00 113.67 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in-2/in) Span d PhiVc Start ---------------------------- End ---------------- Vu -------- Xu Av/s -------- 1 28.19 21.39 0.583 5.477 7.83 2.682 0.0000 5.477 8.273 2.61 8.273 0.0000 8.273 13.167 7.83 11.068 0.0000 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------------------------------- 1 28.19 21.39 0.000 13.750 ----- ----- 10.70 7.83 11.068 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ------------ ---------------------------------------------------- 1 --- Not checked --- Deflections SUN p g IM7 Section properties spSlab v3.60 © StructurePoint Licensed to: License ID: Z.\VICTOR•BRUCE\white house\struct\2B-6.slb ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr -------------------------------------------------------------- 1 19861 19861 Midspan 19861 4036 50.65 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.011 0.003 0.014 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+1 Dtotal ------------ -------------------------------------- 1 0.012 2.000 0.023 0.026 0.027 0.038 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 43.0 lb <=> 3.13 lb/ft <=> 4.693 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 43.0 lb <=> 3.13 lb/ft <=> 4.693 lb/ft^2 Concrete: 23.7 ft^3 <=> 1.72 ft^3/ft <=> 2.583 ft^3/ft^2 06-02-2017, 01:47:30 PM Page 4 h� Load Level Dead Dead+Live Mmax Ie Mmax Ie -------------------------------------- 24.97 19861 32.60 19861 ------------ ------------------------- ------------------------- ---------------------------------------------------- [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp ---- Comb/Patt ---------------------- P[axial] ------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M(spring] ------------ Mb[bottom] ------------ Ma[top] 1 SELF 1.78 0.00 -0.13 -0.13 0.00 0.00 0.00 Dead 5.82 0.00 -0.44 -0.44 0.00 0.00 0.00 Live/All 2.32 0.00 -0.18 -0.18 0.00 0.00 0.00 Live/Odd 2.32 0.00 -0.18 -0.18 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 2.32 0.00 -0.18 -0.18 0.00 0.00 0.00 Live/S2 2.32 0.00 -0.18 -0.18 0.00 0.00 0.00 Ul 10.64 0.00 -0.81 -0.81 0.00 0.00 0.00 U2/All 12.84 0.00 -0.97 -0.97 0.00 0.00 0.00 U2/Odd 12.84 0.00 -0.97 -0.97 0.00 0.00 0.00 U2/Even 9.12 0.00 -0.69 -0.69 0.00 0.00 0.00 U2/Sl 12.84 0.00 -0.97 -0.97 0.00 0.00 0.00 U2/S2 12.84 0.00 -0.97 -0.97 0.00 0.00 0.00 2 SELF 1.78 0.00 0.13 0.13 0.00 -0.00 -0.00 Dead 5.82 0.00 0.44 0.44 0.00 -0.00 -0.00 Live/All 2.32 0.00 0.18 0.18 0.00 -0.00 -0.00 Live/Odd 2.32 0.00 0.18 0.18 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 2.32 0.00 0.18 0.18 0.00 -0.00 -0.00 Live/S2 2.32 0.00 0.18 0.18 0.00 -0.00 -0.00 U1 10.64 0.00 0.81 0.81 0.00 0.00 0.00 U2/All 12.84 0.00 0.97 0.97 0.00 0.00 0.00 U2/Odd 12.84 0.00 0.97 0.97 0.00 0.00 0.00 U2/Even 9.12 0.00 0.69 0.69 0.00 0.00 0.00 U2/S1 12.84 0.00 0.97 0.97 0.00 0.00 0.00 U2/S2 12.84 0.00 0.97 0.97 0.00 0.00 0.00 Sum SELF 3.55 0.00 -0.00 -0.00 0.00 0.00 0.00 Dead 11.65 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/All 4.65 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Odd 4.65 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00� Live/S1 4.65 0.00 -0.00 -0.00 0.00 0.00 ® Live/S2 4.65 0.00 -0.00 -0.00 0.00 0.00 n 1-0-0(S Ul 21.28 0.00 -0.00 -0.00 0.00 0.00 ,ff 0c g 1017 U2/All 25.68 0.00 -0.00 -0.00 0.00 0.00 �W`Oq U2/Odd 25.68 0.00 -0.00 -0.00 0.00 0.00 0.00 U2/Even 18.24 0.00 -0.00 -0.00 0.00 0.00 0.00 U2/S1 25.68 0.00 -0.00 -0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: , License ID: 2;\VICTOR.BRUCE\white house\struct\2B-6.slb U2/S2 25.68 0.00 -0.00 06-02-2017, 01:47:30 PM Page 5 -0.00 0.00 0.00 0.00 j31 Q jF f- ® 1UN 0 91011 spSlab v3.60 © StructurePoint 06-02-2017, 01:48:08 PM Licensed to: License ID: Z:'\VICTOR•BRUCE\white house\struct\2B-7.slb Page 1 (U 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. (11 INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-7.slb Project: WHITE HOUSE Frame: 2B-7 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- SlabslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb ------------ #3 -------- 0.38 -------- 0.11 0.38 ---- #4 ---------------- 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 p c #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 1� 141 156 31 #14 1.69 2.25 7.65 #18 . . 13. JUN 0 spSlab v3.60 © StructurePoint 06-02-2017, 01:48:09 PM Licensed to: License ID: Z:\VICTORIBRUCE\white house\struct\2B-7.slb Page 2 COI Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 9.500 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span b h Sp b h -------------------------------------------- _Span_ Hmin -------- 1 0.00 0.00 0.00 8.00 36.00 7.13 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b ---------------------------------------------------- Hb Red% ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------- ------------------ 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE -------------------- -------- Ul 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb ---- ------------ ------------ ------------ Lb ------------ --------- SELF 1 300.00 0.000 300.00 9.500 Dead 1 55.25 0.000 55.25 9.500 Live 1 85.00 0.000 85.00 9.500 Live/Odd 1 85.00 0.000 85.00 9.500 Live/S1 1 85.00 0.000 85.00 9.500 Live/S2 1 85.00 0.000 85.00 9.500 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max -----#5 ------- #8 ------- #5 --------#8 ------- Bar Size -- #3 ------ #3 �! p � C ED EI�V Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in 11�� Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in N p g 1017 Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in lst Stirrup 3.00 in spSlab v3.60 © StructurePoint 06-02-2017, 01:48:09 PM Licensed to: License ID: Z:•\VICTOR�BRUCE\white house\struct\2B-7.slb Page 3 There is NOT more than 12 in of concrete below top bars. [2) DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin ASMax AsReq SpProv Bars 1 Left 0.67 0.00 0.333 0.000 4.796 0.000 0.000 --- Midspan 0.67 0.00 4.750 0.000 4.796 0.000 0.000 --- Right 0.67 0.00 9.167 0.000 4.796 0.000 0.000 --- Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin ASMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 6.22 4.750 0.876 4.796 0.042 1.684 3-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 3-#5 0.00 9.50 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x ASTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.93 ------------ 0.00 134.60 0.333 0.00 0.93 0.00 134.60 3.425 0.00 0.93 0.00 134.60 4.750 0.00 0.93 0.00 134.60 6.075 0.00 0.93 0.00 134.60 9.167 0.00 0.93 0.00 134.60 9.500 0.00 0.93 0.00 134.60 Longitudinal Beam Shear Reinforcement Required ---------------------------------------------- ---------------------------------------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 33.19 25.19 0.583 8.917 0.93 6.401 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------------------------------- 1 33.19 25.19 0.000 9.500 ----- ----- 12.59 0.93 6.401 Slab Shear Capacity � Units b, d (in), Xu (ft), PhiVc, Vu(kip) p C��r Span b d Vratio PhiVc Vu Xu it G ---------------------------------------------------------------- 1 --- Not checked --- `ON 0.97017 Deflections Section properties spSlab v3.60 © StructurePoint Licensed to: License ID: Z:\VICTOR-BRUCE\white house\struct\2B-7.slb ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone Ig Icr Mcr 1 31104 31104 Midspan 31104 5736 68.30 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.001 0.000 0.001 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.001 2.000 0.001 0.001 0.001 0.002 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Bottom Bars: 29.7 lb <_> 3.13 lb/ft <_> 4.693 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 29.7 lb <_> 3.13 lb/ft <_> 4.693 lb/ft^2 Concrete: 19.0 ft^3 <_> 2.00 ft^3/ft <_> 3.000 ft^3/ft^2 06-02-2017, 01:48:09 PM Page 4 6_13 Load Level Dead Dead+Live Mmax Ie Mmax 3.93 31104 4.87 Ie 31104 [3] COLUMN AXIAL FORCES AND MOMENTS ------------------------------------------------------------------------------------------------------------------ Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] ------------------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] ------------ Ma[bottom] Ma[top] ------------ ---- 1 ---------- SELF 1.42 0.00 -0.03 -0.03 0.00 0.00 0.00 Dead 0.26 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/All 0.40 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Odd 0.40 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.40 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S2 0.40 0.00 -0.01 -0.01 0.00 0.00 0.00 U1 2.36 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/All 2.67 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/Odd 2.67 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/Even 2.02 0.00 -0.05 -0.05 0.00 0.00 0.00 U2/S1 2.67 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/S2 2.67 0.00 -0.06 -0.06 0.00 0.00 0.00 2 SELF 1.43 0.00 0.03 0.03 0.00 -0.00 -0.00 Dead 0.26 0.00 0.01 0.01 0.00 -0.00 -0.00 Live/All 0.40 0.00 0.01 0.01 0.00 -0.00 -0.00 Live/Odd 0.40 0.00 0.01 0.01 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.40 0.00 0.01 0.01 0.00 -0.00 -0.00 Live/S2 0.40 0.00 0.01 0.01 0.00 -0.00 -0.00 Ul 2.36 0.00 0.06 0.06 0.00 0.00 0.00 U2/All 2.67 0.00 0.06 0.06 0.00 0.00 0.00 U2/Odd 2.67 0.00 0.06 0.06 0.00 0.00 0.00 U2/Even 2.02 0.00 0.05 0.05 0.00 0.00 0.00 U2/S1 2.67 0.00 0.06 0.06 0.00 0.00 0.00 U2/S2 2.67 0.00 0.06 0.06 0.00 0.00 0.00 Sum SELF 2.85 0.00 -0.00 -0.00 0.00 0.00 0.00 Dead 0.52 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/All 0.81 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Odd 0.81 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0�!{ C.401YY Live/S1 0.81 0.00 -0.00 -0.00 0.00 0.00 RE Live/S2 0.81 0.00 -0.00 -0.00 0.00 0.00 Ul 4.72 0.00 -0.00 -0.00 0.00 0.00 A'0..00 jui,.Qo {} A U2/All 5.34 0.00 -0.00 -0.00 0.00 0.00 0.00 U2/Odd 5.34 0.00 -0.00 -0.00 0.00 0.00 0.00 U2/Even 4.05 0.00 -0.00 -0.00 0.00 0.00 0.00 U2/S1 5.34 0.00 -0.00 -0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:•\VICTOR-BRUCE\white house\struct\2B-7.slb U2/S2 5.34 0.00 -0.00 06-02-2017, 01:48:09 PM Page 5 -0.00 0.00 0.00 0.00 4A RECEIVd D .JUPI �0;,9 �iOt7 spSlab v3.60 © StructurePoint Licensed to: License ID: Z)\VICTORiBRUCE\white house\struct\2B-8, 2B-9.slb 06-02-2017, 01:49:11 PM Page 1 615 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved ---------------------------------------------------------------------------------- ---------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. (1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-8, 2B-9.slb Project: WHITE HOUSE Frame: 2B-8, 2B-9 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- S1abslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Size Db Ab --- ------------ #3 -------- 0.38 0.11 #5 0.63 0.31 #7 0.88 0.60 #9 1.13 1.00 #11 1.41 1.56 #18 2.26 4.00 Wb (lb/ft) Wb Size Db Ab Wb ----- 0.38 ------------ #4 -------- 0.50 -------- 0.20 0.67 1.04 #6 0.75 0.44 1.50 2.04 #8 1.00 0.79 2.67 3.40 #10 1.27 1.27 4.30 5.31 #14 1.69 2.25 7.65 13.60 REC9 JUN `t17 spSlab v3.60 © StructurePoint 06-02-2017, 01:49:11 PM Licensed to: License ID: Z:!\VICTOR-BRUCE\white house\struct\2B-8, 2B-9.slb Page 2 Span Data Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------- ------------------------ 1 Int 5.250 0.00 0.333 0.333 0.00 2 Int 10.750 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 24.00 3.41 *c 2 0.00 0.00 0.00 8.00 24.00 6.97 NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp ------------ cla -------- c2a -------- Ha -------- clb -------- c2b Hb -------- Red% ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 3 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span ---- ------------ Wa ------------ La ------------ Wb ------------ Lb --------- SELF 1 200.00 0.000 200.00 5.250 2 200.00 0.000 200.00 10.750 Dead 1 701.00 0.000 701.00 5.250 2 701.00 0.000 701.00 10.750 Live 1 100.00 0.000 100.00 5.250 2 100.00 0.000 100.00 10.750 Live/Odd 1 100.00 0.000 100.00 5.250 Live/Even 2 100.00 0.000 100.00 10.750 Live/S1 1 100.00 0.000 100.00 5.250 Live/S2 1 100.00 0.000 100.00 5.250 2 100.00 0.000 100.00 10.750 Live/S3 2 100.00 0.000 100.00 10.750 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max Bar Size ------- ------- ------- #5 #8 #5 ------- #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in REC ERVE There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups spSlab v3.60 © Structure Point 06-02-2017, 01:49:11 PM Licensed to: , License ID: Z'.?kVICTOR;BRUCE\white house\struct\2B-8, 2B-9.slb Page 3 Min Max Min Max Min Max f -------------- Bar Size #5 #8 -------------- #5 #8 ------- #3 ------- #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [21 DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin ASMax AsReq SpProv Bars ------------------------------------------------------------- --------------- 1 Left 0.67 1.19 1.938 0.559 3.062 0.012 3.369 2-#5 *3 Midspan 0.67 4.56 3.313 0.559 3.062 0.048 3.369 2-#5 *3 Right 0.67 11.29 4.917 0.559 3.062 0.119 3.369 2-#5 *3 2 Left 0.67 10.93 0.333 0.559 3.062 0.115 3.369 2-#5 *3 Midspan 0.67 0.00 5.375 0.000 3.062 0.000 0.000 --- Right 0.67 0.00 10.417 0.000 3.062 0.000 0.000 --- NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 2-#5 5.25 --- --- 2 2-#5 3.82 --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin ASMax AsReq SpProv Bars -------------------------------------- ------------------------------- 1 0.67 0.51 0.816 0.559 3.062 0.005 3.369 2-#5 *3 2 0.67 11.59 6.236 0.559 3.062 0.122 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#5 0.00 5.25 --- 2 2-#5 0.00 10.75 --- Flexural Capacity ----------------- ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x ASTop ASBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.62 0.62 -57.21 57.21 0.333 0.62 0.62 -57.21 57.21 1.938 0.62 0.62 -57.21 57.21 2.625 0.62 0.62 -57.21 57.21 3.313 0.62 0.62 -57.21 57.21 4.917 0.62 0.62 -57.21 57.21 5.250 0.62 0.62 -57.21 57.21 2 0.000 0.62 0.62 -57.21 57.21 0.333 0.62 0.62 -57.21 57.21 2.821 0.62 0.62 -57.21 57.21 3.821 0.00 0.62 0.00 57.21 3.862 0.00 0.62 0.00 57.21 5.375 0.00 0.62 0.00 57.21 6.887 0.00 0.62 0.00 57.21 10.417 0.00 0.62 0.00 57.21 10.750 0.00 0.62 0.00 57.21 JUN 0 9 NY spSlab v3.60 © StructurePoint Licensed to: License ID: Z:\VICTOR BRUCE\white house\struct\2B-8, 2B-9.slb r , 06-02-2017, 01:49:11 PM f. ;0 Longitudinal Beam Shear Reinforcement Required ====== ------------ Units: d (in), Start End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 21.19 16.08 0.583 4.667 3.19 3.151 0.0000 2 21.19 16.08 0.583 4.283 5.31 2.099 0.0000 4.283 6.467 2.56 4.283 0.0000 6.467 10.167 2.95 8.651 0.0000 Longitudinal Beam Shear Reinforcement Details == = ===--------------------------------------- -------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- 2 #3 --- None --- Page 4 (-:Ile Beam Shear Capacity ------------------- Units: d, Sp (in), Start, End, Xu (ft), Phivc, PhiVn, Vu (kip), Av/s (in^2/in) Span d Phivc Start End -------------------------------------------- Av/s -------- Sp -------- PhiVn -------- Vu -------- Xu 1 21.19 16.08 0.000 5.250 ----- ----- 8.04 3.19 3.151 2 21.19 16.08 0.000 10.750 ----- ----- 8.04 5.31 2.099 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ------------ ---------------------------- 1 --- Not checked --- ------------ ------------ 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone -------------------------------------------- Ig ----------- Icr Mcr ------- Mmax -------- Ie ----------- Mmax ------------------- Ie 1 9216 9216 Midspan 9216 1549 30.36 0.23 9216 0.26 9216 Right 9216 1549 30.36 -9.41 9216 -10.45 9216 2 9216 9216 Left 9216 1549 30.36 -9.65 9216 -10.72 9216 Midspan 9216 1549 30.36 8.28 9216 9.20 9216 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.000 -0.000 -0.000 2 0.004 0.000 0.005 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 -0.000 2.000 -0.001 -0.001 -0.001 -0.001 2 0.004 2.000 0.008 0.009 0.009 0.013 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 18.9 lb <_> 1.18 lb/ft <_> 1.774 lb/ft^2 Bottom Bars: 33.4 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 52.3 lb <_> 3.27 lb/ft <_> 4.903 lb/ft^2 Concrete: 21.3 ft^3 <_> 1.33 ft^3/ft <_> 2.000 ft^3/ft^2 RECEIVER [31 COLUMN AXIAL FORCES AND MOMENTS LL� Units: P (kip), M (k-ft) Case/Patt Joint Far Ends spSlab v3.60 © StructurePoint 06-02-2017_ 01:49:11 PM Licensed to: , License ID: Z:JVICTOR'BRUCE\white house\struct\2B-8, 2B-9.sib Page 5 r �C) Supp Comb/Patt P[axial] P[spring] Mb[top] Ma[bottom] M[spring] ------------ Mb[bottom] ------------ Ma(top] -------------------------- 1 SELF ------------ 0.12 ------------ 0.00 ------------ 0.01 ------------ 0.01 0.00 -0.00 -0.00 Dead 0.44 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/Ail 0.