The URL can be used to link to this page

347 HIGHLAND AVENUE - BUILDING INSPECTION 347 HIGHLAND AVENUE k l Commonwealth of Massachusetts e City of Salem • 120 Washington St,3rd Floor Salam,M4 01970(978)745-9595 x5641 � Return card to Building Division for Certificate of Occupancy -- ' - 'Permit No. 13-15-133$ PERMIT TO BUILD FEE PAID: $13,200.00 DATE ISSUED: 12/7/2015 This certifies that NORTHEAST ANIMAL SHELTER,INC has permission to erect, alter, or,demolish a building — .347,HIGHLAND AVENUE , - Map/Lot: 70044-0 as follows; Renovation ONE-STORY-ADDITION TO EXISTING BUILDING,NEW WINDOWS, INTERIOR RENOVATIONS', RAMPS; FINISHES, NEW LIGHTING,HVAC, PLUMBING, FP Contractor Name: Groom Construction DBA: Contractor License No: 77841 1217/2015 . t Building Official Date 'This.permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six months after issuance.The Building Official - - , may grant one or more extensions not to exceed six months each upon written request. r .. All work authorized by this permit shall conform to the approved application and the approved construction documents for which this permit has been granted. < All construction,alterations andchanges of use of any-building and structures shall be in compliance with the local zoning by-lawsand codes. . This permit shall be displayed in a location dearly visible from access street or road and shall be maintained open for public inspection for the entire duration of the work until the completion of the same F , The Certificate of Occupancy will not be issued until,all applicable signatures by the Building and Fire Officials are provided on this permit H IC#: 104999 "Persons contracting with unregistered contractors do not have access to the guaranty fund"(as set forth in.MGL c.142A). Restrictions: ; Building plans are to be available on site. All Permit Cards are the property of the PROPERTY OWNER. r Commonwealth of Massa � City Of Sale � Oki APPROVED - 120 Washington St,3rd Floor Salem,MA 01970(978CITY OF SALEM Return card to Building Division for Certificat Structure CITY OF SALEM BUI PLUMBING INSPECTION - G :xcavatlon - PERMIT TO BE POSTED DATE OF INSPECTION DATE OF ACTIVATION -ooung INSPECTION RI 'oundation Ui/ • eDennis Ross - Plumbing Inspector °rainingx .Mechanical - nsulation - INSPECTION: + BY , - DATE 4 - +.., �=•: C :himney/smok Chamber 76- sinal0.1 e - Plumbing/Gas - Sough:Plumbing ./ Sough: Final / - . .. :._ .. Electrical Service 'inc9-0 'final ' +i�epartment ��//G v:�D G ✓1-- G`lt rim w.e� �+t,...c-��rrr��2 ,y2�� 'reliminary f Health Department preliminary - Final iff h APPROVED - . CITY OF SALEM PLUMBING INSPECTION DATE OF INSPECTION =/f(�- 4- DATE OF ACTIVATION �7-!d fa Dennis Ross - Plumbing Inspector Certificate Number: B-15-1338 Permit Number: B-15.1338 Commonwealth of Massachusetts City of Salem This is to Certify that the .........................................................................--.......Building........................................................................... located at Building Type ................................................................_347 HIGHLAND AVENUE.................................................................. in the .....................................Cita..of Salem ........................................ . ................................................. Address To /City Name IS HEREBY GRANTED A PERMANENT CERTIFICATE OF OCCUPANCY Northeast Animal Shelter, Inc. NORTHEAST ANIMAL SHELTER This Permit is granted in conformity with the Statutes and Ordinances relating thereto, and expires ...............................Not Applicable, unless sooner suspended or revoked. Expiration Date Issued On: Thursday, December 15, 2016 c ••'9�B1Q W w^wis GO ' 0 DIVIT� E-+ Commonwealth of Massachusetts m Citv of Salem r 9 120 Washington St,3rd Floor Salem,MA 01970(978)745-9595 x5541 Return card to Building Division for Certificate of Occupancy Permit B-15-1338 PERMIT T O BUILD FEE PAID:: $1$13,200.00 DATE ISSUED: 12/712015 This certifies that NORTHEAST ANIMAL SHELTER,INC has permission to erect, alter, or demolish a building 347 HIGHLAND AVENUE Map/Lot: 70044-0 as follows: Renovation ONE-STORY ADDITION TO EXISTING BUILDING, NEW WINDOWS, INTERIOR RENOVATIONS, RAMPS, FINISHES, NEW LIGHTING, HVAC, PLUMBING, FP Contractor Name: Groom Construction DBA Contractor License No: 77841 12/7/2015 r Building Official Date This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six months after issuance.The Building Official may grant one or more extensions not to exceed six months each upon written request. All work authorized by this permit shall conform to the approved application and the approved construction documents for which this permit has been granted. All construction,alterations and changes of use of any building and structures shall be in compliance with the local zoning by-laws and codes. This permit shall be displayed in a location clearly visible from access street or road and shall be maintained open for public inspection for the entire duration of the work until the completion of the same. The Certificate of Occupancy will not be issued until all applicable signatures by the Building and Fire Officials are provided on this permit. HIC#: 104999 'Persons contracting with unregistered contractors do not have access to the guaranty fund"(as set forth in MGL c.142A). 1 Restrictions: Building plans are to be available on site. All Permit Cards are the property of the PROPERTY OWNER. Commomeealth of Massachusetts a City of Salem 120 Washington St,3rd Floor Salem,MA 01970(978)745-9595 x5041 Return card to Building Division for Certificate of Occupancy Structure CITY OF SALEM BUILDING PERMIT xcavation PERMIT TO BE POSTED IN THE WINDOW 2 =Doting INSPECTION RECORD -oundation Ol - =raining ox . dechanical nsulation INSPECTION: By — DATE :himney/Smok Chamber /7_ =incl 0 tlg ,/ P6 Plumbing/Gas Zough:Plumbing Rough:Gas PIC Final /.� .a Electrical Service Zough p',_ —11"e, ire Department 'reiiminary =final ) r ow Health Department 'reliminary _ Final Final Construction Control Document =�^I To be submitted at completion of construction by a Registered Design Professional t for work per the 8"'edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Title: Northeast Animal Shelter—Building Addition Date: 10/24/16 Permit No. B-15-1338 Property Address: 347 Highland Avenue, Salem, MA Project: Check(x)one or both as applicablce construction x Existing Construction Project description: Site improvements, approx.. 5,000 sf building addition and interior improvements 1, Michael Perham, MA Registration Number: 41 143 Expiration date: 6/30/2018 ,am a registered design prnfessionaL and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning: Architectural _X_Structt� Mechanical Fire Protection Electrical Other:Describe for the above named project. I, or my designee, have performed the necessary professional services and was present at the construction site on a regular and periodic basis. To the best of my knowledge, information, and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: I. Have reviewed, for conformance to this code and the design concept, shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a"wet'or ti`caott S electronic signature and seal: AM STRUCTURAL v No.411 ¢ q't'ca�g'`otsT;r�'`` Www SSI NAL£�G Phone number: 978-646-0097 Email: mperham@mcbrie.com Building Official Use Only Building Utiicial Name: Permit No.: Date: Version 06 11 2013 Final Construction Control Document .UT* To be submitted at completion of construction by a Registered Design Professional for work per the 8u'edition of the Massachusetts State Building Code, 780 CMR, Section 107 Project Title: NorthEast Animal Shelter-Building Addition Date: 12/15/2016 Permit No. Property Address: 347 Highland Avenue, Salem,MA Project: Check(x)one or both as applicable: X New construction X Existing Construction Project description: Renovations and buildine addition to an existine animal shelter. I John Seger MA Registration Number: 30105 Expiration date: 8/31/2017 , am a registered design professional, and I have prepared or directly supervised the preparation of all design plans, computations and specifications concerning: X Architectural Structural Mechanical Fire Protection Electrical Other: Describe for the above named project. I, or my designee,have performed the necessary professional services and was present at the construction site on a regular and periodic basis. To the best of my knowledge, information, and belief the work proceeded in accordance with the requirements of 780 CMR and the design documents approved as part of the building permit and that I or my designee: 1. Have reviewed, for conformance to this code and the design concept, shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Have performed the duties for registered design professionals in 780 CMR Chapter 17, as applicable. 3. Have been present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work was performed in a manner consistent with the construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. Enter in the space to the right a"wet' or electronic signature and seal: �pED MtyG No.301RI DE. r.AMBMO AAA Phone number: 978-744-0208 Email:johnaseger@segerarchitects.com Building Official Use Only Building Official Name: Permit No.: Date: Version 06 11 2013 160 Sylvan Street McBrie LLC Telephone: 978-646-0097 Danvers, MA 01923 Structural Design & Sales Fax: 978-646-0087 www.mcbric.com AFFIDAVIT STRUCTURAL DESIGN AND INSPECTIONS TO: Mr. Peter Beaudoin Groom Construction Co.,Inc. 96 Swampscott Road Salem, MA 01970 RE: Northeast Animal Shelter 347 Highland Ave. Salem, MA McBrie, LLC Job#: 7-017 I certify that to the best of my knowledge, information and belief, the plans and computations for the captioned building modifications was designed in accordance with the structural requirements of the 6a' edition of the Massachusetts State Building Code and all other pertinent laws and ordinances. I also certify that I, or my authorized representative, in conformance with Section 116.0, Construction Control, and Section 1705.0 of the 6"' edition of the Massachusetts State Building Code, will inspect the work during construction. This will include the inspection and review responsibilities outlined in Section 116 and as indicated as SER on the Program of Structural Tests and Inspections. We shall also oversee the testing agencies and will require all tests reports be submitted to our office for review. Upon completion of the construction, a Final affidavit indicating that the Program of Structural Tests and Inspections submitted for permit have been satisfactorily completed and all discovered defects have been corrected will be issued upon request. No. 41143 of M Structural Engineer MA Reg. No. � y o H M m 160 Sylvan Street, Danvers, MA 01923 RUCiURAL Address q 9 NO 1143 STEPk (978) 646-0097 FSS oN LEN BI e,7 Telephone M1 McBrie, LLC 08/06/07 Structural Engineers Date 7-017 Affidavit-Design and Inspections.doc Page 1 of 1 AFFIDAVIT ARCHITECTURAL DESIGN Permit No. To the Commissioner: Re: Northeast Animal Shelter Ward I certify that to the best of my knowledge, information and belief,the plans and computations accompanying the attached application concerning the locus at 347 Highland Avenue, Salem, MA Ward are in accordance with the requirements of the Massachusetts State Building Code and all other pertinent laws and ordinances. I \SgEPED gRCH AR T-MASS. . NO. 3386 Qom' M A. y i� William A. Yuhas G COMPANY 3386 MARBLEHEAD. Architect MASS. Jib ADDRESS y'ITh OF MP55P` 80 Lafayette Street, Marblehead, MA 01956 PHONE 781.631.7039 Commonweal of Massachusetts County of On this_L day ofv^�C ,2—Q.Jl before me,the undersigned notary public,personally appeared 14 U,a.he proved to me through satisfactory evidence of identification,which were _Personal Knowledeeto be the person whose name is signed on the preceding or attached document,and who swore or affirmed to me that the contents of the document are truthful and accurate to the best of his/her knowledge and belief. Before me, My Commission expires j a-a7-" NEASCC.ArchDesgin.080107.doc CITY OF SALEM FIRE DEPARTMENT - FIRE PREVENTION BUREAU 29 Fort Avenue -,• �7 - Salem, Massachusetts 01970-5232 (978) 745-7777 'ERMIT TO INSTALL: Date Winkler and/or Standpipe System )wner's Name: istaller's Name: CFS S F f� �c7r'�SS t' 'ermit is hereby granted based on approved plans, to install the system designated above. All plans are approved solely x identification of type and location of fire protection devices. All plans are subject to approval of any other authority aving jurisdiction and issuance of a permit by said authority. Upon completion,the Installer shall request a test and file a :ert'Ificate of Completion or Inspection. ocation: �y7 //�fi/9 ..r( ,,;7C, (u"b wn by street end no.,or descnbe In such meaner�b protide ede usir id rnlKicellon M to Ion( ' OTICE: CONTRACTOR TO REQUEST FINAL INSPECTION. �/ - Is9��re of oeloel 9rd"'aennnl r -Iis Permit will expire / �'J el {THIS PERMIT MUST HE CONSPICUOUSLY POSTED UPON THE PREMISES.) rm M8 t E (R ev.9/91{ Fire Suppression Inc. For excellence in fire protection PROPERTY AT 347 HIGHLAND AVE. Salem, Mass. THE BUILDING IS TO BE OCCUPIED BY A PET CENTERIANIMAL SHELTER 780 CMR 903.1.1 FIRE PROTECTION NARRATIVE REPORT 903.1.1 (1.A) BASIS (METHODOLOGY) OF DESIGN SECTION 1 — BUILDING DESCRIPTION a) Use Group: B, Business, b) Number of floors above grade: One c) Types of occupancy (hazards) within the building: Ordinary Hazard Offices , Service Areas d) Site access arrangement for emergency response vehicles: Existing e) Building wall construction: Masonry— Meal Deck Roof. f) Building height under 20 feet SECTION 2—APPLICABLE LAWS, REGULATIONS AND STANDARDS • 527 CMR— Fire Prevention Regulation 24.00 780 CMR—The Massachusetts State Building Code, sixth edition; Section 906.0, 915.0, 917.0, 918.0. • NFPA 13—Standard for the Installation of Fire Sprinkler Systems NFPA 25— Inspection, Testing and Maintenance of Water-Based Fire Protection Systems • NFPA 72— National Fire Alarm Code SECTION 3— DESIGN RESPONSIBILITY FOR FIRE PROTECTION SYSTEMS Fire Sprinkler System Ellis Fire Suppression Inc. 10 Brandt Drive Woburn, MA 01801 781-389-6921 1 Tel: 781.389.6921 10 Brandt Drive, Woburn, MA 01801 Fax: 781.933.0988 n (page 2) SECTION 4— FIRE PROTECTION SYSTEMS TO BE INSTALLED Automatic Sprinkler System Description: The building is to be equipped with a wet pipe sprinkler system covering the entire building. A hydrant flow test was taken prior to design and the results so Noted on the sprinkler design drawings. Design responsibilities: The professional engineer (P. E.) will design the sprinkler system as per NFPA 13 2002 edition and specked the fire protection system to be installed. He reviews and approves the installation. The P E is considered the engineer of record and certifies the installation for code. 903.1.1 (1.b) SEQUENCE OF OPERATION SECTION 1 Wet-Pipe Automatic Sprinkler System: Heat produced from a fire melts the fusible element in one or more of group of sprinkler heads. On a wet pipe system: The sprinkler head(s) is opened and water is immediately discharged to control the fire. Water flow alarms are tripped upon sprinkler flow indicating an alarm condition. Water will continue to flow from the open sprinkler head(s) until the valve serving that area is manually closed. t Fire Alarm System: The operation of the wet valve shall automatically ring a local alarm bell and forward a signal directly to the Fire Department. 