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Odd 0.24 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Even -0.18 0.00 0.01 0.01 0.00 -0.00 -0.00 Live/Sl 0.24 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S2 0.06 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S3 -0.18 0.00 0.01 0.01 0.00 -0.00 -0.00 Ul 0.79 0.00 0.04 0.04 0.00 0.00 0.00 U2/Aii 0.77 0.00 0.04 0.04 0.00 0.00 0.00 U2/Odd 1.06 0.00 0.03 0.03 0.00 0.00 0.00 U2/Even 0.39 0.00 0.05 0.05 0.00 0.00 0.00 U2/Sl 1.06 0.00 0.03 0.03 0.00 0.00 0.00 U2/S2 0.77 0.00 0.04 0.04 0.00 0.00 0.00 U2/S3 0.39 0.00 0.05 0.05 0.00 0.00 0.00 2 SELF 2.19 0.00 -0.03 -0.03 0.00 0.00 0.00 Dead 7.67 0.00 -0.09 -0.09 0.00 0.00 0.00 Live/All 1.09 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Odd 0.29 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/Even 0.80 0.00 -0.02 -0.02 0.00 0.00 0.00 Live/Sl 0.29 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S2 1.09 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S3 0.80 0.00 -0.02 -0.02 0.00 0.00 0.00 Ul 13.79 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/All 13.57 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/Odd 12.29 0.00 -0.14 -0.14 0.00 0.00 0.00 U2/Even 13.10 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/S1 12.29 0.00 -0.14 -0.14 0.00 0.00 0.00 U2/S2 13.57 0.00 -0.17 -0.17 0.00 0.00 0.00 U2/S3 13.10 0.00 -0.17 -0.17 0.00 0.00 0.00 3 SELF 0.89 0.00 0.07 0.07 0.00 -0.00 -0.00 Dead 3.11 0.00 0.23 0.23 0.00 -0.00 -0.00 Live/Ail 0.44 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/Odd -0.01 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Even 0.45 0.00 0.04 0.04 0.00 -0.00 -0.00 Live/S1 -0.01 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/S2 0.44 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/S3 0.45 0.00 0.04 0.04 0.00 -0.00 -0.00 U1 5.60 0.00 0.42 0.42 0.00 0.00 0.00 U2/All 5.51 0.00 0.42 0.42 0.00 0.00 0.00 U2/Odd 4.78 0.00 0.36 0.36 0.00 0.00 0.00 U2/Even 5.53 0.00 0.42 0.42 0.00 0.00 0.00 U2/Sl 4.78 0.00 0.36 0.36 0.00 0.00 0.00 U2/S2 5.51 0.00 0.42 0.42 0.00 0.00 0.00 U2/S3 5.53 0.00 0.42 0.42 0.00 0.00 0.00 Sum SELF 3.20 0.00 0.05 0.05 0.00 0.00 0.00 Dead 11.22 0.00 0.16 0.16 0.00 0.00 0.00 Live/All 1.60 0.00 0.02 0.02 0.00 0.00 0.00 Live/Odd 0.52 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/Even 1.07 0.00 0.03 0.03 0.00 0.00 0.00 Live/Sl 0.52 0.00 -0.00 -0.00 0.00 0.00 0.00 Live/S2 1.60 0.00 0.02 0.02 0.00 0.00 0.00 Live/S3 1.07 0.00 0.03 0.03 0.00 0.00 0.00 Ul 20.18 0.00 0.29 0.29 0.00 0.00 0.00 U2/Aii 19.86 0.00 0.29 0.29 0.00 0.00 0.00 U2/Odd 18.14 0.00 0.25 0.25 0.00 0.00 0.00 U2/Even 19.02 0.00 0.29 0.29 0.00 0.00 0.00 U2/S1 18.14 0.00 0.25 0.25 0.00 0.00 0.00 U2/S2 19.86 0.00 0.29 0.29 0.00 0.00 0.00 U2/S3 19.02 0.00 0.29 0.29 0.00 0.00 0.00 EC I" JUN,q � Vi spSlab v3.60 © StructurePoint 06-02-2017, 01:51:25 PM Licensed to: License ID: Z:I\VICTOR-BRUCE\white house\struct\2B-12.slb Page 1 y '40 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved ------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. (11 INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-12.slb Project: WHITE HOUSE Frame: 2B-12 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams ------------------------ Columns wc = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size ------------ Db Ab ---------------- Wb Size ------------ Db ------- Ab- -- Wb REEC �i�/ C 9V C. #3 0.38 0.11 0.38 #4 0.50 0.20 0.67 #5 #7 0.63 0.31 0.88 0.60 1.04 #6 2.04 #8 0.75 1.00 0.44 0.79 1.50 2.67 2017 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spSlab v3.60 © StructurePoint 06-02-2017, 01:51:25 PM Licensed to: License ID: Z:i\VICTOR•BRUCE\white house\struct\2B-12.slb Page 2 Span &ta Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t ------------------------ wL -------- wR Hmin -------- ---- ---- 1 Int 10.410 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp ---------------- b -------- h -------- Hmin -------- ------------ 1 0.00 0.00 0.00 8.00 18.00 7.81 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha ---------------- clb -------- c2b ---------------- Hb Red% ---- ------------ 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry ---------------------------- Far End A Far ------------------ End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ------------------------ ---- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa ------------ La ------------ Wb Lb ------------ --------- ---- ------------ SELF 1 150.00 0.000 150.00 10.410 Dead 1 1069.60 0.000 1069.60 10.410 Live 1 429.60 0.000 429.60 10.410 Live/Odd 1 429.60 0.000 429.60 10.410 Live/S1 1 429.60 0.000 429.60 10.410 Live/S2 1 429.60 0.000 429.60 10.410 Point Forces ------------ Units: Wa (kip), La (ft) Case/Patt Span Wa ---- ------------ ------------ La --------- Dead 1 1.60 7.910 Live 1 0.40 7.910 Live/Odd 1 0.40 7.910 Live/S1 1 0.40 7.910 Live/S2 1 0.40 7.910 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- Bar Size #5 #8 ------- ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 Cover 0.75 0.18 2.00 5.00 % in R E C El V E D There is NOT more than 12 in of concrete below top bars. Beams JUN 0 9 2017 Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max spSlab v3.60 © StructurePoint 06-02-2017, 01:51:25 PM Licensed to: License ID: Z;\VICTOR BRUCE\white house\struct\2B-12.slb Page 3 r--------------------- ------- -------------- L Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [21 DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin ASMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 0.67 0.79 0.333 0.401 2.195 0.012 3.369 2-#5 *3 Midspan 0.67 0.00 5.205 0.000 2.195 0.000 0.000 --- Right 0.67 0.54 10.077 0.401 2.195 0.008 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 2-#5 1.85 --- --- 2-#5 1.85 --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin ASMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 27.70 5.580 0.405 2.195 0.418 3.369 2-#5 Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length ------- Bars Start -------------- Length ----------- 1 ------- 2-#5 0.00 ------- 10.41 --- Flexural ----------------- Capacity ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.62 ----------------- 0.62 ------------ -40.47 40.47 0.333 0.62 0.62 -40.47 40.47 0.849 0.62 0.62 -40.47 40.47 1.849 0.00 0.62 0.00 40.47 3.743 0.00 0.62 0.00 40.47 5.205 0.00 0.62 0.00 40.47 6.666 0.00 0.62 0.00 40.47 8.561 0.00 0.62 0.00 40.47 9.561 0.62 0.62 -40.47 40.47 10.077 0.62 0.62 -40.47 40.47 10.410 0.62 0.62 -40.47 40.47 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s 1 15.19 11.53 0.583 3.402 8.35 1.599 0.0067 3.402 5.205 4.47 3.402 0.0000 5.205 7.008 3.28 7.008 0.0000 7.008 9.827 9.72 8.811 0.0067 Longitudinal Beam Shear Reinforcement Details �6 W Units: spacing & distance (in). 4 Span Size Stirrups (2 legs each unless otherwise noted) 1U1� ---i --#3 5 @ 7.5 + <-- 43.3-->-+-5-@-7.5------------- SUN O Beam Shear Capacity spSlab v3.60 © StructurePoint Licensed to: , License ID: Zi\VICTOR, BRUCE\white house\struct\2B-12.slb Units: d, Sp (in), Start, End, Xu (ft), Phivc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ------------ 1 ------------------------ 15.19 11.53 0.000 ---------------- 0.583 ----- -------- ----- 31.53 ---------------- 8.35 1.599 0.583 3.402 0.0293 7.5 31.53 8.35 1.599 3.402 7.008 ----- ----- 5.76 4.47 3.402 7.008 9.827 0.0293 7.5 31.53 9.72 8.811 9.827 10.410 ----- ----- 31.53 9.72 8.811 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc Vu Xu ------------ 1 --- ---------------------------- Not checked --- ------------ ------------ Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone -------------------------------------------- Ig 1 3888 2372 Midspan 3888 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.020 0.020 0.040 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l ------------ ------------------------------ 1 0.024 2.000 0.049 0.065 - 0.069 Material Takeoff Reinforcement in the Direction of Analysis 06-02-2017, 01:51:25 PM Page 4 7 Load Level Dead Dead+Live Icr Mcr Mmax Ie Mmax Ie ----------- --------------------------------------------- 754 17.08 15.88 3888 21.28 2372 Dtotal 0.089 Top Bars: 7.7 lb <_> 0.74 lb/ft <_> 1.111 lb/ft^2 Bottom Bars: 21.7 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Stirrups: 12.7 lb <_> 1.22 lb/ft <_> 1.829 lb/ft^2 Total Steel: 42.1 lb <_> 4.05 lb/ft <_> 6.069 lb/ft^2 Concrete: 10.4 ft^3 <_> 1.00 ft^3/ft <_> 1.500 ft^3/ft^2 ------------------------------------------------------------------------------------------------------------------ [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------------------- P[axial] ------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] ------------------------ Ma[top] 1 SELF 0.78 0.00 -0.15 -0.15 0.00 0.00 0.00 Dead 5.94 0.00 -1.17 -1.17 0.00 0.00 0.00 Live/All 2.33 0.00 -0.45 -0.45 0.00 0.00 0.00 Live/Odd 2.33 0.00 -0.45 -0.45 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 2.33 0.00 -0.45 -0.45 0.00 0.00 0.00 Live/S2 2.33 0.00 -0.45 -0.45 0.00 0.00 0.00 U1 9.41 0.00 -1.84 -1.84 0.00 0.00 0.00 U2/All 11.79 0.00 -2.30 -2.30 0.00 0.00 0.00 U2/Odd 11.79 0.00 -2.30 -2.30 0.00 0.00 0.00 U2/Even 8.06 0.00 -1.58 -1.58 0.00 0.00 0.00 U2/S1 11.79 0.00 -2.30 -2.30 0.00 0.00 0.00 U2/S2 11.79 0.00 -2.30 -2.30 0.00 0.00 0.00 2 SELF 0.78 0.00 0.15 0.15 0.00 -0.00 -0.00 Dead 6.80 0.00 1.24 1.24 0.00 -0.00 �b0 Live/All 2.54 0.00 0.47 0.97 0.00 -0.00 6` v00 Live/Odd 2.54 0.00 0.47 0.47 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 liq 1017 Live/S1 2.54 0.00 0.47 0.47 0.00 -0.00 1��b Live/S2 2.54 0.00 0.47 0.47 0.00 -0.00 -0.00 spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:-\VICTOR,BRUCE\white house\struct\2B-12.slb U1 10.61 0.00 U2/All 13.16 0.00 U2/Odd 13.16 0.00 U2/Even 9.09 0.00 U2/S1 13.16 0.00 U2/S2 13.16 0.00 Sum SELF 1.56 0.00 Dead 12.73 0.00 Live/All 4.87 0.00 Live/Odd 4.87 0.00 Live/Even 0.00 0.00 Live/Sl 4.87 0.00 Live/S2 4.87 0.00 U1 20.01 0.00 U2/All 24.95 0.00 U2/Odd 24.95 0.00 U2/Even 17.16 0.00 U2/S1 24.95 0.00 U2/S2 24.95 0.00 1.93 1.93 0.00 2.40 2.40 0.00 2.40 2.40 0.00 1.66 1.66 0.00 2.40 2.40 0.00 2.40 2.40 0.00 -0.00 -0.00 0.00 0.07 0.07 0.00 0.02 0.02 0.00 0.02 0.02 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.02 0.02 0.00 0.09 0.09 0.00 0.11 0.11 0.00 0.11 0.11 0.00 0.08 0.08 0.00 0.11 0.11 0.00 0.11 0.11 0.00 06-02-2017, 01:51:25 PM Page 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN092017 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:03 PM Licensed to: License ID: Z'\VICTORIBRUCE\white house\struct\2B-13.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) ------------ spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [11 INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-13.slb Project: WHITE HOUSE Frame: 2B-13 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 + Left cantilever Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size #3 0.38 0.11 0.38 #4 #5 0.63 0.31 1.04 #6 #7 0.88 0.60 2.04 #8 #9 1.13 1.00 3.40 #10 #11 1.41 1.56 5.31 #14 #18 2.26 4.00 13.60 Db Ab Wb 0.50 0.20 0.67 0.75 0.44 1.50 1.00 0.79 2.67 1.27 1.27 4.30 1.69 2.25 7.65 RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:03 PM Licensed to: License ID: Z:-\VICTOR-BRUCE\white house\struct\2B-13.slb Page 2 Span tata Slabs Units: Ll, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- -------------------------------------------- 1 Int 4.410 0.00 0.333 0.333 0.00 LC 2 Int 6.250 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 20.00 6.62 *c 2 0.00 0.00 0.00 8.00 20.00 4.69 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- Ul 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span ---- ------------ Wa ------------ La ------------ Wb ------------ Lb --------- SELF 1 166.67 0.000 166.67 4.410 2 166.67 0.000 166.67 6.250 Dead 1 908.98 0.000 908.98 4.410 2 1150.30 0.000 1150.30 6.250 Live 1 266.80 0.000 266.80 4.410 2 745.00 0.000 745.00 6.250 Live/Odd 1 266.80 0.000 266.80 4.410 Live/Even 2 745.00 0.000 745.00 6.250 Live/S1 1 266.80 0.000 266.80 4.410 2 745.00 0.000 745.00 6.250 Live/S2 2 745.00 0.000 745.00 6.250 Point Forces Units: Wa (kip), La (ft) Case/Patt --------- Span ---- ------------ Wa ------------ La Dead 1 6.72 0.000 Live 1 2.33 0.000 Live/Odd 1 2.33 0.000 Live/S1 1 2.33 0.000 Reinforcement Criteria Slabs and Ribs Top bars_ _Bottom bars_ RECEIVED Min Max Min Max ------- ------- ------- ------- Bar Size #5 #8 #5 #8 Ju N 0 9 1011 Bar spacing 1.00 18.00 1.00 18.00 in spSlab v3.60 © StructurePoint Licensed to: License ID: Z:,\VICTOR�BRUCE\white house\struct\2B-13.slb 'lneinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ------- Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. 06-02-2017, 01:53:03 PM Page 3 [21 DESIGN RESULTS ------------ Top Reinforcement ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 0.67 18.58 1.427 0.454 2.484 0.244 1.684 3-#5 *3 Midspan 0.67 37.28 2.650 0.458 2.484 0.498 1.684 3-#5 Right 0.67 62.35 4.077 0.458 2.484 0.853 1.684 3-#5 2 Left 0.67 59.17 0.333 0.458 2.484 0.807 1.684 3-#5 Midspan 0.67 32.92 2.288 0.458 2.484 0.438 3.369 2-#5 *3 Right 0.67 15.21 3.963 0.454 2.484 0.199 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 3-#5 4.41 --- --- 2 1-#5 2.69 --- 2-#5 6.25 --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 0.00 2.038 0.000 2.484 0.000 0.000 --- 2 0.67 0.95 5.674 0.454 2.484 0.012 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 --- --- 2 2-#5 0.00 6.25 --- Flexural ----------------- Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ---- --------- 1 0.000 ----- 0.93 ----- ------------ 0.00 ------------ -67.64 0.00 1.427 0.93 0.00 -67.64 0.00 2.205 0.93 0.00 -67.64 0.00 2.650 4.077 0.93 0.93 0.00 0.00 -67.64 -67.64 0.00 0.00 R E C E IV E 4.410 0.93 0.00 -67.64 0.00 2 0.000 0.93 0.62 -67.64 46.05 JU N 0 9 2017 0.333 0.93 0.62 -67.64 46.05 0.778 0.93 0.62 -67.64 46.05 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:03 PM Licensed to: License ID: Z:I\VICTOR-BRUCE\white house\struct\2B-13.slb Page 4 ,1 2.288 0.68 0.62 -50.64 46.05 v 2.687 0.62 0.62 -46.05 46.05 3.125 0.62 0.62 -46.05 46.05 3.963 0.62 0.62 -46.05 46.05 5.917 0.62 0.62 -46.05 46.05 6.250 0.62 0.62 -46.05 46.05 Longitudinal Beam Shear Reinforcement Required --------------- -- -------------- Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End -------------------------------------------- Vu -------- Xu Av/s -------- 1 17.19 13.04 0.000 3.827 16.33 2.644 0.0067 2 17.19 13.04 0.583 5.667 14.34 1.766 0.0067 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- --------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 6 @ 8.6 2 #3 9 @ 7.6 Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span ------------ d PhiVc Start ------------------------ End -------- Av/s -------- Sp -------- PhiVn -------- Vu -------- Xu 1 17.19 13.04 0.000 0.250 ----- ----- 32.87 12.22 0.250 0.250 3.827 0.0256 8.6 32.87 16.33 2.644 3.827 4.410 ----- ----- 32.87 16.33 2.644 2 17.19 13.04 0.000 0.583 ----- ----- 35.36 14.34 1.766 0.583 5.667 0.0289 7.6 35.36 14.34 1.766 5.667 6.250 ----- ----- 35.36 8.42 4.484 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span ------------ b d Vratio ---------------------------- PhiVc ------------ Vu ------------ Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone ------------------ ----------- Ig ----------- Icr Mcr ------- Mmax -------- ----------- Ie Mmax Ie ------------------- --------------- 1 1949 1623 Right 5333 1374 21.08 -40.09 1949 -52.96 1623 2 4844 4784 Left 5333 1374 21.08 -37.64 2070 -49.83 1674 Midspan 5333 986 21.08 0.92 5333 1.10 5333 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span ------------ Ddead Dlive Dtotal ---------------- 1 0.074 0.035 0.109 2 -0.006 -0.002 -0.008 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust -------- Lambda Dcs -------------- Dcs+lu ---------------- Dcs+l Dtotal -------- ---- 1 0.081 2.000 0.162 0.189 0.196 0.270 2 -0.006 2.000 -0.013 -0.014 -0.015 -0.021 Material Takeoff ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 29.6 lb <=> 2.78 lb/ft <=> 4.171 lb/ft^2 E\!� Bottom Bars: 13.0 lb <=> 1.22 lb/ft <=> 1.835 lb/ft^2 R E V Stirrups: 20.9 lb <=> 1.96 lb/ft <=> 2.943 lb/ft^2 Total Steel: 63.6 lb <=> 5.97 lb/ft <=> 8.948 lb/ft^2 JU N 0 9 2017 Concrete: 11.8 ft^3 <=> 1.11 ft^3/ft <=> 1.667 ft^3/ft^2 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:03 PM Licensed to: , License ID: Z:,\VICTOR,BRUCE\white house\struct\2B-13.slb Page 5 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Supp ---- Comb/Patt ---------- P[axial] ------------------------ P[spring] ------------ Mb[top] Ma[bottom] ------------ - 1 SELF 1.51 0.00 0.03 0.03 Dead 20.24 0.00 1.20 1.20 Live/All 7.81 0.00 0.34 0.34 Live/Odd 5.49 0.00 0.47 0.47 Live/Even 2.33 0.00 -0.13 -0.13 Live/Sl 7.81 0.00 0.34 0.34 Live/S2 2.33 0.00 -0.13 -0.13 Ul 30.45 0.00 1.72 1.72 U2/All 38.60 0.00 2.02 2.02 U2/Odd 34.88 0.00 2.23 2.23 U2/Even 29.82 0.00 1.27 1.27 U2/S1 38.60 0.00 2.02 2.02 U2/S2 29.82 0.00 1.27 1.27 2 SELF 0.27 0.00 0.00 0.00 Dead -2.32 0.00 -0.46 -0.46 Live/All 0.35 0.00 -0.09 -0.09 Live/Odd -1.98 0.00 -0.22 -0.22 Live/Even 2.33 0.00 0.13 0.13 Live/Sl 0.35 0.00 -0.09 -0.09 Live/S2 2.33 0.00 0.13 0.13 Ul -2.87 0.00 -0.64 -0.64 U2/All -1.91 0.00 -0.70 -0.70 U2/Odd -5.63 0.00 -0.90 -0.90 U2/Even 1.26 0.00 -0.34 -0.34 U2/S1 -1.91 0.00 -0.70 -0.70 U2/S2 1.26 0.00 -0.34 -0.34 Sum SELF 1.78 0.00 0.03 0.03 Dead 17.92 0.00 0.74 0.74 Live/All 8.16 0.00 0.25 0.25 Live/Odd 3.51 0.00 0.25 0.25 Live/Even 4.66 0.00 -0.00 -0.00 Live/Sl 8.16 0.00 0.25 0.25 Live/S2 4.66 0.00 -0.00 -0.00 Ul 27.57 0.00 1.08 1.08 U2/All 36.69 0.00 1.32 1.32 U2/Odd 29.24 0.00 1.32 1.32 U2/Even 31.08 0.00 0.93 0.93 U2/Sl 36.69 0.00 1.32 1.32 U2/S2 31.08 0.00 0.93 0.93 Far Ends M[spring] --------------------- Mb[bottom] ------------ Ma[top] 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:44 PM Licensed to: License ID: Z:WICTOR BRUCE\white house\struct\2B-14.slb Page 1 (r.�0 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. --- - - - -- ------===== ---------- [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-14.slb Project: WHITE HOUSE Frame: 2B-14 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns we ------------ ------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in-2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb ------------ #3 ---------------- 0.38 0.11 ------------ 0.38 #4 -------- 0.50 -------- 0.20 0.67 RECEIVED #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 #9 1.13 1.00 3.40 #10 1.27 1.27 4.30 JUN 0 9 201V #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spSlab v3.60 © StructurePoint 06-02-2017, 01:53:45 PM Licensed to: License ID: Z:WICTOR -BRUCE\white house\struct\2B-14.slb Page 2 Span Data V ' Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- -------------------------------------------- 1 Int 11.750 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span Span b h Sp b h Hmin ---------------------------------------------------- 1 0.00 0.00 0.00 8.00 18.00 8.81 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Redo ---------------------------------------------------- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ---------------------------------------------- 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt --------- Span ---- ------------ Wa ------------ La ------------ Wb ------------ Lb SELF 1 150.00 0.000 150.00 11.750 Dead 1 328.60 0.000 328.60 3.840 1 550.00 3.840 550.00 7.840 1 414.66 7.840 414.66 11.750 Live 1 584.00 0.000 584.00 3.840 1 500.00 3.840 500.00 7.840 1 446.40 7.840 446.40 11.750 Live/Odd 1 584.00 0.000 584.00 3.840 1 500.00 3.840 500.00 7.840 1 446.40 7.840 446.40 11.750 Live/S1 1 584.00 0.000 584.00 3.840 1 500.00 3.840 500.00 7.840 1 446.40 7.840 446.40 11.750 Live/S2 1 584.00 0.000 584.00 3.840 1 500.00 3.840 500.00 7.840 1 446.40 7.840 446.40 11.750 Reinforcement Criteria Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max Bar Size ------- #5 ------- ------- #8 #5 ------- #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % A Cover 0.75 2.00 in v' There is NOT more than 12 in of concrete below top bars. JUN 0 9 Il " Beams Top bars_ _Bottom bars_ Stirrups Min ------- Max -------------- Min Max ------- Min Max -------------- spSlab v3.60 © StructurePoint Licensed to: License ID: Z:'(VICTOR BRUCE\white house\struct\2B-14.slb Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2) DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ASMin AsMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 0.67 1.28 0.333 0.401 2.195 0.019 3.369 2-#5 *3 Midspan 0.67 0.00 5.875 0.000 2.195 0.000 0.000 --- Right 0.67 1.34 11.417 0.401 2.195 0.020 3.369 2-45 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 2-#5 1.85 --- --- 2-#5 1.85 --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax ASMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 22.67 5.752 0.405 2.195 0.340 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#5 0.00 11.75 --- Flexural Capacity 06-02-2017, 01:53:45 PM Page 3 G_ Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop ASBot PhiMn- PhiMn+ ------------- 1 0.000 ----- ----------------- 0.62 0.62 ------------ -40.47 40.47 0.333 0.62 0.62 -40.47 40.47 0.845 0.62 0.62 -40.47 40.47 1.845 0.00 0.62 0.00 40.47 4.212 0.00 0.62 0.00 40.47 5.875 0.00 0.62 0.00 40.47 7.537 0.00 0.62 0.00 40.47 9.905 0.00 0.62 0.00 40.47 10.905 0.62 0.62 -40.47 40.47 11.417 0.62 0.62 -40.47 40.47 11.750 0.62 0.62 -40.47 40.47 Longitudinal Beam Shear Reinforcement Required Units: ------------------------------------ d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d Phivc Start ---------------- End ---------------- Vu -------- Xu Av/s -------- ------------ 1 15.19 11.53 0.583 3.309 6.64 1.599 0.0067 3.309 5.020 4.06 3.309 0.0000 5.020 6.730 6.730 8.441 1.48 4.13 6.730 8.441 0.0000 0.0000 R E C E IV E 8.441 11.167 6.52 10.151 0.0067 Longitudinal Beam Shear Reinforcement Details JUN 0 9 7017 Units: spacing & distance (in). Span Size Stirrups ---- --------------------------------------------- (2 legs each unless otherwise noted) ---- 1 #3 5 @ 7.3 + <-- 61.6 --> + 5 @ 7.3 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:IVICTOR BRUCE\white house\struct\2B-14.slb Beam Shear Capacity Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc ------------------------ Start -------- End Av/s ---------------- Sp PhiVn ---------------- Vu -------- Xu ---- 1 15.19 11.53 0.000 0.583 ----- ----- 32.21 6.64 1.599 0.583 3.309 0.0303 7.3 32.21 6.64 1.599 3.309 8.441 ----- ----- 5.76 4.13 8.441 8.441 11.167 0.0303 7.3 32.21 6.52 10.151 11.167 11.750 ----- ----- 32.21 6.52 10.151 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span b d Vratio PhiVc 1 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avq Span Dead Dead+Live Zone --------------------------------- ------ 1 3888 3888 Midspan Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.014 0.012 0.026 Maximum Long-term Deflections Vu Xu 06-02-2017, 01:53:45 PM Load Level Page 4 4? 5 Dead Dead+Live Ig Icr Mcr Mmax Ie Mmax Ie ------------------------------------------------------------ 3888 754 17.08 9.09 3888 16.44 3888 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.017 2.000 0.033 0.043 0.045 0.060 Material Takeoff ---------------- ---------------- Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 7.7 lb <_> 0.66 lb/ft <_> 0.983 lb/ft^2 Bottom Bars: 24.5 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Stirrups: 12.7 lb <_> 1.08 lb/ft <_> 1.620 lb/ft^2 Total Steel: 44.9 lb <_> 3.82 lb/ft <_> 5.732 lb/ft^2 Concrete: 11.8 ft^3 <_> 1.00 ft^3/ft <_> 1.500 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt P[axial] ------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] ------------ Mb[bottom] Ma[top] ------------ -------------------------- 1 SELF 0.88 0.00 -0.20 -0.20 0.00 0.00 0.00 Dead 2.43 0.00 -0.62 -0.62 0.00 0.00 0.00 Live/All 3.18 0.00 -0.70 -0.70 0.00 0.00 0.00 Live/Odd 3.18 0.00 -0.70 -0.70 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 3.18 0.00 -0.70 -0.70 0.00 0.00 0.00 Live/S2 3.18 0.00 -0.70 -0.70 0.00 0.00 0.00 U1 4.64 0.00 -1.15 -1.15 0.00 0.00 0.00 U2/All 9.06 0.00 -2.11 -2.11 0.00 0.00 0.00 U2/Odd 9.06 0.00 -2.11 -2.11 0.00 0.00 0.00 U2/Even 3.97 0.00 -0.99 -0.99 0.00 0.00 0.00 U2/S1 9.06 0.00 -2.11 -2.11 0.00 0.00 0.00 U2/S2 9.06 0.00 -2.11 -2.11 0.00 0.00 0.00 2 SELF 0.88 0.00 0.20 0.20 0.00 -0.00 0.00 Dead 2.65 0.00 0.63 0.63 0.00 -0.00 -0.00 Live/All 2.81 0.00 0.68 0.68 0.00 -0.00 �q jus'� s Live/Odd 2.81 0.00 0.68 0.68 0.00 -0.00 -0.0 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 2.81 0.00 0.68 0.68 0.00 -0.00 -0.00 spSlab v3.60 © StructurePoint Licensed to: , License ID: Z:i,VICTOR•BRUCE\white house\struct\2B-14.slb Live/S2 2.81 0.00 U1 4.95 0.00 U2/All 8.74 0.00 U2/Odd 8.74 0.00 U2/Even 4.24 0.00 U2/S1 8.74 0.00 U2/S2 8.74 0.00 Sum SELF 1.76 0.00 Dead 5.08 0.00 Live/All 5.99 0.00 Live/Odd 5.99 0.00 Live/Even 0.00 0.00 Live/S1 5.99 0.00 Live/S2 5.99 0.00 U1 9.58 0.00 U2/All 17.80 0.00 U2/Odd 17.80 0.00 U2/Even 8.21 0.00 U2/S1 17.80 0.00 U2/S2 17.80 0.00 0.68 0.68 0.00 1.17 1.17 0.00 2.09 2.09 0.00 2.09 2.09 0.00 1.00 1.00 0.00 2.09 2.09 0.00 2.09 2.09 0.00 0.00 0.00 0.00 0.01 0.01 0.00 -0.02 -0.02 0.00 -0.02 -0.02 0.00 0.00 0.00 0.00 -0.02 -0.02 0.00 -0.02 -0.02 0.00 0.02 0.02 0.00 -0.02 -0.02 0.00 -0.02 -0.02 0.00 0.02 0.02 0.00 -0.02 -0.02 0.00 -0.02 -0.02 0.00 06-02-2017, 01:53:45 PM Page 5 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RECEIVED JUN 0 9 7017 spSlab v3.60 © StructurePoint 06-02-2017, 01:58:13 PM Licensed to: License ID: Z:\VICTOR•BRUCE\white house\struct\2B-15.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-15.slb Project: WHITE HOUSE Frame: 2B-15 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties S1abslBeams ------------------------ Columns wc = 150 150 lb/ft3 f'c = 4 4 ksi - Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab -------- Wb ------------ #3 ---------------- 0.38 0.11 ------------ 0.38 #4 -------- 0.50 0.20 0.67 #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 p E C E N E #7 0.88 0.60 2.04 #8 1.00 0.79 2.67 C� #9 1.13 1.00 56 141 1. 3.40 #10 31 #14 1.27 1.69 1.27 2.25 4.30 7.65 pg 0 9 1017 #18 . 13. spSlab v3.60 © Structure Point 06-02-2017, 01:58:13 PM Licensed to: License ID: Z:NVICTOR'BRUCE\white house\struct\2B-15.slb Page 2 Span Data Slabs Units: Ll, wL, wR (ft); t, Hmin (in) Span Loc L1 t ---------------- wL wR Hmin ---------------- ---- ------------ 1 Int 3.000 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams _Span_ Span b h Sp ---------------- b -------- h -------- Hmin -------- ------------ 1 0.00 0.00 0.00 8.00 12.00 2.25 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha ------------------------ clb -------- c2b ---------------- Hb Red% ---- ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry ---------------------------- Far End A Far ------------------ End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa ------------ La ------------ Wb Lb ------------ --------- ---- ------------ SELF 1 100.00 0.000 100.00 3.000 Dead 1 225.00 0.000 225.00 3.000 Live 1 225.00 0.000 225.00 3.000 Live/Odd 1 225.00 0.000 225.00 3.000 Live/Sl 1 225.00 0.000 225.00 3.000 Live/S2 1 225.00 0.000 225.00 3.000 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- Bar Size 45 #8 ------- ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- Bar Size #5 #8 ------- ------- #5 ------- #8 #3 #3 C E I��E® Bar s acing 1.00 18.00 1.00 18.00 3.00 18.00 in �E Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in 0 9 7917 Layer dist. 1.00 1.00 in JUH No. of legs 2 2 Side cover 1.50 in 1st Stirrup 3.00 in spSlab v3.60 © StructurePoint 06-02-2017, 01:58:13 PM Licensed to: License ID: Z:�VICTOR,BRUCE\white house\struct\2B-15.slb Page 3 There is NOT more than 12 in of concrete below top bars. [21 DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone ----------- Width ------------------ Mmax -------- Xmax ASMin ---------------- AsMax -------- AsReq SpProv Bars --------------- 1 Left 0.67 0.00 0.333 0.000 1.328 0.000 0.000 --- Midspan 0.67 0.00 1.500 0.000 1.328 0.000 0.000 --- Right 0.67 0.00 2.667 0.000 1.328 0.000 0.000 --- Top Bar Details Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax ASMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 0.73 1.500 0.243 1.328 0.018 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#5 0.00 3.00 --- Flexural Capacity Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.00 0.62 0.00 23.73 0.333 0.00 0.62 0.00 23.73 1.150 0.00 0.62 0.00 23.73 1.500 0.00 0.62 0.00 23.73 1.850 0.00 0.62 0.00 23.73 2.667 0.00 0.62 0.00 23.73 3.000 0.00 0.62 0.00 23.73 Longitudinal Beam Shear Reinforcement Required ------------------------------------ Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End -------------------------------- Vu -------- Xu Av/s -------- ------------ 1 9.19 6.97 0.583 2.417 0.30 1.901 0.0000 Longitudinal Beam Shear Reinforcement Details --------------------------------------------- Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise ---- ---- --------------------------------------------- noted) 1 #3 --- None --- Beam Shear Capacity ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End ---------------- Av/s -------- Sp PhiVn Vu Xu ------------------------ ---------------------------- 1 9.19 6.97 0.000 3.000 ----- ----- 3.49 0.30 1.901 Slab Shear Capacity Units: b, d (in), Xu (ft), PhiVc, Vu(kip) PhiVc Vu Xu t Span ------------ -----------b --------d -- Vratio ------- ---------- -- ---------- -- (` RE v E�}t� l� 1 --- Not checked --- JUIA Deflections Section properties spSlab v3.60 © StructurePoint Licensed to: License ID: Z'\VICTOR'BRUCE\white house\struct\2B-15.slb ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Span Dead Dead+Live Zone --------------------------------- ------ 1 1152 1152 Midspan Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.000 0.000 0.000 Maximum Long-term Deflections 06-02-2017, 01:58:14 PM Page 4 012> Load Level Dead Dead+Live Ig Icr Mcr Mmax Ie Mmax Ie ---------------------- -------------------------------------- 1152 250 7.59 0.31 1152 0.53 1152 Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 0.000 2.000 0.000 0.000 0.000 0.000 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 6.3 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 6.3 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Concrete: 2.0 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp Comb/Patt -------------- P[axial] ------------------------ P[spring] ------------ Mb[top] ------------ Ma[bottom] ------------ M[spring] ------------ Mb[bottom) ------------ Ma[top] 1 SELF 0.15 0.00 -0.01 -0.01 0.00 0.00 0.00 Dead 0.34 0.00 -0.02 -0.02 0.00 0.00 0.00 Live/All 0.34 0.00 -0.02 -0.02 0.00 0.00 0.00 Live/Odd 0.34 0.00 -0.02 -0.02 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.34 0.00 -0.02 -0.02 0.00 0.00 0.00 Live/S2 0.34 0.00 -0.02 -0.02 0.00 0.00 0.00 U1 0.68 0.00 -0.04 -0.04 0.00 0.00 0.00 U2/All 1.12 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/Odd 1.12 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/Even 0.58 0.00 -0.03 -0.03 0.00 0.00 0.00 U2/S1 1.12 0.00 -0.06 -0.06 0.00 0.00 0.00 U2/S2 1.12 0.00 -0.06 -0.06 0.00 0.00 0.00 2 SELF 0.15 0.00 0.01 0.01 0.00 -0.00 -0.00 Dead 0.34 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/All 0.34 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/Odd 0.34 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Live/S1 0.34 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/S2 0.34 0.00 0.02 0.02 0.00 -0.00 -0.00 U1 0.68 0.00 0.04 0.04 0.00 0.00 0.00 U2/All 1.12 0.00 0.06 0.06 0.00 0.00 0.00 U2/Odd 1.12 0.00 0.06 0.06 0.00 0.00 0.00 U2/Even 0.58 0.00 0.03 0.03 0.00 0.00 0.00 U2/S1 1.12 0.00 0.06 0.06 0.00 0.00 0.00 U2/S2 1.12 0.00 0.06 0.06 0.00 0.00 0.00 Sum SELF 0.30 0.00 0.00 0.00 0.00 0.00 0.00 Dead 0.67 0.00 0.00 0.00 0.00 0.00 0.00 Live/All 0.67 0.00 0.00 0.00 0.00 0.00 0.00 Live/Odd 0.67 0.00 0.00 0.00 0.00 0.00 0.00 Live/Even 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live/Sl 0.67 0.00 0.00 0.00 0.00 0.00 Live/S2 0.67 0.00 0.00 0.00 0.00 0.00R E C c �O�.tOon G1 0.0-0 Ul 1.36 0.00 0.00 0.00 0.00 0.00 � U2/All 2.25 0.00 0.00 0.00 0.00 0.00 JUN 0 9 Op0 U2/Odd 2.25 0.00 0.00 0.00 0.00 0.00 0.00 U2/Even 1.17 0.00 0.00 0.00 0.00 0.00 0.00 U2/S1 2.25 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:yVICTOR'BRUCE\white house\struct\2B-15.slb U2/S2 2.25 0.00 06-02-2017, 01:58:14 PM Page 5 0.00 0.00 0.00 0.00 0.00 13 / RECEIVED JUN 0 9 2017 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:'�VICTOR•BRUCE\white house\struct\2B-16.slb 06-02-2017, 02:00:10 PM Page 1 90 00000 000000 00 0 00 00 00 00 00 00000 00 00 00 000000 0 00 00 00000 00 000000 0 0 00 00 00 00 00 00 00000 00 00 00 0 00 00 000 00 000000 000000 000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 000000 000 00000 0 00000 (TM) ------------------------------- spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-16.slb Project: WHITE HOUSE Frame: 2B-16 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 2 Floor System: One-Way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties ------------------- ------------------- S1abslBeams we = 150 f'c = 4 Ec = 3834.3 fr = 0.47434 Columns ------------ 150 lb/ft3 4 ksi 3834.3 ksi 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database Units: Db (in), Ab Size Db #3 0.38 #5 0.63 #7 0.88 #9 1.13 #11 1.41 #18 2.26 (in^2), Wb (lb/ft) Ab Wb Size Db 0.11 0.38 #4 0.50 0.31 1.04 #6 0.75 0.60 2.04 #8 1.00 1.00 3.40 #10 1.27 1.56 5.31 #14 1.69 4.00 13.60 Ab Wb 0.20 0.67 0.44 1.50 0.79 2.67 1.27 4.30 2.25 7.65 RECEI"co JUN 0 91017 spSlab v3.60 © StructurePoint 06-02-2017, 02:00:10 PM Licensed to: License ID: Z:\VICTOR,BRUCE\white house\struct\2B-16.slb Page 2 Data Q 1 r Span Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc L1 t wL wR Hmin ---- ------------------------------------ 1 Int 3.250 0.00 0.333 0.333 -------- 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span Span b h Sp b h Hmin ---------------------------- 1 0.00 0.00 0.00 -------- 8.00 -------- 12.00 -------- 2.44 *c NOTES: *c - Deep beam. Additional design and bar detailing required. Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha clb c2b Hb Red% ---------------------------- 1 8.00 8.00 10.000 -------- 8.00 ---------------- 8.00 ---- 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry Far End A Far End B ------------------------------------- 1 0 0 --------- Pinned Pinned 2 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa La Wb Lb --------- ---- ------------ ------------ SELF 1 100.00 ------------ 0.000 100.00 ------------ 3.250 Dead 1 372.30 0.000 372.30 3.250 Live 1 372.30 0.000 372.30 3.250 Live/Odd 1 372.30 0.000 372.30 3.250 Live/S1 1 372.30 0.000 372.30 3.250 Live/S2 1 372.30 0.000 372.30 3.250 Reinforcement Criteria ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- ------- Bar Size #5 #8 ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. Beams Top bars_ _Bottom bars_ Stirrups Min Max Min Max Min Max ------- ------- ------- ------- ------- ----- �+ Bar Size #5 #8 #5 #8 #3 #3 El.