2 (page 3) TESTING CRITERIA SECTION 1 —TESTING CRITERIA The system is equipped with an inspectors test valve located at strategic location able to generate a flow of water equivalent to one sprinkler head which should generate an audible and or visual alarm. NFPA requires a minimum of yearly testing and certification following the procedures outlined in NFPA 25 with documentation. Acceptance test criteria shall be per NFPA 13 and NFPA 72, and shall include but not be limited to: 1. 200 psi, 2-hour hydrostatic testing of the sprinkler system piping per NFPA 13. 2. Not greater that 60-second response time on flow switches. Recommended response time of flow switches of 30-45 seconds*. 3. Tamper switches to ring supervisory when partially closed*. 4. Verified Notification of Fire Department of alarm signals*. * - optional; may be done at annual fire sprinkler test. SECTION 2— EQUIPMNENT AND TOOLS All required equipment, tools, and literature shall be supplied by the appropriate contractor at the time of testing including, but not limited to: • Manufacturer's literature • This approved Narrative report • Flow measuring devices • Gauges • Communication radios • Hydrostatic testing equipment SECTION 3—APPROVAL REQUIREMENTS The following shall be supplied to the Fire Department upon final completion and acceptance of the systems: • Name, address, and telephone number of installing contractor for each system • Contractor's Material and Test Certificate END OF NARRATIVE 3 _y HYDRAULIC CALCULATIONS FOR NORTHEAST ANIMAL SHELTER 347 HIGHLAND AVE SALEM, MA. 01970 DATE: 7/19/2007 -DESIGN DATA- OCCUPANCY CLASSIFICATION: LIGHT HAZARD DENSITY: . 10 qpm/sq. ft . AREA OF APPLICATION: REMOTE 900 sq. ft . COVERAGE PER SPRINKLER: 120 sq.. ft . NUMBER OF SPRINKLERS CALCULATED: 11 SPRINKLERS TOTAL SPRINKLER WATER FLOW REQUIRED: 182 . 8 gpm TOTAL WATER REQUIRED (including hose) : 282 . 8 gpm FLOW AND PRESSURE (REQ' D @ SOURCE) : 282 . 8 qpm @ 27. 5 psi FLOW AND PRESSURE (AVAIL. @ SOURCE) : 282 . 8 gpm @ 79. 6 psi SPRINKLER ORIFICE SIZE: 1/2 inch SPRINKLER K FACTOR: 5. 6 K CALCULATIONS BY HASS COMPUTER PROGRAM HRS SYSTEMS, INC. TUCKER, GA 30084 puna,: gyp-"-,'°: •;: per.Tw Or rv',r. F p� JAMES N. A4cHU GH - �a FIRE RR07ECTION ® N0.33572 � 1 Y y SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 7/20/2007 E: \SPRINK DESIGN\MB\NE ANIMAL SHELTER 7-19-07 . SDF JOB TITLE: NE ANIMAL SHELTER WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ' D NODE PRESS. PRESS . @ PRESS . @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) 1 80 . 0 75. 0 1090. 0 79. 6 282 . 8 27 . 5 Available pressure is 52 . 1 psi (190%) greater than required pressure. AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 282 . 8 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 100. 0 GPM - OTHER HOSE STREAM ALLOWANCES 0 . 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 182 . 8 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 2 . 0 SOURCE 27 . 5 182 . 8 2 2 . 0 - - - - 27 . 4 - - - 3 2 . 0 - - - - 27 . 4 - - - 4 2 . 0 - - - - 21 . 9 - - - 5 10 . 0 - - - - 18 . 0 - - - 6 12 . 0 - - - - 11 . 4 - - - 7 12 . 0 - - - - 11 .2 - - - 8 12 . 0 - - - - 11 .2 - - - 9 12 . 0 K= 5. 60 8 . 0 15 . 9 10 12 . 0 K= 5. 60 7 . 3 15. 2 11 12 . 0 K= 5. 60 7 . 1 14 . 9 12 12 . 0 K= 5. 60 7 . 0 14 . 8 13 12 . 0 K= 5. 60 8 . 1 15. 9 14 12 . 0 K= 5. 60 7 . 4 15: 2 15 12 . 0 K- 5. 60 7 . 1 14 . 9 16 12 . 0 K= 5. 60 7 . 0 14 . 8 17 12 . 0 K= 5 . 60 8 . 2 16. 0 18 12 . 0 K= 5. 60 7 . 5 15 . 3 19 12 . 0 K= 5. 60 7 . 2 15. 0 20 12 .0 K= 5. 60 7 . 1 14 . 9 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE: 7/20/2007 E: \SPRINK DESIGN\MB\NE ANIMAL SHELTER 7-19-07 . SDF JOB TITLE: NE ANIMAL SHELTER PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL (FPS) HW(C) ' (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe : 1 182 . 8 6. 280 PL 38 . 00 PF 0 . 1 1 2 . 0 SRCE 27 . 5 (N/A) 1 . 9 140 FTG TG PE 0 . 0 2 2 . 0 0. 0 27 . 4 0. 0 0 .001 TL 90 . 00 PV Pipe : 2 182 . 8 6.280 PL 7 . 00 PF 0. 0 2 2 . 0 0 . 0 27 . 4 0. 0 1 . 9 140 FTG E PE 0. 0 3 2 . 0 0. 0 27 . 4 0. 0 0. 001 TL 29. 00 PV Pipe : 3 FIXED PRESSURE LOSS DEVICE 3 2 . 0 0. 0 27 . 4 0. 0 5 . 5 psi, 182. 8 gpm 4 2 . 0 0. 0 - 21 . 9 0. 0 Pipe: 4 182 . 8 4 . 260 PL 7 . 00 PF 0. 4 4 2 . 0 0 . 0 21 . 9 0 . 0 4 . 1 120 FTG EGA PE -3 . 5 5 10. 0 0 . 0 18 . 0 0 . 0 0 . 008 TL 49 . 00 PV Pipe : 5 182 . 8 3 . 260 PL 144 . 00 PF 5. 7 5 10 . 0 0 . 0 18 . 0 0. 0 7 . 0 120 FTG 4E PE -0. 9 6 12 . 0 0 . 0 11 . 4 0. 0 0. 031 TL 184 . 00 PV Pipe: 6 121 . 6 3 . 260 PL 10 . 00 PF 0 . 1 6 12 . 0 0. 0 11. 4 0. 0 4 . 7 120 FTG ---- PE 0 . 0 7 12 . 0 0 . 0 11 . 2 0. 0 0 . 015 TL 10 . 00 PV Pipe: 7 60 . 7 3.260 PL 10 . 00 PF 0. 0 7 12 . 0 0 . 0 11 . 2 0. 0 2 . 3 120 FTG ---- PE 0. 0 8 12 . 0 0 . 0 11 .2 0. 0 0.004 TL 10. 00 PV Pipe: 8 60. 7 1 . 610 PL 17 . 00 PF 3 .2 8 12 . 0 0. 0 11. 2 0. 0 9. 6 120 FTG T PE 0. 0 9 12 . 0 5. 6 8 . 0 15. 9 0 . 126 TL 25. 00 PV Pipe: 9 44 . 8 1 . 610 PL 10 . 00 PF. 0. 7 9 12 . 0 5. 6 8 . 0 15. 9 7 . 1 120 FTG ---- PE 0. 0 10 12 . 0 5. 6 7 .3 15.2 0. 072 TL 10. 00 PV Pipe: 10 29 . 7 1. 610 PL 8 . 00 PF 0. 3 10 12 . 0 5. 6 7 . 3 15.2 4 .7 120 FTG ---- PE 0 .0 11 12 . 0 5. 6 7 . 1 14 . 9 . 0 . 034 TL 8 . 00 PV Pipe : 11 14 . 8 1 . 610 PL 8 . 00 PF 0. 1 11 12 . 0 5. 6 7 . 1 14 . 9 2 . 3 120 FTG ---- PE 0. 0 12 12 . 0 5. 6 7 . 0 14 . 8 0. 009 TL 8 . 00 PV Pipe : 12 60. 8 1 . 610 PL 17 . 00 PF 3. 2 7 12 . 0 0 .0 11 .2 0. 0 9. 6 120 FTG T PE 0. 0 13 12 . 0 5. 6 8 . 1 15. 9 0 . 126 TL 25. 00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE: 7/20/2007 E: \SPRINK DESIGN\MB\NE ANIMAL SHELTER 7-19-07 . SDF JOB TITLE: NE ANIMAL SHELTER - PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS . END ELEV. NOZ. PT DISC. VEL (FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe: 13 44 . 9 1 . 610 PL 10. 00 PF 0.7 13 12 . 0 5. 6 8 . 1 15 . 9 7 . 1 120 FTG ---- PE 0. 0 14 12 . 0 5 . 6 7 . 4 15 . 2 0 .072 TL 10 . 00 PV Pipe: 14 29 . 7 1 . 610 PL 8 . 00 PF 0 . 3 14 12 . 0 5. 6 7 . 4 15. 2 4 .7 120 FTG ---- PE 0. 0 15 12 . 0 5. 6 7 . 1 14 . 9 0 . 034 TL 8 . 00 PV Pipe : 15 14 . 8 1 . 610 PL 8 . 00 PF 0 . 1 15 12 . 0 5. 6 7 . 1 14 . 9 2 . 3 120 FTG ---- PE 0 . 0 16 12 . 0 5. 6 7 . 0 14 . 8 0. 009 TL 8 . 00 PV Pipe : 16 61 .2 1 . 610 PL 17 . 00 PF 3. 2 6 12 . 0 0. 0 11 . 4 0 . 0 9 . 7 120 FTG T PE 0. 0 17 12 . 0 5 . 6 8 . 2 16. 0 0 . 128 TL 25 . 00 PV Pipe: 17 45.2 1 . 610 PL 10 . 00 PF 0. 7 17 12 . 0 5. 6 8 . 2 16. 0 7 . 1 120 FTG ---- PE 0. 0 18 12 . 0 5. 6 7 . 5 15 . 3 0. 073 TL 10. 00 PV Pipe: 18 29 . 9 1 . 610 PL 7 . 00 PF 0 .2 18 12 . 0 5. 6 7 . 5 15 . 3 4 .7 120 FTG ---- PE 0. 0 19 12 . 0 5. 6 7 . 2 15. 0 0.034 TL 7 . 00 PV Pipe : 19 14 . 9 1 . 610 PL 10.00 PF 0. 1 19 12 . 0 5. 6 7 . 2 15. 0 2 . 3 120 FTG E PE 0. 0 20 12 . 0 5. 6 7 . 1 14 . 9 0 .009 TL 14 . 00 PV NOTES : (1) Calculations were performed by the HASS 7 . 8 computer program under license no. 5002007210 granted by HRS Systems, Inc. 4792 LaVista Road Tucker, GA 30084 (2) The system has been calculated to provide an average imbalance at each node of 0 . 004 gpm and a maximum imbalance at any node of 0 . 074 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 9. 7 ft/sec at pipe 16. (4) PIPE FITTINGS TABLE Pipe Table Name: CUSTOM. PIP SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE: 7/20/2007 E: \SPRINK DESIGN\MB\NE ANIMAL SHELTER 7-19-07 . SDF JOB TITLE: NE ANIMAL SHELTER PAGE: A MATERIAL: S40-TW HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly NPTee 1 . 610 4 . 00 8 . 00 2 . 00 9 . 00 6. 00 1 . 00 10. 00 10 . 00 8 . 00 3 . 260 10 . 00 20 . 00 7 . 00 22 . 00 14 . 00 1 . 00 18 . 00 18 . 00 20 . 00 4 . 260 13. 00 26. 00 8 . 00 29 . 00 16. 00 3 . 00 26. 00 26. 00 26.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G . N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 6. 280 22 . 00 47 . 00 14 . 00 51 . 00 16. 00 5. 00 47 . 00 4 d o � . CD H WATER SUPPLY ANALYSIS - H •• 100 . 0 Static: 80.00 psi Resid: 75.00 psi Flow: 1090. 0 gpm r \ LEGEND �y N 0 Available pressure N 1 79.59 psi @ 282.8 gpm Z o Required pressure 2 27.48 psi @ 282.8 gpm Z - A. Source Supply Curve H G 80. 0 _1 B. System Demand Curve A C cn ro U n x G z E 3.. L, M / M cn P 60. 0 x cn R Z Cn E x H S 3 S M U c o z > E 40. 0 / C3 C3 / H zn y P 2 z > S H r i > uK 20. 0 r s r H M 27 J 0. 0 B N I CD ro a La W m -14 .7 o rn 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) �j SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 . DATE: 7/20/2007 E: \SPRINK DESIGN\MB\NE ANIMAL SHELTER 7-19-07 . SDF JOB TITLE: NE ANIMAL SHELTER WATER SUPPLY CURVE 84+ I 077+ \\\\\\\ <-75. 0 psi @ 1090 gpm I Flow Test Point - I 70+ I I I 63+ I I I P 56+ R I E I. S S 49+ U I R I . E I 42+ ( I P S I I 35+ I I i 28+ X I I I 21+ I I __________________ 14+ . LEGEND I " I X = Required Water Supply " I 27 . 48 psi @ 282 . 8 gpm " 7+ " 0 = Available Water Supply " 79.59 psi @ 282 . 8 gpm " I " 0++-+---+----+-----+------+--------+--------+---------+-----------+ 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) I : I I I 1 " X ARMOVER 1 (SEE PLAN) GAOOPFD a ter—\ � � ,y 1 " 90 EL. _ s� I PREFER PON REWOTEJ 1 X DROP I R " RAPON SEE PLAN BRANCHLINE1 X 1 /2 R.C. : „ ACCfBSOIE,OCAMON C-4f.74— IL%PL 0=SAY GATE VA ID•PL W1CORROgDN R+S. SUSPENDED CEILING CONCEALED OR SPRINKLER V/TANPFR SW '<t 01;w to.TO SPIONR,ER W/ WHITE COVER PLATE q \]! Q BACIOWW PREPENTER FLOM MPP= I .Rnfebed fluor S,eb - TY P. RETURN BEND ASSEMBLY GRADE DR ROAD WET PIPE SYSTEM TEST CONNECTION II I TS ...__............._._......._..._....:._................. I N. S. _...._....._._........__......._......: — _..._.__._......._...._......._...........................: L I ----- _ L .... _.... � ...... i .............! i......: � TGhw.a �Concreaf Thrust Block 4 Fire Hydrant Detail N.T.S. VALVE HEADER DETAIL -------------...._....... NOT TO SCALE ............_.I It -'T'._.....__...i .......,.. . -._ _ _ A . . ..I _.. __.: ...__,......... .... . .._...... I .. a is I .._...._`.::I- �ROU ` I SK LIGHTS W/GW HDISOFF,T.B/ITUD, i ``�l1Gl \�J��t.'P'\ �'C`A�j t"''J +4'1�- �.4 ^�`.•�.ul/��Wy7. I- .-.. _ - .... F _ I - -- . _ __ ; t - — ' —f1 E ._ ¢ - �i�L�J1 :�V�i`�., y, / �•j i I i ( I I it _ _ - I j i i w PAINTEXPOSED ....-_ , I � I - :It=, I BAR.. (?IS Fil- lit I •__... It -..-...._.__....SKYLIGHT W/GNBISTU If —...._ ...... SURROUND/SOFFI' i _ S G) — - — 8[ —._.... 1 Crpccccc ! : _..__ - ■ I i I , I I R 4,\ • , E41 I , f _ I i _......_....... .......... EXTERIOR SOFFITS $ _ : ! � � I �- Ef x y \ ,� 3 - ..... - F ,,. I is .... is ,I N ----- - II _... – \v E V E ! I / " I 1 ; = II 1y 171 c4pl 111 1 _ _ Y I ! + -- I - •• � I � Y T - I / PAINT BAR JOISTS BEAMS, ETC.- COAT" \ SPRAY-ON L DECK /.AC TIC + i _ I�t i ! ........... ..-................-•----•• �b I � { r�• � , I f , R � I i .. \\ — r i I If .......... f Si : I 4` ` I I �I , ! I _ _. _ E I E I , NOTE. I � ------- i . i i INIDICATESSUSPENDED2 "x2 "' . ...... '. TIC TILE ' SKYLIG TW/GWBIS�UD.. ' , :... ..! ! ` SKYLIGHTIIN/GWBIST D - , IMG - ; LAY 1N'ACOUS CE SURRO D/SOFFIT _... _.............._ fSURROUNf9/SOFFIT i + 1 i r. V i i) v::f ....._. -....._._.._ J, FIRE PPG� CTION GENERAL IiOTES + --- - �" L �� I L f'I` / r � d P P C Y1`� " — DESIGN AND INSTALLATION OF THE AUTOMATIC WET FIRE ' SPRINKLER SYSTEM SHALL CONFORM TO NFPA 13, & MA STATE BLDG. CODE & THE AUTHORITY HAVING JURISDICTION. .Z� — THE-OVERHEAD PIPING SHALL BE SCH. 10 11/2" & UP to PIPE & ON SHALL BE SCH. 40 ROLLED GROOVED ENDS FITTED WTH GROOVED FITTINGS SPRINKLERS TOTALS b¢� p._ =_ NEW 0 ,1z, � rtpnTTS 1Iz1 S+� i! 155' J — FITTINGS SHALL BE IN ACCORDANCE WITH NEPA 13 Heads FIRE PROTECTION LEGEND Q = N:�w �=z` U?�Ia,'TS I(z s+�k S.no` Heads — SPARE HEADS SHALL BE PROVIDED IN ACCORDANCE WITH NFPA 13 — F — F FIRE PROTECTION J e�rIZOVBD—7�r�o 7 — F,��E PROTECTION CONTROL VALVES SHALL BE CABLED — F(U) — F FIRE PROTECTION UNDERGROUND 8cb;aCt:to approvcJ by any cit' j authoriMhads gj T u ' wca. _ PIPE MARKERS SHALL BE PROVIDED —WS— WS WET SPRINKLER PIPE TOTAL HEADS THIS SHEET Heads CITPofSALFI<3,1� s�. NEW SPRINKLER PIPE Fmmymn �I �_F3U WITH ARROWS INDICATING FLOW DIR. AT INTERVALS NOT MORE THAN 20' FT SY PLa":S A.REAPPROYcDSvLCL I�at"=ger +'�" ARROW INDICATES DIRECTION OF FLOW T,TE AND I.IrATTON of FIFF ice., TSI I F{1RNISH ACCESS PANELS WHERE REQUIRED I':FIRC PROTECTION DEVICES t.RL'DL'cJ.'.."!'TO A ARROW INDICATES DIRECTION OF SLOPE DOWN r :I.Tit"TACDINSPECTION•FOR COIAFLETEr;I:,:ALL VALVES SHALL BE SUPERVISED IN ACCORDANCE a CWITNTHEFIRECODE WITH NFPA 13 SS —�— SHUT—OFF VALVE W/ SUPERVISORY SWl7-CH �— CV CHECK VALVE W/ AUTOMATIC BALL DRIP ENGINEERS STAMP ELLIS FIRE SUPPRESSION INC. Dc HANGER DETAILS ____ ___ REVISIONS p DATE:_-- —�— DC DRESSER COUPLING HANGERS SHALL BE PER NFPA #13 -NFPA X14 -NFPA #24 (LATEST EDITIONS). -� SYM. DATE DESCRIPTION �� BCIIIICIL DPIV@ DRAWN BY: 1 � . ,. PIPE— RISER CLAMP ' P-__O!^. " HANGER DISTANCES/ THREADED ROD SIZES FASTENER SIZES (SEE CHART BELOW). ^ •s'`• e• ^ '�• ^'�' , 6 °' ° Woburn MA 01801 CHECKED BY: B.O. -N OF DCVA DOUBLE CHECK VALVE ASSEMBLY \ALL THREAD Ron PROJECT: MAXIMUM DISTANCE BETWEEN HANGERS PER NFPA #13 4-14 & MASS CODE. r CONCRETE ANCHOR POWDER DRIVEN STU �J� dAM=ter, hGH, SCALE: as noted ROD COUPLING r.0 rn gyp, ® FC VA FLOOR CONTROL VALVE ASSEMBLY NOMINAL PIPE �lNEc�ST AniiVAkL_ 5}F LT" Z JOB NO :... 1" 1-1/4" 1-1/2" 2" 2-1/2" 3" 4" 6" �AL L THREAD ROD &APLIL �,� SIZE (In.) THREAD RDD <;:?; c.[] FIREPPOTECTON � a ?• LsAu D A.VE. p CLAMP W./BOLT (PIPE RING •' 6;v No.35572 ; - -�� `\�'k ® WACV WET ALARM CHECK VALVE STEEL PIPE 12-0 12-0 15-0 15-0 15-D 15-0 15-0 15-0 & NUT ASSMB. Q __PIPE RING SHEET: 1 Of 1 SCH. 10 SCH. 409r �• - -- / PE RING Fire Protection a 7, �\ � o .e. stSL :� � . ot97o THREADED ROD " Vr '!-T FILE NAME: ® DACV DRY ALARM CHECK VALVE DIAMETER 3/8" 3/8" 3/8" 3/8" 3/8 3/8" 3/8" 1/2' Q r, PIPE RING W/ :y ' FIRE PROTECTION CONTRACTOR FDC FIRE DEPARTMENT CONNECTION CONC. ANCHOR 3/8" 3/8" 3/8" 3/8" 3/8" 3/8" 3/8" 1/2" RISER CLAMP ALL THRID ROD DRILLED CONC. ANCHOR 3/8" DRIVEN STUD FIRE PROTECTION DESIGN DRAYPING MASS. SPRINKLER CONTRACTOR — DIAMETER FIR PROTECTION ENGINEER - --r __ 1 AptUnI gShade Innovators F W N&AI Frank W. Neal & Assoc., Inc. 1015 W. Broadway Ave. 817-332-1944 Fort Worth, TX 76104 fwna-eng.com Calculation Set ASH OF Iy DAVID L HAMWNN Northeast Animal Shelter Project STf,g%111 HYPARS " NO.8833 347 HIGHLAND AVENUE SALEM, MASSACHUSETTS �_t9,� �. REVISED 7:56 pm, Oct 16, 2015 av FYk INTERNATIONAL gra CODE COUNCIL � g �5 7 N k. 5{ M M1 *ate nfi r r� r ■ ■ ASCE STANDARD ASCE/SEI 7-10 American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures This document uses both the International System of Units (SI) and customary units. ASCE STRUCTURAL ENGINEERING INSTITUTE AMERICAN SOCIEN OF CIVIL ENGINEERS Northeast Animal Shelter Project HYPARS @ 130 mph SOLAR DYNAMICS CORP.,Ernesto De Oliveira Oct 16,2015;04:33 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 06 a Cal o ,cro 7. 