-- EjVED Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % JUIV Cover 2.50 2.50 in N 0 9 2017 Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in lst Stirrup 3.00 in spSlab v3.60 © StructurePoint 06-02-2017, 02:00:10 PM Licensed to: License ID: Z:IVICTOR'BRUCE\white house\struct\2B-16.slb Page 3 There is NOT more than 12 in of concrete below top bars. [2) DESIGN RESULTS Top Reinforcement Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax AsMin AsMax -------- AsReq SpProv Bars --------------- ------------------- 1 Left ---------- 0.67 -------- 0.00 -------- 0.333 -------- 0.000 1.328 0.000 0.000 --- Midspan 0.67 0.00 1.625 0.000 1.328 0.000 0.000 --- Right 0.67 0.00 2.917 0.000 1.328 0.000 0.000 --- Top Bar Details Units: Length (ft) Left _Continuous_ Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- --- --- --- Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars ---------------------------------------------------- ----------------- 1 0.67 1.30 1.508 0.243 1.328 0.032 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ------- ----------- 1 ------- 2-#5 0.00 -------------- 3.25 ------- --- Flexural ----------------- Capacity ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- 1 0.000 ----- 0.00 ----------------- 0.62 ------------ 0.00 23.73 0.333 0.00 0.62 0.00 23.73 1.237 0.00 -0.62 0.00 23.73 1.625 0.00 0.62 0.00 23.73 2.012 0.00 0.62 0.00 23.73 2.917 0.00 0.62 0.00 23.73 3.250 0.00 0.62 0.00 23.73 Longitudinal Beam Shear Reinforcement Required Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Vu Xu Av/s ------------------------------------------------------------ 1 9.19 6.97 0.583 2.667 0.61 2.151 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp Phivn Vu Xu ---------------------------------------------------------------------------- 1 9.19 6.97 0.000 3.250 ----- ----- 3.49 0.61 2.151 Slab Shear Capacity ------------------- ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) p� Span b d Vratio PhiVc Vu Xu R El ---------------------------------------------------------------- �y 1 --- Not checked --- JUN O p A M7 Deflections Section properties spSlab v3.60 © StructurePoint 06-02-2017, 02:00:10 PM Licensed to: License ID: Z'\VICTOR BRUCE\white house\struct\2B-16.sib Page 4 ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Load Level Ie,avg Dead Dead+Live Span Dead Dead+Live Zone Ig Icr Mcr Mmax Ie Mmax Ie -------------------------------------------- 1 1152 1152 Midspan ----------- 1152 --------------- 250 7.59 ------------------------------ 0.53 1152 0.94 1152 Maximum Instantaneous Deflections --------------------------------- Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 0.000 0.000 0.000 Maximum Long-term Deflections ----------------------------- Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ ------------------------------ 1 0.000 2.000 0.001 0.001 -------- 0.001 0.001 Material Takeoff Reinforcement in the Direction of Analysis ------------------------------------------ Top Bars: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Bottom Bars: 6.8 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Stirrups: 0.0 lb <=> 0.00 lb/ft <=> 0.000 lb/ft^2 Total Steel: 6.8 lb <=> 2.09 lb/ft <=> 3.129 lb/ft^2 Concrete: 2.2 ft^3 <=> 0.67 ft^3/ft <=> 1.000 ft^3/ft^2 ------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------ [3] COLUMN AXIAL FORCES AND MOMENTS Units: P (kip), M (k-ft) Case/Patt Supp ---- Comb/Patt ---------- P[axial] ------------ 1 SELF 0.16 Dead 0.60 Live/All 0.60 Live/Odd 0.60 Live/Even 0.00 Live/S1 0.60 Live/S2 0.60 U1 1.07 U2/All 1.89 U2/Odd 1.89 U2/Even 0.92 U2/S1 1.89 U2/S2 1.89 2 SELF 0.16 Dead 0.60 Live/All 0.60 Live/Odd 0.60 Live/Even 0.00 Live/S1 0.60 Live/S2 0.60 U1 1.07 U2/All 1.89 U2/Odd 1.89 U2/Even 0.92 U2/S1 1.89 U2/S2 1.89 Sum SELF 0.32 Dead 1.21 Live/All 1.21 Live/Odd 1.21 Live/Even 0.00 Live/Sl 1.21 Live/S2 1.21 Ul 2.15 U2/All 3.78 U2/Odd 3.78 U2/Even 1.84 U2/Sl 3.78 Joint Far Ends P[spring] --------------------- Mb[top] Ma[bottom] ------------------------ M[spring] Mb[bottom] ------------ Ma[top] ------------ 0.00 -0.01 -0.01 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 -0.04 -0.04 0.00 0.00 0.00 0.00 -0.04 -0.04 0.00 0.00 0.00 0.00 -0.07 -0.07 0.00 0.00 0.00 0.00 -0.11 -0.11 0.00 0.00 0.00 0.00 -0.11 -0.11 0.00 0.00 0.00 0.00 -0.06 -0.06 0.00 0.00 0.00 0.00 -0.11 -0.11 0.00 0.00 0.00 0.00 -0.11 -0.11 0.00 0.00 0.00 0.00 0.01 0.01 0.00 -0.00 -0.00 0.00 0.04 0.04 0.00 -0.00 -0.00 0.00 0.04 0.04 0.00 -0.00 -0.00 0.00 0.04 0.04 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.04 0.04 0.00 -0.00 -0.00 0.00 0.04 0.04 0.00 -0.00 -0.00 0.00 0.07 0.07 0.00 0.00 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.00 0.06 0.06 0.00 0.00 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.00 0.11 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 R C o doom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUN 0 go 0.00 0.00 0.00 0.00 0.00 0.00 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:•\VICTORIBRUCE\white house\struct\2B-16.sib U2/S2 3.78 0.00 06-02-2017, 02:00:10 PM Page 5 0.00 0.00 0.00 0.00 0.00 RECEIVED 1UN 0 91017 spSlab v3.60 © StructurePoint 06-02-2017, 02:04:10 PM Licensed to: License ID: Z!\VICTOR BRUCE\white house\struct\2B-17, 2B-18.slb Page 1 000000 0 0 00 00 00 00 00000 000000 00 00 00000 00 00 0 00 00 00 00 0 00 00 00 00 00 000 00 000000 000000 00000 00 00 000 00 00 00 00 00 00 000000 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 00000 00 000000 000 00000 0 00000 (TM) spSlab v3.60 (TM) A Computer Program for Analysis, Design, and Investigation of Reinforced Concrete Beams, One-way and Two-way Slab Systems Copyright © 2003-2013, STRUCTUREPOINT, LLC All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spSlab computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spSlab program. Although STRUCTUREPOINT has endeavored to produce spSlab error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spSlab program. [1) INPUT ECHO General Information File name: Z:\VICTOR BRUCE\white house\struct\2B-17, 2B-18.slb Project: WHITE HOUSE Frame: 2B-17,18 Engineer: JM Code: ACI 318-11 Reinforcement Database: ASTM A615 Mode: Design Number of supports = 3 Floor System: One-way/Beam Live load pattern ratio = 100% Deflections are based on cracked section properties. In negative moment regions, Ig and Mcr DO NOT include flange/slab contribution (if available) Long-term deflections are calculated for load duration of 60 months. 20% of live load is sustained. Compression reinforcement calculations NOT selected. Default incremental rebar design selected. Moment redistribution NOT selected. Effective flange width calculations NOT selected. Rigid beam -column joint NOT selected. Torsion analysis and design NOT selected. Material Properties SlabslBeams Columns wc ------------------------ = 150 150 lb/ft3 f'c = 4 4 ksi Ec = 3834.3 3834.3 ksi fr = 0.47434 0.47434 ksi fy = 60 ksi, Bars are not epoxy -coated fyt = 60 ksi Es = 29000 ksi Reinforcement Database ---------------------- ---------------------- Units: Db (in), Ab (in^2), Wb (lb/ft) Size Db Ab Wb Size Db Ab Wb -------- #3 ---------------- 0.38 0.11 ------------ 0.38 #4 -------- 0.50 0.20 0.67 RECEIVED #5 0.63 0.31 1.04 #6 0.75 0.44 1.50 4.30 #9 11.88 11.00 3.40 #10 1.27 1.27 JUN 0 9 2017 #11 1.41 1.56 5.31 #14 1.69 2.25 7.65 #18 2.26 4.00 13.60 spSlab v3.60 © StructurePoint 06-02-2017, 02:04:10 PM Licensed to: License ID: Z:\VICTOR•BRUCE\white house\struct\2B-17, 2B-18.slb Page 2 Data Span Slabs Units: L1, wL, wR (ft); t, Hmin (in) Span Loc Ll t wL wR Hmin ---- ---------------------------- 1 Int 5.160 0.00 -------- 0.333 0.333 -------- 0.00 2 Int 14.910 0.00 0.333 0.333 0.00 Ribs and Longitudinal Beams --------------------------- Units: b, h, Sp (in) Ribs Beams Span b h Sp ---------------------------- b -------- h -------- _Span Hmin -------- 1 0.00 0.00 0.00 8.00 12.00 3.35 2 0.00 0.00 0.00 8.00 12.00 9.67 Support Data Columns Units: cla, c2a, clb, c2b (in); Ha, Hb (ft) Supp cla c2a Ha ---------------------------- clb -------- c2b ---------------- Hb Red% ---- 1 8.00 8.00 10.000 8.00 8.00 10.000 100 2 8.00 8.00 10.000 8.00 8.00 10.000 100 3 8.00 8.00 10.000 8.00 8.00 10.000 100 Boundary Conditions ------------------- Units: Kz (kip/in); Kry (kip-in/rad) Supp Spring Kz Spring Kry ---------------------------- Far End A Far ------------------ End B 1 0 0 Pinned Pinned 2 0 0 Pinned Pinned 3 0 0 Pinned Pinned Load Data Load Cases and Combinations --------------------------- Case SELF Dead Live Type DEAD DEAD LIVE ---------------------------- U1 1.400 1.400 0.000 U2 1.200 1.200 1.600 Line Loads Units: Wa, Wb (lb/ft), La, Lb (ft) Case/Patt Span Wa --------- ---- ------------ ------------ La ------------ Wb Lb ------------ SELF 1 100.00 0.000 100.00 5.160 2 100.00 0.000 100.00 14.910 Dead 1 99.90 0.000 99.90 5.160 2 54.90 0.000 54.90 14.910 Live 1 99.90 0.000 99.90 5.160 2 54.90 0.000 54.90 14.910 Live/Odd 1 99.90 0.000 99.90 5.160 Live/Even 2 54.90 0.000 54.90 14.910 Live/Sl 1 99.90 0.000 99.90 5.160 Live/S2 1 99.90 0.000 99.90 5.160 2 54.90 0.000 54.90 14.910 Live/S3 2 54.90 0.000 54.90 14.910 Reinforcement Criteria ---------------------- ---------------------- Slabs and Ribs -------------- Top bars_ _Bottom bars_ Min Max Min Max ------- ------- Bar Size #5 #8 ------- ------- #5 #8 Bar spacing 1.00 18.00 1.00 18.00 in Reinf ratio 0.18 5.00 0.18 5.00 % Cover 0.75 2.00 in There is NOT more than 12 in of concrete below top bars. R E C EI V C Q Beams �% JUN U 9 I"f Top bars_ _Bottom bars_ Stirrups Min Max -------------- Min -------------- Max ------- Min Max ------- spSlab v3.60 © StructurePoint 06-02-2017, 02:04:10 PM Licensed to: License ID: Z:\VICTOR BRUCE\white house\struct\2B-17, 2B-18.slb Page 3 Bar Size #5 #8 #5 #8 #3 #3 Bar spacing 1.00 18.00 1.00 18.00 3.00 18.00 in Reinf ratio 0.33 5.00 0.33 5.00 % Cover 2.50 2.50 in Layer dist. 1.00 1.00 in No. of legs 2 2 Side cover 1.50 in lst Stirrup 3.00 in There is NOT more than 12 in of concrete below top bars. [2) DESIGN RESULTS Top Reinforcement ----------------- ----------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Zone Width Mmax Xmax ASMin ASMax AsReq SpProv Bars ---------------------------------------------------------------------------- 1 Left 0.67 0.64 1.906 0.243 1.328 0.016 3.369 2-#5 *3 Midspan 0.67 1.84 3.254 0.243 1.328 0.045 3.369 2-#5 *3 Right 0.67 3.85 4.827 0.243 1.328 0.094 3.369 2-#5 *3 2 Left 0.67 4.67 0.333 0.243 1.328 0.115 3.369 2-#5 *3 Midspan 0.67 0.00 7.455 0.000 1.328 0.000 0.000 --- Right 0.67 1.73 14.577 0.243 1.328 0.042 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Top Bar Details --------------- --------------- Units: Length (ft) Left _Continuous Right Span Bars Length Bars Length Bars Length Bars Length Bars Length -------------------------------------------------------------------------- 1 --- --- 2-#5 5.16 --- --- 2 1-#5 3.97 1-#5 1.33 --- 1-#5 2.47 1-#5 1.33 Bottom Reinforcement -------------------- -------------------- Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in^2), Sp (in) Span Width Mmax Xmax AsMin AsMax AsReq SpProv Bars --------------------------------------------------------------------- 1 0.67 0.26 1.082 0.243 1.328 0.006 3.369 2-#5 *3 2 0.67 3.87 8.080 0.243 1.328 0.095 3.369 2-#5 *3 NOTES: *3 - Design governed by minimum reinforcement. Bottom Bar Details ------------------ ------------------ Units: Start (ft), Length (ft) Long Bars Short Bars Span Bars Start Length Bars Start Length ---------------------------------------------- 1 2-#5 0.00 5.16 --- 2 2-#5 0.00 14.91 --- Flexural Capacity ----------------- ----------------- Units: x (ft), As (in^2), PhiMn (k-ft) Span x AsTop AsBot PhiMn- PhiMn+ ------------- ----- ----------------------------- 1 0.000 0.62 0.62 -23.73 23.73 0.333 0.62 0.62 -23.73 23.73 1.906 0.62 0.62 -23.73 23.73 2.580 0.62 0.62 -23.73 23.73 3.254 0.62 0.62 -23.73 23.73 4.827 0.62 0.62 -23.73 23.73 5.160 0.62 0.62 -23.73 23.73 2 0.000 0.62 0.62 -23.73 23.73 0.333 0.62 0.62 -23.73 23.73 0.334 0.62 0.62 -23.73 23.73 1.334 0.31 0.62 -12.34 23.73 2.972 0.31 0.62 -12.34 23.73 3.972 0.00 0.62 0.00 23.73 5.318 0.00 0.62 0.00 23.73 7.455 0.00 0.62 0.00 23.73 9.591 0.00 0.62 0.00 23.73 12.437 0.00 0.62 0.00 23.73 13.437 0.31 0.62 -12.34 23.73 REGEIVf N JUN @ 9 spSlab v3.60 © StructurePoint Licensed to: License ID: Z:4\VICTOR,BRUCE\white house\struct\2B-17, 2B-18.slb 13.576 0.31 0.62 -12.34 23.73 14.576 0.62 0.62 -23.73 23.73 14.577 0.62 0.62 -23.73 23.73 14.910 0.62 0.62 -23.73 23.73 Longitudinal Beam Shear Reinforcement Required ------------------------------------------ Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av/s (in^2/in) Span d -------------------- PhiVc Start -------- End ---------------- Vu -------- Xu Av/s -------- 1 9.19 6.97 0.583 2.580 0.91 2.580 0.0000 2.580 4.577 1.50 4.061 0.0000 2 9.19 6.97 0.583 2.915 1.95 1.099 0.0000 2.915 4.731 1.45 2.915 0.0000 4.731 6.547 0.95 4.731 0.0000 6.547 8.363 0.46 6.547 0.0000 8.363 10.179 0.55 10.179 0.0000 10.179 11.995 1.04 11.995 0.0000 11.995 14.327 1.54 13.811 0.0000 Longitudinal Beam Shear Reinforcement Details Units: spacing & distance (in). Span Size Stirrups (2 legs each unless otherwise noted) ---- ---- --------------------------------------------- 1 #3 --- None --- 2 #3 --- None --- Beam Shear Capacity ------------------- ------------------- Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av/s (in^2/in) Span d PhiVc Start End Av/s Sp PhiVn Vu Xu ---------------------------------------------------------------------------- 1 9.19 6.97 0.000 5.160 ----- ----- 3.49 1.50 4.061 2 9.19 6.97 0.000 14.910 ----- ----- 3.49 1.95 1.099 Slab Shear ------------------- Capacity ------------------- Units: b, d (in), Xu (ft), PhiVc, Vu(kip) Span ------------ b d Vratio PhiVc ---------------------------- ------------ Vu ------------ Xu 1 --- Not checked --- 2 --- Not checked --- Deflections Section properties ------------------ Units: Ig, Icr, Ie (in^4), Mcr, Mmax (k-ft) Ie,avg Dead_ Span ----------- Dead Dead+Live Zone ----------------------------- Ig ----------- Icr Mcr --------------- Mmax ------- ---- 1 1152 1152 Midspan 1152 250 7.59 0.14 Right 1152 250 7.59 -2.50 2 1152 1152 Left 1152 250 7.59 -3.04 Midspan 1152 250 7.59 2.17 Maximum Instantaneous Deflections Units: D (in) Span Ddead Dlive Dtotal ---------------------------- 1 -0.001 -0.000 -0.001 2 0.015 0.005 0.021 Maximum Long-term Deflections Time dependant factor for sustained loads = 2.000 Units: D (in) Span Dsust Lambda Dcs Dcs+lu Dcs+l Dtotal ------------ -------------------------------------- 1 -0.001 2.000 -0.002 -0.002 -0.002 -0.003 2 0.017 2.000 0.033 0.037 0.038 0.054 Material Takeoff Reinforcement in the Direction of Analysis Top Bars: 20.3 lb <_> 1.01 lb/ft <_> 1.515 lb/ft^2 Bottom Bars: 41.9 lb <_> 2.09 lb/ft <_> 3.129 lb/ft^2 Stirrups: 0.0 lb <_> 0.00 lb/ft <_> 0.000 lb/ft^2 Total Steel: 62.1 lb <_> 3.10 lb/ft <_> 4.644 lb/ft^2 Concrete: 13.4 ft^3 <_> 0.67 ft^3/ft <_> 1.000 ft^3/ft^2 06-02-2017, 02:04:10 PM Page 4 Load Level Dead+Live Ie Mmax Ie ------------ 1152 ----------- 0.18 1152 1152 -3.42 1152 1152 -4.14 1152 1152 2.94 1152 RECEOVE'Q spSlab v3.60 © StructurePoint 06-02-2017, 02:04:10 PM Licensed to: License ID: Z:\VICTOR,BRUCE\white house\struct\2B-17, 2B-18.slb Page 5 [3] COLUMN AXIAL FORCES AND MOMENTS ------------------------------------------------------------------------------------------------------------------ Units: P (kip), M (k-ft) Case/Patt Joint Far Ends Supp ---- Comb/Patt ---------- P[axial] ------------------------ P[spring] ------------ Mb[top] Ma[bottom] ------------------------ M[spring] ------------ Mb(bottom] ------------ Ma[top] 1 SELF -0.07 0.00 0.05 0.05 0.00 -0.00 -0.00 Dead 0.07 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/All 0.07 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/Odd 0.25 0.00 -0.03 -0.03 0.00 0.00 0.00 Live/Even -0.17 0.00 0.05 0.05 0.00 -0.00 -0.00 Live/S1 0.25 0.00 -0.03 -0.03 0.00 0.00 0.00 Live/S2 0.07 0.00 0.02 0.02 0.00 -0.00 -0.00 Live/S3 -0.17 0.00 0.05 0.05 0.00 -0.00 -0.00 U1 0.01 0.00 0.10 0.10 0.00 0.00 0.00 U2/All 0.12 0.00 0.11 0.11 0.00 0.00 0.00 U2/Odd 0.40 0.00 0.03 0.03 0.00 0.00 0.00 U2/Even -0.27 0.00 0.16 0.16 0.00 0.00 0.00 U2/S1 0.40 0.00 0.03 0.03 0.00 0.00 0.00 U2/S2 0.12 0.00 0.11 0.11 0.00 0.00 0.00 U2/S3 -0.27 0.00 0.16 0.16 0.00 0.00 0.00 2 SELF 1.40 0.00 -0.18 -0.18 0.00 0.00 0.00 Dead 0.89 0.00 -0.09 -0.09 0.00 0.00 0.00 Live/All 0.89 0.00 -0.09 -0.09 0.00 0.00 0.00 Live/Odd 0.28 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/Even 0.62 0.00 -0.11 -0.11 0.00 0.00 0.00 Live/S1 0.28 0.00 0.03 0.03 0.00 -0.00 -0.00 Live/S2 0.89 0.00 -0.09 -0.09 0.00 0.00 0.00 Live/S3 0.62 0.00 -0.11 -0.11 0.00 0.00 0.00 U1 3.22 0.00 -0.38 -0.38 0.00 0.00 0.00 U2/All 4.19 0.00 -0.46 -0.46 0.00 0.00 0.00 U2/Odd 3.20 0.00 -0.28 -0.28 0.00 0.00 0.00 U2/Even 3.75 0.00 -0.51 -0.51 0.00 0.00 0.00 U2/Sl 3.20 0.00 -0.28 -0.28 0.00 0.00 0.00 U2/S2 4.19 0.00 -0.46 -0.46 0.00 0.00 0.00 U2/S3 3.75 0.00 -0.51 -0.51 0.00 0.00 0.00 3 SELF 0.67 0.00 0.42 0.42 0.00 -0.00 -0.00 Dead 0.37 0.00 0.23 0.23 0.00 -0.00 -0.00 Live/All 0.37 0.00 0.23 0.23 0.00 -0.00 -0.00 Live/Odd -0.01 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Even 0.37 0.00 0.24 0.24 0.00 -0.00 -0.00 Live/S1 -0.01 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S2 0.37 0.00 0.23 0.23 0.00 -0.00 -0.00 Live/S3 0.37 0.00 0.24 0.24 0.00 -0.00 -0.00 U1 1.45 0.00 0.91 0.91 0.00 0.00 0.00 U2/All 1.83 0.00 1.15 1.15 0.00 0.00 0.00 U2/Odd 1.24 0.00 0.77 0.77 0.00 0.00 0.00 U2/Even 1.84 0.00 1.16 1.16 0.00 0.00 0.00 U2/S1 1.24 0.00 0.77 0.77 0.00 0.00 0.00 U2/S2 1.83 0.00 1.15 1.15 0.00 0.00 0.00 U2/S3 1.84 0.00 1.16 1.16 0.00 0.00 0.00 Sum SELF 2.01 0.00 0.30 0.30 0.00 0.00 0.00 Dead 1.33 0.00 0.16 0.16 0.00 0.00 0.00 Live/All 1.33 0.00 0.16 0.16 0.00 0.00 0.00 Live/Odd 0.52 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/Even 0.82 0.00 0.17 0.17 0.00 0.00 0.00 Live/S1 0.52 0.00 -0.01 -0.01 0.00 0.00 0.00 Live/S2 1.33 0.00 0.16 0.16 0.00 0.00 0.00 Live/S3 0.82 0.00 0.17 0.17 0.00 0.00 0.00 Ul 4.68 0.00 0.63 0.63 0.00 0.00 0.00 U2/All 6.14 0.00 0.79 0.79 0.00 0.00 0.00 U2/Odd 4.83 0.00 0.52 0.52 0.00 0.00 0.00 U2/Even 5.32 0.00 0.81 0.81 0.00 0.00 0.00 U2/Sl 4.83 0.00 0.52 0.52 0.00 0.00 0.00 U2/S2 6.14 0.00 0.79 0.79 0.00 0.00 0.00 U2/S3 5.32 0.00 0.81 0.81 0.00 0.00 0.00 RECE-IV STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR 3RUCE\white house\struct\coll.col Page 1 06/02/17 01:15 PM l�.D 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) --------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:�IVICTOR BRUCE\white house\struct\coll.col • General Information: -------------------- -------------------- File Name: Z:\VICTOR BRUCE\white house\struct\coll.col Project: WHITE HOUSE Column: 1 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Run Axis: X-axis Material Properties: -------------------- -------------------- f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section Rectangular: Width = 16 in Gross section area, Ag = 128 in^2 Ix = 682.667 in^4 rx = 2.3094 in Xo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Slenderness: Considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 8 in Iy = 2730.67 in^4 ry = 4.6188 in Yo = 0 in Size Diam (in) Area (in^2) ------------------------ # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in ^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.28 in^2, Asmax = 0.08 * Ag = 10.24 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.45% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- Bars 3 # 5 3 # 5 0 # 5 0 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft ------------ k-ft ------------ k-ft --- ---- 1 Dead ------------------------ 7.10 ------------ 0.00 0.00 0.00 0.00 Live 4.51 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Page 2 06/02/17 01:15 PM rv1 RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Zt\VICTOR BRUCE\white house\struct\coll.col Page 3 06/02/17 01:15 PM 10Z Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------- Design X 9 16 ---------------------- 8 -------- 682.667 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ------------ ksi ----------------------------- Above Left (no beam specified...) ---------------------- -------- Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------- X 0.000 0.000 ------------ 1.000 (N/A) 46.77 Moment Magnification Factors: ----------------------------- Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 6.69e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ---------------- ------ ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 9.94 (N/A) 283.21 1.000 1.000 1.049 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 15.74 (N/A) 367.46 0.541 1.000 1.061 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/lst Combo k-ft k-ft k-ft k-ft k-ft ------------ k-ft --------- ------------------- 1 U1 ------------------------ 0.00 (N/A) ------------ 0.00 0.70 --------------- M1= 0.00 0.73 1.049 0.00 (N/A) 0.00 0.70 M2= 0.00 0.73 1.049 1 U2 0.00 (N/A) 0.00 1.10 Ml= 0.00 1.17 1.061 0.00 (N/A) 0.00 1.10 M2= 0.00 1.17 1.061 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- ------------------ 1 1 U1 ------------------------ 9.94 0.73 25.58 -------- 35.038 1.81 5.81 0.00663 0.900 2 9.94 0.73 25.58 35.038 1.81 5.81 0.00663 0.900 3 1 U2 15.74 1.17 26.60 22.767 1.88 5.81 0.00629 0.900 4 15.74 1.17 26.60 22.767 1.88 5.81 0.00629 0.900 *** End of output *** RECEIVED JUN 0 9 7917 0 8 0 4- x 0 0 0 16x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:18:03 P (kip) 400 -150 9 spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col1.col Project: WHITE HOUSE Column: 1 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag = 128 inA2 As = 1.86 inA2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in kx(nonsway) = 1 6 #5 bars rho = 1.45% Ix = 682.667 inA4 ly = 2730.67 inA4 Clear cover = 1.88 in kx(sway) = N/A 10?i RECEIVED JUN 0 91A17 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BRUCE\white house\struct\col2.col Page 1 06/02/17 01:18 PM 104 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) spColumn v4.81 .(TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\col2.col 01:18 PM General Information: ------------------- --------------=----- File Name: Z:\VICTOR BRUCE\white house\struct\col2.col Project: WHITE HOUSE Column: 2 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 14 in Depth = 26 in Gross section area, Ag = 364 in^2 Ix = 20505.3 in^4 Iy = 5945.33 in^4 rx = 7.50555 in ry = 4.04145 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------------------ ------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 3.64 in^2, Asmax = 0.08 * Ag = 29.12 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 4.80 in^2 at rho = 1.32% Minimum clear spacing = 6.25 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 7 2 # 7 2 # 7 2 # 7 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------------------------------------------- 1 Dead 16.93 12.70 0.00 8.36 -4.18 Live 6.51 7.70 0.00 3.64 -1.82 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: Ul = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow p t) IV G D U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow i JUN 0 9 7017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BRUCE\white house\struct\col2.col Page 3 06/02/17 01:18 PM 30 Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ -------------------------------------------- Design X 8.83 14 26 -------- 20505.3 ------------ 4 3605 Y 8.83 14 26 5945.33 4 3605 Above X (no column specified...) Y (no column specified...) Below X (no column specified...) Y (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ------------ ksi --------------------------------------------------- Above Left (no beam specified...) -------- Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi --------------------------------------------------- Above Left (no beam specified...) -------- ------------ Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------- X 0.000 0.000 1.000 ------------ (N/A) 14.12 Y 0.000 0.000 1.000 (N/A) 26.22 Moment Magnification Factors: ----------------------------- ----------------------------- Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 2.36e+007 kip-in^2 0.2*Ec*Ig + Es*Ise (Y-axis) = 7.35e+006 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) ---------------- k'lu/r Pc(kip) ---------------- Betad Cm Delta ------ ------ ------ ------- ---------- ---------- ---------- ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 23.70 (N/A) 10380.56 1.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 30.73 (N/A) 12498.65 0.661 (N/A) (N/A) * * Slenderness need not be considered. Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) ---------- k'lu/r Pc(kip) ---------------- Betad Cm Delta ------ ------ ------ ------- ---------- ---------- ---------- ------ 1 U1 (N/A) (N/A) (N/A) (N/A) ------ (N/A) 23.70 (N/A) 3228.41 1.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 30.73 (N/A) 3887.14 0.661 (N/A) (N/A) * * Slenderness need not be considered. Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 1.38 in Minimum eccentricity, Ey,min = 1.02 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- lst Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft k-ft ------------------------------------------- 1 Ul 17.78 (N/A) 17.78 ------------ (N/A) -------------- M2= ------------ (N/A) ----- --- (N/A) 4 AEF C El E V E Q 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) JUN 0 9 70V STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BKUCE\white house\struct\col2.col Page 4 06/02/17 01:18 PM 1 U2 27.56 (N/A) 27.56 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) Ml= (N/A) (N/A) (N/A) Y-axis -------------- lst Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft k-ft --------- ------------------- 1 Ul ------------ 11.70 ------------ (N/A) 11.70 ------------ --------------- (N/A) M2= (N/A) ------------ (N/A) (N/A) 5.85 (N/A) 5.85 (N/A) Ml= (N/A) (N/A) (N/A) 1 U2 15.86 (N/A) 15.86 (N/A) M2= (N/A) (N/A) (N/A) 7.93 (N/A) 7.93 (N/A) Ml= (N/A) (N/A) (N/A) Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft k-ft k-ft in in --- ---------------- 1 1 U1 23.70 -------------------- 17.78 ---------- 11.70 161.80 ---------- 106.51 ---------------- 9.100 7.24 -------- 20.48 -------- 0.00546 ------ 0.900 2 23.70 0.00 5.85 -0.00 127.81 21.841 2.29 11.69 0.01230 0.900 3 1 U2 30.73 27.56 15.86 177.62 102.19 6.445 7.77 21.49 0.00530 0.900 4 30.73 0.00 7.93 -0.00 130.64 16.478 2.34 11.69 0.01199 0.900 *** End of output *** RECEIVED JUN P 2 14x26in Code: ACI 318-11 Units: English Run axis: Biaxial Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 -41 A AA R A.. /I. La\ Time. 13:19.52 �wv P=0kip spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col2.col Project: WHITE HOUSE k-ft) )0 1%3 Column: 2 Engineer: J.M. fc = 4 ksi fy = 60 ksi Ag = 364 inA2 8 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.80 inA2 rho = 1.32% fc = 3.4 ksi Xo = 0.00 in Ix = 20505.3 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 5945.33 inA4 Beta1 = 0.85 Min clear spacing = 6.25 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ky(nonsway) = 1 ky(sway) = N/A RECEIVEO JUN 0 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\col3.col Page 1 06/02/17 01:20 PM M 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVE, JUN 09 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\col3.col General Information: File Name: Z:\VICTOR BRUCE\white house\struct\col3.col Project: WHITE HOUSE Column: 3 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 8 in Gross section area, Ag = 192 in^2 Ix = 1024 in^4 Iy = 9216 in^4 rx = 2.3094 in ry = 6.9282 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------- # 3 0.38 0.11 # 4 ----------- ------------- 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.92 in^2, Asmax = 0.08 * Ag = 15.36 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.64 in^2 at rho = 1.37% Minimum clear spacing = 2.75 in Top Bottom -------- -------- Left Right -------- -------- Bars 3 # 6 3 # 6 0 # 6 0 # 6 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---------------------------- 1 Dead 6.72 0.00 ------------------------------------ 0.00 0.00 0.00 Live 5.09 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case (%) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ Ul = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Page 2 06/02/17 01:20 PM K#J RECEIVE® JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BAUCE\white house\struct\col3.col Page 3 06/02/17 01:20 PM Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Column Axis ft in in in^4 ksi ------ ---------------------------------------------------- ----- Design X 8.83 24 8 1024 4 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Location ft in in in^4 ksi ----------------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- X 0.000 0.000 1.000 (N/A) 45.88 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 9.73e+005 kip-in^2 X-axis ------------------- At Ends ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas ------- ---------- ---------- ---------- ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 0.84 in Ec ksi 3605 Ec ksi --------------- Along Length ----------------- Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------------- ------ ------ ------ 9.41 (N/A) 427.56 1.000 1.000 1.030 16.21 (N/A) 571.02 0.498 1.000 1.039 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- lst Order ------------- --------- 2nd Order -------- Load Mns Ms Mu Mmin Mi Mc Combo k-ft k-ft k-ft k-ft --------------- k-ft ------------ k-ft ------------------------------------------- 1 Ul 0.00 (N/A) ------------ 0.00 0.66 Ml= 0.00 0.68 0.00 (N/A) 0.00 0.66 M2= 0.00 0.68 1 U2 0.00 (N/A) 0.00 1.13 M1= 0.00 1.18 0.00 (N/A) 0.00 1.13 M2= 0.00 1.18 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in -------- in -------- ------ --- ------------------------------------------ 1 1 U1 9.41 0.68 35.90 ---------------- 52.918 1.76 5.75 0.00682 0.900 2 9.41 0.68 35.90 52.918 1.76 5.75 0.00682 0.900 3 1 U2 16.21 1.18 37.09 31.453 1.81 5.75 0.00654 0.900 4 16.21 1.18 37.09 31.453 1.81 5.75 0.00654 0.900 *** End of output *** - Ratio - 2nd/1st 1.030 1.030 1.039 1.039 RECEIVED JUN 0 9 7017 0 �—X 0 0 0 0 24x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:21:07 P (kip) 600 -200 5fy spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col3.col Project: WHITE HOUSE Column: 3 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc=3.4ksi e_u = 0.003 in/in Beta 1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag = 192 in^2 As = 2.64 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 2.75 in kx(nonsway) = 1 6 #6 bars rho = 1.37% Ix = 1024 in^4 ly = 9216 in^4 Clear cover = 1.88 in kx(sway) = N/A RECEIVE® JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BRUCE\white house\struct\col4.col Page 1 06/02/17 01:21 PM 000000 OO 00 00000 000000 OO 00 0 00 00 00 00 OO 00 OO 00000 OO OO 00 OO 000000 00 O 00 OO OO 00 00000 00 000000 00000 00 OO OO 00 00 00 00 OO 00 OO OO 00 OO OO 00 00 00000 000 00 00 O 0000000000 0 00000 00 00 OO OO OO 00 00 00 00 OO 00 OO 00 00 00 00 OO OO OO 00 OO 00 00 OO 00 00 00 OO 00 00 OO OO OO 00 OO 00000 0 00 00 00 00 oo (TM) spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED "' 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BRUCE\white house\struct\col4.col General Information: File Name: Z:\VICTOR BRUCE\white house\struct\col4.col Project: WHITE HOUSE Column: 4 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 12 in Depth = 8 in Gross section area, Ag = 96 in^2 Ix = 512 in^4 Iy = 1152 in^4 rx = 2.3094 in ry = 3.4641 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.96 in^2, Asmax = 0.08 * Ag = 7.68 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.29% Minimum clear spacing = 3.00 in 4 #5 Cover = 1.5 in Service Loads: Load Axial Load No. Case kip --- ---- 1 Dead ------------ 3.00 Live 1.00 Wind 0.00 EQ 0.00 Snow 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Mx @ Top Mx @ Bot My @ Top My @ Bot k-ft k-ft k-ft k-ft -------------------- 0.00 ------------ 0.00 ------------ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Combinations: ------------------ ------------------ U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Page 2 06/02/17 01:21 PM RECEIVE® JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VTCTOR BRUCE\white house\struct\col4.col Page 3 06/02/17 01:21 PM i I � Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth Column Axis ft in in ------ -------------------------------- ------ Design X 8.83 12 8 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth Location ft in in Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) ---------------- X ------------ 0.000 0.000 ------------ 1.000 I f'c in^4 ksi 512 4 I f'c in^4 ksi k(Sway) klu/r -------------------- (N/A) 45.88 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 4.87e+005 kip-in^2 Ec ksi 3605 Ec ksi X-axis ------------------- At Ends ------------------ ------------------ Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ------------------------------------- ------ ---------------- ------ - 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 4.20 (N/A) U2 (N/A) (N/A) (N/A) (N/A) (N/A) 5.20 (N/A) Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 0.84 in NOTE: Each loading combination includes the following cases: Along Length ----------------- Pc(kip) Betad Cm Delta --------- ------ ------ ------ 214.18 1.000 1.000 1.027 253.12 0.692 1.000 1.028 First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- Load Mns Ms Mu Mmin Mi Mc Combo k-ft k-ft k-ft k-ft k-ft ------------ k-ft ------------------------------------------- 1 U1 0.00 (N/A) ------------ 0.00 0.29 --------------- Ml= 0.00 0.30 0.00 (N/A) 0.00 0.29 M2= 0.00 0.30 1 U2 0.00 (N/A) 0.00 0.36 Ml= 0.00 0.37 0.00 (N/A) 0.00 0.36 M2= 0.00 0.37 Factored Loads and Moments with Corresponding Capacities: ----------------------- Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in ---------------- ------ --- ------------------------------------------ 1 1 U1 4.20 0.30 17.18 ---------------- 56.922 1.68 5.81 0.00739 0.900 2 4.20 