7 x r � o m m Ungrouped Failed Warning 0.00 0.25 0.50 0.75' >`.. 1.00 Northeast Animal Shelter Project.HYPARS 130 mph SOLAR DYNAMICS CORP.,Ernesto De Oliveira Oct 16,2015;04:32 PM Load Case:WIND UPLIFT IES VisualAnalysis 11.00.0013 _v CP � a p P Northeast Animal Shelter Project HYPARS @ 130 mph SOLAR DYNAMICS CORP.,Ernesto De Oliveira Oct 16,2015:04:33 PM Result Case:WIND UPLIFT Plate dz,deflection IES VisualAnalysis 11.00.0013 Northeast Animal Sheller Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP..Ernesto De Oliveira Oct 16,2015;04:57 PM Result Case,D Nonlinear IES VisualAnalysis 11.00.0013 49 ..................... 156 .................. ......... 29 047 ------------- 037 ........ 019_......._:,_'' 19 ........ ...... ....... X .......... 027 51......... . ............ ........ ............. 4P54 .......... 2 050 003 ........... 3 017 ............ ........... 31044 ........ 040 '013 004 X ........ 2P34 030 08024 020 007 010 Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ Northeast Animal Shelter Project HYPARS @ 130 mph C:\Users\ernesto\Desktop\Northeast Animal Shelter Project HYPARS @ 130 mph.vap Company: SOLAR DYNAMICS CORP. Engineer: Ernesto De Oliveira VisualAnalysis 11.00.0013 Report Table of Contents Project Header Project Notes Table of Contents Design Criteria Design Groups Load Case Summary Load Combination Summary Load Cases Area Loads Design Group Results Member Unity Checks Design Criteria Building Code Load Combinations: ASCE 7-10 ASD Vertical Direction:Y,Ground Elevation=0.00 ft Occupancy Category: II Seismic Data(For load combination generation): Spectral Acceleration(SDS)=0.150 Seismic Design Category:A Overstrength Omega0:X=2.5,Z=2.5 Seismic Redundancy Rho:X=1,Z=1 Wind Data: Speed = 130.0 mph, Gust Factor=0.85, Exposure=C Roof Height= 10.0 ft Design Groups Grou /Mesh Elements LL Factor Unity Design Shape Overstren th Specification COLUMNS 24 1.00 0.59 HSS14x.250 No AISC ASD 2010 Load Case Summary 2 Service Load Cases 5 Equation Combinations Load Combination Summary Equation Combination: .6D+.6W»-X Design Category:Allowable(ASD) Combination:0.60D+0.60W-X Contributing Cases&Source D(D) WIND UPLIFT (W-X) Equation Combination: .6D+.7Di Design Category:Allowable(ASD) Combination:0.60D Contributing Cases& Source D(D) Equation Combination: D+.6H Design Category:Allowable(ASD) Combination: D Pagel VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ Contributing Cases &Source D(D) Equation Combination: D+.6W v-X Design Category:Allowable(ASD) Combination: D+0.60W-X Contributing Cases& Source D(D) WIND UPLIFT (W-X) Equation Combination: D+.75(L+.6W+Lr) n-X Design Category:Allowable(ASD) Combination: D+0.45W-X Contributing Cases&Source D(D) WIND UPLIFT (W-X) Load Cases Load Case Design Checks Seismic Type Results Analyze? Envelope? ( 1)D -NA- -NA- Yes Yes No 28 WIND UPLIFT -NA- -NA- Yes Yes No 35 .6D+.6W»-X Allowable ASD -NA- Yes Yes No 36 .6D+,7Di Allowable ASD -NA- Yes Yes No 37 D+.6H Allowable ASD -NA- Yes Yes No 38 D+.6W n-X Allowable ASD -NA- Yes Yes No 39 D+.75 L+,6W+Lr »-X Allowable ASD -NA- Yes Yes No Area Loads Load Case Area Type San Direction Load What? Magnitude#1 psf WIND UPLIFT Slab001 Wind-Flat Roof 1-way: (0.991,0.132,0) Plates 22.48 WIND UPLIFT SIab002 Wind-Flat Roof 1-way: 0.991,0.132,0 Plates 22.48 WIND UPLIFT Slab003 Wind-Flat Roof 1-way: 0.991,0.132,0 Plates 22.48 WIND UPLIFT Slab004 Wind-Flat Roof 1-way: 0.991,0.132,0 Plates 22.48 WIND UPLIFT Slab005 Wind-Flat Roof 1-way: 0.991,0.132,0 Plates 23.88 Design Group Results Design Group: COLUMNS per AISC ASD (2010) Designed As: HSS14x.250, Material:\Steel\ASTM A500 Grade B(Fy=42ksi) Members Included(24): M001, M002, M003, M004, M005, M006, M007, M008, M013, M014, M015, M016, M021, M022M023, M024, M029, M030, M031, M032, M037, M038, M039, M040 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check M001 .6D+.6W»-X 0.00 H1-1b 0.42 OK Cb= 1.00, Lb=8.00 ft M003 .6D+.6W»-X 0.00 H1-1b 0.56 OK Cb= 1.00 , Lb=8.00 ft M004 .6D+.6W»-X 4.00 H1-1b 0.38 OK Cb= 1.00, Lb=4.00 ft M005 .6D+.6W a-X 0.00 1-11-11b 0.56 OK Cb= 1.00, Lb=8.00 ft M006 .6D+.6W»-X 4.00 1-11-11b 0.38 OK Cb= 1.00, Lb=4.00 ft Page 2 VisualAnalysis 11.00.0013("w.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ M007 .61D+.6W»-X 0.00 H1-1b 0.42 OK Cb= 1.00, Lb=8.00 ft M013 .6D+.6W»-X 0.00 H1-1b 0.56 OK Cb= 1.00, Lb=8.00 ft M014 .6D+.6W»-X 4.00 H1-1b 0.38 OK Cb= 1.00, Lb=4.00 ft M015 .6D+.6W»-X 0.00 H1-1b 0.56 OK Cb= 1.00, Lb=8.00 ft M016 .6D+.6W»-X 4.00 H1-1b 0.38 OK Cb= 1.00, Lb=4.00 ft M021 .6D+.6W»-X 0.00 H1-1b 0.56 OK Cb= 1.00, Lb=8.00 ft M022 .6D+.6W»-X 4.00 1-11-11b 0.38 OK Cb= 1.00, Lb=4.00 ft M023 .6D+.6W»-X 0.00 H1-1b 0.56 OK Cb= 1.00, Lb=8.00 ft M024 .6D+.6W»-X 4.00 1-11-11b 0.38 OK Cb= 1.00, Lb=4.00 ft M029 .6D+.6W»-X 0.00 H1-11b 0.59 OK Cb= 1.00, Lb=8.00 ft M030 .6D+.6W»-X 4.00 1-11-11b 0.38 OK Cb= 1.00, Lb=4.00 ft M031 .6D+.6W»-X 0.00 H1-1b 0.59 OK Cb= 1.00, Lb=8.00 ft M032 .6D+.6W»-X 4.00 H1-11b 0.38 OK Cb= 1.00, Lb=4.00 ft M037 .6D+.6W»-X 8.00 1-11-11b 0.38 OK Cb= 1.00, Lb=8.00 ft M038 .6D+.6W»-X 4.00 1-11-11b 0.40 OK Cb= 1.00, Lb=4.00 ft M039 .6D+.6W»-X 8.00 H1-11b 0.38 OK Cb= 1.00, Lb=8.00 ft M040 .6D+.6W»-X 4.00 H1-1b 0.40 OK Cb= 1.00, Lb=4.00 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check M001 .6D+.6W»-X 8.00 3169.43 254011.99 D2-1 0.01 OK M002 D+.6H 0.00 145.68 252497.51 E3-2FB 0.00 OK Lu =4.00 ft, KL=4.00 ft M003 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M004 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M005 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M006 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M007 .61D+.6W»-X 8.00 3169.43 254011.99 D2-1 0.01 OK M008 D+.6H 0.00 145.68 252497.51 E3-2FB 0.00 OK Lu=4.00 ft, KL=4.00 ft M013 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M014 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M015 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M016 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M021 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M022 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M023 .6D+.6W»-X 8.00 6426.27 254011.99 D2-1 0.03 OK M024 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M029 .6D+.6W»-X 8.00 6631.23 254011.99 D2-1 0.03 OK M030 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M031 .6D+.6W»-X 8.00 6631.23 254011.99 D2-1 0.03 OK M032 .6D+.6W»-X 4.00 3256.83 254011.99 D2-1 0.01 OK M037 .6D+.6W»-X 8.00 3374.38 254011.99 D2-1 0.01 OK M038 .6D+.6W»-X 4.00 3461.79 254011.99 D2-1 0.01 OK M039 .6D+.6W»-X 8.00 3374.38 254011.99 D2-1 0.01 OK Page 3 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ M040 .6D+.6W n-X 4.00 3461.79 254011.99 D2-1 0.01 OK Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M001 .6D+.6W»-X 0.00 16590.06 88713.60 F8-2 0.19 OK Lb=8.00 ft, Cb= 1.00 M003 .6D+.6W»-X 0.00 8745.08 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M004 .6D+.6W n-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M005 .6D+.6W a-X 0.00 8745.08 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M006 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M007 .6D+.6W»-X 0.00 16590.06 88713.60 F8-2 0.19 OK Lb=8.00 ft, Cb= 1.00 M013 .6D+.6W»-X 0.00 8745.08 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M014 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M015 .6D+.6W»-X 0.00 8745.08 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M016 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M021 .6D+.6W»-X 0.00 8745.09 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M022 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M023 .6D+.6W»-X 0.00 8745.09 88713.60 F8-2 0.10 OK Lb=8.00 ft, Cb= 1.00 M024 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M029 .6D+.6W»-X 0.00 9786.01 88713.60 F8-2 0.11 OK Lb=8.00 ft, Cb= 1.00 M030 .6D+.6W»-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M031 .6D+.6W»-X 0.00 9786.01 88713.60 F8-2 0.11 OK Lb=8.00 ft, Cb= 1.00 M032 .6D+.6W n-X 4.00 -13092.27 88713.60 F8-2 0.15 OK Lb=4.00 ft, Cb= 1.00 M037 .6D+.6W»-X 8.00 -12056.19 88713.60 F8-2 0.14 OK Lb=8.00 ft, Cb= 1.00 M038 .6D+.6W»-X 4.00 -13914.63 88713.60 F8-2 0.16 OK Lb=4.00 ft, Cb= 1.00 M039 .6D+.6W»-X 8.00 -12056.19 88713.60 F8-2 0.14 OK Lb=8.00 ft, Cb= 1.00 M040 .6D+.6W n-X 4.00 -13914.63 88713.60 F8-2 0.16 OK Lb=4.00 ft, Cb= 1.00 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check M001 .6D+.6W a-X 0.00 -19954.77 88713.60 F8-2 0.22 OK M003 .6D+.6W»-X 8.00 -39887.99 88713.60 F8-2 0.45 OK M004 .6D+.6W»-X 4.00 -19946.31 88713.60 F8-2 0.22 OK M005 .6D+.6W v-X 8.00 39887.99 88713.60 F8-2 0.45 OK M006 .6D+.6W»-X 4.00 19946.31 88713.60 F8-2 0.22 OK M007 .6D+.6W»-X 0.00 19954.77 88713.60 F8-2 0.22 OK M013 .6D+.6W»-X 8.00 -39887.99 88713.60 F8-2 0.45 OK M014 .6D+.6W»-X 4.00 -19946.31 88713.60 F8-2 0.22 OK M015 .6D+,6W»-X 8.00 39887.99 88713.60 F8-2 0.45 OK Page 4 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ M016 .6D+.6W»-X 4.00 19946.31 88713.60 F8-2 0.22 OK M021 .6D+.6W»-X 8.00 -39887.99 88713.60 F8-2 0.45 OK M022 .6D+.6W»-X 4.00 -19946.31 88713.60 F8-2 0.22 OK M023 .6D+.6W»-X 8.00 39887.99 88713.60 F8-2 0.45 OK M024 .6D+.6W a-X 4.00 19946.31 88713.60 F8-2 0.22 OK M029 .6D+.6W»-X 8.00 -41140.81 88713.60 F8-2 0.46 OK M030 .6D+.6W»-X 4.00 -19946.31 88713.60 F8-2 0.22 OK M031 .6D+.6W»-X 8.00 41140.81 88713.60 F8-2 0.46 OK M032 .6D+.6W»-X 4.00 19946.31 88713.60 F8-2 0.22 OK M037 .6D+.6W»-X 8.00 -21194.59 88713.60 F8-2 0.24 OK M038 .6D+.6W»-X 4.00 -21199.12 88713.60 178-2 0.24 OK M039 .6D+,6W»-X 8.00 21194.59 88713.60 F8-2 0.24 OK M040 .6D+.6W»-X 4.00 21199.12 88713.60 F8-2 0.24 OK Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check M001 .6D+.6W»-X 8.00 -437.22 76203.60 G6-1,2b 0.01 OK M003 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1,21b 0.01 OK M004 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1,2b 0.01 OK M005 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1,21b 0.01 OK M006 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1,2b 0.01 OK M007 .6D+,6W»-X 8.00 -437.22 76203.60 G6-1, 2b 0.01 OK M013 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1, 2b 0.01 OK M014 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1, 2b 0.01 OK M015 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1, 2b 0.01 OK M016 .6D+,6W»-X 4.00 -437.27 76203.60 G6-1, 2b 0.01 OK M021 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1, 2b 0.01 OK M022 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1, 2b 0.01 OK M023 .6D+.6W»-X 8.00 -874.50 76203.60 G6-1, 2b 0.01 OK M024 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1, 2b 0.01 OK M029 .6D+.6W»-X 8.00 -901.82 76203.60 G6-1, 2b 0.01 OK M030 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1, 2b 0.01 OK M031 .6D+.6W»-X 8.00 -901.82 76203.60 G6-1,2b 0.01 OK M032 .6D+.6W»-X 4.00 -437.27 76203.60 G6-1,2b 0.01 OK M037 .6D+.6W»-X 8.00 -464.61 76203.60 G6-1,21b 0.01 OK M038 .6D+.6W»-X 4.00 -464.61 76203.60 G6-1,2b 0.01 OK M039 .6D+.6W»-X 8.00 -464.61 76203.60 G6-1,21b 0.01 OK M040 .6D+.6W»-X 4.00 -464.61 76203.60 G6-1,21b 0.01 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check M001 D+.6H 8.00 1.81 76203.60 G6-1, 2b 0.00 OK M003 .6D+.6W»-X 8.00 -0.11 76203.60 -G6-1, 2b 0.00 OK M004 D+.6W n-X 4.00 -1.88 76203.60 G6-1, 2b 0.00 OK M005 .6D+.6W»-X 8.00 0.11 76203.60 G6-1,21b 0.00 OK M006 D+.6W a-X 4.00 1.88 76203.60 G6-1,21b 0.00 OK M007 D+.6H 8.00 -1.81 76203.60 G6-1,2b 0.00 OK M013 .6D+.6W»-X 8.00 -0.11 76203.60 G6-1,21b 0.00 OK M014 D+.6W»-X 4.00 -1.88 76203.60 G6-1,21b 0.00 OK M015 .6D+.6W»-X 8.00 0.11 76203.60 G6-1,2b 0.00 OK M016 D+.6W»-X 4.00 1.88 76203.60 G6-1, 2b 0.00 OK M021 .6D+.6W n-X 8.00 -0.11 76203.60 G6-1, 2b 0.00 OK M022 D+.6W»-X 4.00 -1.88 76203.60 G6-1, 2b 0.00 OK M023 .6D+.6W»-X 8.00 0.11 76203.60 G6-1, 2b 0.00 OK M024 D+.6W»-X 4.00 1.88 76203.60 G6-1, 21b 0.00 OK M029 .6D+.6W»-X 8.00 -0.11 76203.60 G6-1, 2b 0.00 OK M030 D+.6W»-X 4.00 -1.88 76203.60 G6-1, 2b 0.00 OK M031 .6D+.6W»-X 8.00 0.11 76203.60 G6-1, 21b 0.00 OK M032 D+.6W»-X 4.00 1.88 76203.60 G6-1, 2b 0.00 OK M037 D+.6W»-X 8.00 -1.86 76203.60 G6-1, 21b 0.00 OK Page 5 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ M038 D+.6W»-X 4.00 -1.86 76203.60 G6-1, 21b 0.00 OK M039 D+.6W»-X 8.00 1.86 76203.60 G6-1, 21b 0.00 OK M040 D+.6W»-X 4.00 1.86 76203.60 G6-1 2b 0.00 OK Combined Torsion Check Member Result Offset Code Unity Details Name Case ft Ref. Check M001 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-2663.39 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M003 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-5326.74 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M004 .6D+.6W»-X 0.00 1-13-6 0.00 OK Tr=-2663.33 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M005 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=5326.74 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M006 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=2663.33 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M007 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=2663.39 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M013 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-5326.74 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M014 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-2663.33 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M015 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=5326.74 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M016 .6D+.6W»-X 0.00 113-6 0.00 OK Tr=2663.33 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M021 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-5326.74 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M022 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-2663.33 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M023 .6D+.6W»-X 0.00 1-13-6 0.00 OK Tr=5326.74 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M024 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=2663.33 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M029 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=-5493.76 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M030 .6D+.6W»-X 0.00 1-13-6 0.00 OK Tr=-2663.32 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M031 .6D+,6W n-X 0.00 H3-6 0.00 OK Tr=5493.76 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M032 .6D+.6W»-X 0.00 H3-6 0.00 OK Tr=2663.32 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 Page 6 Visual/inalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ M037 .6D+.6Wu-X 0.00 H3-6 0.00 OK Tr=-2830.43 lb-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M038 .6D+.6W»-X 0.00 1-13-6 0.00 OK Tr=-2830.43 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M039 .6D+.6W a-X 0.00 1-13-6 0.00 OK Tr=2830.43 Ib-ft, Combined Torsion Check Skipped, Torsion Unity<0.20 M040 .6D+.6W»-X 0.00 113-6 0.00 OK Tr=2830.43 Ib-ft, Combined Torsion Check Skipped, Torsion Unit <0.20 Torsion Shear Check Member Result Offset Demand Capacity Tau Code Unity Details Tau Name Case ft Psf psf Ref. Check M001 .6D+.6W n-X 0.00 67398.22 2172934.13 H3-1 0.03 OK Tr=-2663.39 lb-ft, Venant Shear=67398.22 psf M003 .6D+.6W n-X 0.00 134795.52 2172934.13 1-13-1 