0.30 17.18 56.922 1.68 5.81 0.00739 0.900 3 1 U2 5.20 0.37 17.36 46.398 1.69 5.81 0.00730 0.900 4 5.20 0.37 17.36 46.398 1.69 5.81 0.00730 0.900 *** End of output *** - Ratio - 2nd/lst 1.027 1.027 1.028 1.028 �ECEIV E® JUN 0 91017 P (kip) 300 O y O -�— x O O 12x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 -100 Time: 13:23:28 spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col4.col Project: WHITE HOUSE iIL, 5 Column: 4 Engineer: J.M. fc = 4 ksi fy = 60 ksi Ag = 96 inA2 4 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.24 inA2 rho = 1.29% fc = 3.4 ksi Xo = 0.00 in Ix = 512 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 1152 inA4 Beta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A RECEIVED phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING Z:\VICTOR BRUCE\white house\struct\col5.col GROUP, INC.. License ID: Page 1 06/02/17 01:24 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 1 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. p,ECEIVED pU 0 9 JV STRUCTUREPOINT - spColumn v4.81 (TM) ' Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR $RUCE\white house\struct\col5.col Page 2 06/02/17 01:24 PM 1( V General Information: -------------------- File Name: Z:\VICTOR BRUCE\white house\struct\col5.col Project: WHITE HOUSE Column: 5 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 14 in Depth = 8 in Gross section area, Ag = 112 in^2 Ix = 597.333 in^4 Iy = 1829.33 in^4 rx = 2.3094 in ry = 4.04145 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.12 in^2, Asmax = 0.08 * Ag = 8.96 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.11% Minimum clear spacing = 3.00 in 4 #5 Cover = 1.5 in Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead ------------ 20.49 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 6.67 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow C` C C F �\J F D JU"pg1V STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\col5.col Page 3 06/02/17 01:24 PM �� Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------------------------------------- Design X 8.83 14 8 597.333 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------- Above Left (no beam specified...) ------------ Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- X 0.000 0.000 1.000 (N/A) 45.88 Moment Magnification Factors: ----------------------------- Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 5.49e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ---------------- ---------------- Pc(kip) Betad Cm Delta ------ ------ ------ ------- ---------- ---------- ---------- ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 28.69 (N/A) 241.22 1.000 1.000 1.188 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 35.26 (N/A) 284.23 0.697 1.000 1.198 Factored Moments due to First -Order and Second -Order Effects: ------------------------------------------------------------- Minimum eccentricity, Ex,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft k-ft --------- ------------------------------------------------------- 1 U1 0.00 (N/A) 0.00 2.01 --------------- Ml= 0.00 ------------ 2.39 1.188 0.00 (N/A) 0.00 2.01 M2= 0.00 2.39 1.188 1 U2 0.00 (N/A) 0.00 2.47 Ml= 0.00 2.96 1.198 0.00 (N/A) 0.00 2.47 M2= 0.00 2.96 1.198 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in -------- -------- ------ --- ---------------------------------------------------------- 1 1 Ul 28.69 2.39 22.42 9.393 1.91 5.81 0.00615 0.900 2 28.69 2.39 22.42 9.393 1.91 5.81 0.00615 0.900 3 1 U2 35.26 2.96 23.57 7.970 2.01 5.81 0.00569 0.900 4 35.26 2.96 23.57 7.970 2.01 5.81 0.00569 0.900 *** End of output *** cEivE �� 0 g V17 14x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:25:18 -100 LS� N spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col5.col Project: WHITE HOUSE Column: 5 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc=3.4ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag=112in"2 As = 1.24 inA2 Xo = 0.00 in Yo=0.00in Min clear spacing = 3.00 in kx(nonsway) = 1 4 #5 bars rho = 1.11% Ix = 597.333 inA4 ly = 1829.33 inA4 Clear cover = 1.88 in kx(sway) = N/A RECEIVED jUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\col6.col Page 1 06/02/17 01:28 PM 1 2-1 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ------------------------------- - spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. IRECEIVE® JUN 0 91017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\\ICTOR BRUCE\white house\struct\col6.col 01:28 PM General Information: -------------------- -------------------- File Name: Z:\VICTOR BRUCE\white house\struct\col6.col Project: WHITE HOUSE Column: 6 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Y-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 21 in Gross section area, Ag = 168 in^2 Ix = 6174 in^4 Iy = 896 in^4 rx = 6.06218 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area ----------- (in^2) ------------------------ ------------------------ ------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.68 in^2, Asmax = 0.08 * Ag = 13.44 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.11% Minimum clear spacing = 3.00 in Top Bottom Left Right -------- -------- -------- -------- Bars 2 # 5 2 # 5 1 # 5 1 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------------------- ------------------------ 1 Dead 20.49 0.00 0.00 0.00 0.00 Live 6.67 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- ----------------------- Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ Ul = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow RECEIVED 1 2 L. JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\col6.col Page 3 06/02/17 01:28 PM l L�,� Slenderness: Sway Criteria: Y-axis: Nonsway column. Height Width Column Axis ft in ------ ---------------------- ---- Design Y 8.83 8 Above Y (no column specified...) Below Y (no column specified...) Depth I f'c Ec in in^4 ksi ksi ------------------------------------- 21 896 4 3605 Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------- ------------------------------------------------ Y 0.000 0.000 1.000 (N/A) 45.88 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0..2*Ec*Ig + Es*Ise (Y-axis) = 8.23e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ---------------- ------ ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 28.69 (N/A) 361.83 1.000 1.000 1.118 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 35.26 (N/A) 426.35 0.697 1.000 1.124 Factored Moments due to First -Order and Second -Order Effects: ------------------------------------------------------------- ------------------------------------------------------------- Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Y-axis -------------- 1st Order ------------- --------- 2nd Order -------- Load Mns Ms Mu Mmin Mi Mc Combo k-ft k-ft k-ft k-ft k-ft k-ft ------------------- 1 U1 ------------------------ 0.00 (N/A) ------------ 0.00 2.01 --------------- M1= 0.00 ------------ 2.25 0.00 (N/A) 0.00 2.01 M2= 0.00 2.25 1 U2 0.00 (N/A) 0.00 2.47 M1= 0.00 2.77 0.00 (N/A) 0.00 2.47 M2= 0.00 2.77 Factored Loads --------------------------------------------------------- and Moments with Corresponding Capacities: --------------------------------------------------------- Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in --- ------------------ 1 1 U1 ------------------------ 28.69 2.25 31.05 ---------------- 13.829 -------- 1.76 5.81 -------- 0.00688 ------ 0.900 2 28.69 2.25 31.05 13.829 1.76 5.81 0.00688 0.900 3 1 U2 35.26 2.77 32.24 11.620 1.83 5.81 0.00654 0.900 4 35.26 2.77 32.24 11.620 1.83 5.81 0.00654 0.900 *** End of output *** - Ratio - 2nd/lst 1.118 1.118 1.124 1.124 RECEIVE® JUN 0 9 2017 P (kip) 450 8x21 in Code: ACI 318-11 Units: English Run axis: About Y-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 -150 Time: 13:28:38 1Z4 ify A spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: I File: Z:\VICTOR BRUCE\white house\struct\col6.col Project: WHITE HOUSE Column: 6 Engineer: J.M. fc = 4 ksi fy = 60 ksi Ag = 168 in^2 6 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.86 inA2 rho = 1.11 % fc = 3.4 ksi Xo = 0.00 in Ix = 6174 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 896 inA4 Beta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.88 in Confinement: Tied ky(nonsway) = 1 ky(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 RECEIVED JUN 0 9 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BftUCE\white house\struct\col7.col Page 1 06/02/17 01:29 PM 1 ZS 000000 0 00 00 00 00000 000000 00 00000 00 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 000000 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) --------- -- - spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVE® M 0 9, 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\col7.col 01:29 PM I Zip General Information: -------------------- File Name Z:\VICTOR BRUCE\white house\struct\col7.col Project: WHITE HOUSE Column: 7,8 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- -------------------- f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 18 in Depth = 8 in Gross section area, Ag = 144 in^2 Ix = 768 in^4 Iy = 3888 in^4 rx = 2.3094 in ry = 5.19615 in Xo = 0 in Yo = 0 in Reinforcement: -------------- -------------- Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ----------- ------------------------ ------------------------ ------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 1.44 in^2, Asmax = 0.08 * Ag = 11.52 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 1.86 in^2 at rho = 1.29% Minimum clear spacing = 3.00 in Top -------- Bottom -------- Left -------- Right -------- Bars 3 # 5 3 # 5 0 # 5 0 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---------------- 1 Dead 10.00 ------------ 0.00 ------------ 0.00 ------------ 0.00 0.00 Live 5.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case (a) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: pp E 0 R E C E I U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow $�/ U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow JUN a' 9 let? STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\V'ICTOR BRUCE\white house\struct\col7.col Page 3 06/02/17 01:29 PM Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------------------------------------- Design X 9.16 18 8 768 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ------------ ksi ----------------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- X 0.000 0.000 1.000 (N/A) 47.60 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 7.31e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) ---------------- k'lu/r Pc(kip) ---------------- ------ Betad ------ Cm Delta ------ ------- ---------- ---------- ---------- ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 14.00 (N/A) 298.53 1.000 1.000 1.067 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 20.00 (N/A) 373.17 0.600 1.000 1.077 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- lst Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ------------ k-ft --------- ------------------------------------------------------- 1 U1 0.00 (N/A) 0.00 0.98 --------------- Ml= 0.00 1.05 1.067 0.00 (N/A) 0.00 0.98 M2= 0.00 1.05 1.067 1 U2 0.00 (N/A) 0.00 1.40 Ml= 0.00 1.51 1.077 0.00 (N/A) 0.00 1.40 M2= 0.00 1.51 1.077 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in ---------------- ------ --- -------------------------------------------------- 1 1 U1 14.00 1.05 27.16 25.981 1.76 5.81 0.00693 0.900 2 14.00 1.05 27.16 25.981 1.76 5.81 0.00693 0.900 3 1 U2 20.00 1.51 28.22 18.720 1.82 5.81 0.00660 0.900 4 20.00 1.51 28.22 18.720 1.82 5.81 0.00660 0.900 *** End of output *** RECEIVED 0 L 0 0 0 0 18x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:30:12 P (kip) 400 -150 MOB 5fy spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col7.col Project: WHITE HOUSE Column: 7,8 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag = 144 in^2 As = 1.86 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in kx(nonsway) = 1 6 #5 bars rho = 1.29% Ix = 768 in^4 ly = 3888 in^4 Clear cover = 1.88 in kx(sway) = N/A RECEIVE® JINN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\colll.col Page 1 06/02/17 01:31 PM 1 �y 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ----------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\colll.col General Information: File Name: Z:\VICTOR BRUCE\white house\struct\colll.col Project: WHITE HOUSE Column: 11 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Run Axis: Y-axis Material Properties: -------------------- -------------------- V c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section Rectangular: Width = 8 in Gross section area, Ag = 96 in^2 Ix = 1152 in^4 rx = 3.4641 in Xo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Slenderness: Considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 12 in Iy = 512 in^4 ry = 2.3094 in Yo = 0 in Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.96 in^2, Asmax = 0.08 * Ag = 7.68 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.29% Minimum clear spacing = 3.00 in 4 #5 Cover = 1.5 in Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---- 1 Dead ------------ ------------ 8.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 4.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow Page 2 06/02/17 01:31 PM RECEIVED JUN 0 9 2017 13Q STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\colll.col 01:31 PM Slenderness: Sway Criteria: -------------- Y-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------------------------------------- Design Y 9.66 8 12 512 ------------ 4 3605 Above Y (no column specified...) Below Y (no column specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------- Above Left (no beam specified...) ------------ Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------------------- Y 0.000 0.000 1.000 (N/A) 50.19 Moment Magnification Factors: ----------------------------- ----------------------------- Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (Y-axis) = 4.87e+005 kip-in^2 Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) ---------------- Betad Cm Delta ------ ------ ------ ------- ---------- ---------- ---------- ------ ---------------- 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 11.20 (N/A) 178.95 1.000 1.000 1.091 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 16.00 (N/A) 223.69 0.600 1.000 1.105 Factored Moments due to First -Order and Second -Order Effects: ------------------------------------------------------------- Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Y-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft k-ft ------------ k-ft --------- ------------------------------------------------------- 1 Ul 0.00 (N/A) 0.00 0.78 --------------- M1= 0.00 0.86 1.091 0.00 (N/A) 0.00 0.78 M2= 0.00 0.86 1.091 1 U2 0.00 (N/A) 0.00 1.12 M1= 0.00 1.24 1.105 0.00 (N/A) 0.00 1.12 M2= 0.00 1.24 1.105 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft in in ---------------- ------ --- ---------------------------------------------------------- 1 1 U1 11.20 0.86 18.44 21.559 1.78 5.81 0.00677 0.900 2 11.20 0.86 18.44 21.559 1.78 5.81 0.00677 0.900 3 1 U2 16.00 1.24 19.29 15.580 1.86 5.81 0.00638 0.900 4 16.00 1.24 19.29 15.580 1.86 5.81 0.00638 0.900 *** End of output *** i �i RECEIVED JUN 0 91017 8x12in Code: ACI 318-11 Units: English Run axis: About Y-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:32:26 -100 1.1 spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col11.col Project: WHITE HOUSE Column: 11 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta 1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag = 96 in^2 As = 1.24 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in ky(nonsway) = 1 4 #5 bars rho = 1.29% Ix = 1152 inA4 ly = 512 inA4 Clear cover = 1.88 in ky(sway) = N/A RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\coll3.col Page 1 06/02/17 01:32 PM 1 P) 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\3truct\coll3.col General Information: -------------------- -------------------- File Name: Z:\VICTOR BRUCE\white house\struct\coll3.col Project: WHITE HOUSE Column: 13 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: X-axis Column Type: Structural Material Properties: -------------------- ------------ f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 12 in Depth = 8 in Gross section area, Ag = 96 in^2 Ix = 512 in^4 Iy = 1152 in^4 rx = 2.3094 in ry = 3.4641 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in ^2) ------------------------ # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 0.96 in^2, Asmax = 0.08 * Ag = 7.68 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 1.24 in^2 at rho = 1.29% Minimum clear spacing = 3.00 in 4 #5 Cover = 1.5 in Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft ------------ k-ft --- ---- 1 Dead ------------------------ 3.00 ------------ 0.00 ------------ 0.00 0.00 0.00 Live 2.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: Load Factor Case M ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: U1 = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*wind + 0.000*EarthQuake + 0.000*Snow Page 2 06/02/17 01:32 PM RECEIVED JUN 0 91017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\coll3.co1 Page 3 06/02/17 01:32 PM 1-:515 Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---------------------- Design X 8.16 12 ---------------------- 8 -------- 512 ------------ 4 3605 Above X (no column specified...) Below X (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in ------------ in^4 -------- ksi ------------ ksi ----------------------------- Above Left (no beam specified...) ---------- Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) ------------ klu/r ---------------------------------------- X 0.000 0.000 ------------ 1.000 (N/A) 42.40 Moment Magnification Factors: Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 4.87e+005 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r ------ ---------------- ---------------- Pc(kip) ------ Betad ------ Cm Delta ------ ------- ---------- ---------- ---------- 1 Ul (N/A) (N/A) (N/A) (N/A) (N/A) 4.20 (N/A) 250.79 1.000 1.000 1.023 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 6.80 (N/A) 327.96 0.529 1.000 1.028 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/1st Combo k-ft k-ft k-ft k-ft --------------- k-ft ------------ k-ft --------- ------------------------------------------- 1 U1 0.00 (N/A) ------------ 0.00 0.29 M1= 0.00 0.30 1.023 0.00 (N/A) 0.00 0.29 M2= 0.00 0.30 1.023 1 U2 0.00 (N/A) 0.00 0.48 M1= 0.00 0.49 1.028 0.00 (N/A) 0.00 0.48 M2= 0.00 0.49 1.028 Factored Loads and Moments with Corresponding Capacities: Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft -------- in in -------- -------- ------ --- ------------------------------------------ 1 1 U1 4.20 0.30 -------- 17.18 57.146 1.68 5.81 0.00739 0.900 2 4.20 0.30 17.18 57.146 1.68 5.81 0.00739 0.900 3 1 U2 6.80 0.49 17.65 36.059 1.72 5.81 0.00716 0.900 4 6.80 0.49 17.65 36.059 1.72 5.81 0.00716 0.900 *** End of output *** RECEIVE® JUN 0 9 2017 o y O -�— x O O 12x8in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:33:54 P (kip) 300 -100 i3G 9 I spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\co113.col Project: WHITE HOUSE Column: 13 fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e u = 0.003 in/in Beta1 = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: J.M. Ag = 96 in^2 As = 1.24 in^2 Xo = 0.00 in Yo = 0.00 in Min clear spacing = 3.00 in kx(nonsway) = 1 4 #5 bars rho = 1.29% Ix = 512 inA4 ly = 1152 in^4 Clear cover = 1.88 in kx(sway) = N/A RECEIVED JUN 0 9 7017 STRUCTUREPOINT - spColumn v4.81 (TM) Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: Z:\VICTOR BRUCE\white house\struct\co114.col Page 1 06/02/17 01:34 PM 000000 00 00 00000 000000 00 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 0 00 00 00 00 00000 00 000000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 oo (TM) ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- spColumn v4.81 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2012, STRUCTUREPOINT, LLC. All rights reserved ---------------------------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------------------------- Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\coll4.col 01:34 PM General Information: File Name: Z:\VICTOR BRUCE\white house\struct\coll4.col Project: WHITE HOUSE Column: 14 Engineer: J.M. Code: ACI 318-11 Units: English Run Option: Design Slenderness: Considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 8 in Depth = 26 in Gross section area, Ag = 208 in^2 Ix = 11717.3 in^4 Iy = 1109.33 in^4 rx = 7.50555 in ry = 2.3094 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) ------------------------ ------------------------ ------------- # 3 0.38 0.11 # 4 0.50 0.20 # 5 ----------- 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Bar selection: Minimum number of bars Asmin = 0.01 * Ag = 2.08 in^2, Asmax = 0.08 * Ag = 16.64 in^2 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 2.48 in^2 at rho = 1.19% Minimum clear spacing = 3.00 in Top -------- Bottom -------- Left -------- Right -------- Bars 2 # 5 2 # 5 2 # 5 2 # 5 Cover(in) 1.5 1.5 1.5 1.5 Service Loads: -------------- -------------- Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k-ft k-ft k-ft k-ft --- ---------------- 1 Dead 20.00 ------------ 12.70 ------------ 0.00 ------------------------ -8.43 4.22 Live 15.00 7.70 0.00 -3.68 1.84 Wind 0.00 0.00 0.00 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Sustained Load Factors: ----------------------- Load Factor Case ( o) ---- ------------ Dead 100 Live 0 Wind 0 EQ 0 Snow 0 Load Combinations: ------------------ ------------------ Ul = 1.400*Dead + 0.000*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow U2 = 1.200*Dead + 1.600*Live + 0.000*Wind + 0.000*EarthQuake + 0.000*Snow RECEIVED JUN 0 9 7017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 3 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\coll4.col 01:34 PM a Slenderness: Sway Criteria: -------------- X-axis: Nonsway column. Y-axis: Nonsway column. Height Width Depth I f'c Ec Column Axis ft in in in^4 ksi ksi ------ ---- Design X ---------------------------- 8.83 8 ------------ 26 -------- 11717.3 ------------ 4 3605 Y 8.83 8 26 1109.33 4 3605 Above X (no column specified...) Y (no column specified...) Below X (no column specified...) Y (no column specified...) X-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ----------------------------------------------------------------------- Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Y-Beams Length Width Depth I f'c Ec Location ft in in in^4 ksi ksi ------------------- ---------- ---------- ------------ -------- ------------ Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) Effective Length Factors: ------------------------- Axis Psi(top) Psi(bot) k(Nonsway) k(Sway) klu/r ---------------------------------------------------------------- X 0.000 0.000 1.000 (N/A) 14.12 Y 0.000 0.000 1.000 (N/A) 45.88 Moment Magnification Factors: ----------------------------- ----------------------------- Stiffness reduction factor, phi(K) = 0.75 Cracked -section coefficients: cI(beams) = 0.35; cI(columns) = 0.7 0.2*Ec*Ig + Es*Ise (X-axis) = 1.31e+007 kip-in^2 0.2*Ec*Ig + Es*Ise (Y-axis) = 1.04e+006 kip-in^2 X-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ---------------- ------ ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 28.00 (N/A) 5766.34 1.000 (N/A) (N/A) * U2 (N/A) (N/A) (N/A) (N/A) (N/A) 48.00 (N/A) 7688.45 0.500 (N/A) (N/A) * * Slenderness need not be considered. Y-axis ------------------- At Ends ------------------ ------------------ Along Length ----------------- Ld/Comb SumPu(kip) Pc(kip) SumPc(kip) Betads Deltas Pu(kip) k'lu/r Pc(kip) Betad Cm Delta ------- ---------- ---------- ---------- ------ ---------------- ---------------- ------ ------ ------ 1 U1 (N/A) (N/A) (N/A) (N/A) (N/A) 28.00 (N/A) 455.39 1.000 0.800 1.000 U2 (N/A) (N/A) (N/A) (N/A) (N/A) 48.00 (N/A) 607.19 0.500 0.800 1.000 Factored Moments due to First -Order and Second -Order Effects: Minimum eccentricity, Ex,min = 1.38 in Minimum eccentricity, Ey,min = 0.84 in NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom X-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/lst Combo k-ft k-ft k-ft k-ft k-ft k-ft ------------------------------------------------------------------------------------------- 1 U1 17.78 (N/A) 17.78 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) 1 U2 27.56 (N/A) 27.56 (N/A) M2= (N/A) (N/A) (N/A) 0.00 (N/A) 0.00 (N/A) M1= (N/A) (N/A) (N/A) RECEIVED JUN 0 9 2017 STRUCTUREPOINT - spColumn v4.81 (TM) Page 4 Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: 06/02/17 Z:\VICTOR BRUCE\white house\struct\coll4.col 01:34 PM Y-axis -------------- 1st Order ------------- --------- 2nd Order -------- - Ratio - Load Mns Ms Mu Mmin Mi Mc 2nd/lst Combo k-ft k-ft k-ft k-ft k-ft k-ft ------------------------------------------------------------------------------------------- 1 U1 -11.80 (N/A) -11.80 -1.96 M2= -11.80 -11.80 1.000 -5.91 (N/A) -5.91 -1.96 Ml= -5.91 -5.91 1.000 1 U2 -16.00 (N/A) -16.00 -3.36 M2= -16.00 -16.00 1.000 -8.01 (N/A) -8.01 -3.36 Ml= -8.01 -8.01 1.000 Factored Loads and Moments with Corresponding Capacities: --------------------------------------------------------- --------------------------------------------------------- Design/Required ratio PhiMn/Mu >= 1.00 NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. Combo kip k-ft k-ft k-ft k-ft in in --- ------------------------------------ ---------------------------------------------------- ------ 1 1 U1 28.00 17.78 -11.80 50.28 -33.38 2.828 3.23 8.47 0.00526 0.900 2 28.00 0.00 -5.91 0.00 -38.72 6.554 1.76 5.81 0.00693 0.900 3 1 U2 48.00 27.56 -16.00 59.32 -34.45 2.152 3.74 8.94 0.00442 0.851 4 48.00 0.00 -8.01 0.00 -42.29 5.281 1.91 5.81 0.00613 0.900 *** End of output *** l 1+0 RECEIVED JUN 0 9 2017 141 I- • 8x26in -3 Code: ACI 318-11 Units: English Run axis: Biaxial Run option: Design Slenderness: Considered Column type: Structural Bars: ASTM A615 Date: 06/02/17 Time: 13:35:21 P=0kip n All RA.. /I- 4\ k-ft) )0 spColumn v4.81. Licensed to: ernesto garcia, G2 CONSULTING GROUP, INC.. License ID: File: Z:\VICTOR BRUCE\white house\struct\col14.col Project: WHITE HOUSE Column: 14 Engineer: J.M. fc = 4 ksi fy = 60 ksi Ag = 208 inA2 8 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 2.48 inA2 rho = 1.19% fc = 3.4 ksi Xo = 0.00 in Ix = 11717.3 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 1109.33 inA4 Beta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.88 in Confinement: Tied kx(nonsway) = 1 kx(sway) = N/A phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ky(nonsway) = 1 ky(sway) = N/A RECEIVED J U N 0 9 2017 t 4-L. G2Consulting Group. Inc. Job: WHITE HOUSE. Joaquin Montesino.p.e Sheet No: of 9725 s.w. 4 th TERR. Calc by:jm Date:06/01/17 Miami, FL 33174 Check by: jm_Date:06/01/17 DESIGN STEEL COL BASE & TOP PLATE P :Total column Ioad,Kips A :bxd Area of plate :in^2 Fb :Allowable bending strees in base plate, Ksi fp :Actual bearing pressure,Ksi f'c :Compressive strength of concrete,Ksi tp :Thickness of plate,in Fy : yield strenght of steel fc:= 4ksi RECEIVED JUN 0 9 2017 i -3 G2Consulting Group. Inc. Joaquin Montesino.p.e 9725 s.w. 4 th TERR. Miami, FL 33174 Try hss 4x4xl/4 cap :66.2 kips >1.75 kips BASE PLATE Job: WHITE HOUSE. Sheet No: of Calc by:jm Date:06/01/17 Check by: jm_Date:06/01/17 ok! HSS - 2 h := 9ft Ab := 10in p := 17501bf is := 4in Bb := 7.625in Abt := At, x Bb At, - t�; mb 2 P 1) fPn AN mb = 3 x in fpb = 0.023 x ksi check := if(fpb > 0.35 x f,, "no good" , "good" check = "good" fpb tpb := 2 x mb x F Y tpb = 0.151 x in use base plate 1/4"x10x7.625 TOP PLATE At := 10in Bt := 7.625in Att := At x Bt At - is mt := 2 mt = 3 x in P fpt:= — Att fpt = 0.023 x ksi check := if(fpt > 0.35 x f"no good" , "good" check = "good" tpt := 2 x mt x[F7y tpt = 0.151 x in use top plate 1/4"x10x7.625 Fy := 36ksi JUN 0 9 2017 G2Consulting Group. Inc. Job: WHITE HOUSE. Joaquin Montesino.p.e Sheet No: of 9725 s.w. 4 th TERR. Calc by:jm Date:06/01/17 Miami, FL 33174 Check by: jm_Date:06/01/17 Try hss 4x4x1/4 cap :61.1 kips >1 kips ok! HSS - 3 h := 10.66ft BASE PLATE Ate:= loin N:= 10001bf tom= 4in IF 36ksi Yw:= 10in Ate:= Ab x Bb Ab _ is = 2 P 1) 9At,' Abt mb=3xin fpb = 0.01 x ksi ehck := if(fpb > 0.35 x r , "no good" , "good" check = "good" fpb 2 � mb x — FN tpb = 0.1 x in use base plate 1/4"x10x10 TOP PLATE = 10in Bt := 7.625in ,Aw3t -= At x Bt At := mt = 3 x in 2 P f l..:= — Au fpt = 0.013 x ksi check := if (fpt > 0.35 x f ,, "no good" , "good" check = "good" 7Fy A:= 2 x mt x tpt = 0.115 x in use top plate 1/4"x10x7.625 JUN 0 9 2017 j4-S G2Consulting Group. Inc. Job: WHITE HOUSE. Joaquin Montesino.p.e Sheet No: of 9725 s.w. 4 th TERR. Calc by:jm Date:06/01/17 Miami, FL 33174 Check by: jm_Date:06/01/17 Try hss 4x4xl/4 cap :75.6 kips >2.74 kips ok! "SS - 1 h := 7.5ft BASE PLATE Ab:= loin R := 27401bf t� := 4in F .,.:= 36ksi BP := loin Agar:= Ab x Bb Ab - is mbi= 2 P 1) fpb. AN mb=3x in fpb = 0.027 x ksi check := if(fpb > 0.35 x f,, "no good" , "good" check = "good" fPb tpt, := 2 x mb x FFv tpt, = 0.166 x in use base plate 1/4"x10x10 TOP PLATE At:= loin 3.t:= 7.625in Att At x Bt At - is mt := mt = 3 x in 2 P fpt, - — Att fpt = 0.036 x ksi check := if(fpt > 0.35 x f, "no good" , "good" check = "good" fpt tpt := 2 x Mt x Fy tpt = 0.19 x in use top platel/4"x10x7.625 JUN 0 9 2017 COUNTY MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Nu-Vue Industries, Inc. 1055 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NV UH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, modellseries, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other put -poses shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Offici I. This NOA renews NOA # 12-0130.33 and consists of this page 1 and evidence pages E1 and E2� we leas E D approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. JUN 0 9 7017 NOA No: 15-0507.01 Expiration Date: Juiy 30, 2020 Approval Date: July 30, 2015 4?/�pf 0c Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up & Downward 01/17/03 10. PT 02-4096 NVBH24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA & NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04-503.6 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted under NOA No. 04-1202.01 " Report of Design Capacities prepared by Vipin N. Tolat, P.E. Product Model No. of Pages Date Signature 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, P.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS 1 through 6 05/05/03 V. N. Tolat, P.E. 4. NVTA & NVTAS I through 14 02/06/03 V. N. Tolat, P.E. 5. NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. oy��1Zors Carlos M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: Ju A0,,*1 E D E-1 EXEN JUN 0 9 2017 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2010 and 50' (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04-1202.01 " 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. fti/V15 Car os M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E-2 RECEIVED JUN 0 9 7017 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Sect WAS H Length m Product Code Gauge seal Gauge strop 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 WAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 No. of Fasteners each strop 10d Maximum Allowable Load Ibs Uplift Single IT Strop Uplift Straps L7 Single & Double Straps L2 Single & Double Straps 5 757 1514 250 500 5 805 1610 250 500 7 854 1708 250 500 8 902 •1804 250 500 9 951 •1902 250 500 10 999 •1998 250 500 11 1048 •2096 250 500 12 1096 •2192 250 500 13 1145 •2290 250 500 14 1193 T2290 250 500 *Note: For 8 or more nails per strap, use double truss for double strops. General Notes: L Steel shall conform to ASTM A653, SS grade 33, min, yield 33 ksl, min. tensile strength 45 ksi and min. galvanized coaling of G 60 per ASTM A653. 2. Allowable loads and fasteners ore based on NOS 2005/2012. 3. Design loads ore for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NOS 2005/2012. 4, Allowable uplift loads hove been odjusted for load duration factor CD of 1.6. Allowable gravity loads hove been adjusted for CD values of 1.0, per table 2.3.2 of NOS 2005/2012. Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Mosonry, Grout and mortar in concrete masonry shall be min, of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined toad of Uplift. Ll and L2 shall satisfy the following equation. Actual Uolifl � AMMH Allocable Uplift + ow7ar o61e ll + ^"a•�'• �i <v 1,Q 7, Allowable foods ore based on W thick wood members unless otherwise noted. 8. All designs Conform to FSC 2010 and 2014. X M +7� It MIN. 4" EMS, WAS 1 '1 0 H MIN. 4" EMS. NVTA 1 TABLE 2 Trtlgq Anchors NVTA and Riveted Truss Anchors with Seat WAS H Length (in) Product Code Gouge seat Gauge strap 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 WAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 WAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 WAS 244 20 14 No. of Fasteners each strop 10d x 1.5" Maximum Allowable Load Ibs Uplift Single Strop Uplift ILI Double Strops Single & Double Strops L2 Single & Double Strops 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 •2288 520 630 9 1153 •2306 520 630 10 1161 •2322 520 630 11 1170 •2340 520 630 12 1176 •2356 520 630 13 1187 1 •2374 520 630 -Note: For 8 or more nails per strop, use double truss for double straps. PRODl1Cf RENP.WW e. comoylrly w1161Ae moeAs Perpendicular to wall Bulldktl Co6 Aowp.w•ee Ne)S L/2 ' BY kMial Re" C-li Reinforcements Required 'r} 2J" O 0 24" a— Concrete Tie Beam Parallel Li or Tie Beam formed to wall with concrete filled O masonry Holes Dio. NVTA, NVTAS ABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 F NVRT-48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL In member• Flat Ties Twisted Ties 8 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1 1132 Notes: 1. Specify "F" for Flat and "T" for Twisted when ordering. 2. Fastener values are based on a minimum 1}" thick wood members. 3. • Indicates no. of nails In each connected wood member. 