0.06 OK Tr=-5326.74 Ib-ft, Venant Shear= 134795.52 psf M004 .6D+.6W»-X 0.00 67396.70 2172934.13 H3-1 0.03 OK Tr=-2663.33 lb-ft, Venant Shear=67396.70 psf M005 .6D+,6W»-X 0.00 134795.52 2172934.13 H3-1 0.06 OK Tr=5326.74 Ib-ft, Venant Shear= 134795.52 psf M006 .6D+.6W»-X 0.00 67396.70 2172934.13 H3-1 0.03 OK Tr=2663.33 Ib-ft, Venant Shear=67396.70 psf M007 .6D+.6W n-X 0.00 67398.22 2172934.13 H3-1 0.03 OK Tr=2663.39 Ib-ft, Venant Shear=67398.22 psf M013 .6D+.6W»-X 0.00 134795.48 2172934.13 1-13-1 0.06 OK Tr=-5326.74 Ib-ft, Venant Shear= 134795.48 psf M014 .6D+.6W»-X 0.00 67396.66 2172934.13 1-13-1 0.03 OK Tr=-2663.33 Ib-ft, Venant Shear=67396.66 psf M015 .6D+.6W»-X 0.00 134795.48 2172934.13 1-13-1 0.06 OK Tr=5326.74 Ib-ft, Venant Shear= 134795.48 psf M016 .6D+.6W»-X 0.00 67396.66 2172934.13 1-13-1 0.03 OK Tr=2663.33 Ib-ft, Venant Shear=67396.66 psf M021 .6D+.6W»-X 0.00 134795.50 2172934.13 H3-1 0.06 OK Tr=-5326.74 Ib-ft, Venant Shear= 134795.50 psf M022 .6D+.6W a-X 0.00 67396.66 2172934.13 H3-1 0.03 OK Tr=-2663.33 Ib-ft, Venant Shear=67396.66 psf M023 .6D+.6W»-X 0.00 134795.50 2172934.13 H3-1 0.06 OK Tr=5326.74 Ib-ft, Venant Shear= 134795.50 psf M024 .6D+.6W»-X 0.00 67396.66 2172934.13 H3-1 0.03 OK Tr=2663.33 Ib-ft, Venant Shear=67396.66 psf M029 .6D+.6W»-X 0.00 139022.10 2172934.13 H3-1 0.06 OK Tr=-5493.76 Ib-ft, Venant Shear= 139022.10 psf M030 .6D+.6W»-X 0.00 67396.56 2172934.13 H3-1 0.03 OK Tr=-2663.32 lb-ft, Venant Shear=67396.56 psf M031 .6D+.6W»-X 0.00 139022.10 2172934.13 H3-1 0.06 OK Tr=5493.76 Ib-ft, Venant Shear= 139022.10 psf M032 .6D+.6W»-X 0.00 67396.56 2172934.13 113-1 0.03 OK Tr=2663.32 Ib-ft, Venant Shear=67396.56 psf M037 .6D+,6W»-X 0.00 71625.24 2172934.13 113-1 0.03 OK Tr=-2830.43 lb-ft, Venant Shear=71625.24 psf M038 .6D+.6W»-X 0.00 71625.24 2172934.13 1-13-1 0.03 OK Tr=-2830.43 lb-ft, Venant Shear=71625.24 psf M039 .6D+.6W»-X 0.00 71625.24 2172934.13 1-13-1 0.03 OK Tr=2830.43 Ib-ft, Venant Shear=71625.24 psf M040 .6D+.6W»-X 0.00 71625.24 2172934.13 1-13-1 0.03 OK Tr=2830.43 Ib-ft, Venant Shear=71625.24 psf Page 7 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\ Member Unity Checks Mem Unity Controlling Check Model Design Material Referen Specifcatio ber Case Shape Shape ce n M001 0.42 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-11b AISC ASD Check 0 42ksi) (2010 M002 0.00 D+.6H Axial Check HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= E3-2FB AISC ASD 0 42ksi) (2010 M003 0.56 .6D+.6W n-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M004 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-11b AISC ASD Check 0 42ksi) (2010 M005 0.56 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M006 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M007 0.42 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-11b AISC ASD Check 0 42ksi) (2010 M008 0.00 D+.6H Axial Check HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= E3-2FB AISC ASD 0 42ksi) (2010 M013 0.56 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= F11-11b AISC ASD Check 0 42ksi) (2010 M014 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M015 0.56 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M016 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H11-11b AISC ASD Check 0 42ksi) (2010 M021 0.56 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= 1-11-1b AISC ASD Check 0 42ksi) (2010 M022 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B (Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M023 0.56 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M024 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M029 0.59 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M030 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M031 0.59 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M032 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= F11-1b AISC ASD Check 0 42ksi) (2010 M037 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M038 0.40 .6D+,6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 M039 0.38 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-11b AISC ASD Check 0 42ksi) (2010 M040 0.40 .6D+.6W»-X Combined HSS14x.25 HSS14x.250 ASTM A500 Grade B(Fy= H1-1b AISC ASD Check 0 42ksi) (2010 Page 8 VisualAnalysis 11.00.0013(www.iesweb.com) Project: Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 Ernesto De Oliveira, SOLAR DYNAMICS CORP. October 16, 2015 C:\Users\ernesto\Desktop\Northeast Animal Shelter Project\ Cable Results Extreme Rows Only) Cable Result Case Name Offset dx dy dz Fx ft in in in Ib cool .D Nonlinear 0.00 0.00 0.00 0.00 2766.50 C004 .6D+.6W»-X Nonlinear 0.00 0.00 0.00 0.00 5374.77 C005 D+6H Nonlinear 18.00 0.03 -0.00 0.00 1656.00 C006 D+.75 L+.6W+Lr »-X Nonlinear 27.20 -0.19 -0.95 0.00 2644.41 C007 D+.6H Nonlinear 35.90 -1.03 -0.00 0.00 2375.66 C012 D+.75 L+.6W+Lr n-X Nonlinear 27.20 -0.20 0.83 0.00 2658.56 C016 .6D+.6W>>-X Nonlinear 36.00 0.32 -0.03 0.00 3539.16 Cable Elements Cable Section Material (1)Node (2)Node Catenary L Wei ht ft Ib Cool Round 0.375 ASTM A36 013 016 27.20 10.24 C002 Round 0.375 ASTM A36 016 015 35.90 13.51 C003 Round 0.375 ASTM A36 015 014 27.20 10.24 C004 Round 0.375 ASTM A36 014 013 35.90 13.51 C005 Round 0.375 ASTM A36 024 023 36.00 13.55 C006 Round 0.375 ASTM A36 023 026 27.20 10.24 C007 Round 0.375 ASTM A36 026 025 35.90 13.51 C008 Round 0.375 ASTM A36 024 025 27.20 10.24 C009 Round 0.375 ASTM A36 033 034 36.00 13.55 Colo Round 0.375 ASTM A36 034 035 27.20 10.24 C011 Round 0.375 ASTM A36 035 036 35.90 13.51 C012 Round 0.375 ASTM A36 036 033 27.20 10.24 C013 Round 0.375 ASTM A36 044 045 27.20 10.24 C014 Round 0.375 ASTM A36 045 046 35.90 13.51 C015 Round 0.375 ASTM A36 046 043 27.20 10.24 C016 Round 0.375 ASTM A36 043 044 36.00 13.55 C017 Round 0.375 ASTM A36 053 054 36.00 13.55 CD18 Round 0.375 ASTM A36 054 055 27.20 10.24 C019 Round 0.375 ASTM A36 055 056 35.90 13.51 CO20 Round 0.375 ASTM A36 056 053 27.20 10.24 Size 3/8" cable 7x19 Galvanized Max load Page 1 Galvanized VisualAnalysis 11.00.0013(wwwiesweb.com) 3/811 14400 lbs Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. CENTER COLUMNS Design Detail r T `X le. USE 8'-7" X 8'-711 X 44" �--13 ink e.5 its .----- X Bars: 18-#6(@-5.6 in) ._-----� Z Bars: 18-#6(@-5.6 in) 6.5 ft Check Summary Criteria Ratio Check Provided Required_ Combination _-Footing _ _. Building Code IBC 2012 ,/0.037 X Flexure(-Z)) 1353 f _ .OWnx ek 49.60 fbk 1 2D+1Strength Load Combinations IBC 2012(Strength) ,/0.037 X Flexure(+Z) 1353 ff, 49.6011 1.2D+1.OWnx Stahility Led Comhinations ASCE 7-10(ASO) ,/0.029 ZFlexure(-X) 1380 ft, 39.41 fb, 1.2D+1.OWnx Allowable Bearing Pressure 1000 psf ,/0.029 ZFlexure(+X) 1380 ft, 39.41 It, 1.2D+1.OWnx Gross/Net Gross ,/0.006 Show(-Z) 325.8, 1.89k 0.9D+1.0Wnx Overturning FS. 1.00 ,/0.006 Shirr-(+Z) 325.8, 1.89k DaD+1.OWnz Sliding F.S. 1.00 ,/0.002 Shear(-X) 332.1k 0.74k 1AD Uplift FS. 1-00 ,/0.003 Shear(+X) 332.1k 0.85k 1.2D+1.OWnx Additional Uplift Resistance 0 ,/0.997 Min Steel Z 7.92 in' 7.89 in' 1AD Friction Coefficient 0.40 ,/0.997 Min Steel X 7.92 in' Z89 in' 1AD Passive Sail Resistance 0 to ,/0.078 Min Strain Z 0.0513 0.0040 1AD Concrete Weight 15011,MP ,/0.076 Min Strain X 0.0523 0.0040 1AD Parme beta(for biaxial) 0.65 0.027 PunchingShear 164.3 psi 4.37'psi 1.2D+1.OWn,, Include footing weight in strength hearing pressure Yes -- -P---- P- _- -_ -----_--- include overburden in strength bearing pressure Yes 1-Stability= _ ,/!0.858 Bearing Pressure 1.81 psf 9575 psfv-15D+0swux ,/0.551 Overturning-X 4.816 1.000 0.60+0.6Wnx ,/0.210 Overturning-Z 4.]54 1.000 ).6D+O.6Wnx ,/0.128 Slitling-X 6768. 1.000 0.6D+0.6Wnx ,/0.000 Uplift g-Z 3,727 75 1.000 0.6D+OaWnx ,/0.268 Uplift 3]2] 1.000 0.60+O.fiWnx Loads Summary(Service Loads) Load Set Name Source P MX ME Vx V. Overburden Node 001 Dead 0.47, -0.15 fCk -0.11 it -0k 0k apef Node 001 Wind(-X) -5.47 k 33.41 fl k 27.76 It 0.73 k -0 k O psi Node 004 Dead 0.51 k -0.34 It k -0 It, 6 k 0 k 0 psf Node 004 Wind(-X) -10.93 k 66.82 ft k 14.58 ft k 1.46 k -0 k 0 per Node 007 Dead 0.51, 0.34 it, -O It, -0, -0k 0per Node 007 Wind(-X) -10.93 k 66.82 it k 14.58 It 1.46 k 0 k u psf Node 010 Dead 0.47, 0.15It k -0.11 It k -0, -0 k u psf Node 010 Wind(-X) -5.4]k -33.41 fPk 27,76 ft ek 0.73k 0k Opsf QutckFooting 4.0 nesweh.com) C:\Users\erne...\Northeast Animal Shelter Project fig 0 130.ftg Page 1 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Capacity Calcs Fooling X-Direction Capacity General Section Calcs(ACI 318-11 10 2.7) A,f„ __ (7.92 in')(60000 Pap a_0.85 F bw 0.85(3000 psi)(102 in) - 1.83 in 01 = 0.850 (F'�s 4000 psi) x=a/pt = (1.83 In)/(0.850) = 2.15 in Capacity Calcs(ACI 318-11 7.12.2.1.8.6.1.10.2.10.3.10.5.4.11.2.1.11 >r = 1.0 (normal weight concrete) mMn=m As fy,�(d-a/2) _ (D.90)(7.92 in2)(60000 psi)[(39.63 in)-(1.83 in) 21 = 1360fir k mV,=021F,bwd = (0.750)2(1.0) 3000 psi(102 in)(39.63 in) = 332.1 k Asmin=0.0018 60000 As = 0.0016(60000 psi)60000 (30A(i ft2) = 7.89 int s1=0.003(d-1) = 0.0031�Z�S in)63 )-1] = 0.0523 Development(ACI 318-11 12.21 yit = 1.0 (12 inches or less cast below - 3.00 inches) y we = 1.0 (bar not epoxy coated) p y, = 0.80 (bars are#6 orsmaller) Z -' = 1.0 (normal weight wncrete) s/2 = (5.29 in)/2 = 2.65 in ^-'T lcover+dp/2 = (3 in)+(0]5 in)/2 = 3.38 in i- .5 It cb = 2.65 in (lesser of half spacing,dr to surface) K, = 0.0 (no transverse reinforcement) cn+Kr,= (2.65 in)+(0.0)= 3.5278 db (0.75 in Id= 3. k W Wn w b _ 3. (60000 psi) (1.0)(1.0)(0.80) ( .75 in) = 19.721, � �40 X 2.5 d 140(1.0) 3000 psi 2.5 0 QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 2 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Capacity Calcs (continued) Footing 7-Direction Capacity General Section Calcs(ACI 318-11 10.2 71 __ AS f� _ (7.921n')(fi0000 si) a0.85 F'c bw 0.85(3000 psi)(102 in = 1.83 in 01 = 0.850 (F'c<4000 psi) x=a/p1 = (1.83 in)/(D.850) = 2.15 in Capacity dales(ACI 318-11 7.12.2.1 8.6.1.10.2.10.3.10.5.0.11 2.1 1 1 X = 1.0 (normal weight concrete) OM,=4 A,fy,(d-a/2) _ (0.90)(7.92 in2)(600DO psi)[(38.88 in)-(1.83 in) 21 = 1353Ok PVc=0 2 X rF,bw d = (0.750)2(1.0) 3000 psi(102 in)(38.88 in) = 325a k Asmin=0.0018 60000 A5 = 0.0018(60000 psi)60000 (30.46 fN) = 7.89 in' e1=0.003(k-1) = 1OD3[((2.15 in)) 1] = 0.0513 Development(ACI 318-11 12.2) Vt = 1.0 112 inches or less cast below - 3.00 inches) Y We = 1.0 (bar not epoxy coated) cog = 0.80 (bars are#6 or smaller) X X = 1.0 (normalweight concrete) s/2 = (5.29 in)/2 = 2.65m cover+db/2 = (3 in)+(0]5 in)/2 = 3.38 in e.5 A cb = 2.65 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) cb+Kr,= (2.65 in)+(oa)_ 3.5278 db (0.75 in la= 3 �f Wt we w= db = 3. (60000 psi) (1.0)(LO)(0.a0)�(0.75 in) = 19.72 In (40 X Fc Fc 2.5 ) 40(1.0) 3000 psi 2.5 QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.Rg Page 3 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Capacity Calcs (continued) Footing Punching Shear Capacity Punching Shear(AGI 318-11 1111.1 2.it ii 211 bo = 237 in (perimeter of critical section) p = 1.0 (column width ratio) as = 40.0 (interiorcolumn) 1.0 (normal weight concrete) (a) Vc=(2+pl xF bod = 12r+(140)(1.0) 3000 psi(237 in)(39.25 in) = 3057k (b) Vc=(°h++//2)%F bcd = [(40.0339.,5 in)+2](10) 3000 pei(237 in)(39.25 in) = 4394k I--59.25 ir, (c) Vc=4 2 yF c bo d = 4(1.0) 30LL00 psi(237 in)(39.25 in) = 2038 k Wn=0 Vc = (0.750)(2038 k) = 1529 k $v,=+Vc/(bc d) _ (1529 k)/[(237 in)(39.25 in)] = 164.3 psi Z Values needed for check l A61 318-11 11.11.7.1.R11.11.7.1 can 13- I� 1 R1111721 Mx srirc=t- 1 = 1- 1 = 0.40 ' +2 —b 2 (59.25 in) 1 3. bx 1+2 (59.25 in) 1 1 = 0.40 1+2b 1+2 (59.25in) 3. V bi 3. (59.25 m) 4 = 6039801 in^4 (calculated from ACI R11.11.7.2) --a5nJi = 6039801 in"4 (calculated from ACI R11,11,7.2) QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.Rg Page 4 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 004 Combination: 1.21D + 1.OWnx] Reinforcement Limits Factored Loads Axial Force -10.32 k Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment X 66.41 ft k As = 7.92 iW z Asmin = 7.89 in' ✓ MomentZ 14.58 ft k ShearX 1.46 k 0 psf 0 psf _ - ShearZ 0 k ------------ ---- Min Steel Check(ACI 318-11 Ch 10.5.4. 12.2.11 Overburden 0 psf Footing Weight 46.6 kstw�"` As - 7.92 in' z Asm n = 7.09 in' %/+' Pedestal Weight 0 k Z I - �sMm Strain Check fACI 318-11 Ch 10.3.51 L�Resultant=36.28 �Jfac:4> tyildb > tmin 00040 ✓ Min Strain Check(ACI 318-11 Ch 10 3.51 = G.0513 z Etmin = 0.0040 ✓ 960.4 psf 1428 psf Max pressure(factored)=1428 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(iX side) Mie=R,d, = (17997 Ib)(21.46 in) = 32.19 ft k 3.27 k 18 k bMn = 1380 It k z Ma = 32.19 ft ✓ 11 1 Z-Flexure 1-X sitlel 111 Mi)=Rr1 dit = (11258 to)(19.29 in) = 18.09 If k mMn = 1380 ft k z Mu = 18.09 f1+k✓ 2 X-Flexure(4Z side) x / - Mr)=R,1 d,1 = (26285 Ib)(22.68 in) = 49.68 ft k Wn = 1353 ft k 2 Mu = 2.75 ft k ✓ i X-Flexure(-Z sidel M,z=R,2 d,2 = (3266 Ib)(10.12 in) = 2.75 Pok Wn = 1353 If k z Mu = 49.68 Pok✓ 26.28 k 11 26 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 5 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 004 Combination: 1.2D + I OWnx] (continued) Footing Shear Shear I+X side) Vr2=R.4 (687+31b) = 0.69 k 0 k 0.31 k OV, = 332.1 k >_ Vv = 0.69 k✓ Shear I-X side) V,1=R, = (314.51b) = 0.31 k _ Wn = 332.1k >_ Vu = 0.31 k✓ Z / Z Shear(+Z side) �—X / g V�=R14 = (0.141b) = 0 k W, 325.8 k 2 Vu = 0 k ✓ Shear 1-Z sid.) Vii=R,, = (1775 lb) = 1.77 k OV, = 325.8 k z Vu = 1.77 k✓ 77 k 0.68 k Footing Punching Shear Punching Shear Check IACI 318-11 Ch 11.12.1.2.11.11.2.1.R11.11.7.2) Ppun&ing=Paral+Wp-Ppenmeler = (-10.32 Q+(0 k)-(11.59 k) _ -21.91k vu= V„ +w,M,,.e.+rte,M,o 6. be d J, Jr / (21.91 k) +(0.40)(66.41 ft k)(29.63 in)+(0.40)(18.94 It k)(29.63 in) (237 in)(39.25 in) (6039801 in"4) 16039801 in"4) = 4.37 psi Vn = 164.3 psi i vu = 4.37 psi✓ 11.59 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 6 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 007 Combination: 1.2D + 1.OWnx] Reinforcement Limits Factored Loads Anal Force -10.32 k Min Steel Check[ACI 318-11 Ch 10.5.4.7.12.2.11 Moment X -66.41 ft k As = 7.92 in' z Asmin = 7.89 in' ✓ Moment 14.56 ft k 960.5 psf 1428 psf ShearX 1.46k ___ Shear Z 0 k Mm Steel Check(ACI 318-01 Ch 10.5.4.7.12.2.11 overburden 0sf Resultant=36.2'1 tfactgq) ✓ p JJ in' z Asmn = 7.89 in' Footing Weight 46.6 IS i Z Pedestal Weight 0 k Min Strain Check IACI 318-11 Ch 10.3.5) X { r) = 0.0523 z ctmin = 0.0040 ✓ Min Strain Check IACI 118-01 Ch 10.3.51 et = 0.0513 2 etmin = 0.0040 ✓ 0 psf 0 psf Max pressure(factored)=1428 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure I+X side) M�=R�d� _ (17997 16)(21.46 in) = 32.18 ft k 26.29 k 18 k ¢Mn = 1380 ft z Me = 32.18 it k✓ I \ Z-Flexure(-X side) Mil=Ri1 all = (11259 lb)(19.29 in) = 18.09 it k _ OM, = 1380 it k >_ Me = 18.09 ft k✓ Z X-Flexure(+Z side) X /-'\ Mx1=RX,cl, = (3266 lb)(10.12 In) = 2.75ftk - pMn = 1353 ft+k z Me = 49.68 ft k✓ _ X-Flexure 1side) cl Mxp=R�d� _ (26285 lb)(22.68 in) = 49.68 it k mMn = 1353 fDk z Me = 2.75 ft k✓ i 3.27 k 11.26 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project flag @ 130.Rg Page 7 of 26 Friday 10/16/15 4:31 PM i Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 007 Combination: 1.2D + 1.0Wnx] (continued) Footing Shear Shear(+X side) Vyz=RA = (687.3 Ib) = 0.69 k 1.77 k 0.31 k 0Vn = 332.1 k z V� = 0.69 k✓ Shear(-X side) Vx1=RX3 = (314.6 lb) = 0.31 k /��ryyryy PVa = 332.1 k z V� = 0.31 k✓ Z / Z p Shear I+Z sitlel �-XX %4 V�=Ria = (1775 Ib) = 1.77 k pVn = 325.8 k 2 V� = 1.77 k V,Shear I-Z side) Vx1=Ria = 14 lb) = 0 k / pV„ = 325.8 k z Vu = 0 k ✓ 0 k 0.69 k Footing Punching Shear Punching Shear Check(ACI 318-11 Ch 11.12.1.2,11.11.2.1.R71 11 7.21 ppunminp=Proiai+Wp-Ppenmeter = (-10.32 a+(0 a-(11.59 k) _ -21.91k Y.n Ma,e, w,M,,7 e. v„=bad+ J, + Ji _ (21.91 k) (0.40)(66.41 ft+k)(29.63 in) (0A0)(18.94 ft k)(29.63 in) (2371n)(39251n + (6039801 1n"4 + (6039801 in"4) = 4.37 psi pv, = 164.3 psi x v, = 4.37 psi✓ 11.59 k QuickFocting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.@9 Page 8 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 001 Combination: 1.21D + 1.OWnx] Reinforcement Limits Factored Loads Axial Force -4.8 k Min Steel Check(ACI 318-11 Ch 10 5.9 7.12 2.11 Mori X 33.23 ft kMorAs = 7.82!n' 2 Asmin = 7.89 in' ✓ Shear XZ 2.763 fPk 0pst 547.9 5f 9hearX 0]3k _ p Shear Z 0 k ""` -""""�""'�'='1 Min Steel Cheek(ACI 318-11 Ch 10.5.4.7.12.2.11 Overburden 0 Per 'I, I As = 7.92 in' z Asmin = 7.89 in' ✓ Footing Weight 46.6 k Pedestal Weight 0 k !. Z j ! Resultant 41.7 Miro )Check IACI 318.11 Ch 10.3.5) 0.0523 z stma = 0.0040 ✓ Min Strain Cheek(ACI 71841 Ch 10.3 51 et = 0.0513 z rtmin = 0.0040 ✓ 606.5 psf 1200 psf Max pressure(factored)=1200 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X side) M,=R,dl = (21916 lb)(21.58 in) = 39.41 it k 11.1 k 21.92 k pMn = 1380 ft It z Me = 39.41 ft It✓ I 1 Z-Flexure(-X sitlel Mil=Ri1 dol = (11611 Ib)(18.47 In) = 17.87 ft k ti QMn = 1380 ft k z Mu = 17.87 ft k✓ \ Z \\ X-Flexure(+Z sitlel X \ M,1=R,t d,1 = 122426 lb)(21.66 in) = 40.48 ft tMn = 1353 ft k z Mu = 16.8 It k ✓ � _ X-Flexure I-Z s'tle) I ` M,z=R,zd,z = (111021b)(18.16in) = 16.8ftk pMn = 1353 ft+k 2 Mu = 40.48 ft k✓ 22.43 k 11.61 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 9 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 001 Combination: 1.21D + 1.OWnx] (continued) Fooling Shear Shear(eX side) V,=R,1 = (847+3 lb) = 0.85 k 0.39 k 0.28 k pVn = 332.1 k 2 V,, = 0.85 k✓ Shear(-X Md.) / V,=Rky = (278.3 lb) = 0.28 k OV,, = 332.1 k z Vs = 0.28 k✓ Z /7/-� Shear(iZ side) LX V�=R, = (390.1 Ib) = 0.39 k W, = 325.8 k 2 V, = 0.39 k Shear(-Z s= ( / Vit=Ria = (134916) = 1.35 k i / mV, = 325.8 k z V, = 1.35 k✓ 1.35 k 0.85 k Fooling Punching Shear Punching Shear Check(ACI 316-11 Ch 11 '12.1 2 11 11.2 7.1111 11.7 21 Ppon&ine=Paul+Wp-Ppanme, = (-4.9 k)+(0 k)-(14.07 k) _ -18.97k _�V +yw Me.e: w M,.e. vO bo d Jx Jz (18.97k) +(0.40)(33.22 ft k)(29.63 In)+(0.40)(29.81 R k)(29.63 in) 1231 in)73A15 inJ (6039801 in"4) (6039801 in"4) = 3.52 psi ¢vn = 164.3 psi z vu = 3.52 psi✓ I I 14.07 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.Rg Page 10 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. _Strength Checks [Load Set: Node 004 Combination: 0.9D + 1.OWnx] Reinforcement Limits Factored Loads Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Axial Force 6651 k Moment X 66 51 ft k As = 7.92 in° 2 Aemio = 7.89 in ✓ Momeni 2 14.58 it Shear X 1461, 0 psf 0 psf ShearZ 0 k Min Steel Check IACI 718-11 Ch 10.5.4.7.12.2.11 Overburden 0 Pat As = 7.92 in' z Asmin = 7.89 in' ✓ Footing Weight 34.95 k _ - Z Pedestal Weight 0 k a, ''�' Min Strain Check(ACI 318-11 Ch 10 3 51 x 1t - 0.0523 2 etmin = 0.0040 ✓ Resultant 24.48eIt(factored) I Min Strain Check(ACI 318-11 Ch 10.3.51, 0.0513 z etmin = 0.0040 ✓ 901 psf 1657 psf Max pressure(factored)=1657 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X sitlel Mie=R,du = (13285 1b)(21.87 in) = 24.22 ft k 0.03 k 13.28 k ¢Mn = 1380 If k z Ma = 24.22 ft k✓ \\ ' LFlexure(-X side! Mil=RR,dd, = (6525 lb)(18.54 in) = 10.08 fCk ¢Mn = 1380 ft 'k M. = 10.08 it k✓ Z ZX-Flexure(+Z sitlel �— �.x Mst=R,d, = (22650 lb)(24.87 in) = 46.94 ft+k 0Mn = 1353Rk 2 Mu = Oft k ✓X-Flexure(-Z side) Mx2=Rx2 di, = (32.19 lb)11.76 in) = 0 ft mMn = 1353 N k Ma = 46.94 If k✓ 22.65 k 6.53 it QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 11 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 004 Combination: 0.9D + 1.OWnx] (continued) Footing Shear Shear(+X side) V12 R14 = (534.9 lb) = 0.53k 0 k 0.16 k bVn = 332.1 k 2 Vu = 0.53 k✓ / Shear(-X sldel Vx1=Rx3 = (160.9 lb) = 0.16 k bVn = 332.1 k 2 Vu = 0.16 k✓ ILyx Z Z Shear I+Z side) CLX - V.2=Rio = (0 lb) = 0 k Ll 0Vn = 325.8 k z Vu = 0 k ✓ _ Shear I-Z sitlel / V,=R13 = (1886 lb) = 1.89 k AV, = 325.8 k z Vu = 1.89 k✓ 1.89 k 0.53 k Footing Punching Shear Punching Shear Check(ACI 318.11 Ch 11.12.1.2.11.11.2.1.R11.11.7.21 Ppunring=Ptotal+WP-Ppenmeter = (-10.47 k)+(0 k)-(4.99 k) _ -15.46k vu=�V +y� Mex a:+vh Mui ex Z bnd Jr Ji _ (15.46 k) +(0.40)(66.51 ft k)(29.63 in)+(0.40)(18.94 it k)(29.63 in) (237 in (39.25 in) (6039801 in"4) (6039801 in"4) = 3.67 psi bvn = 164.3 psi i vu = 3.67 psi✓ I 4.99k QuickFaoting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project Rg @ 130.% Page 12 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 007 Combination: 0.9D + 1.OWnx] Reinforcement Limits Factored Loads Axial Force -10.47 k Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment X -66.51 ft k As = 7.92 In' >_ Azmin = 7.89 iW ✓ Moment 2 14.58 ft g01.1 psf 1657 psf Shear146k Resultant 244MI4Q8t9W0dheck(ACI 318.11 Ch 10.54 712.21) overburden 0 psf 9 Footing Weight 34.95 k qz = 7.92 in' z Azmin = 7.89 in' � Z Pedestal Weight 0 k �X Min Strain Check(ACI 318-11 Ch 10.3.51 et = 0.0523 z el, = 0.0040 ✓ \ Min Strain Cheek(ACI 318-11 Ch 10.3.51 st = 0.0513 >_ etmin = 0.0040 ✓ 0 psf 0 psf Max pressure(factored)=1657 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X side) Mee=Rz2 dz2 = (13285 Ib)(21.87 in) = 24.22 fbk 22.65 k 13.28 It 0Mn = 1380 ft-k z Mu = 24.22 Itk✓ I \ Z-Flexure(-X side) Mil=R21 d, = (65261b)(18.54 in) = 10.08 It k _ mM„ = 1380 ft It 2 Me = 10.08 ft k✓ \ Z� XM., re HZ side X � M,1=R,d,t = (32.121b)(1.76 in) = 0 ftk � 1 � mMn = 1353 ftk z Mu = 46.94 ftk✓ X-Flexure(-Z side) M,2=R,2 d,2 = (22651 Ib)(24.87 in) = 46.94 ft It 1 Win = 1353 It k z Mu = 0 fbk ✓ 0.03 k 6.53 It QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 13 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 007 Combination: 0.9D + 1.OWnx] (continued) Footing Shear Shear(+X side) V,=R,4 = (534.9 lb) = 0.53 k 1.89 k 0.16 k OV, = 332.1k z Vu = 0.53 k✓ Shear(-X side) / V,=R, = (160.9 lb) = 0.16 k �Vn = 332.1 k z Vu = 0.16 k✓ Z _Z Shear(+Z side) t-X LL I X/ Viz=Ri4 = (1886 16) = 1.89 k / +Vu = 325.8 k z Vu = 1.89 k✓ Shear(-Z side) V,=R�3 = ()Ib) = 0 k / mV, = 325.8 k z Vu = 0 k ✓ 0 k 0.53 k Footing Punching Shear Punching Shear Cheek(ACI 318-11 Ch 11.12 1 2.11.11 2 1.R11.11.7.21 Ppunrhln9=Ptotai+Wp-Ppenmeter = (-10.47 k)+a k)-(4.99 k) = .15.46k Vu= Vu +y-Mu,�e,+yv Ma:e. bad J. Ji (15As +(0.40)(66.52 ft�k)(29.63 in) (0.40)(18.94 kk)(29.63 in) (237 in 9.25 in)(3 + (6039801 in"4) (6039801 in"4) 3.67 psi [,T] pVo = 164.3 psi z vu = 3.67 psi✓ 1 4 99 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 14 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 004 Combination: 1.4D] Reinforcement Limits Factored Loads Axial Force 0.72 k Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Moment X -0.47 fPk As = 7.92 iW z Asmin = 7.89 iW v' 'amen -0 fi k p Slea -x -0k 762.7 psf 762.7 sf Shear Z 0 k r---] -- Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Overburden 0 psf As = 7.921W z Asmin = 7.89 iW ✓ Feoting Weight 54.37 k Pedestal Weight 0 k Z Resultant=5 5.08 k ffactored) yg Min Strain Check(ACI 318-11 Ch 10.3.5) kp1 X ct = 0.0523 z etmin = 0.0040 ✓ Min Straln Check(ACI 318-11 Ch 10.3.5) 0.0513 z cumin = 0.0040 ✓ 762.2 psf 762.2 psf Max pressure(factored)=762.7 pat (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X side) Mie=Ri2 dig = (22142 to)(20.5 in) = 37.83 fbk 22.15 k 22,14 k mMn = 1380 ft k z Mu = 37.83 ft+k✓ 1 Z-Flexure(-X side) Mil=Rit dit = (22142 Ih)(20.5 in) = 37.83 ftk t OM, = 1360 ft k z Mu = 37.83 f4k✓ / ZX-Flex.,.NZ sitlel X --p M,=R,dxl = (22138 11h)(20.5 in) = 37.82 ft k We 1353 Ick 2 Me = 37.84 Pok✓ _ X-Flexure I-Z sitlel 1 M,2=R,z d,2 = (22146 lb)(20.5 in) = 37.84 It k mMn = 1353 N k z Me = 37.82 It k✓ 22,14 It 22.14 k QuickFooting 4.0(ieswencom) Q\Users\erne...\Northeast Animal Shelter Project Rg @ 130.Rg Page 15 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 004 Combination: 1.41D] (Continued) Footing Shear Shear I+X side) V,=Rxa = (742.6 Ib) = 0.74 k 1.15 k 0.74 k mV, = 332.1 k >_ Vu = 0.74 k✓ Shear f-X sitlel �— V:1=R33 . (742.6 16) = +74 k OV, = 332.1 k Vu = 0.74 k✓ Z Z Shear(+Z side) L-I-X / �-X V,,=Rz4 = (1148 lb) = 1.15 k mVn = 325.8 k 2 V� = 1.15 k✓ ____[_ Shear 1-Z side) Vzt=Rza = (1147 lb) = 1.15 k mVn = 325.8 k z Vu = 1.15 k✓ 1.15 k 0.74 k Footing Punching Shear Punching Shear Check(ACI 315-11 Ch 11.12.1.2.11.11.2.1.R11.11.7.2) P,n&in9=Portal+Wp-P,w.ter = (0.72 k)+(0 k)-(18.59 k) _ -17.87k V„ +yurMnx e. y�„M,,ex vu-bod (3 + Oz +(0.40)(0.48 fCk)(29.63 in)+(0.40)(o ft k)(29.63 in) (237 in)(39.25 in) (6039801 in"4) (6039601 in"4) = 1.93 psi mvn = 164.3 psi z vu = 1.93 psi✓ 18.59 k QuickFoobng 4.0(iesweb.com) C\Users\erne...\Northeast Animal Shelter Project ftg 9 130.ftg Page 16 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 001 Combination: 1.41D] Reinforcement Limits Factored Loads Axial Force 0.66 k Min Steel Check(ACI 318-11 Ch 10 5.9 7.12 2.11 Moment X -0.21 ft As = 7.92 int > Asmin = 7.89 iW ✓ Moment -0.15flk Shear -0k 761.7 p sf 761.7 par _ ShearZ 0 k f;''� Min Steel Check(ACI 318-11 Ch 10.5.4 7.12 2.11 Overburden 0 psf ✓ As = 7.92 in' z Asmin = 7.89 in' Footing Weight 54.37 k Pedestal Weight 0 k Z Resultant=5 .03 k(factored) 11 Ch 10 3 51 D n Strain Check(ACI 318- �11 X q = 0.0523 z e,min = 0.0040 ✓ i Min Strain Check(ACI 318-11 Ch 10 3 5) et = 0.0513 z etmin = 0.0040 ✓ 7617 psf 761.7 psf Max pressure(factored)=761.7 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure(+X side) Mu=Ru die = (22121 Ib)(20.5 in) = 37.79 ft k 22.12 k 22.12 k pin = 1380 fCk z Me = 37.79 ft+k✓ Z-Flexure(-X sidel Mil=Rz,di, = (22121 Ib)(20.5 in) = 37.79 ft k 0Mn = 1380 ft k z Me = 37.79 ff-k✓ Z \ X-Flexure(+Z side) Mx1=Rx1 J, = (22121 Ib)(20.5 in) = 37.79 ft k uMn = 1353 ft k z Me = 37.79 ft✓ X-Flexure(-Z side) Mx2=Rx2 dx2 = (22121 I6)(20.5 in) = 37.79 ft k pMn = 1353 ft a Mn = 3Z79 ft k✓ 22.12 k 22.12 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 17 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 001 Combination: 1.41D] (continued) Footing Shear Shear I+X side) V12 Rx = (741.8 Ib) = 0.74k 1.15 k 0.74 k OV, = 332.1k z Vu = 0.74 k✓ / Shear I-X side) V,=Rp = (741.8 16) = 0.74 k mV, = 332.1 k 2 Vs = 0.74 k✓ IzI� / ZI Shear(+Z sidel El" L X Vrp=Ria = (1146 Ib) = 1.15 k J / @Vn = 325.8 k >_ Vs = 1.15 k✓ Shear(-Z side) / V,=R13 = (1146 16) = 1.15 k OV, = 325.8 k 2 Vu = 1.15 k✓ 1.15k 0.74k Footing Punching Shear Punching Shear Check IACI 318-11 Ch N.12.1 2 11 N 2.1 1111.41 7.21 Ppurmirg=Ptotal+wp-Ppedmeter = (0.66 k)+(0 k)-(18.57 k) _ -17.91k vu=�V Y.Mux a:+m Mu:e. bo d J, Jr _ (17.91 k) +(0.40)(0.22 ft k)(29.63 in)+(0.40)(0.16 ft k)(29.63 In) (237 in)(39.25 in) (6039801 in"4) (6039801 in"4) 1.93 psi mvn = 164.3 psi z vu = 1.93 psi V/ 18.57 k QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project Rg @ 130.ftg Page 18 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 007 Combination: 1.OD + 0.6Wnx] Forces Factored Loads Axial Force £.05 k Moment X -39.75 It k Moment 175 ft k Shear a87k 721.8 psf 957.6 psf ShearZ O k Overburden 0psf Resultant=32.79k Fasting Weight 38.83 k C Z�;i Pedestal Weight 0 k Beadng Pressure L x Sallow = 1000 psf z ggmaa = 957.6 psf ✓ ( 0 psf 185.6 psf Max pressure=957.6osf (Gross: Includes effects of footing weight and-Overburden) Overturning Overturning Wf = 38.83k (weight of footing) Wp = 0 k (weight of pedestal) Fob=9ovemureen(Ana-Aped) _ (0 psf)[(72.25 ft2)-(2.78 1`12)] = 0 k OTMx=Mx-Vr(tf+Hp) = (-39.75 fbk)-(0 k)[(43 in)+(0 in)] = -39.75Itk RMx=(P+We)d�+nAf+Feb)bi/2 = [(-6.05 k)+(0 k)](4.25 ft)+[(38.83 k)+(0 k)](8.5 ft)12 = 139.3 ft RMx_ __ (139.3 Pok) FSo =OTMx (-39.75 Pok) = 3.5051 N FSOTx = 3.5051 z FSOTregd = 1.0 V/4.25 ft-x.25 fi OTMi=Mr+Vx(y+He) _ (8.75 kk)+(0.87 k)[(43 in)+(0 in)] = 11.87 It k .v i RMr=(P+We)dx+(Wf+Fob)bx/2 = [(-6.05 k)+(0 k)](4.25 ft)+[(38.83 k)+(0 k)](8.5 ft)/2 = 139.3Ifk FSOTZ= RM, = (139.3ftk) = 11.7354 OTM, (11.87 ft7k FSOTZ = 11.7354 z FSOTregd = 1.0 ✓ QuickFooting 4.0(iesweb.mm) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.1"tg Page 19 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPAPS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 007 Combination: 1.0D + 0.6WnX] (continued) Sliding Sliding Wf = 38.83 k (weight of footing) - Wp = 0 k (weight of pedestal) Fob=goveNurden(Aftg-Aped) = (0 psf)[(72.25 ft2)-(2.78112)] = 0k Fresist=Cf(Wf+We+Fob+P)+'passive = (0.40)[(38.83 k)+(0 k)+(0 k)+(-6.05 k)]+(0 k) = 13.11k Felidingx = 0.87 k (applied V.) EFSslidinex=FslieeX (13.1 k) = 15.0193 FSslidinex = 15.0193 2 FSslidin9Regd = 1.0 ✓ Fshdingi = 0 k (applied Vi) FSslidingz=Fsr�a�gz 13.11 k) = 21858.1167 FSslidingZ = 21858.1167 2 FSsI,dingRegd = 1.0 ✓ Uplift Uplift Wf = 38.83 k (weight of footing) We = 0 k (weight of pedestal) Fob=c overbunfen(Ane-Aped) - (0 psf)[(72.25 ft')-(2.78 W)] = 0 k =Y Fd.=Wf+Wp+Fob+Faddl = (38.83 k)+(0 k)+(0 k)+(0 k) = 38.83k Pup=O-P = 0-(-6.05k) = 6.05k 'Sup=Fd-= ((6 1 k)) = 6.4219 'Sup = 6.4219 2 FSupRegd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project Rg @ 130.11:g Page 20 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 007 Combination: 0.61D + 0.6Wnx] Forces Factored Loads Axial Force -6.25 k MomentX -39.89 fCk ,.man:Z 8 75 fl k 533 7 psf 889 psf ShearX 0.87k ShearZ 0 �'�"_""/-�`� Resultant=17.05k Overburden o Pat 8 / p Footing Weight 23.3 k Pedestal Weight 0 k Z f Bearing Pressure LX Sallow ' 1000 psf z g9ross = 889 psf ✓ ------------ 0 psf 0 psf Max pressure=889 psf (Gross: Includes effects of footing weight and overburden) Overturning Overturning Wf = 23.3k (weight of footing) We = O k (weight of pedestal) Fab=gaverburaen(Aftq-Aped) _ (0 psf)[(72.25 ft2)-(2.78 ft2)] = 0 k OTMx=Mx-Vz(tf+Hp) = (-39.89ftk)-(0k)[(43in)+(Oin)] = -39.89ftk RMx=(P+Wp)dz+(Wf+Fab)bz/2 = [(-6.25k)+(Ok)](4.25ft)+[(23.3k)+(Ok)](8.5ft)/2 = 72.46ftk .a FSOTx=O ((739.89 ftkk) = 1.8164 4.25 ft-a.25n FSOTX = 1.8164 z FSOTregd = 1.0 V/ OTMz=Mz+Vx(tf+Hp) = (8.75ft-k)+(0.87k)((43in)+(Oin)] = 11.88ftk °1 RMz=(P+Wp)dx+(Wf+Fab)bx/2 = [(-6.25k)+(Ok)](4.25ft)+[(23.3k)+(Ok)](8.5ft)/2 = 72.46ftk s RM _ (72.46fCk) FSorz=OTM (11.88 It k) = 6.1014 FSOTZ = 6.1014 z FSOTregd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 21 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 007 Combination: 0.6D + 0.6Wnx] (continued) Sliding Slims Wt = 23.3 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=9ovemureeo(A0s-Aped) = (0 psf)[(72.25 It)-(2.78 ft')] = 0 k Fresisl=Cf(WI+Wp+Fub+P)+Fpassive = (0.40)[(23.3 k)+(0 k) to k)+(-6.25 k)) to k) = 6.82k F:iiaingx = 0.87 k (applied Vx) _ Z FSslmingx=Fsl (6.82 k)idingx (0.87 In = 7.8061 FSslminsx = 7.8061 z FSstdingRegd = 1.0 ✓ Fslidingz = 0 k (applied Vi) FSslldineZ—Fsliee, (6(0 kJk) — 11365.750 FSslidingz = 11365.750 z FSslidingRege = 1.0 ✓ Uplift Uplift Wf = 23.3 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=goverburden(Apg-Aped) _ o psf)[(72.25 ft')-(2.78 ft')] = 0 k V Fdovo=Wr+Wp+Fob+Feddl = (23.3 k)+(0 k)+(0 k)+(0 k) = 23.3k XFup=0-P = 0-(-6.25 k) = 6.25k FSup=F (6 25 k)= = 37269 FuP FSup = 3.7269 z FSupRegd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 22 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 001 Combination: 0.6D + 0.6Wnx] Forces Factored Loads Axial Force -3 k Moment 19.95@k , Moment 16.59 ftk 0p5f % 262.1 psf ShearX 0.44 k __ Shear? 0k Overburden a psf i/�`u v Footing Weight 23.3 it k Pedestal Weight 0 k p ? ! Bearing Pressure li L ' Resultant=20.31 k % galla. = 1000 Pat 2 ggross = 657.7 psf ✓ �.._.m._.�.._._.___i 297.8 psf 657.7 psf Max pressure=657.7 psf (Gross: Includes effects of fooling weight and overburden) Overturning Overturning Wf = 23.3 k (weight of footing) Wp = 0 k (weight of pedestal) Fab=9avemurden(Aft,-Aped) = (0 psf)[(72.25 ft')-(2.78 ft')] = 0 It OTMx=Mx-Vz(tf+Hp) = (19.95ftk)-(3k)[(43in)+(0in)] = 19.95Rk RMx=(P+Wp)d,+(Wf+Fab)b,12 = [(-3k)+(Ok)](4.25ft)+[(23.3k)+(Ok)](8.5ft)/2 = 86.3ftk FSpTX=O (19.95 ft to - 4.3256 X 4.25 ft-a.251t FSor, = 4.3256 i FSOTregd = 1.0 1/ OTMi=Mi+Vx(if+Hot = (16.59 It k)+(0.44 k)[(43 in)+(0in)] = 18.15ftk v RMi=(P+Wit)dx+(Wf+Fab)bx/2 = [(-3k)+ink)](4.25ft)+[(23.3k)+(0 k)](8.5 ft)12 = 86.3ftk s FSOTZ=OTMi (186 3 111) = 4.7539 FSOT7 = 4.7539 z FSOTrega = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 23 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 001 Combination: 0.61D + 0.6Wnx] (continued) Sliding suEina W, = 23.3 k (weight of footing) Wo = 0 k (weight of pedestal) Fob'9over,urden(Ana-Aped) = (0 psf)[(72.25 ft')-(2.78 ft')] - 0 k Fresisl=Cf(Wf+Wp+Fob+P)+Fpessod — (0.40)[(23.3 k)+(0 k)+(0 k)+(-3 k)]+(0 k) = 8.12k FelldingX = 0.44 k (applied V,) Z FSslidinYA F Fe (0.44 k) — 18.6203 �`- X FSsudmgx = 18.6203 z FSslidingRogd = 1.0 V/LJ Feidingi = 0 k (applied Vi) E .12 FSspd;ng2=Fstm;na2 8(0 k)k) = 6768.4750 FSsrdingz = 6768.4750 z FS,ld;n,,Regd = 1.0 ✓ Uplift uorn Wf = 23.3 k (weight of footing) We = 0 k (weight of pedestal) Fob=9overburden(A0g-Aped) _ (0 psf)[(72.25 W)-(2.78 fts)] = 0 k V Fdo, =Wf+We+Fob+Faddl = (23.3 k)+(0 k)+(0 k)+(0 k) = 23.3k Y Fup=O-P = 0-(-3k) = 3k FS,,=FFuv = (2(3 k)k) = 7.7793 FSup = 7.7793 z FS,Regd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 24 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 004 Combination: 0.6D + 0.6Wnx] Forces Factored Loads Axial Force -6.25 k Moment 39.89 ft Moment Z 8.75 ft k 0 psf 0 psf Shear X 0.87 k Shea Ok Overburden 0 psf Footing Weight 23.3 k Pedestal Weight 0 k „r� Bearing Pressure Z"�` F� x gall_ = 1000 psf > q = 889 psf ✓ - - Resultant=l7.OSk 9rosa 533.7 psf 889 psf Max pressure=889 psf (Gross: Includes effects of footing weight and overburden) Overturning Overturning Wf = 23.3k (weight of footing) Wp = 0 k (weight of pedestal) Feb=gaved,u,dan(Any-Apad) = in psf)[(72.25 ft')-(2.78 ft')] = 0 k OTMx=Its-Vz(tr+Hp) = (39.89 ft k)-(0 k)[(43 in)+(oin)] = 39.88ftk Rex=(P+Wp)da+(Wf+Fab)ba/2 = [(-6.25k)+(Ok)](4.25fit)+[(23.3k)+(0 kt(8.5 ft)/2 = 72.46RL 72.46 ft k) FSOTX=OTMx __ (39.88 ft k) = 1.Btfi6 '4.25 h-a.25Fl FS@TX = 1.8166 2 FSOT,gd = 1.0 ✓ �p OTMi=Mi+Vx(tf+Hp) = (8.75f1k)+(0.87k)[(43in)+(pin)] = 11.88H+k RMd=(P+Wp)dx+(Wf+Fab)bx/2 = [(-6.25k)+(Ok)](4.25ft)+[(23.3k)+(Ok)](B.Sh)/2 = 72.46ftk a FSOTZ= % = (72.46 ft k) = 6.1014 OTM, (11.88 ft k) FSOTZ = 6+1014 > FSOTregd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 25 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 004 Combination: 0.6D + 0.6WnxJ (continued) Sliding Sliding Wf = 23.3 k (weight of footing) W = 01, (weight of pedestal) Fob=9ovemorcen(AU-Aped) = (0 psf)[(72.25 fh)-(2.78 ftrL = 0 k Fresisi=Cf(Wf+Wp+Fob+p)+Fpossive = (0-40)[(23.3 k)+(0 k)+(0 k)+1-6.25 k)]+(0 k) = 6.82k Fsiid'mgX = 0.87 k (applied V.) Z FSs inL = 6.82 k) = 7.8061 d ex=FslidmgX (0.87 k) �X FSslidingX = 7.8061 z FSslid'ogRead = 1.0 ✓ k �J FsiidogZ = 0 k (applied V� FSslidlugZ F b I,tngz 6(O k)k) = 11365.750 FS51idmgZ = 11365.750 z FSsnd',,Regd = 1.0 ✓ Uplift Uplift Wf = 23.3 k (weight of footing) Wp = 0 k (weight of pedestal) Fab=9ovemurden(Ann-Aped) _ (0 psf)[(72.25 fl')-(2.78 ft°)] = 0 k Y Ed.=Wr+Wp+Fob+Faddl = (23.3 k)+(0 k)+(0 k)+(0 k) = 23.3k x Fup=O-P = 0-(-6.25 k) = 6.25k FSup=FFua = (6 25 k) = 3.7269 FSup = 3.7269 2 FSupRegd = 1.0 ✓ QuickFooting 4.0(iesweb.com) C:\Users\erne...\Northeast Animal Shelter Project ftg @ 130.ftg Page 26 of 26 Friday 10/16/15 4:31 PM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. (1 ) CORNER COLUMN OFFSET Design Detail Y LX 25 ft� .. _. _ -- X Bars'. 18-R6(@-5.43 in) _._ - --ZBars. 18-46(@-5.43 in) Z f Z YJI Y OFFSET 21" 8.25 it Check Summary Criteria Ratio Check Pmvided Regwred_ Combination _-Pooling _.__.-_ -1352 ft _ .__.- ____. .._. Building Code IBC 2012 ,/0.009 X Flexure(-Z) 1352 ft, 1158 fDk 12D+10Wnx Strength Load Combinations IBC 2012(Strength) ,/0.078 XFlexure(-X) 1352f , 433I f, 1AD+1.OWnx Stability Load Combinations ASCE7-100(ASD) ,/0.031 ZFlexure(-X) 1379f , 433ftk 1AD Allowable Bearing Pressure 1000 psf V 0.031 Shear(re(+X) 1379 fPk 0, ft k 1.4D Gross/Net Gross V0.000 Shear(-Z) 316.2, 0k 1.20 overturning F.S. F.S. 100 ,/0.055 Shear(+Z) 316.2, 17.3, LPD+1.OWnx Sliding F.S. 1.00 ,/0008 Shear(-X) 322.3k 2.55k 1AD Uplift F.S. 1.00 ,/0.008 Shear(+X) 322.3 k 2 56 k 1AD Additional Uplift Resistance 0 k ,/0.967 Min Steel Z 7,92 in' 7.66 in' 1AD Friction Cort Resin 0,40 ,/0.967 Min Steel X 7.92 in' 7.66 in' 1.4D Passive Soil Resistance lb +/0.081 Min Strain Z 00497 00040 1.4 150 Concrete Weight 0,65 tN x/0.079 Min Strain X 164.3 0.0040 1.40 Parme beta(for biaxial) 0.65 x/0.056 Punching Shear 164.3 psi 9.28 psi - 1.- - Include looting weight in strength bearing pressure Yes Include overburden in strength bearing pressure Yes Stability. -_ -- _._- --- _-._ ______ _-_._-1 9 9 P v`0.296 Bearing Pressure 3.37 ps( 851.1 psf 1.6D+O6Wnx ,/0.296 Overturning-X 3.373 1.000 c6D+0SWnx ,/0.086 Ovenuming-Z 11.583 1.000 GsD+O6Wnx ✓0.062 Sliding-X 16.171 1.000 GsD+0SWnx ✓0.000 Sliding-Z 6.85913 1.000 OGD+0.6Wnx ,/0.146 Uplift 6.859 1000 0.60+O.6Wnx Loads Summary(Service Loads) Load Set Name Source P Mx LIZ Vx V. Overburden Node 047 Dead OA7k -0.19@, 0.11 RB -0k -0k 0psf Node 047 Wind(-X) -5.81 k ass If k -14.01 fik 0.77 k -0 k 0 psf Node 050 Dead 0A7 k 0.19 @, 0.11 If, -0, O k 0 par Node 050 Wind(-X) -5.81 k -35.5 fl k -14.01 @k 0.77 k 0 k 0 psf Quickl000ting 4.0 )esweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 1 of 18 Saturday 10/17/15 6:35 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. (3) CORNER COLUMNS Design Detail ---43 ini 0.25 ft - X Bars: 18-#6(@-5.43 in) ------- ZBars: 18-#6(@-5.43 in) Z YJ i E.25 fl� Check Summary Criteria - Ratio Check Provided Required Combination Footing _ _ - ___ _ ._ --.__ _-_ ] Strengtldingh Code IBC 2012 ✓0.035 XFlexure(-Z) 1352ftk 4714It, 12D+10Wnx Strength Load Combinations IDC2012(SAso)h) ✓0.035 %Flexure FX) 1352ftR 4].14It, 12D+1.OWnx Stabilitye Be Combinations ASCE?-10(ASD) ✓0.031 Z Flexure F,X 1379 fPk 43.24 f it 1 4D Allowable eeadng Pressure 1000 psf ✓0031 Shear re(+X) 1379 fPk 357 fPk 14D Gross/Net Gross ✓0011 Shear FZ)RZ 316.2, 3.57k 1.2D Overturning ES. FS. 100 . ✓0.011 Shear FX)) 316.2, 3.55k 1.2D+1.OWnx Sliding EB. 1.00 ✓0.008 Shear FX) 322.3k 2.55, LAD Uplift FS. 1.00 ✓0.007 Shear(+X) 7.92 i k 2.55 k 1.4D Additional Uplift Resistance 0 k ✓0.967 Min Steel Z 7.92 in' 7.66 in' 1 4D Pachon coefficient Resin 0.40 ✓0.967 Min Steel X 7.92 in' 7.66 in' 1.AD Passive Soil Resistance O lb ✓0.071 Min Strain Z 0.0497 0.0040 1AD Concrete Weight 150 0.65 P ✓0.079 Min Stein% 0.0507 0.0040 1 4D Parma beta(for biaxial) 0.65 _0.021 Punchin9 Shear 1643 si 3.44 i_ 12D+10Wnx Include footing weight in strength bearing pressure Yes - -'-- - - P_-- Ps_ -- '--- ---- Include overburden in strength bearing pressure Yes t 0.Stability __ J ✓0.791 Dearing Pressure 3.65 psf 791.3 psf tOD+0SWnx ✓0.2]4 Ovenuming-% 3.650 1000 O.6D+0SWnx ✓0.086 Overg-X -Z 16171 1.000 O.6D+O.6Wnx ✓0.072 Sliding-X 16.171 1.000 06D+O.6Wnx ✓0.000 Uplift g-Z 5,86fi13 1.000 O6D+OfiWnx ✓0.146 Uplift 6.859 1.000 O6D+O.6Wnx Loads Summary(Service Loads) Load Set Name Source P Mx Mz VIE Vz Overburden Node047 Dead 0.47 IN -0.19 it, 0.11 ft Pk -0k -Ok Opsf Node 047 Wind(-X) -5.81 it 35.5 it -14.01 It k 0.77 k -0 k 0 psf Node 050 Dead 0.47 k 0.19 ft k 0.11 fPk -0 k 0 k ape Node 050 Wind(-X) -5.81 k -35.5 fl, -14.01 ft k 0.77 k 0 k 0 psf QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 1 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Capacity Calcs FootingX-Direction Capacity General Section Calc.IACI 318-11 10.2 71 A,f„ (7.92 int)(60000 psi) a__0.85 F,b,,, 0.85 13000 psi)(99 in) - 1.88 in 31 = 0.850 (F,n 4000 psi) x=a/p1 = (1.88 in)/(0.850) = 2.21 in Capacity Calcs(ACI 318-11 7.12 2.1 8.6.1.10.2 10 3 10.6 4 11 2 1.1 1 P, = 1.0 (normal weight concrete) dM,=b As fv(d-a/2) _ (0.90)(7.92 in')(60000 psi)[(39.63 in)-(1.88 in)12] = 1379 ft k 4Vc=b 2 iF.b,d = (0.750)2(1.0) 3000 psi(99 in)(39.63 in) = 322.3 k Armin=0.0018 60000 A9 = 0.0018 60000(60000 psi)(29.56 fP) = 7.66 in' ei=0.003(d-1) = 0.003[((2213 in) 1� = 0.0507 0e_ye]opment(ACI 318-11 12.2) W = 1.0 (12 inches or less cast below - 3.00 inches) Y We = 1.0 (bar not epoxy coated) A ve = 0.80 (bars are#6 or smaller) Z =- 1. = 1.0 (normal weight concrete) s/2 = (5.13 in)/2 = 2.56 in •-•- i 1 cover db/2 = b (3 in)+(0.75 in)/2 = 3.38 in e.25 cb = 2.56 in (lesser of half spacing,etr to surface) Kir = 0.0 (no transverse reinforcement) cb+KS= (2.58 in)+(0.0)= 3.4167 db (0.75 in) Id= 3. f, w we Ts db = 3. (60000 psi) (1.6)(1.0)(0.80) (0.75 in) = 19.72 in � (401 2.5 ) 40(1.0) 3000psi 2.5 QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project Rg @ 130 10-16-15 COR... Page 2 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Capacity Calcs (continued) Footing Z-Direction Capacity General Section Cates IACI 318-11 10.2 71 A,f„ (7.92 in')(60000 psi) a__0.85 F�bµ, 0.85(3000 psi)(99 in) - 1.88 in P, = 0.850 (F,54000 psi) x=a/pi = (1.88 in)/(0.850) = 2.21 in Capacity Calcs IACI 318-11 7.12.2.1,8.6.1,10 2 18 3.10.5 4.11 2.1 1 1 1 = 1.0 (normal weight concrete) p M,=p As fY,(d-a/2) _ (0.99)(7.92 in')(60000 psi)[(38.88 in)-(1.88 in)/2] = 1352 fPk 0Vc=021Yrcbwd = (0.750)2(1.0) 3000psi(99in)(38.88in) = 316.2k Ai,,,;,,=0.0018 600 00 As = 0.0018 60000(60000 psi)(29.56 fP) = 7.66 in' s1=0.003(x-1) = 0.003[0821 in)) 1] = 0.0497 Deyelooment IACI 318-11 12.21 1.0 (12 inches or less cast below - 3.00 inches) Y I We ' 1.0 (bar not epoxy coated) a Ws = 0.80 (bars are#6 or smaller) X - x = 1.0 (normal weight concrete) � s/2 = (5.13 in)/2 = 2.56 in cover+db/2 = (3 in)+(0.75 in)/2 = 3.38 in 825 it c, = 2.56 in (lesser of half spacing,ctr to surface) Ky = 0.0 (no transverse reinforcement) ce+Kv= (2.56 in)+(0.0)_ 3.4167 db (0.75 in Ia= 3. f,Wx T.Ts db 3. (60000 psi) (1.0)(1.0)(0.80) (0.75 in) = 19.72 in 40% Fc z.5 = 40(1.0) 3000 psi z.s QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-1645 COR... Page 3 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Capacity Calcs (continued) Footing Punching Shear Capacity Punching Shear(ACI 318-11 11.11.1.2 11 N 2 1 1 ba = 197 in (perimeter of critical section) p = U (column width ratio) as = 40.0 (intericrcolumn) 1. = 1.0 (normal weight concrete) (a) Vs=(2+4 xFFFled = [2+ 140)](1.0) 3000 psi(197in)(39.25 in) = 2541k (b) V._(°b+1 2)i.F ba d = (40.0)(39i,5 in)+2J(1.0) 3000 psi(197 in)(39.25 in) = 4222 k (197(c) Vs=4 iyre bad = 4(1.0) 3000 psi(197 in)(39.25 in) = 1694k 49.25 in--1 PVn=0 Vc = (0.750)(1694 k) = 1271 k ova=tVa/(bo d) _ (1271k)/[(197 in)(39.25 in)] = 164.3 psi rIZLIValues needed for check(ACI 318-11 11.11.7.1 R11.11 7.1 can 13-1 R11.11.7.2 1 — lJ X E" Yvx=1- 1 = 1- 1 = 0.40 n a i 1 Y,2 b 1.2 (49.25 in) i 3. b, 3. (49.25 in) ___________ Yy"=' 1- 1 = 1- 1 = 0.40 2 2 (49.25 m) 1 3. bi 1 3,'V(49.25 in) 4 = 3622177 in^4 (calculated tram ACI R11.11.7.2) e 25 ft Ji = 3622177 in"4 (calculated from ACI R11.11.7.2) QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project Rg @ 130 10-16-15 COR_. Page 4 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 047 Combination: 1.21D + 1.0Wrl Reinforcement Limits Factored Loads Axial Force -5.24 k Min Steel Cheek(ACI 718-11 Ch 10.5.4.7.12.2.11 Moment X 35.27 fFAs = 7.92 in' z Azmin ' 7.66 in' ✓ Momenl2 0.77 k bill, 313.3 sf 71'.72.. sf SI=X O.IIk p p ShearZ -0k Min Steel Check(ACI 718-11 Ch 10.5.0.7.12.2.1) Overburden 0 psi I}VyY', Az = 7.92 in' z Azmin = 7.66 iW V/Fooling Weight 43.9 k Z Pedestal Weight 0 k esultant=3 .66^&6*Check IACI 318-11 Ch 10 3 51 P rL� zt = 0.0507 z runic = 0.0040 ✓ P i Min Strain Check(ACI 318-11 Ch 10.3.51 et = 0.0497 a ztmin = 0.0040 ✓ 1064 psf 822.8 pat Max pressure(factored)=1064 pat (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure I+X side) M,=R,d, _ (153441b)(21.45 in) = 27.42 It k 11.05k 15.34k lMn = 1379 ft k z Mu = 27.42 It I ' Z-Fleaure 1-X side) Mil=R,d, = (19412 Ib)(22.88 in) = 37.02 ft _ pMn = 1379ftk z Mu = 37.02 ft✓ \ \ X-Flexure(+Z side) _ >\ Mx1=Rx1 dxi = (23703 Ib)(23.87 in) = 47.14 ft k tMn = 1352 ft 2 Me = 17.3Itk ✓ X.Flexure I-Z side) 1 MI, Fix,dx2 = (11053 lb)(18.78 in) = 17.3 ft ,IM, = 1352 ft k 2 Mu = 47.14 It ✓ 23.7 k 19.41 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 5 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 047 Combination: 1.2D + 1.0Wnx] (continued) Footing Shear Shear(+X side) V12=Rx4 = (1519 Ib) = 1.52 k 0.83 k 229 k pVn = 322.3 k z Vo = 1.52 k✓ / Shear(-X side) I i V,=rl 3 = (2289 lb) = 2.29 k W, = 322.3 k _ Vo = 2.29 k✓ ZLI Z Shear(+Z sidel L4—X �X Vi2=R14 = (82716) = 0.83 k Wn = 316.2k z Vu = 0.83k✓ Shear(-Z side) Vit=Rx3 = (3566 lb) = 3.57 k W, = 3162k z Vu = 3.57k✓ 3.57 k 1.52 k Footing Punching Shear Punching Shegr Check(ACI 318-11 Ch 11.12.1.2 11.11.2 i.R11.11 7 21 Ppunrh'mg=Ptotal+Wp-Ppenmeter = (-5.24 k)+(o k)-(9.57 k) _ -14.81k va=�V +v.HM,x e.+l.,M .e bed JX : ��llllllllUil Jz / (14.81 k) +(0.40)(35.28 fb k)124.63 in)+(0.40)(11.56 It k)(24.63 in) (197 in)(39.25 in) (3622177 in"4) (3622177 in"4) = 3.44 psi On = 164.3 psi z va = 3.44 psi✓ I 9.57 k QuickFooting 4.0(iesweb.corn) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 6 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 050 Combination: 1.2D + 1.OWnx] Reinforcement Limits Factored Loads Axial Force -5.24 k Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.11 Moment X -35.271 k Az = 7.92 int >_ Azmin = 7.66 in' ✓ Momenl2 -13. k 88 fi k 1064 psf 822.8 psf Shin 0.77 Shma Xz 0 k fi"""""""g i Min Steel Check(ACI 318-11 Ch 10 5 4.]12.2 11 overt, Men 0 psf f ' V,Fooling Weight 43.9 k F3esultant=3 .66 k(�tordd92 in' z A,,, = 7.66 in Pedestal Weight 0 k Min Strain Check(ACI 318-11 Ch 10 3.5) X j st = 0.0507 z etmin = 0.0040 ✓ Min Strain Check(ACI 318-11 Ch 10 3.5) _ et = 0.0497 z stme = 0.0040 ✓ 313.2 psf 71.72'pit Max pressure(factored)=1064 psf (Includes effects.of overburden and footing weigh) Footing Flexure Z-Flexure(tX side) M,=R,d, = (1534416)(21.45 in) = 27.42 ft k 23.7k 15.34 k 0Mn = 1379 It k z Ma = 27.42 ft k✓ Z-Flexure(-X side) Mil=Ri1 di1 = (19412 16)(22.88 in) = 37.02 It k 1 0Mn = 1379 It k z Ma = 37.02 ft k✓ / \ X-Flexure(tZ sitlel / \ M, Rx1 dr1 = (11053 11b)(18.78 in) = 17.3 ft k IM, = 1352 ft k z Mu = 47.14 ft k✓ i X-Flexure(-Z side) Mrz=R, JV = (23703 In 123.87 in) = 47.14 ft k Wn = 1352 ft+k 2 Mu = 17.3 ft k ✓ 11.05 k 19.41 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 7 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 050 Combination: 1.2D + 1.OWnx] (continued) Footing Shear Shear f+X sitlel VV=Rx4 = (1519 lb) = 1.52 k 3.57 k 2,29 k pVn = 322.3 k z Vu = 152 k✓ / Shear bX side) Vxt=Rx3 = (22891b) = 2.29 k _ 0Vn = 322.3 k z Vn = 2.29 k✓ ._2_...: '` IZ Shear(+Z side) Va=R, = (35661b) = 3.57 k OV, = 316.2 k > Vu = 3.57 k✓ T / Shear 1-Z side) Vi)=Rz3 = (826.9 lb) = 0.83 k mV, = 316.2 k Vu = 0.83 k✓ 0.83 k 1.52 k Footing Punching Shear Punching Shear Check(ACI 318-11 Ch 11.12 1.2 11.11 2.1.1111.11.7.21 Ppunming=Ptotal+Wp-Ppenmeter = (-5.24 k)+(0 o-(9.57 k) _ -14.81k vu=�V 7.M,a +,Iw Mex ex bed Jx 3z (14.81 k) +(0.40)(35.28 f4 k)(24.63 in)+(0.40)(11.56 It k)(24.63 in) (197 in (39.25 inJ (3622177 in"4) (3622177 in"4) = 3.44 psi mvn = 164.3 psi z vu = 3.44 psi✓ 9.57 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project Rg @ 130 10-16-15 CDR... Page 8 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 050 Combination: 1.4D] Reinforcement Limits Factored Loads Axial Force 0.66 k Min Steel Check(ACI 318A1 Ch 10.5.4.7.12.2.1) Moment 0.26 ft k Az = 7.92 in' z Azmin = 7.66 in' ✓ Moment 2 0.15 ft k 762.2 psf 762.2 psf ShearX -0k ShearZ 0 k -=:-srr- Min Steel Check(ACI 318-11 Ch 10.5.4.7.12.2.1) Overburden OPs( Footing Weight 51,22 k Az = 7.92 in' 2 Axial, = 7.66 in' ✓ Pedestal Weight 0k Z Resultant=5 .88 Ufactared) to Strain Check(ACI 318-11 Ch 10.3.51 -- a i st = 0.0507 >_ rtmia = 0.0040 V/ I Min Strain Check(ACI 318-11 Ch 10.3.51 _. _I st = 0.0497 z rtmin = 00040 ✓ 762.2 psf 762.2 psf Max pressure(factored)=762.2 psf (includes effects of overburden and footing weigh) Footing Flexure Z-Flexure IBX side) M�=Rig d� = (23320 Ib)(22.25 in) = 43.24 ft k 23.32 k 23.32 k pMn = 1379 It k z Mn = 43.24 ftrk✓ Z-Flexure(.X side) Mil=Rr1 dr1 = (23320 to)(22.25 in) = 43.24 It k _ Wn = 1379 ft k z Mu = 43.24 ft k✓ / \\ X-Flexure OZ side) \ / \ Mxt=Rx1 dx1 = (23320 Ib)(22.25 In) = 43.24 It It pMn = 1352 ft k z Me = 43.24 ft k✓ X-Flexure(-Z side) ,t Mx2=Rxz dxz = (23320 lb)(22.25 in) = 43.24 ft k Win = 1352 It k 2 Me = 43.24 R k✓ 23.32 k 23.32 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 9 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 050 Combination: 1.41D] (continued) Fooling Shear Shear I+X sWO Vy R, = (2555 lb) = 2.55 k 2.95 k 2,55 k Wn = 322.3 k 2 Vu = 2.55 k✓ jShear(-X side) / Vx1=Ry = (2555 lb) = 2.55 k Wr = 322.3 k z Vu = 2.55 k✓ �JZ - / Z She.,1+Z sitlel Vie=RA = (2948 Ib) = 2.95 k W, = 316.2 k 2 Vu = 2.95 k✓ Shear l-Z side) / Vit=Ria = (2948 lb) = 2.95 k jpVn = 316.2 k z Vu = 2.95 k✓ 2.95 k 2.55 k Fooling Punching Shear Panchine Shear Check IACI 318-11 Ch 11.12.1.2.11.11.2 1.R11.11.7.2) Ppunrhlne=Ptotal+wp-Ppemmeter = (0.66 k)+(o o-(12.84 Id _ -12.18k vu= V„ +y-M,,.e,,y_ V_e. bod J" _ (12.18 k) +(0.40)(025 ft Id(24.63 in)+(0.40)(0.15 ft-o(24.63 in) (197 in)(39.25 in) 13622177 in"4 (3622177 in"4) �� = 1.59 psi On = 164.3 psi >_ vu = 1.59 psi✓ 12.84 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 10 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 047 Combination: 1.4D] Reinforcement Limits Factored Loads Axial Force 066 k Min Steel Check[ACI 318-11 Ch 10.5.4.7.12.2.11 Marren X -0.26 fl k As = 7.92 int 2 Asmin = 7.66 int ✓ Moment Z 0.15 it k She762.2 psf 762.2 psf arX -0k ".2Z -0 k � -�Y-'4i Min Stegl Check[ACI 318-11 Ch 10.5.4.7.12.2.11 Overburtlen 0 psf As = 7.92 int z Ai, = 7.66 int V'Footing Weight 51.22 k Pedestal Weight 0 k Z Resultant=5 .88 k�factored) n Strain Check[ACI 318-11 Ch 18 7.51 X ei = 0.0507 > etmin = 0.0040 ✓ Min Strain Check[ACI 316-11 Ch 10.1.51 j - el = 0.0497 z rtmin = 0.0040 ✓ 762.2 psf 762.2 psf Max pressure(factored)=762.2 psf (Includes effects of overburden and footing weigh) Footing Flexure Z-Flexure I+X side) Mr2=R�dp = (23320 Ib)(22.25 in) = 43.24 ft k 23.32 k 23.32 k Wn = 1379 ft k z Mu = 43.24 ffk✓ 1 Z-Flexure I-X side) Mil=Ra1 d, = (23320 lb)(22.25 in) = 43.24 Wk _ Wn = 1379 ft k z Mu = 43.24 ft ✓ X-Flexure(+Z side) Mx1=Rx1 dxt = (23320 lb)(22.25 in) = 43.24 ft k 0Mn = 1352 ft z Mu = 43.24 ft k✓ X-Flexure l-Zside) 1 Mxa=Rx2 dx2 = (23320 Ib)(22.25 in) = 43.24 ft k Win = 1352 ft k 2 Mu = 43.24 ft k✓ 1 23.32 k 23.32 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project fig @ 130 10-16-15 COR... Page 11 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Strength Checks [Load Set: Node 047 Combination: 1.4D] (continued) Footing Shear Shear(+X side) Vy R.4 = (2555 Ib) = 2.55 k 2.95 k 2.55 k OVn = 322.3 k z Vu = 2.55 k✓ Shear(-X sidel V.1=R.s = (2555 lb) = 2.55 k mVn = 322.3 k z Vu = 2.55 k✓ Z - ./ ZI Shear(+Z side) f�X LAR Viz=R14 = (2948 Ib) = 2.95 k OVn = 316.2 k z Vu = 2.95 k✓ Shear(-Z side) / Vit=R.y = (2948 Ib) = 2.95 k OVn = 316.2 k z Vn = 2.95 k✓ 2.95 k 2.55 k Footing Punching Shear Punching Shear Check(ACI 318-11 Ch 11.121.2 11.11 2.1 R11.11 7.21 Ppunm'ing=Plo(al+Wp-Ppedmeter = (0.66 k)+(0 k)-(12.84 k) _ -12.18k vu= V„ +y.Max e +y,Muz e. bo d l3 (12.18 k) +(0.40)(0.26 It k)(24.63 in)+(0.40)(0.15 ft k)(24.63 in) ( in) 92 "4)5 in) (38221771n (3622177 in^4) = 1.59.69 psi(3psi mvn = 164.3 psi z vn = 1.59 psi✓ 12.84 k QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 12 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 047_ Combination: 1.0D + 0.6Wnx] Forces Factored Loads \ Axial Force -3.01 k Moment 21.11fPk Moment -8.3 It It Shear X 0.46 k 337.8 psf 195.3 psf Shear Z -0 k I."-" OverOurden 0 psf Footing Weight 36.58 k f Z Pedestal Weight 0 k I � Resultant 33.57 k Beadng Pressure x } 9ellow = 1000 psf z q = V/] era:: 791.3 psf 791.3 psf 648.8 psf Max pressure=791.3 psf (Gross: Includes effects of footing weight and overburden) Overturning Overturning Wf = 36.58 It (weight of footing) Wp = 0 k (weight of pedestal) Fob=9overbuNen(Aflg-Aped) = (0 psf)[(68.06 ft2)-(0.69 ft2)] = 0k OTMx=Mx-Vb gi,+Hp) = (21.11 It k)-(-0 k)[(43 in)+(0 in)] = 21A1f It RMx=(P+Wp)di+(Wf+Fob)bi/2 = [(-3.01 k)+(0 k)](4.13 ft)+[(36.58 k)+(0 k)](8.25 ft)/2 = 138.5 ft k RM __ (138.5ftk) FSorx=OTMx (21.11 ft k) = 6.5589 a.13 ft #.13fl FSor, = 6.5589 z FSOTregd = 1.0 V/ OTMr=Mr+Vx(tf+Hp) = (-8.3ftk)+(0.46k)[(43in)+(0in)] = -6.64ftk RMo=(P+Wp)dx+(Wf+Fob)bx/2 = [(-3.01 k)+tok)](4.13ft)+h36.58k)+(0 k)](8.25 ft) 2 = 138.5f4k x RM _ (138511k) _ FSpTZ=OTM (-6.64 It k) - 20.8716 FSOTZ = 20.8716 z FSorregd = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 13 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 047 Combination: 1.01D + 0.6Wnx] (continued) Sliding sudigo Wf = 36.58k (weight of footing) Wp = 0 k (weight of pedestal) Fob=goverburden(Ane-Aped) = (0 psf)[(68.06 ft2)-(0.69 W)] = 0 k Fresim=Cf(Wt+Wp+Fob+P)+Fpessive = (0.40)h36.58 k)+(0 k)+(0 k)+(-3.01 k)]+(0 k) = 13.43k Felldingx = 0.46 k (applied Vs) . Z. . FSsliemgx=Fsliesstg ((0.46 k)) = 28.9795 C�X FSslidingx = 28.9795 a FSslidingRegd = 1.0 ✓ Fslidingz = -0 k (applied Vi) FSAdingz=FsII�E gz (3.4 k)) = 13429.1175 FSslidingz = 13429.1175 z FSslldingRegd = 1.0 ✓ Uplift uulif! Wf = 36.58 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=govedburden(Ang-Aped) = (0 psf)[(68.06 ft2)-(0.69 IF)] = 0k Y Fd—=Wf+W +F �.. 1� p .o +Fo k) ddl = (3fi.58 kJ+(O +(O k)+(O k) = 36.58k Fup=O-P = 0-(-3.01 k) = 3.01 k FSup=F I(3.18k)) = 12.1508 P FS, ' 12.1508 >_ FSuPRegd = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 14 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 050 Combination: 0.6D + 0.6Wnx] Forces Factored Loads Axial Force -3.2 k Moment X -21.19 ft k Moment -8.3499 5731 psf 428.2 psf shear X 0.46 k p shear 0k -- --v""' �Ta overburden 0 psf Resultant=t8.75 k Footing Weight 21.95 k t Pedestal Weight 0 k 7 Bearing Pressure Lx I bellow = '1000 psf z q = 573.1 psf V/i 9rvss 122.7 psf - - 0 Pat Max pressure=573.1 psf (Grass: Includes effects of footing weight and overburden) -' Overturning Overturning Wr = 21.95k (weight of footing) We = 0 k (weight of pedestal) Fab=gaverburden(Ane-Aped) = (0 psf)[(68.06 W)-(0.69 ft')] = 0 k OTMx=Mx-Ve(tf+Hp) = (-21.19ftk)-(0k)[(43in)+(0in)] = -21.19ftk RMx=(P+Wp)di+(Wr+Fab)bi/2 = [(-3.2k)+(0k)](4.13ft)+[(21.95k)+(Ok)](8.25ft)/2 = 77.34ftk RM __ (77.34 Pok) - FSOTX=O M (-21.19ft.k = 3.6496 4,13 It %.13 n FSoTx 3.6496 z FSOTre9a = 1.0 ✓ OT%=Mi+Vx(tr+Hp) = (-8.34ftk)+(0.46k)[(43in)+(0in)] _ -6.68ftk x RM,=(P+Wp)dx+(Wr+Fob)bx/2 = [(-3.2 k)+(0 k)](4.13 ff+[(21.95 Q+(0 k)](8.25 ft)12 = 77.34 ft k - � FS _ RMi = (77.34 fbk) _ oTZ OTM, (-6.68 ft - 11.5827 FSOTZ = 11.5827 z FSOT,,d = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 15 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 050 Combination: 0.6D + 0.6Wnx] (continued) Sliding Sliding Wf = 21.95k (weight of footing) Wp = 0 k (weight of pedestal) Fob=9overbuNen(Ang-Aged) = o Pat)[(68.06 W)-(0.69 ft')] = 0 k Freeist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(21.95 k)+(0 k)+(0 k)+(-3.2 k)]+(0 k) = 7.5k Fzridinax = 0.46 k (applied V,) Z FSslidingx`Fzll (Q46 k)= 16.1706 [�X FSMid'mgx = 16.1706 z FSslidingRegd = 1.0 ✓ FsloingZ = 0 k (applied Vi) FSslidingZ=FF - _ (7.5 kJ = 4168 6125 udingz (0 kJ FS:liaingz = 4166.6125 2 FSslidingRegd = 1.0 ✓ Uplift Uplift Wf = 21.95 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=%v,uMen(Ara-Aped) _ (0 Pat[(68.06 ft')-(0.69 ft°)] = 0 k Y F&.=Wf+W p+Fo +F,ddi . (21.95 k)+(O k)+(0 k)+(O k) = 21.95k X Fnp=O-P = 0-(-3..2 k) = 3.2k FSnp=FFun = ((3.2 k)11 ) = 6.8586 FSup = 6.8586 z FSu,R,,d = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 16 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 047 Combination: 0.6D + 0.6Wnx] Forces Factored Loads Axial Farce -3.2 k Moment 21.19 ft \ Moment Z -8.34 ft 122.8 psf 0 psf Shearx 0.46k ShearZ -0k I-- overburden 0 pat II Footing Weight 21.95 k Z Pedestal Weight O k Bearing Pressure Resultant=18.75 k 9allrnv = 1000 psf z ggress = 573.1 psf ✓ i i 573.1 psf 428.1 psf Max pressure=573.1 psf (Gross: Includes effects of footing weight and overburden) Overturning Overturning Wt = 21.95 It (weight of footing) Wp = 0 k (weight of pedestal) Fab=gaverburden(Aftg-Aped) = (0 psf)[(68.06 W)-(0.69 W)] = 0 k OTMx=Mx-Vz(tt+Hp) = (21.19ft k)-(-0 k)[(43 in)+(0 in)] = 21.19 ft k RMx=(P+Wp)do+(Wf+Fab)bz/2 = [(-3.2 k)+(0 k)j(4.13 ft)+[(21.95 k)+(0 k)](8.25 ft)/2 = 77.34 ft k R __ (77.34 ftk) FSOTx= M 3.6504 OTMx (21.19 ftk) = 4.13ft #.1aR.. FSOTx = 3.6504 z FSOrre9d = 1.0 ✓ OTMz=Mz+Vx(tf+Hp) _ (-8.34 ft k)+(0.46 k)[(43 in)+(pin)] _ -6.68 It It RM.=(P+Wp)dx+(Wf+Fab)bx 12 = [(-3.2 k)+(0 k)](4.13 ft)+[(21.95 k)+(0 k)](8.25 ft)/2 = 77.34 ft k FSOTz= RMp _ (77.34 fPk) = 11.5827 OTM, FSOTz = 11.5827 z FSOTregd = 1.0 ✓ QuickFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ring @ 130 10-16-15 COR... Page 17 of 18 Saturday 10/17/15 6:36 AM Ernesto De Oliveira Northeast Animal Shelter Project HYPARS @ 130 mph 10-16-15 SOLAR DYNAMICS CORP. Stability Checks [Load Set: Node 047 Combination: 0.61D + 0.6Wnx] (continued) Sliding sraiR Wf = 21.95k (weig ht of foot ng) Wp = 0 k (weight of pedestal) Fob=coverbumen(Ang-Aped) = (0 psf)[(68.06 ft2)-(0.69 ft')] = 0k Fresist=Cf(Wf+Wp+Fob+P)+Fpessive = (0.40)[(21.95 k)+(0 k)+(0 k)+(-3.2 k)]+(0 k) = 7.5k Fslidingx = 0.46 k (applied V.) Z FSslidingX= (7.5 kFsliaingx (0.46 k) — 1fi.1706 f�X FSslidingx = 16.1706 z PSslidingRegd = 1.0 ✓ Fsidingz = -0 k (applied Vi) FSslidirg2— slirdinez (7 F 0 k) — 12499.8375 FSsliding2 = 12499.8375 2 FSslldingRegd = 1.0 ✓ Uplift UPIM Wf = 21.95 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=govertumen(Agg-Aped) _ (0 psf)[(68.06 ft2)-(0.69 ft2)] = 0 k Y Fdown=Wf+Wp+Fob+Faddl = (21.95 k)+(0 k)+(0 k)+(0 k) = 21.95k x Fup=0-P = 0-(-3.2 k) = 3.2k FSup=FFup = (21(3.2 k)95 ) = 6.8586 FSup = 6.8586 2 FSupRegd = 1.0 ✓ QwckFooting 4.0(iesweb.com) ...\Northeast Animal Shelter Project ftg @ 130 10-16-15 COR... Page 18 of 18 Saturday 10/17/15 6:36 AM www.hilti.us Profis Anchor 2.6.1 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/16/2015 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.36 1 Effective embedment depth: he,=25.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08/CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=2.000 in.;t=1.250 in. Hilti Grout:CB-G EG,epoxy,f,,,,,=14939 psi Anchor plate: Ix x ly x t=23.000 in.x 23.000 in.x 1.250 in.;(Recommended plate thickness:not calculated Profile: Round HSS,Steel pipe(AISC);(L x W x T)=14.000 in.x 14.000 in.x 0.312 in. Base material: uncracked concrete,3000,f,'=3000 psi;h=42.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[lb,ft.lb] Z �1 .36' 4,454 _yam � ...,� i A - 903 X Input data and results must be chocked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL9494Schaan Hilti is a registered Trademark of Hili AG Schaan www.hilti.us Profis Anchor 2.6.1 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/16/2015 E-Mail: 2 Load case/Resulting anchor forces ----- Load case Design loads 0. Com s. g Anchor reactions[Ib] Tension force.(+Tension,-Compression) r 07 010 Anchor Tension force Shear force Shear force x Shear force y 1 7974 613 150 594 2 12966 693 499 480 3 15220 738 715 184 O6 x 01 4 13873 738 715 -184 5 9441 693 499 -480 �\ 6 3617 613 150 -594 05 Tl � 1n 0 2 7 0 520 -199 -480 psi' 8 0 453 -415 -184 04 03 9 0 453 -415 184 10 2150 520 -199 480 max.concrete compressive strain: 0.36[°ho] max.concrete compressive stress: 1554[psi] resulting tension force in(x/y)=(1.292/-5.459): 65241 [lb] resulting compression force in(x/y)=(-2.065/8.721):53969[lb] 3 Tension load Load N,,,[lb] Capacity [lb] Utilization N„/^ Status Steel Strength* 15220 26361 58 OK Pullout Strength* 15220 27354 56 OK Concrete Breakout Strength** 65241 209007 32 OK Concrete Side-Face Blowout,direction*' N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Ns, =n Assn fat, ACI 318-08 Eq.(D-3) 0 Nste,i z N,,, ACI 318-08 Eq.(D-1) Variables n Ase,ly[in'] rata[psi] 1 0.61 58000 Calculations Nsa[lb] 35148 Results Nsa Ilbl 05teei 0 Ns.[lb] Naa[lb] 35148 0.750 26361 15220 Input data and results must be checked for agreement with the existing wnditions and for plausibility) PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hih is a registered Trademark of Hilli AG,Sohaan w .hilti.us Profis Anchor 2.6A Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 10/16/2015 E-Mail: 3.2 Pullout Strength NPN =Wo,p No ACI 318-08 Eq.(D-14) NP =8 Adra f ACI 318-08 Eq.(D-15) $NpH>_Nua ACI 318-08 Eq.(D-1) Variables Top Abm[In 2] {c[psi] 1.400 1.16 3000 Calculations No[lb] 27912 Results Npe[Ib] $ooeorete $Npn[b] Npa[lb] 39077 0.700 27354 15220 3.3 Concrete Breakout Strength Nodg QA O)Weo.N W,,oN WeN Wm,N No ACI 318-08 Eq.(D-5) $Nobg>_Nua ACI 318-08 Eq.(D-1) AW see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANI =9h er ACI 318-08 Eq.(D-6) 1 Wa,N 2 BN l 51.0 ACI 318-08 Eq.(D-9) +3 her/ tpagN =0.7+/0.3(1.5her)51.0 ACI 318-08 Eq.(D-11) Wop,N =MAX'cs,`In,1..5haf)5 1.0 ACI 318-08 Eq.(D-13) Nb =16),f hefa ACI 318-08 Eq.(D-8) Variables hot[in.] em N[in.] eo2N[in.] ca in[in.] WoN 24.000 0.252 2.258 36.000 1.250 co,[in.] ke X f[psi] 0.000 16 1 3000 Calculations AN,[in 2] ANpp[in 2] Wept N Wets N Tad,N We N Nb[Ib] 7572.38 5184.00 0.993 0.941 1.000 1.000 174998 Results Nobg[lb] $wnarato $Nol»[lb] Nua[Ib] 298582 0.700 209007 65241 Input data and results must be checked for agreement with the existing conditions and for plausibil!ty! PROFIS Anchor(c)20032009 Hilt AG,FL-9494 Schoen Hih is a registered Trademark of Hilt AG.Schoen I I WE Will www.hilti.us Profis Anchor 2.6.1 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/16/2015 E-Mail: 4 Shear load Load Vu,[Ib] Capacity iIV„[Ib] Utilization IN Viii Status Steel Strength` 738 10966 7 OK Steel failure(with lever arm)" 738 1201 62 OK Pryoul Strength' 738 46630 2 OK Concrete edge failure in direction y+•• 3338 87104 4 OK `anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,a =In 0.6 A,a,v f„t, ACI 318-08 Eq.(D-20) d V,taal z V,, ACI 318-08 Eq.(D-2) Variables IT A,e,v[in 2] fma[psi] 1 0.61 58000 Calculations Vsa[lb] 21089 Results Vsa[lb] d:teal den d Vsa[lb] Vea[Ib] 21089 0.650 0.800 10966 738 4.2 Steel failure(with lever arm) V"m =amL-M, bending equation for stand-off n Ms =MO(1 - Nus resultant flexural resistance of anchor MID \l_(1.2)(S)(f,,,m;,) characteristic flexural resistance of anchor 1 1 -dNsa/ reduction for tensile force acting simultaneously with a shear force on the anchor 3 S =n 2 elastic section modulus of anchor bolt at concrete surface Ln =z+(n)(da) internal lever arm adjusted for spalling of the surface concrete 04 z V,,, ACI 318-08 Eq.(D-2) Variables am f„mm[psi] N„[lb] dNsa[lb] z[in.] IT do[in.] 2.00 58000 15220 26361 2.625 0.500 1.000 Calculations rr _ 1 Naa l M°[ff.lbl Ms[ff.1b] Ln[in.] 569.413 0.423 240.661 3.125 Results Via[lb] dstae, dVm[lb] V,a[lb] 1848 0.650 1201 738 Input data and results must be checked for agreement with the edsting conditions and for plausibility, PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Sol Hilti is a registered Trademark of Hilti AG,screen w .hilti.us Profis Anchor 2.6.1 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pus.No.: Phone I Fax: Date: 10/16/2015 E-Mail: 4.3 Pryout Strength ANo Vap =kcn[(AN a)Wea,N Wc.N Ww.N Nb� ACI 318-08 Eq.(D-30) Vap t V„a J ACI 318-08 Eq.(D-2) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANI =9 her ACI 318-08 Eq.(D-6) i We=,N — 2 e 51.0 ACI 318-08 Eq.(D-9) +3 het Wec,N=0.7+0.3 (1.5her)51.0 ACI 318-08 Eq.(D-11) Wcp.N=MAX( (ca LI„ 1.5n f)5 1.0 ACI 318-08 Eq.(D-13) eac No =16 f hefa ACI 318-08 Eq.(D-8) Variables k.p her[in.] em.N[in.] eap N[in.] ca mm[in.] 2 24.000 0.000 0.000 36.000 We N ca,[in.] ke X fa[psi] 1.250 - 16 1 3000 Calculations ANa[in'] ANO[m.21 Weai N ween N Wed N Wan N Nb[lb] 789.33 5184.00 1.000 1.000 1.000 1.000 174998 Results V,,[lb] OWeaate Vap[Ib] V..[lb] 66614 0.700 46630 738 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(e)2W3-2009 Hilti AG,FL-949,15croll Hili is a reglacmd Trademark of Hilti AG Schaan www.hilti.us Profis Anchor 2.6.1 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/16/2015 E-Mail: 4.4 Concrete edge failure in direction y+ Vela =(Avmo)Wec v Wed,v wc,v wh,v Wpareoehv Vh ACI 318-08 Eq.(D-22) 0 Va'g z Vpa ACI 318-08 Eq.(D-2) Av, see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cal ACI 318-08 Eq.(D-23) i Wee,v 2e„ 5 1.0 ACI 318-08 Eq.(D-26) +3car Wed,v =0.7+0.3(1.Sca1/51.0 ACI 318-08 Eq.(D-28) Wh,v = 1.5ca1 a 1.0 ACI 318-08 Eq.(D-29) ha 02 Vb = (7(da) �)]. cats ACI 318-08 Eq.(D-24) Variables cal[in.[ cat[in.] a,[in.] Wcv ha[in.] 28.146 42.219 1.601 1.400 42.000 le[in.] 7v de[in.] fa[psi] Wpersil l v 8.000 1.000 1.000 3000 1.000 Caiculations Ave[in.21 Avco[in 2] Wee v wedN Wn v Vb[Ib] 3780.00 3564.89 0.963 1.000 1.003 86776 Results Vagi[lb] Owneres b Vpbe[lb] Vus[lb] 124434 0.700 87104 3338 5 Combined tension and shear loads pn 3v t Utilization Put v[%] Status 0.577 0.615 5/3 85 OK gNV +Pv`=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROPS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Scheer Hill is a registered Trademark of Hilti AG Schaan w .hilti.us Profis Anchor 2.6.1 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 10/16/2015 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Hex Head ASTM F 1554 GR.36 1 Profile:Round HSS,Steel pipe(AISC);14.000 x 14.000 x 0.312 in. Installation torque:-0.001 ft.lb Hole diameter in the fixture:dr=1.063 in. Hole diameter in the base material:-in. Plate thickness(input):1.250 in. Hole depth in the base material:25.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:27.172 in. Cleaning:No cleaning of the drilled hole is required Y 11.500 11.500 a m N 08 09 O N (h O O u) 07 010 /r O rn N 0 6 II x m N (y N O 05 02 0 N M 4 3 a m N 2.500 1.719 4.500 5.562 4.500 1.719 2.500 Coordinates Anchor in. Anchor x y c., c.x c-y c,y Anchor x y c-, c„ c-y c,y 1 9.000 0.000 54.000 36.000 44.560 44.560 6 -9.000 0.000 36.000 54.000 44.560 44.560 2 7.281 -5.290 52.281 37.719 39.270 49.850 7 -7.281 5.290 37.719 52.281 49.850 39.270 3 2.781 -8.560 47.781 42.219 36.000 53.119 8 -2.781 8.560 42.219 47.781 53.119 36.000 4 -2.781 -8.560 42.219 47.781 36.000 53.119 9 2.781 8.560 47.781 42.219 53.119 36.000 5 -7.281 -5.290 37.719 52.281 39.270 49.850 10 7.281 5.290 52.281 37.719 49.850 39.270 Input data and results must be checked far agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt]AG,FL-9494 Screen Hilti is a registered Trademark of Hill AG.Screen ! 1 ��,�ONDIT CITY OF SALEM, MASSACHUSETTS BOARD OF APPEAL 120 WASHINGTON STREET♦ SALEM,MASSACHUSETTS Q.44970 KIMBERLEY DRiscoLL TELE:978-745-9595 ♦ FAx:978-740-9846 MAYOR '^ M m rn v April 29, 2015 F 9 Decision City of Salem Board of Appeals 3 A petition of NORTHEAST ANIMAL SHELTER seeking a Special Permit frim the provisions of Sec.3.3.3 Nonconforming Structures to allow the extension of a non-conformidg struefitre to allow a 4,928 square foot addition,without narrowing the side yard for the property located at 347 HIGHLAND AVE (Map 7 Lot 44)(BPD Zoning District). A public hearing on the above Petition was opened on April 15 , 2015 pursuant to M.G.L Ch. 40A, § 11. The hearing was dosed on that date with the following Salem Board of Appeals members present: Ms. Curran (Chair),Mr.Copelas,Mr. Duffy,Mr.Watkins,Mr. Dionne. The Petitioner seeks a Special Permit requesting relief from Sec. 3.3.3. Nonconforming Structures of the Salem Zoning Ordinance, to allow for an extension of a non-conforming structure. Statement of facts: 1. John Seger of Seger Architects presents the petition on behalf of the applicant.Attorney Jared Eigerman and Ms. Betty Ozolins,representative for Don Shapiro, also presented portions of the petition. 2. Northeast Animal Shelter received a Special Permit from the Zoning Board of Appeals on April 11, 2006. 3. Permit In the petition date-stamped March 24, 2015,the Petitioner requested a new and separate Special Permit requesting relief from Section 3.3.3 Nonconforming Structures of the Salem Zoning Ordinance to allow a 4,928 square foot single story addition and relocate existing outdoor play areas in accordance with plans titled"Northeast Animal Shelter"prepared by Seger Architects EX-0 through EX-6 dated Match 22,2015. 4. The proposed 4,928 square foot addition will extend along an existing non-confotming structure with an existing 8.8 feet side-yard setback. 5. There are a total of 86 parking spaces proposed. There will be 25-26 parking spaces removed to provide spaces for the proposed outdoor play areas. 6. Traffic flow and circulation patterns will remain the same. 7. There will be no impact on the adequacy of utilities or other public services. City of Salem Board of Appeals April 29,2015 Project:347 Highland Ave Page 2 of 3 8. The petitioner will to work with a geotechnical engineer to complete a site analysis and possible stormwater management plan to construct an onsite drywell, if needed, to manage any additional stormwater that may be generated by the proposed addition. 9. The petitioner stated that the outdoor play areas are not dog runs as animals are never left in outdoor play areas unattended and are not left in the area for an extended period of time. 10. The Zoning Enforcement Officer confirmed that the petitioner has legally met the all conditions of the 2006 Special Permit and will continue to be bound by the Decision. 11. The proposed addition materials and architectural style will be in harmony with the existing structure. 12. The requested relief,if granted,would allow the Petitioner to allow the construction of a 4,928 square foot addition that will extend along and existing non-conforming structure and to relocate and expand the outdoor play areas in accordance with the titled "Northeast Aminal Shelter" prepared by Seger Architects EX-0 through EX-6 dated March 22,2015. 13. At the public hearing no members of the public spoke in favor of, or in opposition to, the petition. The Salem Board of Appeals, after careful consideration of the evidence presented at the public heating, and after thorough review of the petition, including the application narrative and plans, and the Petitioner's presentation and public testimony, makes the following findings that the proposed project meets the provisions of the City of Salem Zoning Ordinance: Findings for Special Permit 1. The Board finds that the proposed expansion of the Northeast Animal Shelter of this dimensionally non-conforming building is not more detrimental than the existing structure to the impact on the social, economic or community needs served by the proposal. 2. There are no impacts on traffic flow and safety, including parking and loading as the number of parking spaces proposed are in compliance with the Salem Zoning Ordinance and traffic flow will remain the same. 3. The capacity of the utilities is not affected by the project. 4. There will be no impacts on the natural environment, including drainage as any stormwater management impacts will be mitigated through the construction of a drywell,if needed. 5. The proposal conforms to the existing neighborhood character. 6. The potential fiscal impact is positive. On the basis of the above statements of facts and findings,the Salem Board of Appeals voted five (5) in favor (Ms. Curran (Chair),Mr. Copelas, Mr. Duffy,Mr.Watkins,Mr. Dionne) in favor and none (0) opposed, to grant a Special Permit for relief from Sec. 3.3.3 Non-conforming Structures to allow the extension of a non- conforming structure to allow a 4,928 square foot addition,without narrowing the side-yard at the property located at 347 Highland Ave.The approval also includes the relocation of an existing play area, subject to the existing conditions that were approved in the Zoning Board of Appeals decision dated April 11,2006. City of Salem Board of Appeals April 29,2015 Project: 347 Highland Ave Page 3 of 3 Rebecca Curran, Chau Board of Appeals A COPY OF THIS DECISION HAS BEEN FILED WITH THE PLANNING BOARD AND THE CITY CLERK Appeal from this deacon,if any,shall be made pursuant to Section 17 of the Maaacbmsetts General Laws Chapter 40A, and shall be filed within 20 days of f:dng of this decision in the ojwe of the City Clerk. Purruant to the Massachusetts General Laws Chapter 40A, Section 11, the Variance or Special Permit granted herein shall not take effect until a copy of the deacon bearing the certificate of the City Clerk has been filed with the Essex South Reg stry of Deeds. Certificate No: 495-08 Building Permit No.: 495-08 Commonwealth of Massachusetts City f Salem Building Electrical Mechanical Permits This is to Certify that the BUSINESS located at --------------------------------------------------- Dwelling Type 0347 HIGHLAND AVENUE in the CITY OF SALEM ------ -- ---------------------------------------------------------------------- ------------------------ --------------------------------------------- Address TownlCity Name IS HEREBY GRANTED A PERMANENT CERTIFICATE OF OCCUPANCY OCCUPANCY PERMIT FOR THE NORTH EAST ANIMAL SHELTER This permit is granted in confortnty with the Statutes and ordinances relating thereto, and expires --------------------------------------------- unless sooner suspended or revoked. Expiration Date Issued On:Wed May 21,2008 --------------- ----- - - - - - -------------- ----------------------- -----�------- ---------------------- GeoTMS®2008 Des Lauriers Municipal Solutions,Inc. --------------- - ------------------------ ------------------------------------- n .v 4' YSpYE AD CITY OF SALEM BUILDING PERMIT 0347 HIGHLAND AVENUE 495-08 GIS#: 1509 COMMONWEALTH OF MASSACHUSETTS Map: 07 Block: CITY OF SALEM Lot: 0044 Category: TENNANT FIT OUT Permit# 495-08 BUILDING PERMIT Project# JS-2008-000777 Est. Cost: $1,300,000.00 Fee Charged`. $14,305.00 Balance Due: $.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Expires Use Group: Groom Construction CONSTRUCTIO SUPERVISOR-060887 Lot Size(sq. ft.): 94960:8 Zoning: gp Owner: North East Animal Shelter Units Gained: Applicant: Groom Construction Units Lost: AT. 0347 HIGHLAND AVENUE Dig Safe#: ISSUED ON: 25-Oct-2007 AMENDED ON: EXPIRES ON. 25-Apr-2008 TO PERFORM THE FOLLOWING WORK. TENNANT FIT-OUT,NEW CMU CONSTRUCTION ON EXISTING FOUNDATION TO INCLUDE NEW OFFICES AND ANIMAL NEEDS FOR THE SHELTER POST THIS CARD SO IT IS VISIBLE FROM THE STREET Electric Gas Plumbing Buildin z Underground: n^'�J Underground: Underground: Excavation:. Service:/CS/� +yj�� Meter: / i ..d t Footings: v Rough "/,- Rough` i p8' Rough I/r' —G /� Foundation: n/J mal. a� Finale! ��-. �� FinaL•,(��4j 7 _. �. l/ Rough Frame• .Ci C� Fireplace/C ' ey: D.P.W. Fire Health _ Insulation: Meter: Oil: House# Smoke: Fin Tre su Q/� �. co , Water: Alarm: Sewer: Sprinklers: THIS PERMIT MAY BE REVOKED BY THE CITY OF SALEM UPON VIO 4TION OF ANY OF ITS RULES AND REGULATIONS. �+�+ Call for R°in Lt! 0!LLU t ture: Fee Type: Receipt No: Date Paid: leheck No: Amount: 25-Oct-07 1190 $14,305.00 FQU upon ooml)i tic -s4SO call 745.955.. 50.5 GeoTMS®2007 Des Lauriers Municipal Solutions,Inc. \ t ZIWNHd ONICHIIIS WFI IVS dO AID ov 3eosn v . V r. PCoNLN r,{ CITY OF SALEM, MASSACHUSETTS PUBLIC PROPERTY DEPARTMENT 120 WASHINGTON STREET, 3RD FLOOR j SALEM, MASSACHUSETTS 01970 TELEPHONE: 978-745-9595 EXT. 380 FAX: 978-740-9846 KIMBERLEY DRISCOLL MAYOR March 21, 2007 Michael Perham, P.E. McBrie LLC 160 Sylvan Street Danvers, Ma. 01923 RE: 347 Highland Avenue Dear Mr. Perham: I am in receipt of your letter regarding the structural condition of the C.M.0 walls. Your calculations of building area demonstrated that less than 50% of the building will be rebuilt. This does not trigger any zoning concerns. We look forward to working with you on this project. Sin ely, Thomas St. Pierre Building Commissioner 3� Cite of *alem, Alamnrbuattg r Public Vropertp Mepartment A3uilbing Mepartment One balem Oreen (978)745.9595 Cxt. 380 copy Leo E. Tremblay Director of Public Property Inspector of Building Zoning Enforcement Officer August 31, 1998 Sam Pino 345-347 Lafayette Street Salem, Mass. 01970 RE: 345-347 Lafayette Street Dear Mr. Pino: According to the records on file in this office, it has been determined that 345-347 Lafayette Street is a lawful, nonconforming two family dwelling located in a R-1 zone. This is to determine use only and in no way is meant to confirm or deny whether said property is in compliance with all building, plumbing, gas, electric, fire or health codes. Sincerely, 7/x"."e Kevin G. Goggin Inspector of Buildings KGG: scm