4. See General Notes. sheet 1. e e e e1 e s e e a s e e e s 4 LENGTH _I HALF HALF Connected Connected to truss to wall • le LENGTH e J co "I IV < O ryy V r'9'9 0 PRODLlgr REKEWED M coni*kj whh die flplde 9ulldh* code D9 / AeoepenceNo laqIns V* Ily UPLIFT I � TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: No. of 16d nalis to Wood Framing No. of i" diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 856 6 8 1 991 7 g 1125 " 0 O °ili �„ Z O NVRT Anchor Holes dia. N, 1. ITW tepcons shall be embedded a minimum of 1j" Into concrete tlebeam or tlebeam formed with concrete filled masonry. ITW tapcons shall Do not hove a min. edge distance of 2j" and minimum spacing of 11" as shown. Use circled holes 2. See General Notes, sheet 1. 16d 3. All tapcons must be in the some row spaced at IN' on centers. Do not use holes in the opposite row. }"Tapcons Strap must be long enough to accommodate required tapcons. o 0 a 0 o 1' r' ax edge � VM N. TMAT, PE (CIM Note 3 ° o ' FL. MG. # 12847 1 0 15128 I.ANMN CF=K LANE HOUSTON, TX 77068 I%Reinforcement N 4,um tl ue faduetrtes, ic. 105 oleah, Eaet 29 Street Hialeah, Florida 33013 PHONE: (305) 694-0397 " Min. edge distance y�L5 FAX: (305) 694-0398 required NM FLAT AND TWISTED RAFTER TES Ile Beam formed with DWG p: Sheet: Date - co crate filled mosonary or NU-2 8 of 4 AVE 18. Eels concrete tie beam I� TABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-10 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL ,n.mgor. Flat Ties Twisted Ties 8 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 Notes: 1. Specify "F" for Flat and "T" for Twisted when ordering. 2. Fastener values are based on a minimum 1}" thick wood members. 3. • Indicates no. of nails In each connected wood member. 4. See General Notes, shoot 1. e e • A1" s e s a s e a LENGTH J HALF HALF Connected Connected to trues to wall c o • e s a a r LENGTH _ J MOO PRODOQr RENEWED r WnVjlf7 wid+ dr Flo" swift CON S' 0% '� M er ' Prodn:+ UPLIFT I � TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: No. of 16d nails to Wood Framing No. of }" diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 85e 6 8 991 7 9 1125 " 0 1" O NVRT Anchor Holes dial. N" 1. ITW tapcons shall be embedded a minimum of 1" Into concrete tlebeam or tiebeam formed with concrete filled masonry. ITW tapcone shall Do not hove a min. edge distance of 2e and minimum spacing of 11" as shown. Use circled holes 2. See General Notes, sheet 1. 16d 3. All tapcons must be In the some row spaced at W on centers. Do not use holes In the opposite row. Strap must be long enough to accommodate required tapcons. 0 }"Tapcons 0 o +' r'' o +' 0 o E°o' DW VII'IN N. TOIAT, PE (CIVIL) N tee 3 0 + , FL. AIDG. # 12847 O tt" 16123 LANTNIN CFMK LANE HOUSTON. TR 770e8 a �t v ue Industries. Lcc. 1053East 29 Street Hialeah, Florida 33013 PHONE: (305) 694-0397 j%2j" Min. edge distance � y�l(S FAX: (305) 694-0398 ment required NVRT FIAT AND TWMW RAFM TM DWG #: Sheet: Date: Tie Beam formed with concrete filled mosonary or NIT 1-2 3 of 4 An<s t0.:roia concrete tie beam M 0 MIAMhDADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION l 1805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy Nu-Vue Industries, Inc. 1055 East 29`h Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVTHS, NVHC, NVSTA and NVHTA Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, modellseries, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA wi II occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shal I automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.35 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0507.03 M1AMi•DAD, COUNTY Expiration Date: July 30, 2020 Approval Date: July 30, 2015 007?�I�1S "PT t E I V E JUN 0 9 2017 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted tinder NOA # 04-0510.03" Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT # 03-4482 NVSNP3 Downward 09/15/03 2. PT # 03-4625 NVHCL/R Up& Sideways 01/21/04 3. PT # 04-4641 NVSTA-24I1 Up& Sideways 03/17/04 4. PT # 04-4698 NVTH24 Up& Sideways 04/15/04 5. PT # 03-4590 NVTH26/NV458 Sideways 12/31/03 6. PT it 04-4642 NVHTA-24H Up& Sideways 03/22/04 7. PT # 03-4543 NVTH2O/NV358 Up& Sideways 12/19/03 C. CALCULATIONS "Submitted under NOA # 09-0721.05" 1. Report of Design Capacities, dated 06/30/2009, sheets I through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance to 2010 and Sh (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 09-0721.05" 2. Statement letter of code conformance, no financial interest and no change of product, dated 07/09/2009, issued, signed and sealed by Vipin N. Tolat, P.R. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E-1 RECEIVED JUN 0 9 2017 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat Assembly 14G Strap Dimension H Total No. Total No. of Fasteners of Fasteners Allowable Loads (Ibs) Product Product Code Code (inches) in 2 Straps In Seat 10d x 3" 10d x 3" Uplift Lt L2 NV358-12 NVTH16 12 8 8 2245 1961 1839 NV358-14 NVTH16 14 10 8 2525 2206 2068 NV358-16 NVTH2O 16 12 8 2806 2452 2298 NV358-20 NVTH24 20 14 8 3086 2697 2528 NV358-22 NVTH26 22 16 8 3367 2942 2758 NV358-24 NVTH28 24 PRODUCT RENN"D n .M td ilwi0s �01 NV358-26 NVTH30 26 Aw"4.ee No 6�- NV358-32 NVTH38 32 Camd 4 — NV358-44 NVTH48 44 rt Notes: Holes Dio. ;Q 1. Minimum embedment Into concrete 4". 2. Nalle are necesary In straps and seat to achieve design loads. 3. See Note 6 (Sheet 1) for combined load. 4. Nails through chords shall not force the trues plate on the opposite side. 5. For general notes, see sheet 1. 1Yi, ty L.L,� . In I_ uPUFr t 14G NVTH /�j� /// l Sim 0.203"X V Pin 1/e'dls. 0 2 ply seat N3 55 3 ply eeot NVOS H e Min. c--t. Embedment. its TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in 2 Straps 10d x 3" Total No. of Fasteners in Seat 10d x 3" Allowable Loads (Ibs) ---•- Uplift a L2 NV458-12 NVTH16 12 8 8 2245 2783 2078 NV458-14 NVTH18 14 10 8 2525 3131 2338 NV458-16 NVTH2O 16 12 8 2806 3479 2597 NV458-20 NVTH24 20 14 8 3086 3827 2857 NV458-22 NVTH26 22 16 8 3367 4175 3117 NV458-24 NVTH28 24 �---� Holes Dla.3fe" NV458-26 NVTH30 26 NV458-32 NVTH36 32 NV458-44 NVTH48 44 3" NV358 4W NV458 �XN]358 5X* NV458 Side View ,ncrste Tie Beam Tie Boom formed with -ncrete filled Masonry. Detail NV358 and NV458 VIPIN N. TOLAT, PE (CML) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 n u— V u e Industries, Inc. 1o68-1069 Hest 29 street Hialeah Florida MIS a Z5 l>S Phone: (W 694-0997 Fax: (80 694-0898 NV358 & NV458 WITH DOUBLE NVTH STRAPS DWT#:Sh.6t; Date:Nf 4 APru i6, 2016 IP ,�1Y4 Perpendicular TABLE 4 Truss plate required /A to transfer load to to wall bottom chord � L2 2 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS Reinforcements H Product No, of Fasteners Maximum Allowable Load (1 1. Required Length Gauge Gauge in Strap Code seat strap x 1.5" Uplift L1 L2 1� slot 0.20.3•x I"0d H 1032 560 525 12 NVTH-16 NVTHS 212 18 14 5 6 1222 671 630 MIN. 4' Parallel L1 14 NVTH-18 NVTHS 214 18 14 MIN. 4" EMS. to wall 7 1275 783 735 EMS. 1" Concrete Tie Beam NVTH or Tie Beam farmed 16 NVTH-20 NVTHS 216 18 14 B 1329 783 735 NVTHS t1�" with concrete filled TABLE 5 masonry 9 1383 783 735 18 NVTH-22 NVTHS '218 18 14 HURRICANE CLIPS 10 1437 783 735 Product Code Description Gauge g Fasteners 1Od x 1X" Allowable Loads Ibs Header Joist Uplift 1-1 L2 NVHCR HURRICANE CLIP — RIGHT 18 6 6 525 253 1 333 NVHCL HURRICANE CUP — LEFT 18 6 6 525 253 1 333 20 NVTH-24 NVTHS 220 18 14 11 1490 783 735 22 NVTH-26 NVTHS 222 18 14 12 1544 783 735 13 1598 783 735 Chord For Uplift, use two clips, one on each 24 NVTH-28 NVTHS 224 18 14 side to comply with section 2321.7 of the FBC PRUC oOTaitbdoIF w m eriW me Plorids o ) (Va NVHCL" II V V\II \NVHCR 2-2m Plates Cruoss�Secttlluon bottom hole dia.=0.178" chord C 26 NVTH-30 NVTHS 226 18 14 adWkacedc AaoepeswNaf5 0 0 t e f6 71 f6" 32 NVTH-36 NVTHS 232 18 14 By — ------J—Mi Pmdat� 44 NVTH-48 NVTHS 244 18 14 14' ° uPto- rI tY" For general notes see sheet 1 2)V ° 1Y" ° 'L2 • Truss plate required • to transfer load to VIPIN N. TO%JtT, PE (CIVIL) Holes Dla. {b" 11'i o r bottom chord FL. REG. , 12847 15123 LANTERN CREEK LANE NVTH, NVTHS �� HOUSTON, TX 77068 e . 2-2s Plates Ll � n u— V u a Industries, Inc. 3053-1059 East 29 Street Hialeah, Florida 330L313 Phone: 305) 694-0397 29 is Fax: 305) 694-0398 NVTH / NVTHS ANCHORS k NVHC HURRICANE CLIPS DWG p: Sheet: Date: 1 NU-5 3 of 4 April 15, 2015 U TABLE 6 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strap IOd x 1W Total No. of Fasteners In 20 GA. Seat 10d x 1N" Allowable Loads (Ibs) Uplift ° u e L2 e NVSTA-12H NVTH16 12 5 6 1308 700 1049 6 6 1426 760 1144 NVSTA-14H NVTH18 14 7 6 1545 823 1239 NVSTA-16H NVTH2O 18 8 6 1664 887 1335 NVSTA-20H NVTH24 20 9 6 1783 950 1430 Ye' NVSTA-22H NVTH26 22�� o —° 01 T � NVSTA-24H NVTH28 24 NVSTA-26H NVTH30 26 NVSTA-32H NVTH36 32 Hdea Dlo.�{e " e" NVSTA-44H NVTH48 44 1Y4. ° H ° e 4" Min. PM Y"dio concrete Embedment. 11¢, UPLIFT C rq -? O • 3 GO V O V M 0 20G Seat 1Ya' tYi' NVSTA 12H throght 44H Slot 0.203"X 1" L2 Truss plate required to transfer uplift to bottom chard. �j Reinforced Concrete �— tie beam Min. 2#5 g Top do bottom 1. TABLE 7 NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly14G Product Code StropDimension Product Code H (inches) Total No. of Fosteners in two Stra s 10d x 1h"P Total No. of Fasteners In 20 GA. Seat 10d x 1Y2"" Allowable Loads (Ibs) e Uplift s Uplift e L1 e L2 NVSTA-12H NVTH16 12 10 6 1772 2070 1050 1450 12 8 1994 2338 1181 1631 NVSTA-14H NVTH18 14 14 16 6 2215 2598 1312 1812 NVHTA-16H NVTH2O 16 6 2437 2858 1444 1994 NVHTA-201-1 NVFH24 Y0 18 6 2658 3117 1575 2175 NVHTA-22H NVTH26 22 NVSTA-24H NVTH28 24 NVHTA-26H NVTH30 26 NVSTA-32HI NVTH36 NVSTA-44H I NVTH48 NVHTA H 12H throght 44H 4 e 4" Min. Concrete Embedment. UPLIFT it Truss plate required to transfer —uplift to bottom chord. Reinforced Concrete f— tie beam Min. 2#5 Top h bottom Notes: 1. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. 32 44 PRODUCE RENEWED 4*�Maoom t Wkbdb FWdit 0 �1- AeoeFuiee►b _ _ e ��7t�/�7 0 . sr 'e >� 4 >+ S de %Aew N. TOLAT, PE (CIVIL) � G. # 12847 20 CA. Seat LANTERN CREEK LANE 14G NVTH TABLE 6 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strap 10d x IX„ Total No. of Fasteners in 20 GA. Seat 10d x 1N' Allowable Loads (Ibs) Uplift ° L1 ° L2 ° NVHTA-12H NVTH16 12 5 6 1308 700 1049 6 6 1426 760 1144 NVSTA-14H NVTH18 14 7 6 1545 823 1239 NVHTA-16H NVTH2O 18 8 6 1664 887 1335 NVSTA-20H NVTH24 20 9 8 1783 950 1430 K" NVSTA-22H NVTH26 22 Y o 0 K' yr NVSTA-24H NVTH28 24 NVSTA-26H NVTH30 26 NVSTA-32H NVTH36 32 Holes DIa.�(e 8' NVHTA-44H NVTH48 44 l y", M L1 xl� � C1711 [1 o_ <57� c1J � V M rIV�' 1170 �_ 70C Seat 1Ya NVSTA 12H throght 44H L2 b TABLE 7 NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat 1— Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in two Straps 10d x 1 X" Total No. of Fasteners in 20 GA. Seat 10d x 1 Y2" Allowable Loads (Ibs) Uplift ° Uplift ° L1 a L2 e NVHTA-12H NVTH16 12 10 6 1772 2078 1050 1450 12 6 1994 2338 1181 1631 NVHTA-14H NVTH18 14 14 6 2215 2598 1312 1812 NVHTA-16H NVTH2O 16 16 6 2437 2858 1444 1994 NVHTA-20H NVTH24 Y0 18 6 2658 3117 1575 2175 Notes: 1. Nails are necessary In straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. 3. Naffs through chords shall not force the truss plates. 4• For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. ` NVHTA-22H NVTH26 22 NVHTA-24H NVTH28 24 NVHTA-26H NVTH30 26 NVHTA-32H NVTH36 32 NVHTA-44H NVTH48 44 NVHTA H 12H throght 44H e " Q e 4" Min. slot 0.203"X 1" Concrete Pln Y"dIa Embedment. 1N UPLIFT Truss plate required to transfer uplift to bottom chord. �q Reinforced Concrete .— tie boom Min. 2#5 Top & bottom LJ Trues plate required to transfer —uplift to bottom chord. Reinforced Concrete I��I �— tie beam Min. 2#5 Top & bottom PRODUCT REVIEWED P.�yeovr�l�6ry.rly Ap Florida AeoeVuCode �e�� iS �� IT B o.By (CIVIL) I J_ u u t Side View 20 GA. Seat ,EEK LANE Perpendicular TABLE 4 Truss plate required to wall to transfer load to bottom chord . L2 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS � Reinforcements H No, of Fasteners Maximum Allowable Load (I I. Required Length Product Gauge Gauge in Strap g Code slol a2orx I' seat strap H ' . � (in) 1 Od x 1.5Uplift Ll L2° 1� H 12 NVTH-16 NVTHS 212 18 14 5 1032 560 525 6 1222 671 630 MIN. 4" parallel Ll 14 NVTH-18 NVTHS 214 18 14 MIN. 4" EMS. to wall 7 1275 783 735 EMS. Concrete Tie Beam NVTHS 11¢" NVTH 1 " with co Boom f rmfiled 16 NVTH-20 NVTHS 216 18 14 8 1329 783 735 TABLE 5 masonry 9 1383 783 735 18 NVTH-22 NVTHS'218 18 14 HURRICANE CLIPS 10 1437 783 735 SCALE: 1-9 1-P 1 1 P IV O ply -A 1°Y W Product Code Description Gouge g Fasteners 10d x IV` Allowable Loads Ibs Header Joist Uplift L1 12 NVHCR HURRICANE CLIP - RIGHT 18 6 6 525 253 333 NVHCL HURRICANE CUP - LEFT 18 6 6 525 253 333 o �(7) cc V 20 NVTH-24 NVTHS 220 18 14 11 1490 783 735 22 NVTH-26 NVTHS 222 18 14 12 1544 783 735 13 1598 783 735 For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC 24 NVTH-28 NVTHS 224 18 14 PRODUCTREWEWFID 8sdldladcode 1Y' AOOWesoa NO IaSngOird 26 NVTH-30 NVTHS 226 18 14 32 NVTH-36 NVTHS 232 18 14 By MI Pnda Ca.WQ 44 NVTH-48 NVTHS 244 18 14� 0 UPl1FT 1A" fFor general notes see sheet 1 2W o TOP Moro 2-2M Plates IV 0 Trues plate required Holes Ola. tY." to transfer load to VIPIN N. TOLAT, PE (CIVIL) 0 bottom chord FL. REG. # 12847 116123 LANTERN CREEK LANE NVTH, NVTHS '' ♦5"OResy Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 FCORNP' 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 6/13/17 Permit No.: RC17-1549 Project Address: 478 NE 92ND ST Page 1 of I 2ND REVIEW AS OF 11/2/17: ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, �RUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE )LOWING ELEMENTS: A\FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5 r" EDITION' (2014) CODE B) MIAMI DARE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE `SHORESy Miami Shores Village f� Building Department 10050 NE 2nd Ave. F . Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/p rofession a I engineer licensed in the State of Florida. Process Number:% Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) Miami Dade County Administrative Code, Article II Section B-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high Sjeel Framing and Connections welded or bolted _Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print ,5°pEsh Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 6/13/17 Permit No.: RC17-1549 Project Address: 478 NE 92ND ST Page 1 of I 2ND REVIEW AS OF 11/2/17: ALL ITEMS, AS LISTED BELOW, ARE STILL PENDING 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5TH EDITION (2014) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE ,SH°REsy�� Miami Shores Village Building,Department 10050 NE 2nd Ave. ORiDp. Miami Shores, FL 33138 F� 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: gG 17 - 1 � l Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for Trusses > 35 ft. long or 6 ft. high — Steel Framing and Connections welded or bolted Soil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 3. 2. 4. "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: C� �J- ks49 DATE: tJ 20 lor Contractor ❑ Owner ❑ Architect 11 I Picked up 2 sets of plans and (other) RS 3 CAtt-Q-�A,-00 Address: 477$ N Q 9 2 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Buildi ep ment to conti ue permitting process. Acknowledged by: PERMIT CLERK INITIAL: ;"(�0 RESUBMITTED DATE: PERMIT CLERK INITIAL: 0= Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 06-19-2017 Permit No. 17-1549 1. Zoning approval required. 2. Health Department, DERM, WASA, and Miami Dade Impact fee section approval required. Ismael Naranjo, BO, CFM Building Director Miami shores Villaoe Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 16,2017 Permit No: RC-6-17-1549 PLUMBING — Rafael Hernandez • Pending Derm and Health Dept. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. ,S".1R Miami Shores Village Building Department �- ,,,.,T 16050 NE 2"d Ave. F�oR;DP Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 6/13/17 Permit No.: RC17-1549 Project Address: 478 NE 92ND ST Page 1 of 1 1. PROVIDE SIGNED AND SEALED BY FLORIDA ARCHITECT OR ENGINEER, STRUCTURAL CALCULATIONS TO INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ELEMENTS: A) FOUNDATIONS — BOTH ISOLATED AND CONTINUOUS WALL FOOTINGS 2. STRUCTURAL LOAD CALC'S REQUIRED TO COMPLY WITH FLORIDA ADMINISTRATIVE CODE SECTION 61G15-23. ORIGINAL SIGNATURE, DATE AND SEAL ARE REQUIRED ON BOTH SETS 3. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5"" EDITION (2014) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE SHORES Miami Shores Village Building Department 10050 NE 2nd Ave. 0 Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: /Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted Soil Compaction _ Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print Miami Shores VillagI6 Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 13,2017 Permit No: RC-6-17-1549 Planning Critique A/C IN WEST SIDE YARD CAN NOT BE LOCATED WITHIN 10 FT OF SIDE PLOT LINE. David Daquisto 305-762-4864 Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 June 9th 2017 Permit No: RC-6-17-1549 ELECTRICAL REVIEWER COMMENTS Need electrical permit. Devaney Michael Electrical Inspector and Plan Reviewer Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings.