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RC-18-2228AMP y 0 71 t �� ►aY+l �' ys � Mi. �.,y�#��i;+� T �_+i �,�•% � _ ,.�' ,��4-•�3 TTi �, y v �, � � •i'..� s kw�' Certificate of Completion }`?h Miami Shores Village '- 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department 5V. Description: REPLACE FLAT ROOF WITH PITCHED ROOF DECK 7� p. Permit Type Building (Residential) Bldg. Permit No. RC-8-18-2228 Owner MICHELLE S CANERO Contractor HOME OWNER Subdivision/Project Date Issued 05/15/2019 r Construction Type V-B Occupancy Single Family Type Square Footage 500.00 Flood Zone X ,� Location If the building is located in a special flood hazard area documentation of the as -built lowest floor i 384 NE 94 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL Miami Shores Village. u This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE �5% 7 . ei-N. � T �� t • '� r.7 � �Y. � 'T 1 � ,fit �' • i `• Ismael Naranjo, CBO ap w �ti"q^�Iyq A ; } 1 rie N N �aFuv rD4v (S . cc-y n S�►ORES L i� •a �.� Miami Shores Village Building Department 10050 NE 2 Ave Miami Shores FL 33138 F�ORIDp' KERI tT CARD Issue Date: 10/23/2018 INSPECTION REQUESTS: (305)762-4949 or log on at https:Hbidg.msvfl.gov/energov_Prod/selfservice Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM-TOOPM SATURDAY 8:00AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION Owner's Name: MICHELLE CANERO Job Address: 384 NE 94 ST Miami Shores, FL ' ly n Rol Contractor(s) P�ignep;p l _address HOME OWNER f= �' 7v N(+� - �� } r} I 1 , j 1 J, i l l r. Description: REPLACE FLAT R(50F It.NIT-R RITC-HED'ROOF.-DECK Permit No. RC-8-18-2228 Type: Building (Residential) Workclass: Alteration Owner's Phone: Expires: 03/11 /2019 POST ON SITE 1132060136140 Total Square Feet: 500 dotal Job Valuation: $ 18,000.00 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance WINDOWS :DOORS INSPECTION DATE INSP Attachment PUBLIC INSPECTION •RKS DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground VVLtV L71 Uuflu Slab Wall Rough Ceiling Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough F e Final com Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm INSPECTION DATE INSP oService ghtrinklers eptcTank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS INSPECTION I DATE I INSP Underground Pipe Ro Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum M GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES ENGINEERINGRPEC DYNATE H 2C 19) - Z 2 Z8 WWW.DYNATECHENGINEERING.COM Miami, April 29, 2019 Mr. Penn Davis 384 Northeast 941h Street Miami Shores, FL 33138 Re: Existing Shed Renovations @ 384 NE 94`h Street Miami Shores, FL 33138 Dear Mr. Davis: RECEIVED MAY 0 6 1019 Pursuant to your written request, DYNATECH ENGINEERING CORP. (DEC) conducted a site inspection on April 29, 2019 at the above reference project. The purpose of our inspection was to help document the structural integrity of the existing shed. Dynatech Engineering Corp. is a certified Dade County Testing Laboratory. The scope of our inspection consisted of the following: A- Visual site inspection by our field engineer. 13- Locating reinforcing steel using a James Instrument, Inc. (R-Meter). C- In -Situ concrete testing using a Swiss Hammer. D- Preparation of this report to document our findings and recommendations. The James Instrument, Inc. R-Meter (C-4956) was used to detect the presence of reinforcing steel bars embedded in concrete. The R-Meter measures the disturbance by external magnetic field generated by the probe. The magnitude of this disturbance is recorded on the instrument meter, which has been calibrated for direct reading of the APPROXIMATE bar size and distance. ..... . . . .. .. . ......... . .. ... .. . . . .. 2 • . . . • .. . . • . . • • . . . . . .. . . . .. . . . • .. . . . . . . 1 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9:98 MAIL::iFpPPYN$TE(*ENGIVEERING.COM �4CEC • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Re: 384 NE 94`h Street, Miami Shores, FL During our field inspection; our professional engineer exposed structural members and secured random access to footings, columns, beams and slabs and used a rebound Hammer for In -Situ concrete testing and a reinforcing steel locator for reinforcing verification. Reinforcing steel refers to bar sizes or equivalent. - Footing: Consist of 12" x 16" concrete footings w/2 # 5's continuous bars. - Slab: Consist of 4" concrete slab w/ 6" x 6" wire mesh. - Columns: Consist of 8" x 12" reinforced concrete columns with 4 # 5 reinforcing steel. - Filled Cells: Consist of 1 No. 5 @ 3 to 4 feet on center. - Tie Beam: Consist of 8" x 12" with 4 No. 5's with No. 3 ties @ 12" o.c. Based on our site inspection; it is the opinion of DEC that the structural integrity of the existing shed is in compliance with the intent of the Florida Building Code 2017, 61h edition. It has been a pleasure serving you at this phase of your project and look forward to do so in the near future. Sincerely yours, �Al "�.e /I Naamani,E. DYNATECH ENGINEERING CORP. Engineer Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 2 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • •• • • • • • • • • • • • • •• • • • •• • • • • •• • • • • • • 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-1594MAIIINI44DYIATECHENgNE£RING.COM O EC • •• •• • • • •• •• ••• • • • ••• • • .. ... . . . . . . . .. . . .. . . . . ... . . . .. ... .. . . . .. .. ..• . . 000 Goo 000 foe .. . . . . . . . . . . . . .. . . . .. . . . . .. . . . . . . . . .. . ... ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . .. ... . . . . . .. . .. . . . . ... . 0.: . • . . • 0. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • • • • • • • • i f • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • 0 • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • •• • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• w• �yS3 L illy(a S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 • • • Phone: (786) 853-1727 • • • • • •. : www.spconsuhgrp. corn .... ...... 6606 000000 •••••• PICTURES & DETAILS Structural • Civil • Threshold Inspections 14744 S.W. 991" Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com 'j 0 to C S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 .E ` - 12 2 Phone: (786) 853-1727 • • • • www.spconsuhgrp.com . . .... ...... • INSPECTION REPORT ...... •••�•• .... ...... • Date: March 13, 2019 .... .�.... . ..... .. ..:..' Project: Penn Davis —Shed Roof .. .. • .. . ...... Location:384 NE94`h Street Miami Shores, FL33138 . . . . ...... ;••••• . Presentat Job Site: Sub -contractor— Boris Giacoman • • • • • Structural inspection was performed to the project described above. Aportion of the slab on grade was removed and itwill be replaced as per the detail attached on this report. Reinforcing steel was added to some portions of the existing CMU and a portion of a defective foundation as described in the attached sketch. Contractor has not started working on the roof joist placement yet. This work wilI begin once all the tie beams and CMU work has been completed. To the best of my knowledge all structural work was found to be according to the project drawings and specifications. ��OIVLL� David Santamaria- Inspector S&P Consulting Group, LLC Structural • Civil • Threshold Inspections 14744 S.W. 99th Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com IcaULTI,VG L 0 S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 • • • Phone: (786) 853-1727 ease ...... www.spconsuhgrp.com Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuhgrp.com StructuralCivil • Threshold Inspections 14744 S.W. 99th Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com J S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuhgrp.com rt1! Ll P T,O,EXiSTLJ -; rT r� K I 1 l UPUFrQ-3ZI 11111 1 I I I • •• •• •• • •••••• 000008 • • • ♦ • 0*000 • • • • w 0090 • • • •••• 4 Xtyy �, + w„_ -1 S-VK......Ini At ty, WX,21 cow, (OVER �...ttt ._ ,- wtxsTOP a sorrom t� xov a aoTTszas BAitffil2'N�TC7 78 EXISTIG C SHED,, ROOF PLAN wsoMGM ) Ile V-Cr is .. 161t � Yt `" f MARX IMODEL iryP9 btructurai • uvii • inresnoia inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com 1SULTINa 11011* +" S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 • Phone: (786) 853-1727 ...... .... . . . • www.spconsuhgtp.com ...... .... ..•..w Tpk+uaa vMii • • • • . • • • • • • ..... _. y�8 YVt J01&7S 24 ca c i ... m... it �1 t ..... •••••• ... • •• ..•... •• •• EXISTING SHED ROOF PLAN sCALE; 1/4 w • • • • • • • • • • • • • • • MIL EXISTING SHED GROUND FLOOR PLAN E,X1�S1'li'I61N1NAi Vw af�XoTEND Top SfiRS 12" INTO SL wl go DECAVE W Structural • Civil • Threshold Inspections 14744 S.W. 991" Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuhgrp.com 6X6 WlAx1.4 W.W.W.F.ON 10 MIL VAPOR BARRIER OVER COMPACTED FILL A ta 466'91!43 Note: New slab on grade shall be place over &" of fill material which shall be dean crushed limestone (Y maximum particle) or dean fine sand. The fill placement shall occur in the dray and compacted to a minimum of 98% of the modified proctor maximum dry density (ASTM D-1557). e 'j 0 S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 • . www.spconsuhgrp.com . . '..' ...... .... .... .... ...... .' ...... INSPECTION REPORT •••••• .... . ..... Date: Apri104, 2019 Project: Penn Davis —Shed Roof .. .. .. . ...... Location: 384 NE 94`h Street ...... • . . . . ...... Miami Shores, FL33138 Presentat Job Site: Sub -contractor— Boris Giacoman Structural inspection was performed to the roofjoist and wood connections of the project described above. All wood joistsand main beam were in place. A few connections were incomplete and contractor wall told to finalizethe connections according to plans. We have arranged to go back foranother inspection. To the best of my knowledge all completed structural work was found to be according to the project drawings and specifications. �01VLL� David Santamaria- Inspector S&P Consulting Group, LLC Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com '0 'kSULTjV'G S&P CONSULTING GROUP, LLC. � ro 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuhgrp.com PICTURES & DETAILS %00% 0000 • 0 0:0 % • • . .... .. . r Structural - Civil - Threshold Inspections 14744 S.W. 991" Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com �j 0 S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 Y ••Y.•• www.spconsuhgrp.com • • • • • • ...... .... • w+4 Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com 10,S LTI&G z1zs♦ 0 S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 • r r r r • www.spconsuhgrp.com • • • • • • • • Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com S&P CONSULTING GROUP, LLC. Ilk � ro 14744 S.W. 99th Lane, Miami, Florida 33196 .... •�•��• Phone: (786) 853-1727 � � �� • www.spconsuhgrp.com •••••• •••• •••••• INSPECTION REPORT •....' :•"••000000 ..... Date: April 15, 2019 Project: Penn Davis —Shed Roof • . . . . ...... Location: 384 NE 94th Street Miami Shores, FL33138 : .••• • Presentat Job Site: Sub -contractor— Boris Giacoman Structural inspection was performed to the wood connections that were found incomplete on the previous inspection of the project described above. All connectionswere completed as perthe approved structural drawings. Inspection was also done to the installed plywood atthe roof. All connections were found satisfactory according to plans. Refertoattached pictures. To the best of my knowledge all structural work was found to be according to the project drawings and specifications. 9�'�OI� DavidSantamaria- Inspector S&P Consulting Group, LLC Structural • Civil • Threshold Inspections 14744 S.W. 99th Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com �SULT1NG v c ° S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuh&np.com PICTURES & DETAILS ..000 Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com �VkSULTI& g b "%T S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsukgrp.com t A .... .. . .. . . Structural • Civil • Threshold Inspections 14744 S.W. 99`" Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com U,SU L i11y6 ' � S&P CONSULTING GROUP, LLC. 14744 S.W. 99th Lane, Miami, Florida 33196 Phone: (786) 853-1727 www.spconsuhgrp.com s Structural • Civil • Threshold Inspections 14744 S.W. 991h Lane, Miami, Florida 33196 * Tel:786-853-1727 * www.spconsuitgrp.com GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES D c DYNATECH ENGINEERING •.• •$ ....;. .. . .... WWW.DYNATT�CN�ENGIDT '.RING.CGn.:. LABORATORY REPORT ."'•. :...:. ' COMPRESSIVE STRENGTH OF CONCRETE TEST CY • •1VnERS .. . CLIENT PENN DAMS0*0000 . ADDRESS 384 Northeast 941" Street Miami Shores FL 33138 • • • •,; • PROJECT Proposed Addition (a� • • • • • • LOCATION 384 Northeast 94tt' Street, Miami Shores, FL • • • • • . . CONTRACTOR Penn Davis • • •' CONCRETE SUPPLIED BY: N/A CYLINDER SET NUMBER: 1 DESIGN DATA Specified Strength: 3000 P.S.I. In 28 Days -Slump: N/A Inches -Air Content: N/A Percent: N/A Mix Type: Norm Wt.: X Light Wt.:_ Mortar Mix: Gunite:_ Grout: _ Other: _ Specifications: ASTM: X ACI:_ Other:_ Transit Mix: Pump Mix: X Other: FIELD AND LAB DATA Location of Pour: ADDITION COLUMNS Concrete Truck No.: N/A Ticket No.: N/A Weather Condition: N/A Air Temp: N/A F Concrete Temp: N/A F Time Concrete was Sampled: N/A Time Concrete was Batched: N/A Size of Load: N/A c.y. Slump: N/A in. Air Content: % Water added: N/A Gal. Authorized by: Field Test and Field Data by D. E. C. Unit Weight: lbs / ft3 Cylinder were made, cured in general compliance with to ASTM C-31 Yes: X No: Unknown: Cylinder tested in general compliance with to ASTM C-39 Yes: X No:_ Unknown: Cylinder Date Date Age Total Load Strength Type of Specimen I. D #F olded Tested Days Test LBS PSI Fracture Size inches 3824-15-19 3-18-19 3 35,330 2810 3 4x8 3825 3-22-19 7 38,200 3038 4 4x8 3825 4-12-19 28 3826 4-12-19 28 Sampled By: client Tested By: RN Respectfully Submitted, Checked By: WN i'vol��III►ram Type 1 Type 2 Type 3 Type 4 Type 5 Type 6 D 3Na94 Wissam Naamani, P. � co DYNATECH ENGINa Florida Reg. No. 395w Certificate of Authori 4i-,,lo.: gUkr5ZI ; 2 rll UbU fbUMNA:AL I Z14 V IXUI41 W4 I'HL I MAI ZXIALb 11:b-I-mu I Hbisbb-1 b I Xuur �1 t�bT1NCi � 1NAYttl;T1VN bt;K V 1l:Gb J IJXILL1NU bbkC V L(-; b \ _DEC DYNATECH \1 m2 ENGINEERING CORP WWW.DYNATECHENGINVALNG.COM Miami, April 2, 2019 . . .... ' ' ...... • Mr. Penn Davis ...... .... • • • • • • ...... 384 NE 941" Street ;...;� ...... • .••••. Miami Shores, FL 33138 .... . ...... .. . ..... • ..... Re: Proposed Renovation @ .. .. ... ...... • 384 NE 941" Street . . . . Miami Shores, FL ...... Dear Mr. Davis: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on April 2, 2019 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam'Naamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC li1rV1'Ia:MN1l:NL I l:N V IitVNMl:N 1"HL 11"1H'1tH1HL, 1"t:, 17Nli � HS11t�,7 V5 I KVVY" -1 t:517NCi � 1NAYYa:'1111N A1;1{V 1l;L, j 1J1l1LL1NCi bbXV LLZb E'C DYNATECH ENGINEERING CORP, WWW.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOMSP ; PROCTOR COMPACTION TEST • • •; • • DATE: April 2019 .... •••••• ....00 CLIENT: PENN DAVIS ...... 090000 ..... ee PROJECT: Proposed Renovation 00 ADDRESS: 384 NE 941h Street, Miami Shores, FL 0 0 0 0' CONTRACTOR: Penn Davis 0000 MATERIAL DESCRIPTION: Crushed white limerock SAMPLED BY: WD TEST RESULTS Sample Number 1 TESTED BY: WD The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 2.9 3.5 5.7 12.0 DRY DENSITY Optimum Moisture 8.4 Percent 100%Maximum Dry Density 126.9 lbs./cu.ft. % Passing V Sieve 82 Percent Sampled By: WD Tested By: WD Checked By: WN 120.4 122.9 125.5 124.4 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 128 126 124 122 120 �y g $4 a , PLO ,,11111 GIA, 1amani, P.E. H ENGINEERING CORP. No. 39584 of Authorization No.: CA 5491 D R Y D E N S I T Y 2 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC UbUl W-1`114IUAL I XZ4 VIKVNPLEN IAL I MAI bXIALb'it51"1NU I Ab"ISZb""1 VS I kCUUr'1"GS"1"1NU 11N5Yia:T1VN J1rK V ILI�b j 1JK1LL1NU bbKV LUZb" AINEP920hr ' DYN ATECH ^DEC ENGINEERING CORP, WWW.DYNATECHENGINFt IZING.COM • • • •••••• FIELD DENSITY TEST •• •• . OF COMPACTED SONS:*:* . • ...... .... ......• DATE: April 2, 2019 • • • • • .•••.• CLIENT: PENN DAMS 900000 •••••. ..... PROJECT: Proposed Renovation (a� ••••i• •• • • • . •.•.• •.•..• .. • •...•. ADDRESS: •.•••• . 384 NE 94th Street, Miami Shores, FL : • : • ....:. ....•. . 0 0 CONTRACTOR: Penn Davis • • • • • . • • . Test No. 1 Location: East side of SW interior underslab Test No. 2 Location: Center of SW interior underslab Test No. 3 Location: West side of SW interior underslab Test No. Location: Test No. Location: Description of Material: Crushed white limerock TEST NO. 1 2 3 DEPTH 6" 6" 6" FIELD DENSITY 125.9 125.4 125.6 MOISTURE CONTENT % 6.8 6.2 6.4 MAX. DENSITY IN THE FIELD % 99.2 98.8 99.0 COMPACTION REQUIREMENTS % OF MAXIMUM 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 126.9 126.9 126.9 KEMARKS: ALL ABUVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS * Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By: WD \\` .i3 LA/, Checked By: WN y�� o 39 tpVNATECH ENGINEERING CORP. �lfiE Reg. No. 39584 dk SS, � O� tQ _late of Authorization No.: CA 5491 � *A density test determines the degree of compaction of the tested layer of material oA -no %yay �t1,,a -Je t$!replace a soil bearing capacity determination. A soil boring test must be provided by client, prior to construction to verify subsoil, ifi ns�- s a�"�nd�.eC�Dtection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publ�yc "V0(A*R0rat�'nclusions or extracts from or regarding our reports is reserved pending on our written approval. • . I I I I, \\` i 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ' , EC 5020 CERTIFICATE OF COMPLIANCE FOR TERMITE PROTECTION (AS REQUIRED BY FLORIDA BUILDING CODE (FBC) 1816.1.7) USA PEST CONTROL, INC. P.O. BOX 570134 MIAMI, FL 33257 (305)247-3640 Name: Penn Davis Address: 384 NE 941h Street, Miami Shores, FL 33138 Method of Termite Prevention Treatment: Chemical used: Number of gallons applied: Area treated (square feet): Stage of treatment: Soil Treatment for Termites Demon TC EPA No. 100-1218 3 Gallons 300 SF Slab USA Pest Control hereby confirms that the structure described above has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. ....... . .. .. . ......... . .. ... .. . .... 4/2/19 • ..f • • Date .. • . .. . .... . .. . . . . ..... .... ....... . . ..... . ... Miami Shores Village It Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING 019 Y: kZJ_ FBC 201 _� Master Permit No. —ZC— & - k 9- 22Z Sub Permit No. ❑ REVISION E� EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: � 0 I Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): atV aA'J'3Phone#: Address: City: l rl 10wh, J ho ee� Tenant/Lessee Name: State: Email: Pe'K-11, @ Oe011 ('ad,S. Cpm - one#: - . a CONTRACTOR: Company Name: J W /(-��/ �d (� U�� Phone#: Address: Zip: '� �iS City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Address: City: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: ;ff4!A ,,,0', i Specify color of color thru tile: i Submittal Fee $ Permit Fee $ CCF $ CO/CC Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Structural Reviews $ Training/Education Fee $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this ; l day of ��' (Z� L'' 20 by day of , 20 , by 0 �PU f S who is personally known to , who is personally known to me or who has produced as identification and who did take an oath. NOTARY P LIC: Sig Print: g-- me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: as Seal: -- - -fto, Seal: :�*` •. SINDIA ALVAREZ 'QAwio. MY COMMISSION # GO 238273 EXPIRES: September 3,2022 �e�oNdetlfMNbGII�ifM1MellAtllKiit******************************************************* APPROVED BY Plans Examiner Structural Review Zoning Clerk (Revised02/24/2014) s � oorrs � y�Nw U�a�s ;FINED R18ZM1 GEOTECHAIICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES EC DYNATECH ENGINEERING CORP, WWWZYNATECHENGINEERING.COM LABORATORY REPORT COMPRESSIVE STRENGTH OF CONCRETE TEST CYLINDERS CLIENT PENN DAVIS ADDRESS 384 Northeast 94th Street, Miami Shores FL 33138 PROJECT Proposed Addition 2 LOCATION 384 Northeast 941h Street, Miami Shores, FL CONTRACTOR Penn Davis CONCRETE SUPPLIED BY: N/A CYLINDER SET NUMBER: 1 DESIGN DATA Specified Strength: 3000 P.S.I. In 28 Days -Slump: N/A Inches -Air Content: N/A Percent: N/A Mix Type: Norm Wt.: X Light Wt.:_ Mortar Mix:_ Gunite:_ Grout: _ Other: _ Specifications: ASTM: X ACI:_ Other:_ Transit Mix: _ Pump Mix: X Other: FIELD AND LAB DATA Location of Pour: ADDITION COLUMNS Concrete Truck No.: N/A Ticket No.: N/A Weather Condition: N/A Air Temp:' N/A F Concrete Temp: N/A F Time Concrete was Sampled: N/A Time Concrete was Batched: N/A Size of Load: N/A c.y. Slump: N/A in. Air Content: % Water added: N/A • Gala Authorized by: Field Test and Field Data by D. E. C. Unit Weight: L., lbs / ft3_ C1'd y in er were made, cured in general compliance with to ASTM C-31 Yes: X No: Unknown: Cylinder tested in general compliance with to ASTM C-39 - Yes: X No: Unknown: Cylinder I. D # Date Molded Date Tested Age Days . Total Load Test LBS Strength PSI Type of Fracture Specimen Size inches 3824 3-15-19 3-18-19 3 35,330 2810 3 4x8 3825 3-22-19 7 38,200 3038 4 4x8 3825 4-12-19 28 46,684 37I4 2 4x8 3826 4-12-19 1 28 46,785 1 3722 1 6 4x8 Sampled By: client Tested By: RN Respectfully Submitted, Checked By: WN ��1111111//� 2 a �� III ► r Type 1 Type 2 Type 3 Type 4 Type 5 Type 6 i Wissam Naamani, P. )z�� ;'v`d DYNATECH ENGlN� Florida Reg. No. 3959* * w = Certificate of Authori?�iw.'No.: gjqsjoi ;12 P �FSSIONP. \\\N //1111111 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date: 10/23/2018 Parcel Number Permit NO.: RC-8-18-2228 Permit Type: Building (Residential) Work Classification: Alteration Permit Status: Approved Expiration: 03/11/2019 Project 384 NE 94 ST, Miami Shores, FL 1132060136140 <NONE> =1 Contacts MICHELLE CANERO Owner PENN DAVIS Owner 384 NE 94 ST, MIAMI SHORES, FL 33138 PENN DAVIS Applicant HOME OWNER Contractor HOME OWNER Description: REPLACE FLAT ROOF WITH PITCHED ROOF DECK Valuation: $ 18,000.00 Ins ection Requests: TotalSq Feet: 500.00 Fees Amount CCF $10.80 Cert. of Compl. for Single Fam and Duplx $50.00 (Manual) DBPR Fee $3.75 DCA Fee $2.50 Education Surcharge $3.60 Notary Fee $5.00 Permit Fee - New Roof $250.00 Plan Review Fee (Engineer) $90.00 Planning and Zoning Review Fee (Manual) $35.00 Scanning Fee $9.00 Structural Review ($45) $45.00 Technology Fee $14.40 Total $519.05 Building Department Copy Payments Date Paid Amt Paid Total Fees $519.05 Credit Card 10/23/2018 $938.10 Deposit 08/21/2018 $50.00 Amount Due: $-469.05 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNER AVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulqtAg co uctiofi and z ning. Futhegnore, I gj&orize the above named contractor to do the work stated. /U /F Authorized Owner / Applicant / Contractor / Agent Date October 23, 2018 Page 2 of 2 �"b" Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 0° \ BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 (, _ F B(1C 20 Master Permit No. 41(-22-2g Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade zip:337 3 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE2: FIFFE: 2n OWNER: Name (Fee Simple Titleholder): Q�"'avl-5 Phone#: Address: J b y A& 9/leJ' City: ///leym( Tenant/Lessee Name: Email: %✓P044-V CD, State: Phone#: CONTRACTOR: Company Name: 661M d dr)1 a Phone#: Address: City: State: Zip: Qualifier Name: State Certification or Registration #: Phone#: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: SS/5 Address: City: State: Zip: Value of Work for this Permit: $ � Square/Linear Footage of Work: A-00 Type of Work: ❑ Addition ❑ Alteration n ❑ ❑ New 1 ` XA Repair/Replace, ` Demolition Description of Work: r Specify color of color thru tile: Submittal Fee $ � • CZ) Permit Fee $ Scanning Fee $ Ol ' 00 Radon Fee $ CCF $ (� Q01 CO/CC $ - CID 2 S� DBPR $ Notary $ 07 Technology Fee $ "-4' C-f O Training/Education Fee $ Structural Reviews O 6b `� S - c:0 _ Double Fee $ 0 Bond $ L;00 ' TOTAL FEE NOW DUE $ dji0� (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature �L f2v Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of 120 1 by v 0 iis,�personally known to U me or who has produced ' 1 S,=Q as identification and who did take an oath. NOTARY Sign�W o ; V?uB` ; MAHARAI K. GONZALEZ Seal: '?' ° : MY COMMISSION # GG 044602 EXPIRES: November 2, 2020 •'.�,OF R��`� Bonded Thru Notary Public Underwriters ************************* APPROVED BY The foregoing instrument was acknowledged before me this day of me or who has produced 20 by who is personally known to identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as Plans Examiner Zoning % 10° �J Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: IGnn Zvo DATE: -Al I09 (. ADDRESS: / /Uc Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial_ 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial r/ 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts. Initial U `' 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be bu;:t or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption. Initial PO S. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial PP 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance. Initial 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial Po 8. 1 understand that I may not delegate the responsibility for supervising work to(, a licensed contractor who is not licens®to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. Initial 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial i s.O 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.htmi (�^ Initial Iy 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial Vp 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. 0 () Initial d Licencontractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Cons r4 ction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial I oss t at you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's worker's compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this day of 20 By'10eI1)D v lS who was personally known to me or who has Produced the License o as identification. OWNER NOTARY 7/31/2018 Property Search Application - Miami -Dade County OFFICE OF THF PROPEROry APPRAISER Summary Report Property Information Folio: 11-3206-013-6140 Property Address: 384 NE 94 ST Miami Shores, FL 33138-2832 PENN E DAVIS TRS PENN E DAVIS REVOC LIVING TR Owner MICHELLE S CANERO TRS MICHELLE S CANERO REVOC LIVING TR Mailing Address 384 NE 94 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1100 SG FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 5/5/0 Floors 1 Living Units 1 Actual Area Sq.Ft Living Area Sq.Ft Adjusted Area 5,875 Sq.Ft Lot Size 25,400 Sq.Ft Year Built 1925 Assessment Information Year .._ _.._. 2018 2017 2016 Land Value .... $761,638 $761,638 $635,034 Building Value $285,525 $285,525 $285,525 XF Value $19,082 $19,082 $19,082 Market Value $1,066,245 $1,066,245 $939,641 Assessed Value $819,262 $802,412 $785,908 Benefits Information Benefit Type 2018 2017 2016 Save Our Homes Cap Assessment Reduction $246,983 $263,833 $153,733 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 1 AMD PB 10-70 LOTS 1 TO 4 INC BLK 46 LOT SIZE 200.000 X 127 OR 9909 1258 1277 3 Generated On : 7/31/2018 Taxable Value Information 2018.2017'! 2016 County Exemption Value $50,000 $50,000E$7A35,908 Taxable Value $769,262 $752,412 School Board Exemption Value $25,000 $25,000 _ $25,000 Taxable Value $794,216 $$777,412 $760,908 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $769,262 $752,4121 $735,908 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $769,262 $752,412 $735,908 Sales Information Previous OR Sale Price Book- Qualification Description Page 01/28/2017 $100 30407- Corrective, tax or QCD; min consideration 2489 07/17/2012 $740,000 28191 Qual by exam of deed 3475 03/01/1977 ::J:1:7:6:3 Sales which are disqualified as a result of examinationof the deed 02/01/1976 $1 0000- Sales which are disqualified as a result of 00000 lexamination of the deed The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version Penn Davis • • • • • • • • • • • • • • • • • 14744 SW 991h Lane Miami, FL 33196 Tel: 786-853-1727 pINHE1Ro,,�� ``�� .'`.`DENSE'• ,i` No 72730 STATE OF a "'Allbe S&P CONSULTING ' GROUP 1 TABLE OF CONTENTS 1 TITLE: ............................................................................................................................................. 3 2 PURPOSE: ................................................................................................................................... 3 3 RESULTS/CONCLUSION: .................................................................................................... 3 4 ASSUMPTION: ........................................................................................................................... 3 sDESIGN INPUTS: ...................................................................................................................... 3 7 CALCULATION.......................................................................................................................... 4 7.1 LOADS. • • • 94•••9 7.1.1 SOIL LOADS.......................................................................................... ...........•............. .4•••. ........... 7.1.2 LIVE LOADS ..................... ........... q......9.......... ... ................................................................4........: ...... .... . ..... 7.1.3 SEISMIC LOADS...................................................................................•.........................4:..' 7.1.4 WIND CALCULATION......................................................................i0i;i..0� ............ ............5..:. 7.1.5 LOAD COMBINATIONS....................................................................:...............;..•.:.........9.... • 7.2 STRUCTURAL ANALYSIS..............................................................�...........,..�........ a...: 7.3 CONCRETE BEAM............................................................................................................ 11 7.3.1 CONCRETE BEAM DESIGN.............................................................................................. 11 S&P CONSULTING GROUP PENN DAVIS—ROOF SHM-PERMIT CALCULATIONS 2 1 P a g e 1 TITLE: Concrete Beam Calculation for the Shed Roof Replacement of Mr. Davis Residence. 2 PURPOSE: The purpose of this calculation is to demonstrate the adequacy of the design performed to the new 8"x12" concrete beam spanning 8'-3" added above the existing window of the shed to support all the loads exerted by the new roof. The shed is situated in the back of the house located at 384 NE 94th Street, Miami Shores, FL 33138. 3 RESULTS/CONCLUSION: The concrete beam adequacy will serve the purpose and function as designed within the limit states of serviceability and strength design. 4 ASSUMPTION: •••••• •: • • •' Any assumptions were recorded as a part of the calculations in appropriate plaeWr �:' • • • • ...... .... ...... 5 DESIGN INPUTS: ...:.. • • Loads: See individual applicable calculation. see* • • • • • • Concrete Beam: ••..•• �• . . f'c (psi) E (psi . ....% ...... 4,000 3,400 • • • • •: • Reinforcement fy = 60,000 psi 6 CODES AND REFERENCES: 1) Florida Building Code 2017 (FBC) 2) American Concrete Institute (ACI), Publication 318-14 3) American Concrete Institute (ACI), Publication 530-14 4) American Concrete Institute (ACI), Publication 351.2R 5) Manual of Steel Construction AISC 360 6) CRSI Design Handbook 2008 7) Minimum Design Loads for Building and other Structures, ASCE 7-10 8) AISI "North American specification for design of cold -formed steel structural members", 2010 edition. S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 3 1 P a g e 7 CALCULATION 7.1 LOADS 7.1.1 SOIL LOADS • Not applicable 7.1.2 LIVE LOADS • Roof (Non -green, Inaccessible by public ) = 30 psf Max.(Uniform) 7.1.3 SEISMIC LOADS • Not applicable ••.• �,,, ,• ...... .... ...... 7.1.4 WIND •••• • •••• • ••••• • Basic Wind Speed = 75 psf Max.(Uniforrn)'..' : '..• goes., • Occupacy = II •••••• • •' • Wind Directionally Factor,Kd = 0.85 ...... • Wind Exposure Category = C • • • • • • Gust Effect Factor = 0.85 '•.'.' • • Internal Pressure Coefficients, GCpi = ±0.18 S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 4 1 P a g e S&P Consulting Group 14744 SW 99th Lane Miami, F133196 Phone 786-853-1727 other 562-713-0056 JOB TITLE Penn House Roof Miami Shores, Florida JOB NO. JYUI 13 SHEET NO. CALCULATED BY D.S. DATE 5/16/2018 CHECKED BY J.P. DATE 5/16/2018 . • ... • Wind Calculation '..' • . • • • .. • .... • ...... FOR •.•:.. . • • Penn House Roof .... • • • • " . ..... Miami Shores, Florida • • • • • • • . • • • . • www.StruWare.com S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 5 1 P a g e Wind Input criteria S&P Consulting Group 14744 SW 99th Lane Miami, F133196 Phone 786-853-1727 other 562-713-0056 JOB TITLE Penn House Roof Miami Shores, Florida JOB NO. SP0113 SHEET NO. CALCULATED BY D.S. DATE 5/16/18 CHECKED BY J.P. DATE 5/16/18 Code Search I. Code: Florida Building Code 2010 - High Velocity Zone II. Occupancy: Occupancy Group = R Residential III. Type of Construction: Fire Rating: Roof = 2.0 hr Floor = 2.0 hr IV. Live Loads: Roof angle (0) 11.00 / 12 42.5 deg Roof 0 to 200 sf 20 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf Floor N/A Stairs & Exitways 100 psf Balcony 60 psf Mechanical N/A Partitions (DL) N/A V. Wind Loads : ASCE 7 - 10 Wind speed 175 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 9.0 ft Parapet ht above grd 0.0 ft Exposure C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length (L) 26.6 ft Least width (B) 25.4 ft Kh easel 0.849 Kh case 2 0.849 Tonossauhic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft K21=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x= 0.0 It Bldg up/down wind? upwind H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 KZ = 0.000 z/Lh = 0.00 K; = 1.000 At Mean Roof Ht: KA = 0+KlK2K3)12 = 1.00 S&P CONSULTING lam,, GROUP •o. • • • •••••• • • • •••• • •••••• •••• •••••• •••• • ••••• •••••• 00 0 • • •• •• • •• •••••• •••••• • • • • • •••••• •••••• •• • Z _. SpecUP V(Z) qupv ir,d) k(downu�dl H.12 H Lh HI2 ESCARPMENT r. LhW2 H 2D�RIDGE or 3D AXISYMMETRICAL HILL www.StruWare.com PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 6 1 P a g e Building Ultimate Gust Factor in X and Y Direction S&P Consulting Group 10569 NW 51 Street Miami, F133196 Phone 786-853-1727 other 562-713-0056 JOB TITLE Penn House Roof Miami Shores, Florida JOB NO. SP0113 SHEET NO. CALCULATED BY D.S. DATE 5/16/18 CHECKED BY J.P. DATE 5/16/18 V. Wind Loads -cont: Gust Effect Factor Flexible structure if natural frequency < 1 Hz. However, rule of thumb is if h/B < 4 then rigid structure. h/B= 0.35 Therefore, probably rigid structure G = 0.85 Use rigid z"Iture forrrxrta Rieid Structure /s = 0.20 1= 500ft z,® = 15 ft c = 0.20 gQ, & = 3.4 Calculated /z = 15.0 ft Use this /z : 262.7 It L= = 757.1 ft Q = 0.96 1,= 0.14 G= 0.91 use G=0.85 Enclosure Classification Flexible or Dynamically Sensitive Structure Building Natural Frequency (n) = 0.285 Hz Damping ratio (0) = 2.50% /b = 0.65 /a= 0.15 Vz = 229.5 Nr = 0.94 Ro = 0.135 Rh = 0.967 11 = Rn = 0.910 11 = RL = 0.732 71 = gR = 3.879 R = 2.041 G = 1.557 Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag • • •••••• 0.051 • • • •••• • •••••• • 0.:(�••• • • • ••••• •••••• •••• • ••••• •• •• • •• •••••• Test for Partially Enclosed Building: In ut Ao 0.0 sf Test Ao >_ 1.1Aoi YES Ag 0.0 sf Ao > 4' / 0.01Ag NO Aoi 0.0 sf Aoi / Agi < 0.20 NO Budding is NOT Partially Enclosed. Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>= 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi I Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for larae volume Dartially enclosed buildings (Ril: If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall &, roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) 0 cf Ri = 1.00 r S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 71Page C&C S&P Consulting Group Joe TnLE Penn House Roof 14744 SW 99th Late Miami Shores, Florida Miami. F133196 Joe Ho. SP0113 SHEET HO. Phone 786-853-1727 CALCULATED BY D.S. DATE 5/16118 other562-713-0056 CHECKED BY J.P. DATE 5/16/18 V. Wind Loads - Components & Claddina: Low-rise Buildings (hs60'1 & Altemate desian 60'<h<8o' Kz = Kh (case 1) = 0.85 GCpi = +/_0.18 NOTE: If tributary area is greater than Base pressure (qh) = 56.6 psf a = 3.0 fit 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 5.5 ft 67 Roof Angle = 42.5 deg Type of roof = Hip Roof Arel Negative Zone 1 Negative Zone' Negative Zone' Positive All Zone: Overhang Zone: Overhang Zone ' Wags Are Negative Zone, Negative Zone: Positive Zone 4 &. Parapet GC +/- GC pi Surface Pressure sr300 Input 10 sf 50 sf 100 sf 10 sf 50 sf 100 s 1875 sf -1.18 -I.04 -0.98 -67 ps -59 ps -55 -55 ps-1.38 -1.24 -1.18 -78 ps -70 ps -67 -67 psf-1.38 -1.24 -1.18 -78 ps -70 ps fi7 -67 ps1.08 1.01 0.98 61 ps 57 ps 55 55 ps-2.18 -2.04 -1.98 -123 ps -115 ps -112 -112 ps-2.18 -2.04 -1.98 -123 ps -115 ps -112 -112 ps GC +/- GC pi Surface Pressure s User Input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -72.4 ps -62.4 ps -55.4 -65.4 ps -59.4 ps -1.58 -1.23 -0.98 -89.4 ps -69.4 ps -55.4 -75.4 ps -63.4 ps 1118 1.00 0.88 66.8 ps 56.8 ps 49.8 59.8 psf 53.8 ps qp = 0.0 psf CASE A = pressure towards building CASE B = pressure away from building I I I I I I fi 0 IQ 1 I I I I { I I t t-- -� i- 0 s 10 degrees and Monoslope s 3 degrees 2a a Monoslope roofs 100 < 6 s 300 Solid Para et Pressure 10 sf I lo0 sf 1 500 sf 'ASE A: Interior zone : ]0.0 ps 10.0 psElo�..o Comer zone : ]0.0 10.0 s :ASE B . Interior zone : 10.0 10.0 ps Comer zone : 10.0 10.0 s 2a I ----`�r -1 la !I (.D kz I I I tp Monoslope roofs 3°<05101 a n a a 0 > 10 degrees S&P CONSULTING GROUP 0 > 10 degrees • • • •••••• • •••• •••••• •••• •••••• •••• • ••••• • • • • • • • • • • • • • 000000 • • • • • • • •••••• 000000 •• • •• • • • • • • • • PENN DAVIS-ROOF SHE) -PERMIT CALCULATIONS 8 1 P a g e 7.1.5 LOAD COMBINATIONS Load Combinations according with FBC 2017 and ASCE 7-10: D: Superimposed Dead Load + Selfvweight L: Reducible and Non -reducible Live Loads + Live Surcharge Load L,: Roof Live Load H: Hydrostatic Load + Soil Lateral Pressures F. Fluids Loads W. Horizontal Wind Load QE: Horizontal Seismic Forces S: Snow Loads r: Redundancy Factor. r = 1 for non -building structures not similar to buildings. W. Overstrength Factor. W = 2.5 for anchorage to concrete. l: Importance Factor M Horizontal Loading Direction Option SERVICE. S(service) + Load combinations: :...:. • 1SD = D • 1SDLH=D+L+H ...... .... • ...... • For Overturning (stability) and Isolated Foundations: •' •' • • 0 lSDHW#= 0.6D + H + 0.6W(1700 MRI 3sec Gust wind load cases}::::. �•.•;� • 0 1 DHE=(0.6±0.14 Ds)D+H+0.7r e ..... ,.•.•. 0 1SDHWE#= (0.6 ± 0.14SDs)D + H + 0.7WQE ..'..' •. ..:••• ; •.•• • For Group Foundation: • • •... •..... • 0 lSDHW#= D + H +W(1700 MRI 3sec Gust wind load cases) ....:. 0 1SDHE#=(1±0.14SDs)D+H+0.7rQE : .•. •��•�• • 0 lSDHWE#= (1 ± 0.14SDs)D + H + 0.7WQe •. .".'. •••••. • • 1 SDLHW# = D + 0.75L + H + 0.45W(1700 MRI 3sec Gust wind load cases) • 1 SDLHE# = (1 ± 0.105SDs)D + 0.75L + H + 0.525rQE • lSDLHWE#= (1 ± 0.105SDs)D + 0.75L + H + 0.525WQE DRIFT. S(service) + D(drift) + Load combinations: • 1 SDDLW# = D + 0.5L + W(50 MRI 3sec Gust wind load cases) • 1 SDDLE# = (1 ± 0.105SDs)D + 0.75L + CdQE/I • 1 SDDE# = (0.6 ± 0.14SDs)D + CdQE/I DESIGN: D(design) + Load combinations: • 1DD= 1AD+1AF • 1 DDLH = 1.2D + 1.6L + 1.6H 1DDLW#=1.2D + f,L + W(1700 MRI 3sec Gust wind load cases) • 1 DDLE# = (1.2 ± 0.2SDs)D + f,L + rQE • 1 DDLW E# = (1.2 ± 0.2SDs)D + f,L + W QE • 1 DDHW# = 0.9D + 1.6H + W(1700 MRI 3sec Gust wind load cases) 1 DDHE# = (0.9 ± 0.2SDs)D + 1.6H + rQE 1 DDHW E# = (0.9 ± 0.2SDs)D + 1.6H + W QE �x S&P CONSULTING GROUP PENN DAVIS-ROOF SHIED -PERMIT CALCULATIONS 9 1 P a g e 7.2 STRUCTURAL ANALYSIS The existing roof shed will be replaced with a new roof with the same characteristics and weight of the existing conditions. The new roof area is comprised of new wood joist spaced 2'-0" center to center. The joist will be supported by the existing 8" masonry walls and new wood beams recreating the existing conditions. The roof diaphragm will be built out of a 5/8" plywood waterproofed and finished with concrete tiles. The design of the wood structural elements were submitted during the master permit. This calculation is for the 8"x12" concrete beam located at the south end of the roof. E-..5,r 7.0. EX r.Q Ea15T. c4u i r • • • • P �l I 1 I °I •.•i•• • • • .••••• ••••♦ •••• • • Eta' hL'�Ir'Ct•�_ •• •• • •••••• 1 I 1 - Y • • • • •••••• II Cr•==71:� •••••• �it•.I I � �' :INJ�Z r�..\{RkYcN iO �CC:15, 6;�• �� —I �...I. 1.—I� -- 18°�12" LonLretkB jarp l LJ__l�_L—J_l__LIJ__1 EXISTING SHED ROOF PLAN SOLE: 1,/4 — `—C' 9 x Wr OCKI;. sAer 4tNEA 7-XIST W , 41 �Ja'1 R91:=. -!�, a n ^-r a Ro:rc+d A D T3 T 0' 0.:;. 1ISS 1' pa hii,vim:-IoY, aa*. 72' IN-C S Urr1 5`.R WE JET—Y=AZ:;. 4 S&P CONSULTING GROUP PENN DAVIS-ROOF SITED -PERMIT CALCULATIONS 101Page 7.3 CONCRETE BEAM 7.3.1 8"X12" CONCRETE BEAM DESIGN Concrete Beam Design at Roof Shed Flexure Design: Mu= 0.65x(8.25f /8= 5.6 k-ft F= b&12,000= 8x(9�12,000= 0.054 Kn= Mu/F= 5.6/0.054= 104--> f_0.0020; Req'd As= -Pbd= 0.0033x12x9= 0.36 in 5' Beam Size: 8"x12" ; d= 12"-3'= 9' fc = 4,000 psi ; fy= 60,000 psi DL=25 psf ; LL=30 psf Dead Load Roof System= 0.025x6.5= 0.17 k/ft Beam= 8x12/144x0.15= 0.10 k/ft hear 0.27 k/f • • Live Load : •�. • •••••• u=2.7k •••• '• LL= 0.03x6.5= 0.20 k/f��•� •••••• Wu(D+L)=0.27x1.2+QO.Mt6=0.65 f ��•� loment Note: 0••••• . • •••••• Net Uplift=(55x5.5+112X'M)ff,000 - . . •... 10/1,000x6.5=0.35k/ft";••; �•� •• ••••• W(D+L)=0.65 k/ft >0.3W/V Govelhs bbsi n • • • • • • But 'Finin= 200/60,000= 0.00k—. .Use -fmin=0.0033•••••; •• •• • • • Use 2#5 Top & Bottom • • • Shear Design: Vu=2.7k C�Vc= �2 tjf—cbd= 0.75x2x ,000 x12x9/1,000 = 10.2 k > Vu= 2.7k 3o Use min Reif. Therefore, Max. Spacing= d/2= 9/2= 4.5" _—> Use #30W O.C. Ties S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 111Page S&P CONSULTING GROUP, LLC STRUCTURAL rREViEzVV APPROVED ATE . I ROOF SHED CALCULATI}N PENN DAVIS PROPERTY.- ...... 384 NE 94T" STREET :":•: MIAMI SHORES, FL 33138 . UG 21 2018 B —ZFc 8 - 2 2 Za 7s73 - _* = STATE OF ,!20� . • .� s. S&P CONSULTING GROUP, LLC LICENSE # 72730 Structural • Civil • Threshold Inspections 147" S.W. ge Lane, Miami, Florida 33196 * Tel: 786-853-1727 * www.spconsuitgrp.com A • • •••••• • • • • Lva y S&P CONSULTING GROUP TABLE OF CONTENTS 1 TITLE: ............................................................................................................................................. 3 2 PURPOSE: ................................................................................................................................... 3 3 RESULTS/CONCLUSION: .................................................................................................... 3 4 ASSUMPTION: ........................................................................................................................... 3 5 DESIGN INPUTS: ...................................................................................................................... 3 7 CA"L` C U LI�TI Q N.......................................................................................................................... • . w 4 •...•. 7.1��'O�ADS'.:..................................................................................................................................4 • 7.•I.1': SOlkOA(7ADS......................................................................................................................... 4 ' 7.9.?s • LI V� tt�A1�S.......................................................................................................................... 4 • • 7.1.3 SEISIW06 t OADS................................................................................................................... 4 .:.... A1.4•; WIND ,...... ..............................................................................................................................5 ...... 7.t.8'.LOAb d6MBINATIONS........................................................................................................ 9 . .. 7.2 STRUCTURAL ANALYSIS.............................................................................................10 7.3 ROOF ANALYSIS..............................................................................................................11 7.3.1 WOOD JOISTS DESIGN.................................................................................................... 11 7.3.1.1 JOISTAT NORTH SIDE (JOIST-1) DESIGN..............................................................11 7.3.1.2 JOIST AT SOUTH SIDE (JOIST-2) DESIGN..............................................................13 7.3.2 WOOD BEAMS DESIGN.................................................................................................... 15 7.3.2.1 PERIMETER WOOD GIRDER BEAM AT SOUTH SIDE (B-1) DESIGN...................15 7.3.2.2 INTERIOR WOOD GIRDER BEAM (G-1) DESIGN....................................................17 7.3.3 CONNECTIONS...........................................................................................................19 7.3.3.1 CONNECTION DESIGN FOR WOOD JOIST-1..........................................................20 7.3.3.2 CONNECTION DESIGN FOR WOOD JOIST-2..........................................................21 7.3.3.3 CONNECTION DESIGN FOR WOOD BEAM G-1......................................................22 7.3.3.4 CONNECTION DESIGN FOR WOOD BEAM B-1......................................................25 7.3.3.5 CONNECTION TABLES..............................................................................................28 S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 21Page 1 TITLE: Shed Roof Replacement. 2 PURPOSE: The purpose of these calculations is to demonstrate the adequacy of the design performed to the structural wood beams supporting the new roof of a shed that will replace the existing roof. The shed is situated in the back of the house located at 384 NE 941h Street, Miami Shores, FL 33138. 3 RESULTS/CONCLUSION: The building structure and structural components will serve the purpose and function as designed within the limit states of serviceability and strength design. 4 ASSUMPTION: ..•. Y • • • i Y • Any assumptions were recorded as apart of the calculations inappropriate placAL�� .��.�. •� 5 DESIGN INPUTS: •••• •, �••••; • Loads: See individual applicable calculation. ":": ;,,,;• ••••• • Concrete �.. o Foundations There are no new foundations in thispproject. "• • • o Typical Floor Slabs There are no floor slabs in this project. •• • o Slabs on Grade Slab on grade to remain. o All other concrete fc = 4000 psi U.O.N. o Modulus of Elasticity (Based on Florida Aggregates) f'c [psi] E [ksi] 4,000 3,400 5,000 3,700 6,000 3,900 7 thru 10 4,200 • Reinforcement • Structural Steel o Plates and Bars o Angles • Existing 8" Masonry o Bearing Walls fy = 60,000 psi U.O.N. fy = 36,000 psi fy = 36,000 psi fm = 1,500 psi U.O.N. S&P CONSULTING GROUP PENN DAVIS—ROOF SHE) -PERMIT CALCULATIONS 3 1 P a g e 6 CODES AND REFERENCES: 1) Florida Building Code 2017 (FBC) 2) American Concrete Institute (ACI), Publication 318-14 3) American Concrete Institute (ACI), Publication 530-14 4) American Concrete Institute (ACI), Publication 351.2R 5) Manual of Steel Construction AISC 360 6) CRSI Design Handbook 2008 7) Minimum Design Loads for Building and other Structures, ASCE 7-10 8) AISI "North American specification for design of cold -formed steel structural members", 2010 edition. 7 CALCULATION 7.1 . LOADS • Y • • • • V.1.1 . SOLL LOAD& *0000 • • .... . . ...... 7.1.2 . . VV9 LOADS ...... . .. . .. • Roof (Non -green, Inaccessible by public ) 7.1.3 SEISMIC LOADS • Not applicable S&P CONSULTING GROUP 20 psf Max.(Uniform) PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 4 1 P a g e 7.1.4 WIND Basic Wind Speed = 75 psf Max.(Uniform) • Occupacy = II Wind Directionally Factor,Kd = 0.85 Wind Exposure Category = C • Gust Effect Factor = 0.85 Internal Pressure Coefficients, GCpi = ±0.18 5&P Consulting C mup JOB TrcLE Penn H_ouee_ Roof 14744 SW Mh Lame Miami Shores, Florida Miami, F1 33196 JOB NO. SP0113 SHEET NO. Phon4 786 H53-17«27 CALCULATED BY� S. DATE 511Ci/2018 other 562-713-0056 CHECKED BYLLJY. DATE'_ SI16/7.D18 • • • • •••• •••••• • • • • •••••• •• • •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• Wind Calculation ... • • • . • . . . • ....•. FOR •••••• Penn 'House Roof • • • • • • • • 0 Miami. Shores, Florida www.S1ru Ware.aom S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 5 1 P a g e Wind Input criteria S&P Consulting Group 14744 SW 99th Lane Miami, Fl 33196 Phone 786-853-1727 other 562-713-0056 JOB TITLE Penn House Roof Miami Shores; Florida JOB NO, SP0113 SHEET NO. CALCULATED BY D.S. DATE 5116118 CHECKED BY J.P. DATE 5116118 Code Search 1. Code: Florida Budding Code 2010 - High Velocity 7bne IL Occupancy: Occupancy Group = R Residential III. Type of Construction: Fire Rating; Roof = 2.0 hr Floor = 2.0 hr IV. Live Loads: 0000 Roof angle (0) 11.00 / 12 42.5 deg • • Roof 0 to 200 sf: 20 psf �;•••� �•�� .•. : 200to600sf. 20 psf • • • •0 •� • ' • over 600 sf: 20 psf •:•••• •••• .WOOF N/A . . . ...$VVt, C Fx1twaya 100 psf 0.0 0 : 60 psf • • • • • • •Balcony • lYlectsnical NIA • • • • • • • •1fa11hions (DL) N/A • •••••. :0.::: . • .. • • • • V. . • V/jljpjds : ASCE 7 - 10 • 0 • • • • • • : Wind speed 175 mph • . • • 0 • i .Directjpnality (Kd) 0.85 "" • • • : M%ag ttoof Ht (h). 9.0 ft • . • Parapet ht abo,,v grd 0.0 ft ' ' • Exposure C Enclosure Classic: Enclosed Building Internal pressure +/-0.18 Building length (L) 26.6 ft Least width (B) 25.4 It Kh case 1 0.849 Kh case 2 0.849 Topograph r, Factor ()z Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft :. Kzt=l.0 Actual HILh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 tl Froth top of crest: x- 0.0 It Bldg up/down wind? upwind H/Lli= 0.00 K, = 0.000 x/Lh = 0.00 KZ = 0.000 z/l.h = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (I+K,KZK3)"2 = 1.06 S&P CONSULTING GROUP ESCARPMENT 2D RIDGE or 3D AXISYMMETRICAL HILL www.StruWare.com PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 6 1 P a g e Building Ultimate Gust Factor in X and Y Direction S&P Consulting Group 10569 NW .51 Street Miami, F133196 Phone 786-853-1727 other562-713-0056 JOB TITLE Penn House Roof Miami Shores, Florida JOB NO. SP0113 SHEET NO. CALCULATED BY D.S. DATE_5/16118 CHECKED BY� J.P. DATE 5/16I18 V. Wind Loads -coat.: Gust Effect Factor Flexible structure if natural frequency < 1 Hz However, rule of thumb is if h/B < 4 then rigid structure. h/B= 0.35 Therefore, probably rigid structure G = 0.85 1 Use rigid structure fomrie Rleid Structure /E = 0.20 1= 500ft 7,,�,= 15It c = 0.20 ice&= 3A Calculated /z — 15.0 ft Use this lz : 262.7 ft L, = 757.1 ft Q = 0.96 1,= 0.14 G = 0.91 use G = 0.85 Enclosure Classification Flexible or Dynamically Sensitive Structure Building Natural Frequency (nl) = 0.285 Hz Damping ratio (P) = 2.50% /b = 0.65 /a = 0.15 Vz= 229.5 .Nl = 0.94 Rp= 0.135 Rh = 0.967 n = Rg = 0.910 11 RL = 0.732 tl = gs = 3.879 R = 2.041 G = 1.557 Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Buildina: All walls are at least 8014 open. Ao z 0.8Ag • • • • • • • • •• • Testfor Partially Enclosed Buildina: I ut Test Ao 0.0 of Ao y L lAoi YES Ag 0.0 sf Ao > 4' f 0.01 Ag NO Aoi 0.0 sf Aoi / Agi < 0.', NO Building is NOT Partially Enclosed, Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>= 1.lAoi Ao > smaller of 4' or O.OI Ag Aoi / Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including.Ag. Reduction Factor for large volume bartialiv enclosed buildings (Ril: If the partially enclosed building contains a single room that is unpattitioned the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Acg): 0 sf Unpartitioned internal volume :(Vi) : 0 cf Ri = 1.00 o S&P CONSULTING GROUP PENN IDAVIS—ROOF SHED -PERMIT CALCULATIONS 7 1 P a g e C&C S&P Consulting Group JOB TILE Penn House Roof 14744 SW 99th Lane' Miami, Shores, Florida Miami, F133196 dos No. SP0113 eHm No. Phone 786-853-1727 CALCMAIMo BY D.S. DATE 5116/18 other562-713-0056 CHECKED BY 7.P. DATE 5/16il8 V: Wind Loads -Components & Cladding: Low-rise Buildinas th56M &Alternate design 60'0<9 Kz - Kh (case 1) = 0.85 GCpi = +/-0.18 NOTE: If tributary etas is greater than Ease pressure (qh) = 56.6 psf a = 3.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 5.5 ft 67 Roof Angle = 42.5 deg Type of roof = Hip Roof Ares Negative Zone Negative Zone Negative Zone: Positive All Zone Overhang Zone Overhang Une • yt'aes •••• • Are • • • NagparyYva Z7,astia4 • • • • • • Negayvj, •'•'S5 Positive Zono4 & 5 •00000 +!- ' i. Surface Pressure Use Input 10 of 50 sf 100 of 10 of 50 sf 100 sf 300 sf 1875 sf -1,18 -1.04 -0.98 -67 ps -59 p -55 p -55 pa -55 ps -1.38 -1.24 -1.18 -78 ps -70 ps -67 pe -67 -67 ps -1.38 -1.24 -1.18 -78 ps -70 ps -67 p. -67 ps -67 ps 1.08 1.01 0.98 61 ps 57 ps 55 pa 55 pal 55 pe -2.18 -2.04 -1.98 123pa -115pe -112.ps -112 -112 psf -Z18 -2.04 -1.98 123 s -115 -112 -112 s -112 s +/- G i Surface Pressure User to ut 00 of 500 sf 10 sf 100 sf 500 sf 50 of 200 of Iff 1.10 .0.98 .72.4 ps -62.4ps -55.4 p -65.4 ps -59.4 ps L23 -0.98 -89.4 pe -69A p -554 -754 63.4 1.00 0.98 66.8 ps 56.8 ps 49.8 59.8 53.8 s • • Parapet • • • • •••• • •••w! 0.0psf • • • • • CASE Atowards building ZASE B = pitsbre%fhy from building • •• r i (D (D it I I ! I I I I I 0 :� 10 degrees and roslope S 3 degrees Monoslope roofs 101 <.0 5 300 Solid Parapet Pressure 10 of 100 of 500 sf 'ASE A ; Interior zone : 10.0 psf 10.0 psf 10.0 pe Comer zone : 10.0 ps 10.0 10.0 s :ASE B : Interior zone : 10.0 psf 10.0 PSI 10.0 ps Comer zone : 10.0 Psf 10.0 Psf 10.008 Monoslope roofs 31 < 0 s Ib° 0 > 10 degrees S&P CONSULTING GROUP 0 > 10 degrees PENN DAVIS-ROOF SHEWERMIT CALCULATIONS 81Page 7.1.5 LOAD COMBINATIONS Load Combinations according with FBC 2017 and ASCE 7-10: D: Superimposed Dead Load + SelfKeight L: Reducible and Non -reducible Live Loads + Live Surcharge Load Lr: Roof Live Load H: Hydrostatic Load + Soil Lateral Pressures F. Fluids Loads W. Horizontal Wind Load QE: Horizontal Seismic Forces S: Snow Loads r: Redundancy Factor. r = 1 for non -building structures not similar to buildings. W: Overstrength Factor. W = 2.5 for anchorage to concrete. 1. Importance Factor #: Horizontal Loading Direction Option SERVICE: S(service) + Load combinations: • 1SD = D lSDLH=D+L+H ; For Overturning (stability) and Isolated Foundations: 0 1 SDHW# = 0.6D + H + 0.6W(1700 MRI 3sec Gust wind load cases] • .; • 0 1SDHE# = (0.6 ± 0.14Sos)D + H + 0.7rQE .... 0 l SDHWE# = (0.6 ± 0.14Sos)D + H + 0.7W QE ' • • • •' For Group Foundation: • •; • •; 0 1 SDHW# = D + H +W(1700 MRI 3sec Gust wind load cases) 0 1SDHE# = (1 ± 0.14Sps)D + H + 0.7rQE • 0 1SDHWE#= (1 ± 0.14Sos)D + H + 0.7WQE •' 1SDLHW#= D + 0.75L + H + 0.45W(1700 MRI 3sec Gust wind load ca'se6) • lSDLHE# = (1 ± 0.105Sos)D + 0.75L + H + 0.525rQE 1SDLHWE#= (1 ± 0.105Sos)D + 0.75L + H + 0.525WQE DRIFT. • S(service) + D(drift) + Load combinations: 1 SDDLW# = D + 0.5L + W(50 MRI 3sec Gust wind load cases) 1SDDLE#= (1 ± 0.105Sos)D + 0.75L + CdQE/I 1SDDE#= (0.6 ± 0.14Sps)D + CdQE/I DESIGN: D(design) + Load combinations: • 1 DD = 1 AD +1.4F • 1 DDLH = 1.2D + 1.6L + 1.6H 1 DDLW# =1.2D + f,L + W(1700 MRI 3sec Gust wind load cases) • 1 DDLE# = (1.2 ± 0.2Sos)D + f1L + rQE • 1 DDLWE# = (1.2 ± 0.2Sps)D + f,L + WQE • 1 DDHW# = 0.9D + 1.6H + W(1700 MRI 3sec Gust wind load cases) 1 DDHE# = (0.9 ± 0.2Sos)D + 1.6H + rQE 1 DDHWE# = (0.9 ± 0.2Sps)D + 1.6H + WOE S&P CONSULTING GROUP PENN DAVIS-ROOF SHE -PERMIT CALCULATIONS 9 1 P a g e 7.2 STRUCTURAL ANALYSIS The existing roof shed will be replaced with a new roof with the same characteristics and weight of the existing conditions. The new roof area is comprised of new wood joist spaced 2'-0" center to center. The joist will be supported by the existing 8" masonry walls and new wood beams recreating the existing conditions. The roof diaphragm will be built out of a 5/8" plywood waterproofed and finished with concrete tiles. The design of the wood structural elements are carried out following the National Design Specification for Wood Construction (NDS) of the latest code. a.H� �..,/.~ y :.TLtT..Q3f Ky.. -_ \J• .-. ttP.Af';-QASK L9..ERLrµ e .._.••,.••.._. TDB ES=. ami • _ �•..•• � •��• •.•••� � 1, � I � I I ICI `0--�--��" • • 1 .p 7f.1..'7 •••.•0 •••••• LIj ��-„_am 00 T I i CAW Eyl�7 � uKfz AR 1c r 1 t 1 r �JPLf �aii�S IL . 1 r 1 I'LPL ,u - — _ at•rra.r, a a '�.�.� is ecji ice+ VFT- X air EXISTING SHEEN ROOF PLAN SCALE, 1/4* — S&P CONSULTING -' GROUP PENN DAMS -ROOF SHED -PERMIT CALCULATIONS 101Page 7.3 ROOF ANALYSIS. 7.3.1 WOOD JOISTS DESIGN 7.3.1.1 Joist at North Side (Joist-1) Design EnPeci Title: Penn Davis Shed Roaf ee inr: 00%id Sentameda Protect 10: Project Descr: Wood Roof Beam Design Wood Beam Description. Joist-11-11ath Side. L•14'-VWforde60t Rath_ ;+de. L - 12'3' COS�R'��ER�IVCES � Calculations per NDS 2012, 16C 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Malysis Method ARawable Stress Design Fb'+ 900.0psi E ModulusofElasti6ty Load Combination 18C 2015 Fb- 900.Opsi Ebend,loc 1,200.Oksi Fc - PHI 550.Opsi Ermnbend - xx 440.0ksi Wood Species Spruce - Pine - Fir (South) Fc - Perp Fv 335.Opsi 125-Opsi 00000 • Wood Grade No.1 Ft 450.Opsi Density 0 • • • 22,460" • • Beam Bracing Seem is Fully Braced against hlterel-torsional buckling Repe 4iv*enitxi'strxs InLTe.4pe • 04 Lr o 04 VY D.O]8 • .... ... 21t10 l i .. ... . Span - 14.01t • • • • • L/kppdl�d LOads Service loads entered. Load FactdS kill beftfied for Q31pJlatifn5; Beam self weight calculated and added to loac • • • • • • Urifarm Load D = CI02-V. Lr = 0.020 W = 0 0180 k�f Trbutary VAdit = ?L • • • mcimurn Bendfisng Stets Ratio Section used for this span fb .. Actual FB' A 10wable Load Combination Location of maidmum`on span Span # where ma arrui l ocwrs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward, Total Deflection Max Upward Total Deflection 0.851t d Maximum Shear Stress Ratio 2x10 Section used for this span 1,211.76psi tv Actual 1,423.13psi Fv Allowable LoadComitination 7 000ft Location of maxlmuirl oft span Span# d Span # where mmamum occurs 0.293 in Ratio = 573 >350 0.000 in RaW = 0 1�360 0.691 n' Ratio = 243>=240. 0.000 in Ratio = 0 <240.0 0.350 : 1 2x10 59,41 psi 166.25 psi +{f 3234ft Spat # 1 If dlatdmtwn Forces & Stresses tfor Load Coinariations-1 LmadCombinecon MaxStress Ratios tvbmeniVal-As Sheer Values Segment length "Span # M V Cd r FN C i Cr Cm C I C'L - M fb F'b V fv FV +D+H 1.100 1.00' 115 1.00 100 1.00 0.00 10,00 000 0.00 L"h - 140 It 1 0646 0289 0.96 1. too, 1.00 1,15 1.00 1.00 1.00 1.48 661.98 102465 '0.30 32.46 112,50 +D+L+H 1.100 100 1,15 too t.00' 100 0.00 0.00 000 000 Lendh=i40'ft 1 0.581, 0`230 too 1. too, 1.00 115 1.0o 1.00 1.00 1.18 651b.6 1138,50 0,30 32.45 .125,00 -D+LrvH "1<100 1.00 1;15 1.00 1.00 too 0.00 0.00 000. 000 Length - 14D ft 1 0851 0.380 1.25 1, 100' 1.00' 1. 75 1.00 1.00 1.00 2.16 1.211.76 1423.13 0.56 59.41 158 25 +D+S+H 1-= f.00 1.15 1.00 1.00 100 040- 0.00 0.00. 0.00 . Length m:14 0 ft 1 0.505 0.2W 1.15 1,100. 1.00 1 15 1.00 100 1.00 .1 AS 661,98 1309.26 32.43 143:75 +0.0750Lrv0.75U1_+1- 1.100 11.00. 1.15 1.00 1.00 100 0.00 0.00 0.00, 0.00 Lendh - 140It 1 0.755 0,337 1.25 1 100 1.00 1.15 1.00 1.00 1.00 1,92 1,074,31 1,123,13 :0.49 `62.67 156.25 +D.0.750L+07503+H 4.100 too. 1.15 too 1.00 100 0.00 0.00 000. 0.00 r ~ti S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 111Page Project Title: Perin Davis Shed Roof Engineer: David Santammia Project ID: Project Descr:Wood Roof Beam Design Wood Beam Description : Joi*l - North Side: L =14' Lin for deso South Side: L = V-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M M V Cd C FN di Cr cm C t C L M Po Fb V fV Fv Length = 14.0 ft 1 0,506 0.226 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.18 661.98 1309.28 0,30 32.46 143.75 +D+O.00W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0It 1 0,526 0,235 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.71 958.86 1821.60 0.43 47.01 200.00 +D+0.70E+H 1.100 1.00 1.15 1,00 1.00 1.00 0.00 000 0.00 0.00 length=14.0 R 1 0,363 0,162 1.60, 1.100 1.00 1.15 1.0D 1.00 1.00 1.18 661.98 1821.60 0.30 32,46 200,00 +D+0.750Lr 0.750L*0.450W+h 1,100 1.00 1.15 L00 1.00 1A 0.00 0.00 0.00 0,00 Length =14.0It 1 0.712 0.318 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Z31 1,296.97 1821.60 0.59 6150 20000 +D+0.750L40.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 11.00 0.00 0,00 0.00 0.00 Length -14.0 It 1 0,486 0.217 1.66, 1,100 1,00 1.15 1.00 1.00 1.00 1.58 884.64 1821.60 0.40 43.37 200.00 +D+0.750L+0.7503+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.363 0.162 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.18 661.98 1821.60 0.30 32.46 200.00 +0100+0.80W+0.6011 1.100 1.00 1.15 1.00 1.00, 1.00 0.00 0.00 0.00 0.00. Length =14.0 ft 1 0.381 0.170 LBO 1.100 1.00 1.15 1.00 1.00 1.00 1.24 694.07 1821.60 0.31 34,03 200.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 •L,M =14.0 R 1 0.218 0.097 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.71 307.19 1821.60 0.10 19.47 200.00 • • • • • • ' pyrgftt MaxinVm DKections • • Load Combination • • • • Span Max %* Defl Location in Span Load Combination Max "+" Deft Location in Span F 9OLr+0.750Li. � 1 0.6911 7.051 0.0000 0.000 • • • • • • • r• �#0� L Vertical, ReaIsAdJ7. • Supportnotation : Farleftis fM Values in KIPS • • • • • • Load Combination Support 1 Support 2 • Ovew um • • 0.661 0,661 • • • • e0lerall IRIMmun • • • • 0.252 0.252 • ••••• •+D+H • •••••• 0.337 0.337 • •69+l+4Is • • 0.337 0.337 •.•••• +D+Lol •• •• 0.617 0.617 • +D+S+H 000000 0.337 0.337 • i • • • • •+D+0.75 Lr+0.750LyH • 0.547 0.547 • :".�L+0.750S+H 0.337 0.337 • • +D+0.60W+H • • 0.488 0.488 • • • • •+D+y.JOE+H • • • • 0.337 0.337 • +11+0.754Lr+0.750L+0.456W+1- 0.661 0,661 •+D4.950L+0.150S+0.450W+H 0.451 0.451 +D+0.750L+0.750S+0.5250E+H 0.337 0.337 +0.60D+0.60W+0.60H 0.353 0.353 460Dr0.70E+0.60H :0.202 0.202 D Ony 0.337 0,337 Lr Ony `0.280 0.280 L Only S Only w Ony 0.252 0.252 E 0* H Only S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 121Page 7.3.1.2 Joist at South Side (Joist-2) Design Project Tide: Penn Davis Shed Roof Engineer. David Sardamaria Protect ID: Project Desa: Wood Roof Beam Design Wood Beam CODERES Calculations per NDS 2012, IBC 201$ CBC 2013, ASCE 7-10 Load Combination Set: IBC 2016 Material Properties Analysis Method. Alllmyabte Stress Design Fb + 900.0 psi E : Modufos of Eias idty LoadCornbination ISC 2015 Fb- 900.00 Ebend"lox 1,200.0ksi Fr • PrN 550.0 psi Eminbend - & 440.Oksi Wood Spades ' Spruce- Pine - Fw (South) Fc - Perp 335.0p^I Wood Grade : No.1 FV 125.Ops1 A 450.Opsi Density 22.460pcf Beam Bracing : Boom is Fully Braced acainst lateraFtorsionaf bucking RepeOveMetnb r Stress lrxvAm ..,..._......................... ...................__ ._, 44 Lr'9. WaO .......... ,,,,,,,,,._.....,,....,,.,,..,_,.........................m...,,,,,,,_8_,,,,,,,..,..,,...,.,........ ...... _.... .-...,,.,..btr • • • • • • •••• • • • 2z$ •• • • Spans 11.0 It 000 Applied Loads 9 Service loads entered. Load Factors will leAtpPllgd for cel*usbons, Beam self weigh calculated and added I o logic • • • • • • • Unform Load: 0 = 0.02 0, is = 0020, W = 0.0 81) ksf, Tribxtar; VAdh = 2 t • • • axi urn Bending Stress Ratio = Section used for this span fb , Actual FB , AAowable = Load Canbination L6catron of maximum on`span = Span # where nxwmLrrl occurs - Maxsrurn Delecdoin Max Downward Transient Detectors Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.n1a 1 Maximum Sheer Shams Ratio 2x8 Section used for this span 1,2i127psi N..Actuai 1,5W.50psi Fv : Allowable +D+Lr+H Load Co rtarletion 5.W Location of mawmtn on span Spenf 1 Span # where madmom a us 0232 in, Ratio = 50>-360 0.000 in Ratio. = 0 460 0.544 in Ratio '= 242>=240. 0.000 in Ratio = 0 Q40.0 for Load Combinations •••� i 0.3'TO:•1• �� 2x8• • = 5924pV • 15625 psi +D 0336ft = Spent 1 Load Combination WK Shm Rahos %mmt V3k*s ShwValuea Segment Length Span# M V Cd C FN C 1 Cr Chi C I C L M ftr Fb V fV Fb +D H 1.230 1.00 1.15 1.00 1.00 1.00 01M 0.00 0.00 000 Lengh-11.0If 1 6.5f9 d286 090 1,210• 1.00 1.15• 1.00 1.00 1.00 0.72 658.79 fIQ.60 023 3222 112.50 +D+L+H 1,200 100 115 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =110 it 1 0.530 0.258 1.00 1.200 1.00 1.15 f.00 1.00 1.00 0:72 658.79 1242.co 0.23 32.22 125.03 +D+LRH I.iAO 1.00: 1.15, 1,00 1.00 1.00 0.00 000 0.00 000 Lenl>Ih=110It 1 0.780 0379 1.25 120 1.00 1.15 1.00 1.00 1.00 1.33 1,211.27 155250 0.43 59.24 156.25 +D+S+H 1.230 100 tiS 1.00 1.00 1.00 000 0:00 AA0 000 LaVh - I ID n 1 0.461 '0:224 1.15 1.230 1.00. t i1 1.00 1.00, 100 D.72 69929 1423.3D 023 22.22 143.75 +D}+07501.r+0750L+1 1.200 1.00 115, 1.00 100 1.00 000 000 000 0.00. Lenxlh -11.011 1 Y1:691 0.336 1.25 1.270 1.00 1.16 100 im 1.00 1.18' 1,073.15 1552.50 0.38 MAGI 155.25 +D+0.750L+0.750S+H 1.21M 100 1.15 1,00 1.00 1.00 000 0,00 0.00 A.00 S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 131Page Project Title: Perm Dwis Stied Roof Engineer. DavidSantarrlaria Project ID: Project DescrANbod Roof Beam Design Wood Beam Description: Joist-2-SoulrSide Load Combination Max Stress Ratios Moment Values Shear Values Segnant length Span M M V Cd C FN C i Cr C m C t C L M Po Pb V' fv Pv Length=11.01t 1 .0.461 0,224 1.15 1.200 1.00 1,15 1.00 1.00 1.00 0.72 658.79 1428.30 0.23 32.22 143.15 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0100 0.00 0.00 0.00 Length =11.0R 1 0.482 0.234 1.60 1.200 1,00 1.15 1.00 1.DO 1.00 1.05 957.13 1987.20 0,34 46.81 2DO.00 +D+0;70E+H 1,200 1.00 1.15 1,00 1.00 1.00 0.DO 0.00 0,00 0.00 Length =11.0 R 1 0.332 0,161 1.60. 1100 1.00 1.15 1,00 1.00 1.00 0.72 658.79 1987.20 0.23 32.22 200.00 +D+0.750Lr+0.750L+0.450W+F 1.200 1,00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =11.0 It 1 0.653 0.317 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.42 1,296,91 1987.20 0.46 63.43 200.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =11.0R 1 0,444 0.216 1,00 1.200 1.00 1.15 100 1.00 1.00 0.97 882.54 198L20 0.31 43.17 200.00 +0+0.750L+9.750S+0.5250E+1 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 11.0 ft 1 0.332 0A61 1.60, 1.200 1.00 1A5 1.00 1.00 1.00 0.72 658.79 1987,20 0.23 32.22 200.00 +0.60D40.80W+0.60H 1.200 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 It 1 0,340 0.170 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.78 093.61 1987,20 0.25 33.93 200.00 +0.600,47012+0.401 1.200 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =11.0 R 1 0.199 0.097 1.60 1.200 1.00 1,15 1.00 1.00 1.00 0.43 395.27 1987.20 0.14 19.33 200.00 (-'Overall Maximum Deflections • GO oabCombination Span Max-' Doff Location in Span Load Combination Max W Dell Location in Span • • • • • • • • .750Lr+OJ 0,45 +F 1 0.5443 5.540 0.0000 0.000 • • • • Vi��3Ct1071s T Support notation: For left is fit Values in KIPS • • • • • • • tdAd Canbinatidh• • • • • Support 1 Support 2 • • • Overall MAXimm• • is • • 0.516 0.516 • • • • : O� yia11 MINsrun 0.198 0.198 • • • • • • • • • 0.262 0.262 ••••• •• +D41L+H •••• 0.262 0.262 • • • • • •4�+H • • 0,202 0,202 • • • • • • +DA.750Lk.158L* • • 0.427 0.427 • • • +0+0.750L+0.72OW. • • '0.262 0.262 • +D+0.60W+H e • • 0.381 0,381 • • • • • • • +D40.70EH • • 0.262 0.262 • • • •+5+*.750Lr+0.75Q�+0.45 ft+F 0.516 0.518 • • • • • a +D+0.750L+0.7i0S4i.450VWH 0.351 0.351 • • • •+0+0.75DL+0.7$0S+0.ME+i 0.262 0.262 • • • •+QdbD+9.110W+0.60H 0.276 0.278 +0.600,470&0.601-1 0.157 0.157 D Only 0.262 0.262 LrOnly 0,220 0,220 L Only S Only W Ordy 0.198 0.198 E Only H Only iM p S&P CONSULTING �� GROUP PENN DAMS -ROOF SHED -PERMIT CALCULATIONS 141Page 7.3.2 WOOD BEAMS DESIGN 7.3.2.1 Perimeter Wood Girder Beam (B-1) Design Project Title: Pena Davis Shed Roof Enggl'Ineer. David Santamaria Prr�ieet ID: Project Descr: Wood Roof Beam Design Wood Beam Description: 131- fouh End Bmm CODE RCJF1M&CES Calculations per NDS 2012, IBC 201 Z CBC 201 A ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method AYowabie Stress Design Fb * 900.0 psi E . Modules o1 ElasU* Load Combination IBC 2015 Fb- 900.0psi Ebend xx 1,200.Oksi Fo - PHI 550.0 psi Eminbend -xx 440.00 Wood Speaes . Spruce- Pine- Fir (Routh) Fo - perp 335.0 psi -Wood Grade NoA Fv 125.0psi R. 450.0pmi Density 22.4BOpcf Beam Bring : Beam is Fully Braced against latereF�torsional btxldmg D10:155251 LET 135 W 0,1215 • a ry •I • •••••• •• lk • 3x12 •••••• • Span y$z500 ••:•w• •••• •• •• • Ar;AQJ Laeds '! • • T� Service loads entered. Load Factors wile a4i lee tar colaietions,• Beam self we,ghlcalculated and added toloec • • • dlnform Load - 0 = 00M; Lr = 0020. 10 =00280 ksi: Td etary Wdd<h = 675E • • • a(irsan B•ndtng Stress Ratio = OAU i Maximum Shear Stress Ratio = 0A01 : f Section used for this sport 3x12 Section used for this span 3x12' fb Actual 570.42ps1 tv , Actual = 50,15 psi FB Allowable = 900-00psi Fv Allowable _ 125.00psi Load Combindion +DAr-H LoedCombinalion D+U+H Location of maximum an span = 4.1250 Location of ma>omum on span = 0,000f1 S pan # where maximurn ocaxs = Span R 1 Span # where ma< -rum occurs = Span #1 Maximum Detection Max Downward Transient Deflection 0-042 in Ratio = 236S>40 Max Upward Transient Deflection 0.000 in Ratio = 0 <360' Mex Downward Total Deflection 0.098 in Ratio= 1011 >=240. Max Upward Tote) Deflection 0.000 in Ratio-= 0 Q40,0 Ma)drrum Kices & Stresses for Load Combr ons Load Coobinehon MmSk a Rellos NtMA Vakm ShmrVelum Segment Length Span# M V Cd CFN Ci Cr Cm 01 CL M fb Fb V fv FV +D+H WOO 0,80 1.00; 1.00 1.00 1,00 000 000 000 O.00 Length-8.250It 1 0,477 0,302 0.90 1,000 0.80 1.00 100 WO 100 1.-6 309.06 64B.00 051 2717 9D.00 +D+L-H 1000' 080 1.00 1.00 100 too 0.00 -0 CO 000 0.00 Length-82501t 1 0.429 0.272 1,00 1.000 0.80 1,00 100 1.017 1,00 1.36 309.OB 720.00 0.51 2717 100.0D. +D+UwH 000. Q80 100 1.00 4,00 1.00 O.CD 000 000 Q00 L"ht 8.250ft 1 0.634 0,401 1,25 1000 0.80 1.00 1.00 1.00, 1,00 254 57Q.42 90000 .0.94 50.15 12506 +D+S+H tom 080, 11.00 1.00 1.00 1.00 0.m 0.00 000 ODD LeVh-8ZOf1 1 0.373 0,236 1,15 1.000. 0.80 WX 100 1.00 1,00 1.36 309.C6 829W 0.51 2717 115.00 +D+0.75Mr+0750L+F 1000, 080 1.00, i.00 lob 1.00 om 0.00 0.00 0.00 Length-825011 1 Q561, 0.355, 1.25 1.000 0,80 1,00 1,00 1.00 100 2.22 505.08 9WOD 0.83 44.41 125.00 +D+0750L+Q750S+H 1.000 0.80 1.00 1,00 1.00 1,00 0AD 0.00 000 0.00 S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 151Page Project Title: Perm Davis Shed Roof Engineer: David Santamwia Project ID: Project Descr: Wood Roof Bearn Design Wood Beam Utcription . B-1-Saflh End Beam Load Combination Mo Stress Ratios MarneM Values Shear Values SagmentLength Span# M V Cd CFM Ci Ct Cm C t CL M Po Pb V fV FV Length = 8.250 It 1 0.373 0.236 1.15 1.000 0.80 1.00 1.00 1.00 1.00 1.36 309,06 828.00 0.51 27.17 115.00 +D+D.60W+H 1.000 0.80 1.00 1.00 1.00 1.00 Q00 0.00 0.00 0.00 length = 8.250 ft 1 0.391 0.247 1.60 1.000 0.80 1.00 1.00 1.00. 1.00 1.98 450,19 1152.00 0.74 39.58 160.00 +D+0.70E+H 1.000 0.80 1'.00 1.00 1.Oe 1.00 0,00 0,00 0.00 0.00, Length = 8.250 ft 1 0.268 0:170 1.60 1.000 0.80 1.00 1.00 1.00 1.00 1.36 309.60 1152.00 0.51 77.17 160.00 +D+0.750Lr40.750L+0.450W+h 1.000 0.80 1.00 1.00 1.00 1.00 0.00 010 0,00 0.00 Length = 8.250 ft 1 0.530 0.336 1.60 1,000 0.80 1.00 1.00 1.00 1.00 2.68 610.93 1152DO 1.01 53.71 160.00, +D+0.750L+0.750S+0.450W+H 1,000 0.80 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00, Length = 8.250 ft 1 0.360 0.228 1.60 1.000 0.80 1.00 1.00 1,00 1.00 1.82 414.91 1152.00 0,68 36.48 /60.00 +0+0.750L+0.750S+0.5250E-+H 1.000 0.00 1.00 1.00 1.00 1.00 0.00 0.D0 0.00 0.00 Length = 8.250 ft 1 0.268 0.170 1.60 1.000 0.80 1.00 1.00 1,W 1.00 1.30 3WOO 1152.DO 0.51 2717 160.00 +0.600+0.60W+0.60H 1.000 0.80 1,00 1.00 1.00 1.00 Oleo 0.00 0.00 0.00 Length = 8.250 ft 1 0283 OA79 1.60 1,000 6.80 1.00 L00 1.00 1.00 1,44 326.57 1152.00 0.54 28.71 160.00' +0.6W+0.70E+0.60H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 • • • `Lypgth = 8.250 ft 1 0.161 0.102 1.60 1.000 0.00 1.00 1,00 1.00 1.00 0,81 185.43 1152.00 0.31 16.30 16000 • 0 •Lead Combna%n • • Span Max" Dell Location in Span Load Combination Max W Dell Location in Span • • •+D+0.750L"..74Wl4H.451W1H 1 0.0978 4.155 • VettICalREEetfem Support nata6on:FarteftisN1 Values in19PS • loat1 Cornbinatio% • • • _� Support 1 Support 2 • • • •Ctrall MAZ;% • • • 1,302 1.302, OverallMlNimm 0.501 0.501 i••:•• 0.6% 0.659 •i••+(PH 14L+H • • • • 0.659 0.650 +D+Lr+H 1.215 1115 • +D+S+H • • 0.659 0.659 • +0F0.750Lr+0450L+H • 1.076 1.076 • • • • #MO.750L+0.75JS+H • 0.659 0.659 +OZ0.60W+H • • • 0.959 0.959 • • aD+0.70E+H • • • 0.659 0:659 • • •V90.750Lr+0.7�+0.450W++ • 1.302 1.302 +D+0.750L+0.750S+0.450W4H 0.884 0.884 +D+0.750L+0.750S+0.5250E+H 0.659 0.650 +0.80D+0.60W+0.60H 0,690 o'm +0.60D+0.70E+0.60H 0,395 0.395 D Only 0.659 0,059 Lr Only 0.557 0.551 L Only S only W Only b.501 0.501 E Only H Only S&P CONSULTING =-'- GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 161Page 7.3.2.2 Interior Wood Beam (G-1) Design Project Title: Penn Davis Shed Roof En�inar. David SaManwria Protect ID: Project Desu: Wood Roof Beam Design Wood Beam 7777771 Desorption : G1- Rodw m Boom C05E REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE'7-10 Load Combination Set: IBC 2016 Material Properties Aidys:sMethod: AtlowabieShrew Desgn Fb+ 900.0psi E:ModuHuofElaslidly LoadComt>inationIBC 2015 Fb- 900.Opsi Ebend-poi 1,200.0ks Fc - Pdl 550.0 psi Enilnbend - xx 440.Oksi ModSpeaes . Spruce - Pine - Fir (South) Fc - Perp Fv XWOpsi 125.Opsl Wood Grade No.t Ft 450.0p-i Density 22• Beam Bracing . Beam is Futty Braced against kterskarsienat butting D(0.28W) Lf;O 24,*41 Wi0 72M -_ r •i •I • $xt8 • • Sp3n=13.50E •••••• ••• • Apt red Loads Service loads ertared. Load Factors wilitllao�i%d taronlaNabons;. Beam selfweiQfi calculated and added to loco ' • • • • • • Union Load : D = Q(P23Q Lr = GO2Q !N = 001 W ksf Tributary khklh=12.42i : • : • • eximum Benl:Fing Stress Ratio = Section used for this span fb Actual _ FS : Allowable =. Load Combination Lccatlon cf mmmn on span -. Span #where maximurn occurs Maxfmim Detection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection U20 1 Mwd um Shear Stress Ratio 41tt8 Sedan used for this span sumps f4: Actual 863A5psi Fv . Atlowabie +D+Lr+H LoadCombinelion 6.750ft Location of maxinxm on span Spec» €1 Span * where maxrrum oocurs 0.087 in Ratio = 2429>=360 0.000 in Ratio = 0 <360 0.158 in Ratio = 1027>=180 0.000 a1 Ratio = 0 <180 _ •••• ;OJ04:1•a tAt18• • • 45.53 psi' • 125.00 psi +O+Lr+H 0000ft Span 91 LoadCorbinetiorr MmcShmRalm MbmariVatum SheerValues 84gmerd Length Spann M V Cd, Crqv Ci Cr Cm C f C L M fb Fb V fv FV +D4i 0.959, 0,80 I.W; 1 W 1.W 1 W 000 O.N 0.00 O,W Length • 13,451 R 1 0,471 0177 0.90 0669 0,80 1.00 400 LW 1.00 6:85 292.80' 621..40 1 W 24.93 9000 Length -0,0499 R 1 0.007 0,277 090 0959 080 iW 1.06 IW 1.00 010 44 621.40 160 2493 ZOO +D+L+H 09% 080 I.m tod 100 1.00 0.00 0.00 000 O.W Len4h=13.451it 1 0.424 '0.249 1.00 0.958, 0.80 1.W t.m 1.00 I.Od 685 2W-80 MO.44 160 2493 100.W Lerdh =0.049D R 1 0005 0,249 1.00 0.959 0.80 100 100 1.00 1 W DA0 4.26 690.44 160 24.93 10D.00 +D+Lr�H o.959 ow 1.00 im too im 0.00r 0.00 000 0W Length=13.451 f1 1 06M 0.3B4 125 0969 080 1.00 1 W 1,W i.W 1251 53469 863.05 2,92 653 125,CO Lengh=0.GWft 1 0009 0,354 1.25 09%, 0.& i.W 1.W 1,W 1.00 0.18 7.nl 863.05 292 4553 125,03 +D+S+H 0.X9, 080 1.W 1.W 1.W i W 000 0,00 coo 0W Length =13,451tt 1 0.369 0.247 4A5 O.R59 0,80 1.00 1.00 1.00 1.W m6 29 W 794.0t i.ed 2493 Ii5.00 S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 171Page Project Title: Penn Davis Shed Roof Engineer, David Santamaria Proiect ID: Project Descr: Vrbod Roof Beam Design Wood Beam Description: Gi-RoafMainBeam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M M V Cd 0 FA( C i C r C m C t C L M Po Fb V fv Fv Length = 0.04927 R 1 0.005 0.217 1,15 0.959 0.80 1.00 1.00 1.00 1,00 0.10 4.28 794.01 1.60 24.93 115,00 +D+0,750Lr+0.750L+k 0,959 0.80 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =13.4518 1 0.50 0.323 1.25 0.059 0.80 1.00 1.00 1.00 1.00 11.09 474.22 863.05 2.59 40.38 125.00 Length =0.D49278 1 0.008 0.323 1.25 0,959 0.80 1.00 1.00 1,00 1.00 0.16 8,90 863.05 2.50' 40.38 125:00 +D+0.750L+0.750S+H 0.950 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.451Ill 1 0.369 0.217 1.15 '0.959 0.80 1.00 1:00 1.00 1.00 6.85 292,80 794.01 1.60 24.93 115.00 Length = 0,0027 fl 1 0.005 0.217 1.15 .0.959 0.80 1.00 1.00 1.00 1.00 0.10 416 794.01 1.00 24.93 115.00 +D+0.6OW+H 0.959 0.80 1,00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Length =13.451 fl 1 0,303 0.225 1.60 0.959 0,80 1,00 1.00 1.DO 1.00 9,91 423.42 1104,70 2.31 36.05 180,00 Length = 0.04927 6 1 0.006 0.225 1.60 0.959 0.e0 1.00 1.00 1.00 1.00 0.14 6.10 1104.70 2.31 36.08 16000 +D+0.70E+H .0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 13.451 R 1 0.265 0.156 1.00 U59 0.eO 1.00 1.00 1.00 1.00 6.85 292.00 1104.70 1.60 24.93 160.00 Length = 0.04927 t1 1 0.004 0.156 1.60 0.059 0.80 1.00 1.00 1.00 1.00 0.10 4.26 1104.70 1.80 24.93 160.00 +D+0.750Lr+0.150L+0.450W+t 0.959 0.30 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 0.518 0,305 1.60 0.959 0.80 1.00 1.00 1.00 1A 13.30 572,18 1164.70 113 48.73 160,00 •length-13.4510 • L•eng&,l 0.04927 fl i 0.W8 0.305 1.60 0,059 0.80 1.00 1,00 1,00 1.00 0.19 8.32 1104.70 3.13 48.73 160.00 • • • • • • +W4.VAL+0150S+0.4WW+H • 0.059 0.80 1.00 11.00 1,00 1.00 A00 0.00 0.00 0.00 • • • LeW=13.451 N *, •% • • 0.354 0.200 1.60 0.959 0.80 1.00 1.00 1.00 1.00 9.14 390.76 1104.70 2.14 33.28 1$0.00 • • lasngths 0.04927 fl 1 0.005 0,208 1A 0,959 0.80 1.06 1.00 1.00 1.00 013 5,68 1104.70 2.14 33.28 160.00 • • • • • +8+0.l5EL+0.750S+Af5VM • 0,959 0.80 1.00 1,00 110 1.00 0.00 0.00 0.00 0.00 • • lend =13.4514 • ale • • 0.265 0,156 1.60 0.959 0.80 1.00 1.00 1-DO 1,00 8.05 292,80 1104.70 1.60 24.93' 160.00 • • • • Length = 0.0027 t1 i 0,004 0.156 1.60 0.959 0.80 1.00 1.00 1.00 1.00 0.10 4.26 1104.70 1.60 24.93 180.00 • • 8 ,d604+i 4 W+0.Wls • 0.959 0.80 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00. • • a • • • L%ngth• 13.451 ft • •} • 0.277 0.163 1.00 0.959 0.80 1.00 1.00 1.W 1.00 7.17 306.30 1104.70 1.87 26,08 100,00 see:** • • • • • Langthi 0,04927 Q • •1, • • 0.004 0.163 1.60 0,959 0.80 1,00 1.00 1.00 1.00 0.10 4.46 1104.70 1.67 26.08 160.00 a+660"JOE+0.60H• 0 0.959 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • • • • • • • Length% 13.451 It• 100 0.159 0.094 1.60 0 959 0.80 1.00 1:00 1.00 1.00 4:11 175.88 1104.70 0.96 14.96 160.00 • length=0.049276•sip •. 0.002 0.004 1,60 0.959 0.80 1.00 1.00 1,00 1.00 0.06 2.56 1104.70 0.96 14.96 160'00 (ldveralt . ..... MlaxMnum Oetlections • • oa bination • • Span Max.'-' Defl Location inSpanLoad Combination Max "+" Defl Location in Span •••••• • • •+4a750Lr+0.75 +p. jpi01 1 0.1577 6.799 0.0000 0.000 t ,�le�tiCal R03Ctlons Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Owall MAXirnm 3.966 3.966 Overt MINimun 1.509 1.509 +O+H 2.030 2.030 40+L+H 2.030 2.030 +D+Lr+H 3.706 3.706 +D+S+H Z030 2.030 +D+0.750Lr+0.750L+F 3.287 3.281 +D+0,750L+0.750S+H 2.030 Z030 +D+0.60W+ti 2,935 2,935 +D+0.70E+H 2,030 2.030 +D+0.750Lr+0.7501+0.450W+F 3.066 3.966 +D+0.750L+0.750S+0.450W+H 2.709 2.7D9 +0+0.750L+0.7505+0.5250E+H 2,o30 2.030 +0.60D+0.60W+0.60H Z123 2.123 +o.6m+o.7oE+0.60H 1.218 1.218 D Only 2.030 2,030 Lt Only 1 V7 1.677 L Only S Only W Only 1,509 1.509 E Only H Only (� S&P CONSULTING J GROUP PENN DAVIS-ROOF SHE) -PERMIT CALCULATIONS 181Page 7.3.3 CONNECTIONS i �� lq,! •agog• iB-1 (. — — —� — — gaga•• gaga•• . �ariacari //D ar.trlt T�i��fihN+ EXISTING SHED ROOF PLAN : • • • 'SGLE, 1/4' 1'—W • • • Wind Pressures: (From Wind Calculation 7,1 A page 6)' Pup = -70.7 psf x, 0.6 = 425 psf Piro = 29.7,psf x 0,6 = 17:psf 18 psf Gravity Loads: D = 23 psf L 20 Psf M.+L = 43 psf Wcin = 43.+ 18 = 6 1 psf a••• • .... •••••• • • • 040000 • . • gaga•• •• •0. • • • • • • • • • gaga• •a•••• • gaga•• • • • • •••••• •aa•a• •• • • • • • •• • �\ 1 S&P CONSULTING GROUP PENN DAMS —ROOF SHE -PERMIT CALCULATIONS 191Page 7.3.3.1 Connection Design for Wood Joist-1 rmw- � u • •• SpORe'1.3f5ft ' TribLWrfi"- 2 ft • Reactions: "' : Net Wup= W2.5 psf - 10 psf) x 2 ft = 65 Ibs)ft •. 1Nd;= 94 psfx 2 ft = 122 lbs/ft • •• .Rup = 65 Ibstft x 13.512 = 439 Ibs10 Rdn =122 Ibs/ft x 13.512 = 824 Ibs From Simpson's Tables: LUS28: 6-10d - Header 4-10d - Joist Connector Capacity: Uplift = 1,165 Ibs > 439 Ibs (ok) Doom = 1,360 Ibs > 824 Ibs (ok) e S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 201Page 7.3.3.2 Connection Design for Wood Joist-2 Joist-2 Span = 10.0 ft Tri buts ry = 2 ft Reactions: Net Wup= (42.5 psf - 10 psf) x 2 ft = 65 Ibs/ft WD+L= 61 psf.x 2 ft = 122 Ibs/ft Rup = 65 Ibs/ft x 10/2 = 325 Ibs10 Rdn = 122 Ibs/ft x,10/2 = 61_0 Ibs From Simpson's Tables: LUS26: 4-10d - Header 4-1 od - Joist Connector Capacity:. Uplift = 1,165 Ibs. > 439 Ibs (ok) Down 1,070 Ibs ? 610 lbs (ok) S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 211Page 7.3.3.3 Connection Design for Wood Beam G-1 Beam G-1 16x181 A R1 W w -0" 13' Max. Span = 13.25 ft Tributary = (13.42 + 10.67)/2 + 0.67 = 12.71 ft •••••• ••Aeactlons; • • • • • • • • •N;rWup=•(�A 54psf - 10 psf) x 12.71 = 414 psf • • Vn+L= 61• pst %12.71 ft = 776 Ibs ..... .. . .... ••••• •:.Y ift R4blibNs• •; •I�J pp = 4T4 lbs/ft x (13.25+4)/2 = 3,571 Ibs --+ Govems. Design • • • • �tp = 414x13.25/2 = 2,743 Ibs Dead + Live Reactions: R1 o+L= 778 x (13.25+4Y2 = 6,711 Ibs (ignore since beam is resting on top of CMU) R2o+L= 778 x 13.25/2 = 5,155 lbs S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 221Page u ,- . . oe a W ...... ::uva:cW►. •....• SEcnoN � 0Eran: - irt&-VATtON J .. 0 • .... • Bolts Connection Design in Wood Beam G•1 A R1: • (Shear Capacity NDS page 51) • • • F'v=Z1x,CDxCtxCu F'v= 1,070 x 0.90 x 0.8 x 1.1'8 F'v = 909 Ibs Bolt Shear Capacity; R upid = 3,571 Ibs Main Wood Member (6x18); tm = 5'/ " Steel Plate is = 1 /4' Bolt Diameter D = 5/8" F'v = 909 Ibs Req'd # Bolts = 3,571 /909 = 3.93 —> Use 6 — 1/2" dia. A325 bolts (see detailA above) Minimum Bolts Layout Requirements: Min. Edge dist = 5/8 x 4 = 21/" Min. Spacing = 5/8 x 5 = 3% " S&P CONSULTING GROUP PENN DAMS -ROOF SHEIIPERMIT CALCULATIONS 231Page Bolts Connection Design in CMU A- R1: Bolt Shear Strength: Assume Bolt diameter; D = 1/2" D = 0.5 — 0.075 = 0.425 fy = 60,000 psi As = nD2/4 = 11(0.425)2/4 = 0.142 inz VAs = 0.36 As iv VAS = 0.36x0.14240,000 VAs = 3,067 Ibs • • •CMU Shear Strength: ...... .... 1,006,PA: • • • • • ' •',Apt'= 8x4.4 32psi • �....� ••':" 0Vcm+�apt � "Vcmu = 2.Sit3'Z 1,000 ..... . . ...... • • • • • • Vcmu = 2,*W Ibs --+ Governs Design ...... . . . . ...... . • 0 ft;uired Number of Bolts: WSM Therefore; Use allow. V = 2,530 Ibs (From beam diagram above) R1 up = 32.5 Ibs/ft x (15.25+4)/2 = 3,574 Ibs Req'd # Bolts = 3,571 /2,530 = 1.41 Use 4— 1/2" DiameterA325 Bolts S&P CONSULTING GROUP PENN DAVIS—ROOF SHE WERMIT CALCULATIONS 241Page 7.3.3.4 Connection Design for Wood Beam B-1 Beam B-1 (3x12) A- R1 W fir.♦ i R1' $'y3„ 3, 8 Max. Span = 8.25 ft Tributary = (1 + 10.670) = 6.34 it Reactions: Net Wup= (42.5 psf - 10 psf) x 6.34 = 207 psf Wp+L= 61 psf x 6.34 It = 387 Ibs Uplift Reactions: R1 up = 207 x (8.25+3.67Y2 = 1,234 Ibs * Governs Design R2up = 207x8.25l2 = 854 Ibs Dead + Live Reactions: R2 R1 n+L= 387 x (8.25+3.67y2 = 2,307 Ibs (Ignore since beam is resting on top of CMU) R2o+L= 387 x 8.25/2 = 1,597 Ibs �N) . . .... ...... ...... .. . ...... .... . .. ..... ...... . . ..... .. .. . ...... . . . . ...... S&P CONSULTING GROUP PENN DAVIS—ROOF SHED -PERMIT CALCULATIONS 251Page R. uplift I ---t tell, - Ah r . 6w%v0__" / • r • • • • • • • 5 % +► I* T .tl ' WA7i0. • • • Ise ..... . . ...... • • • • • • . • • • • • • • • • • Bolts Cob ectton Design in Wood Beam B-1 0 R1: • • -.(elpar Capacity NDS page 51) F'V=Z-LXCDxCtxCu F'v = 490 x 0.90 x 0.8 x 1.18 F'v = 416 Ibs Bolt Shear Capacity: R uplift = 1,234 Ibs Main Wood Member (6xl8); tm = 5Y Steel Plate. is = 1/4" Bolt Diameter D = 5/8" F'v = 416 Ibs Req'd # Bolts =1,234 /416 = 3 —> Use 5 bolts (see detail A above) Minimum Bolts Layout Requirements: Min. Edge disc = 5/8 x 4 = 2''/" Min. Spacing = 5/8 x 5 = 3% " S&P CONSULTING GROUP PENN DAVIS—ROOF SHE) -PERMIT CALCULATIONS 261Page Bolts Connection Design in CMU 0- R1: Bolt Shear Strength: Assume Bolt diameter; D = 1/2" D = 0.5 — 0.075 = 0.425 fy = 60,000 psi As = nD'14 = 11(0.425)2/4 = 0.142 inz VAS = 0.36 As tv VAs = 0.36x0.142x60,000 VAs = 3,067 Ibs CMU Shear Strength: • • • • . . .... ...... f m = 1,000 ' psi Apt = 8x4 = 32 psi ...... ' ..' .' • • • • : • Vcmu=2.5A& Vcmu = 2,5x32 1,000 "" •' ...... . . ..... Vcmu = 2,530 lbs —> Governs Design: Therefore; Use allow. V = 2,530 Ibs • • • • • • • •; • . . . . ...... Reauired Number of Bolts: •' ' (From beam diagram above) R1 up = 207 x (8.25+3.67y2 = 1,234 Ibs Req'd # Bolts=1,234/2,530 = 0.49 Use 2 — 1 /2" Diameter A325 Bolts S&P CONSULTING GROUP PENN DAMS —ROOF SHEI�PERMIT CALCULATIONS 271Page 7.3.3.5 Connection Tables ROOF CONNECTION SCHEDULE MARK bi DEL TYPE MANUFACTURER FASTENERS ALLOWABLE CODE TO SEAM TO JOIST UPLIFT O APPROVAL. LUS26 SIMPSON (4) 1dd. NAILS (4) 1Od. NAILS 1.165 17. L27,.L F 17 LUS26 SIMPSON (6) 10d< MILS (4) '10d. 9MLS 1,165 17 327. FL. L5. L17 �w✓ HIOS SIMPSON (a) ad,xl-1/2' NAILS (a) ad.xl-l/2" NAILS 1.010 IPI. Lt& FL 4 H1OS SIMPSON (�3/a"k4�' TIM" HO' (6) 10d.*11-1/2" NAILS 1.055 1PI, FL FIGURtIS.50-S11S SIMPSON (A CMORS « i1TEN HDW 4,230 FL SOS SCREWS HUn SIMPSON (6)1/' xt-3/4" CONC. TIfEN HO ANCHORS (4) l d.xl-1/2: NAILS 54S 170 HU210 SIMPSON 0)1/41,1-3/4- COW— TR'EN HO ANCHORS (4) ti)d-0-1/2' NAILS 545 170 TABLE &3B-BOLT DESIGN VALUES (Z) #or DOUBLE: SHEAR (three member) CONNEC1'IONS1,2=3 for sawn lumber with l./4" ASTM A36 $tee side plates THICKNESS _ G.0.43 4� 42 [1v0.37 0-0.36 ti.ti.35 tK y �w �0` +� HEM -FIR SPRUCE"PINE-FIR REDWOOD taper EASTERN SOFTWOODS SPRUCE-PINE-FLR(S) NORTHERN SPECtFS • u"�� c Sii•`3 ii C • • gram) WESTERN CEDARS a 1�g z. ?0j:0 bs'. 2b3. WESTERN WOODS __,z ..h. I� I bs. 16a bs. tbs �'. tbs.. i!8 IM60 *I�3 0 31O 8go 370 780 310 760 290 730 290 • 1-1/2/8• !l30r 420 460 1100 410 970 350 950 330 910 320 • j4 500 1320 450 1170 370 1140 360 1100 350 1540 490 1360 410 1330 390 1290 370 •..• 1/2 5/8 111 • • • ai 640 1400 610 1300 510 1270 490 1220 480 2-i/2 if4 314 A • 2250 700 770 1840 2200 690 1620 580 1580 550 1520 530 7/8 ;•2¢?4 : 830 2570 750 1950 620 1900 600 1830 580 • 1 000 900 810 2270 680 2210 660 21'30 610 • • • • 1I2 1410 77q q 140(i 880 5 730 700 440 b80 5/8 : $40 2090 740 1330 620 1310 590 1290 570 3 •l/4• 3/4 ••1j10 • 279Q 920 2640 930 1950 690 1900 660 1830 640 • 7/8 3150 1000 3080 900 970 23.30 740 2280 720 2190 700 • 1 3600108Q O 10 0 2720 810 2660 790 2560 740 U2 1410 860 1400 840 1330 720 1310 680 1290 670 518 2110 980 2090 960 1980 810 1960 770 1930 740 3-Ir.114 3/4 2960 1080 2940 1050 2720 870 2660 840 2560 910 7/8 3680 1160 3600 1130 3190 950 3100 920 2990 960 42 12 Al 0 1230 3 1020 5 518 2110 1200 2090 1190 1980 1t)40 1960 980 1930 9b0 A-1/2 1f4 3/4 2960 1380 2940 1350 2780 1110 2750 1080 2700 1050 7/8 3980 1500 3940 1460 3730 1220 36" 1180 3620 1100 1 1 5150 1620 5110 l5flo 4670 110 4S 1260 4 122 5/8 2110 1200 2090 1190 1980 1100 1960 t070 1930 1060 5-i/2 1/4 314 2960 1610 2940 1590 2780 1360 2750 1320 2700 1280 7/8 3980 1830 3940 1780 3730 1490 3690 1440 3620 1350 1 5150 1980 5110 1930 4830 )600 4770 1 90 1490 5/8 211p t20p 2090 1190 1980 1100 1960 1070 1930 14 0 7-1i2 1/4 314 2960 1610 2940 1590 2780 t460 2750 1440 2700 1410 7/8 3980 2080 3940 2060 3730 1890 3690 1860 3620 1800 5150 620 0 2590 2 8 4770 2 00 3 3/4 2960 1610 2940 1590 2780 1460 2750 1440 2700 1410 9.1/2 1/4 7/9 3980 2080 3940 2060 3730 1890 3690 1860 3620 1800 110 2590 4830 2 70 4 11-1/2 1/4 7/8 3980 2080 3940 2060 3730 1890 3690 1860 3LM 1 5150 262 Sl 0 2 4 2370 47 2 0 4 I3-112 1/4 i 5150 2620 5110 2590 4830 2370 4770 2330 4 I. Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1), 2. Tabulated lateral design values (Z) are for -full diameter' bolts (see Reference 3) with a bending yield strength (Fyb) vl 45,000 psi. 3. Tabulated lateral design values (Z) are based on a ,dowel bearing strength (F,,) Of 58.000 psi for ASTM A36 steel. S&P -CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 281Page c 3 S rlpsc:n Str ;^g-Te tYc<ai O?nslizpct-on i_vr nectar; Seismic and Hurricane Ties / Lateral Truss Anchor (cont.), SIMPSON S.,.,,.,�:`Tie haMrs OFW SPFMF A.'iawabte leads' A6etabte Loads',' Model ND.. Ga. i fw l L 6n? Cade RatIf Uplift-— Lateral wr lateral Rafters/ To To 060) (100) Trw CtRtt Concrete,(16q F7 F2 (160) F1 F2 Hrd,9KT 18 1 % 614 (4) SDS 1/i x t'h" (LJ ".: +_ ' '^ ^ _ (5) 230 "- ! — 200 FL 4C,AL11CtT0. 14 — — i41'.Ab'w"x1%. (4, 610 �.`. F;•a' H108 18 1% 11% nWxt'h' (2)%'x4'Tit6nHD° (2)%'x4'TitcnHD• 1;065 — — 915 — — IP1.FL LTA' Pxt> -b- 13 — — C0110dx11�" Eahed Embed i,.;;r' 41' 1015 415 T_5 Y.'i2 L�t�at.,n FL — LTA Paraltel-to•wall 18 — (10)lodxtW Embed Embed 1,21M 950 220 1,015 WO 220 m^talation H1 i I% lz ( 1(dx 1 Y_' t'i : ' (i) • 1.4-0 — —— H16S is 1% 11114e .j2) lod x 1 %" (all- f 1,410 — — 1,265 — — FL HIG-2 18 3'/a 1o; w) IOdx 1 W (j '. " bi'. 1 • 470 1265 — — H16-25 IB 31/. 11114 (?t IOd, I1,V (6)' ' '' (f) ' 1•.'" '•' 1,470 — — 1,265 — — 1. Loads, have been increeeed for wmd or earthquake loafing with no. further i6oreaSe allowed. Nduoa Where other Io3ds govern. 2..Allowable bails are for one anohor. Amine mi raf•or thickness of 21.?' must be used when framing anchors are instelect on each Aide of the last and on the acme side of the plate_ 4. The HMOh'T and HGAM10KTA are kits with (20) HMO and (10) HQAM10 oonn otore padcaged with L:mpson Strong -TO 'bong Dtfve• SDS Heavy -Duty Corneotor screws and 214' and <'Y ` TRen° . soews, respootvoly. (1i.' Teen : screws. fnr•Cohorete nstatatom sold "Wstefy) S.Seep.2,151orTilen screwinfomatiw. d5 n O 1+16S Installed into Masonry 6. Rnduok shall be iriblalled such that the Titan - screws"Titan HD* anot bi s me not expcsed to the weather. 0600 7 HGAM10 F2 bads are for farces no the bomectgc See :Ustrat en 2 for • • bads away. fron•, the o9nr4otor. • • 9000 • • • • • • S. l.TA2 Woweble uplift on SP is 1.416lb, for perpendioilar tokN.11 i'p%!a jin • • • • • and 1, 90lb for paaxel to well hs anetwn. • • • • Fasteners: 1 Od x 11h' - 0 148' dla. x 1 W long; ad x 1 W a Oal7A1 J1,V4<e7 k' long; • • • • • • • • • " ' c c cam. •••-•.••. _ *'— • • • See pp, 20-27 for other not wee and nlormebon. • • + • • • • ��, i • • • • •••••• • •>6 Cp ••••• wisture barrier • • • • • � � • not , t owA ------ : • • . • . • _p � • • • w • fir C •••••• •••••A C • • • �fJ • • sy 6801b. FIS l m(n.3 (D P7 ' 5301b. (SPF) f5 rebar f5 rebar ern. HGAM10 Installed into Masonry P1�t7_Y1�'Z%7�7f[3 S&P CONSULTING GROUP HM9 Attaching Russ to Masonry 289 PENN DAVIS—ROOF SHIED -PERMIT CALCULATIONS 291Page LGUM/HGUM High -Capacity Beam/Girder Hangers for Concrete and GFCMU (cont.) Dim oneiertr (a) Fasteners Allowable Loads Model 6a. H , 9 CFCtG'Jjo and Conce Jain Upt+ft DaMo•d (160 (DF, SP, LVL, PSL, LSU code Ref. Titer HOr-0rive rs t"Afro m Top of War 15" NBM to ( ConasteAnchorsSae Top 9110811 (100/115/125) Double 2X Sizes LCL"4 2 _M '2 31% ch 4 (145 7d 41:: 72K 14 0 1.4n. 5,5% LGLIM28.2SDS 12 3%, 7N 4 (G) 4i' x 4" (E) V: x 216- 2,435 2,435 8,250 lG'Fv1210 2--SC£ 2 3ykr 0. t 4 f, K' x 4- GT W x2 W 3.56 ? 575 e,575 Triple 2x Sizes L 'M�4•"t•"AS '2 4 % 5'4 ! (41 W x 4" (4) •a x ?'4' 1,4110 1,4 5,610 LGUM23-3-SDS 12 4IN. 7% 4 (S) i1° x 4" (S)14" x 2h" 2,435, 2,435 8,290 LG, 121.3- ! 12 4134x 911, 4 gwxe nV.•x2W 3,515 3,5)5 9.715 Quadruple 2x Sizes Ll:,M20t-4.S'-1S I? !7i4 =Ws 4 (r. 11' x i' 14) Si x 2 h' t e)o 1,430 5.C25 •LGJM28-4SDS 12 ON 7$4c 4 (5)9S"x4' (6)W'x2h" 2,435 2,435 8,336 •LGJM2;n!•bUi 12• M ?1k 4 (�ii'x4- n �'x2W .575 3,575 9t"0 FL �• • • • 4x Sizes �•-Lf M4>iD • • • f • :15 41A f 4 LGJ6148SDJ • • 1P • 316 6% 4 (6) K' x 4' 4 (6) 7S' x 4" (6) ,A" x 2 W (6) ,A' x 2 W 2,436 2,436 2.435 2.435-8.2C0 -- 8,2C06% C,;1'xd` (j+'<z2v` S.575 3!•75 9.CM • •••• Engineered Wood and Structural Composite LumberSizes(HeavyDuM •13aM45^<5�,�• •�• :v, rWx11 C4iSax2h• 4Z)o GtBC t4 5 15.0i5 11M5507 5h 514 (Sj11'x5' (24)%x2h' 4.2�0 L,I80 14,940 16,015 HW(.,M7Oro "4S • 7 to 30 5 i f.,r W 15' (2t) t6`x2W, 4,i,) L tf„}' 14,7.3 le,015 •NYUM725Sus 7 7Ya 5Va jB1K'x5" (2/114'x2rt' 4,230 6,180 14,740 t6,015 H^JM4GJ- iS 7• P t.23J GtAO u.5 5 1b.015 • • •*— r • • 1 "ift loads hays been increased for Wind or earthquake. loading with no further Increase allowed; - _ - -'-.- • + _ — w • • • Hal)M � ft � for ocrorete applications are 5,340 b, with a 4' ruin, di5tanoe to tap of wall and 6,g00lb. v4lh a 16' min u,-Awios to top of well 1= 3. Minimum f'm -1,600 psi and Pp - 2,6M pa. 4, L GIJM must be Lnetofed on m'vimunl e' thick wall end HGUM on mnirnurn 8' thick wall. rJJotni`nai values for' - 1) 5. Titan HD a ldlom may ba installed into the heed or fled jixhtt, e. Umpson Strong-Tie•Slrong-Drtve• SD9 Hebvy-Duty Coroeot r ot'xaws ard,permittad to to installed through metal tnts plates es approved by the Tries Designer, provided the requxements of PNSVTPI 1.. • . Seodons 7.5,3.4 end 8.9.2' ass met (pre-drd:ng requ'red through the plate using a maximum,ofri's' brt) • [9 UPDATED OU17/17 E S&P CONSULTING GROUP M PENN DAVIS—ROOF SHE) -PERMIT CALCULATIONS 301Page Suro,p on _; rung-T,e''Vvc-xi uun,'ructron :vnne4;oS SIMPSON 6 StirangTie Hangers (cunt.) C) These prodicts em available with adclitionel 0onosim protecden, For more Information, see P.18, ■ F4 K: r Joist Model Na Fesfeners IUtaaW Lads (OF15P) Code �t l: I Concrete Site Standad Concealed GFM 1:202 Camfois Tiw2 •fit Uplift (160) Down (f007125) U�ff 060) Down (1001125) Ref. 2x4 HU26 HU26X (4)' ': (4)1. (2)10d x 1 %r 335 1,000 335 1,545 D:1.at4 HU14-2 IW4-2 01- f4)"_ 0w � 0 r . r 154" HU26 HU26X (4) _ (d)' r (2) 10dx 1Ile 335 t,OC3 335 1,545 x8 HSh�/H^0-2 HSULIRC25-2 (12)':. (12) ,• f f- '(4)16d x 2'h" 900 3,000 900 3,135 tnl6-2;d) r+wY.,rAnt ;� ' G� 41 '1 7rn 2 .1 6(1 .12^ .l� 2sB .u4::flail I: Ur2(!air_1 ;L_ � ..1 (�33do- iPL 1U26.3 (Min.) HUC26.3 (Mint (9) fl (4)10d 76G Z000 760 3,200 2x6 4U2S 3 ^Aax} HUC26.3(Max.) 1 (1 i 0d 11,, 3 f 0(3 1 135 >•7i-..f✓::X � , t ,9.' (-I - j (1i 1.:: x !Ly � - Ca w 45` HU23-21Hyn.) 17>dirm>lati HUC23-2 (WN 7 1o' (10) . i4; tiJt t1: (4) 10d 760 7725 (1(7 2,500 760 DBL2x8 HU28.2(Max) HLIC28-2(Maxj (14)': (14) * . (q 10d' 1,135 3,500 1,135 4,F20 HU210-2(Kn.) j HUQ10-L(Mn.) ;14)'.4 ,,. (14) (6) Pld 1,125 3,500 1,135 • 4,929, D8L2x10 HU210-2(Max.) Hlbz10.2(Max) (10) (11 (10)10d 1,800 4,500 1,000 O 5- f ult0 3(Mnl H, 0103W) tA} . 04} . ° (] R: t^` 1 t t a 1: L 2t1G Mp1t}3(ASat) H:' 1J t("atj (}j .'•, - (t) , (taIlj i}Y•r -� --ter• •r • • W2 HU212 r (10). • (1C) (6)10dx1'k" 1,135 2,5C0 1,135 • 2,685 UBL2z1'? K;1;'12-2,Js11 H:,,;12-2^s^t , IK7 . e 110 .' r'�'.' ('1 ffld 11 ". •t�� HU21 pcai) HY212 C22) c7Z (1-11_J 1' 1 � ir.. � 1 ♦:-i 170 TPL 202 HU212-3(Mln:) HL,7212-3Min.) (13) (17• (q I d 1,138 4,000 1,135 4,920 HU2129;Max.) HUC212-3(Max) (22), (22)' ' (10) lOd 1,800 5,085 1,800 05,080• • • 2x14 HKG'i4 a ;12, t (14 . t t.q tOdx 1''A- 1 t,5 DBL 2x14 HU214-2 (Min.) HLIC214-2 (Min.) (18) ' - (18) . 1'. (8)10d 1,516 4,500 1,515 0506 HU214.2(Mat) HUC214-2(Max) (24)': (24)'4' 'W (12)10d 2,015 5,085 2,015 5.085 TFl_ 2114 }PQIA-^p,4n.) 1Mi114 3,.Wj fir' -'` t ff (1; •. n 130 t r,fi _ 2,_ti d! 151` ... ,...... - S.0 015 • . - 5' ` H1t:14.3(Wx.1 H w iA3il l +)' • ; (ct) ri j1fi 7A 2x16 HU216 1 (18) (18) : (8}10dxi'il' 1,515 2,920 1,515 2,920 HJ;16-2%W) Ft 15.2t*L) C31 r i _' (a1y t,515 44v i'15 +.'• . Cut. b16 tfi_a) HU2G'' HL'Ctt:.?(Yx} (2,.'tb 1 (2t; % (t21• C'S S 1 2.31' `• ". HU216-3(Un.) HW216-3(Min.y (20) (20) .'r _ (9))10d 1,615 4,920 1'15 4,920 TPL 206 HU2163(Mac) HL'C216-3(Max) (26) : (2Q 'x Z (12)l0d 2,'015 5,085 2,015 5,085 HU7p7,2 (WA Vc mi fly n3'. 0) tWi 1W � Y: 1 % X 7V9 H:*719atc) Iv4an4atiel t:'.i {1."T' - ^1 Wdz 1 V` ,+r`5 HU9(kin,) (Notaveieble) (18) . (18) - (6)lpdxI1h" 1,136 3,230 1,135 3w3C 11'a.x914 HU9(Max) (Notava".able) (24)',-- (24) (10)10dxn1h' 1,445 3,735 1,445 3,735 fY.x M1tf#h) (:`xtneafc! (E�'0dx1*' 3,_-" '. ,,,.0 11!'.-114i HUttpal C.-ta.abtk1 r4- w) (1j)1Q1t1:�" 1445 144. HU14Mi-) (Notnthble) (2t) W, A10dxI1h. 1,515 3,485 1.515 3,435 1�014 HUI4 (Max,) (Not avaiable) (3°7 .•' (3E) ` ' (14)10d x I W 2,015 4,245 2,015 4,245 See p. 281 for tale noes, UPDATED 02112/IS S&P CONSULTING GROUP PENN DAVIS-ROOF SHB)-PERMIT CALCULATIONS 311Page Sirnoson Strong -Tie t-✓ood Caonmuction Connectors COME&- PSON ng-Tie The Joist Hanger Selector scftwate enables you the most optimum product for your project. The software takes into consideratlowall the characteristics seen in this catalog. Visit strongtiexom/jhs. ......................... __................_._............................. _.._...._. __..........__.._............__................................. _..__ " .`chess products arc aweilable with adiBorlel corrosion These products Pro approved for installation with the'Strorig-Drivs"' protection. For more Informatlon, see p.18, F SD Connector screw See pp. 39-40 for more information. C x 0 O c .O D • • • • t ****a* • t • 1 • • Q 0 D D D 130. Jadtt Size Model No. Dimensions fin.) Fasteners 0F/SP Allotvabh toads installed oatndxR•t. pCII code 69.1 W H 8 Max Headw Joist Uplift (160) Floor {100) Snow 015) RoofJC (125 Sawn Lumber Sins 2X4 LU_^4 20( i%w 3% 1Si - (4.11E-, nI:JTIW T5 51' G_5 7 7A 5 ;rnr FL, L5, Li7 L L 4 18 I1IS 3% 0% - 14) iW (2)1 [Id 4;^ _ A,q,127, U24 16 1%4 114 114 - (4)13d (2)1':3 x I na" .' 115 6:,5 •'"s `yam' 17 FL, L17 HU26 14 1 % 3% - (4) t:1 M Km x I W = ; ; 670 7:"1 t :5% LUS24.2 18 3 % 311A 2 - (4)16d (2)16d 440 Soo 910 985 Lowest 17,127, FL, L5, L17 D3L 2X4 24-2 16 354 3 2 - (4) 16d 1') Iod 370 575 655 705 +33% U24-2/HUC24-2 �Ll.r 14 A 31k 21h - (4) 13d (2)10d 3,70 e80 595 720 +240% 17, FL, L17 _?6 It IV. 4Y, 4, - (411-1 (4)10d iila C:s )3_ , t Latest 1.^0 +! , 17,127,FL,L5,L17 LLYLS 2C 1%4i, 1% - (t�1J (4)t^lxt:: 55 845 2x6 U26 lE IV* 4% 2 - ;a t31 {s •0d41W ' S C:5 34t, S'_5 1,.1'5 +4,- , - 17,FL, L17 LUXt IF 1% 4% ;3a 11W 'S0 1:40 ,1Q 1 HU26 14 i%» 314s !14 - (4) tSl 101x 114' :n • HL'__J le 1% i 5Ys 3 - (14) 1r d (q 160 i.55C 2 720 0 5 3. a +- i, • LUS2 - • 18 3% 4% 2 - (4) 16d (4)16d 1;165 1,000 1,180 Lowest 17,127, FL, L5, L17 • U26-P • • 16 3% 5 2 - (E) 16d (4)1pd 740 1,150 1,305 1.410 +65% • 6 M11i9Efi6-2 14. 31A 54is 2 - (4) 16d (4) 16d 1,235 1,065 1,210 1,305 +172% IT F1, L17 H • j1t46-1 14 2% 53u 21h Min. (e)16d (4)10d 760 1190 1,345 1,445 +233% 17.127. FL, L5, Li 7 • • Ue2�/ • • • • it Vo 534 21/, Mar. (12.)16d (6)1Od 1135 1,795 2.015 2,165 +254% 17, R_ L17 • LlV t•3 • . • 4% 44S 1 2 R) ISd 44)16d I cs 1 " �Y I'TJ 1,L,0 I^ 4%{ 4% 2 (:) 11d (400 ) tOd "o . •'^ 1 ^05 14 + II•Jf6 • • • H�?6-�•'MLiC•f4ti' 14 41"w 2!F Mn. 16.2 (4)10d 7,0 1 "' ' -46 1,449 1410. 2!!, Mar. (12)16J 1W • i US' • • 161 1% 4%A 1 11',# - (4)10d (4) 1Ud 1,165 865 990 1,070 Lowa t LU24 . 1% 4% i h - (61 18d (4) 10dx i " 565 835 950 1,030 +6% • LU • •_�_ 18 1%(e 61% i%±: - (6) 10d (4)1Od 1,165 + - 1 .: +23% 17,127, FL, L5, L17 • • LU250 • • 20 1%fs 6% 1 Yi - (8)16d (6) 10d x 1 W 850 1,110 1,270 1,335 +39% •2x8 U2t) 16 19Ss 4%: 2 - (716d (4)10dx11,4" (4) 10dx l'fe1' 585 730 e05 845 980 965 1,056 1,040 +-43% +160% 17, FL, L17 LUC26Z 13 11Y. 4%', 1 - (6) 16d HU28 14 19fa 5Y� 2Y, - (E)161 (d)10dx1'k" E10 895 1,005 1,035 +251% HUS26 16 1% 5% 3 - (14) 16d (6)16d 1,550 1 2,720 3,095 3,336 +276% HUS28 16 14% 7 3 - (22) 16d in 16d 2,300 3,965 4,120 4,241 +409% L1K26-^ 13 1% 4;E - (q tfd (4) f�; t 17 (-n I, 1,�' Lry t 7, 127, FL, L5, L17 LLK :-2 13 34 7 1 2 i61 r4)1R1 I'll,1"', -40 11.4 14, , 1; 5D8L J26-2 16 3%5 2 rW.� ;� 16d(4)10d 1 - 5 1.4112r, f'tJ"� t c 14 1% 7%fc 2 n tbd rl 10 "'M) "9; t I5 19'1 +1":%14 _% 7 2%t (IQ ICj (4) l0d "•9 - 1,M ' 4,3 tr"ri 1'll,17, FL L17 14 311 7 2t'. %tax (tq taJ rp i0d f.UZ 2.350 33:, +41- 1. Witt bads apply to 10d end 18d header fasteners. Uplift loads have been Increased for wind or earthquake loading with no. ha 1h•r increase allowed. Reduce v here other loads oldvern. 2 10d commons Or 1 ad eirkers may be used tm tead of the specified 16d at 0.84 of the table load value 116d snksmmaybe used,,*teod of the specii 10d oor^mons with no bad reductlon. Sd shkers are not acceptable for HDG appibatlons 1 4, Min, naing quantity and bad 1-Iues - fiC all round holes; Max. he" 4uantty and load values - Al ail round and, triangle holes. Codes; See 0.14 for Code R8lerance Key Chart 6. DREP loads can be used for SCLthat has fastener holding capacity of Doug Fiii'. 6. Truss ctaord cross -cyan t"on may limit e3owabla loads in accordance with AAISVTPI1 '4 SorpsonStrang-Tie•connector Cdlectcr- software includes the evalua'bn of cross -gain terelon in He hangtk allowable bads, (or additional Information, oorvi S •ipson Strong -Tie: (( 7. NaNs: 16d s 0.le2' da. x 3h' long; 10d- 0.148' dra. x 3' long, 10d x 1 k'-0,148' do. r.1 A' long. Sea pp. 06 27 fo other nal azes and informoti in. .•Hengtvs do not ham an Irrsta'bel Cov Odex I1' S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 321Page Face -Mount Hangers - Solid Sawn Lumber (DF/SP) � " 4 ............................................ ...................... D The«t product^ are evaiabie with additional corrosion Those products are approved for ottNkttion with the Stmng-00vea' protection. For more infotme:Ion, see p. 18. PF SO Connector'ttcrew. See pp. 39-40 to mu a Intomietlan. 17 A 13 M 7 13 a m N A El a U a 0 n Sep footnote$ on p.130, joistDi1•ensiars(in) Size Model No. Fosterer, DF/SPAflowabloLoeds ImtaAed Costtndex f Cli code Rat W H 13 n �� Header Joist Uplift Floor (160) 1 (100) Straw (1151 Root o25a Sawn Lumber Sizes LUS28-3 13 4% 6Y4 2 - (6)1Cd (4)16d 1,165 1,315 1,500 1,625 TPL 2X8 (J26-3 16 4% '4'A 2 - (L71Cd (4) 10d 740 1,150 '1,305 1,410 _ 14 4t11/w 4% 2'h Mn (8) 16d (4)1Od 760 1,190 1.345 _1,445 HU26.3 / HUM-3 14 4"!4 d% 2% Max. (12) iCd (6) 10d 11-45 1,785 2,015 2,165 OUAD 14 ).h' (131 h' I 14' 16r1 9M 1 "I 1,f»,J 1 !m { 160 2%09 HU29-41t!'JC28-4 14 1 . Max (14) r..d (ol 16d 1,345 2,0'.:.`: 2.350 U33 LUS28 18 194e 6% 14; - (6)1Od (4) 1Od 1,166 1,100 1.255 1.: 13 Lowest 17,127, FL, L5, L17 LU_^9 20 14'4 64% 11h, (8)16d (t� IOd x 1'. 850 1,110 1.270 1,335 +13% LU8210 18 14/• 7% 144 - (8) 10d (4)10d 1, 5 1,340 1525 1,650 +16% LU210 20 1V. 79k 1V, - (10) 16d (6)10dx1W $50 1.390 1,.` $ 1,715 +28% 2x10 L1213 16 I%a 7% 2 (10)16d (0) 10dx 1'h" 1,110 1,440 1,635 1,685 +76% If LUC21OZ 18 14i4 74'i 19'4 - (10)16d (6) 10a x 114" 1.190 1,410 1,605 1,735 +180% 17, FL, L17 HU210 14 1Vie 714 211+ - (Q 16d 14)10dx 114' 610 1,190 1,345 1,445 +'2?5% HMM 16 1#A 9 3 (30)16d (10)16d 3,000 4,255 4,445 4,575 +450% L1r;28-2 )J '%i 7 2 - fL. lei (4) tCa ' 165 1."; t'K'q i,C25 l�wratk17FLL, L5, Li LV1-210-2 12 rA 9 - (� It'd f l t d 1,r45 I,L..3 2 ^% 2,2C,5 +$4% t>210.2 1L 334 3r 2 - (tea tsa (y :Ot 1.1t • 2^15i t' r _.420 24f•R 4614 +"9°s_ •1-06, L17DEL 14 ;.ti 94%, 2 - p 161 p 161 4 _-.'j L17 alo 14 : ; v&.. 1 i IM. (i4116J 1,135 4085 > o5J 2 ` (1'•l KJ210-111:UC`10-2fry ma. (101166 (t71Od '' 'S =.GM �?:3 3,:. • Ia1CO210 ?- DS Y 14 h a - 12) *�'x2'Y SDS 7'+'x^'� CU., -..5' 1 4,__J '55 4 _l., • 41 •� • FL • F!i 2!0 2 14 3Y4 "s - (^G� 16d (1 _' 1w ae • • • • • •- i • LOS29.3 18 4% C1.4 2 - (6)16d (4)16d 1,165 1,315 1,500 1,625 • • • • _ �• • LUS210 3 18 4% W, 2 (M 16d (6) 16d 1,745 1,830 2,090 2,26i • • • • • • LM 0_3 16 4%. 7i'4 2 04) t6d (6) 10d 1,110 2,015 2,285 2;46p • s • • r• • TPL 14 4"Aa -'4 'N Mn. (t4) 16d (6)10J 1,135 2,085 2.350 2,5 17, FL, LW 2X10 fIU2143lHUC210 3 14 41%ie - 2!.i Max, (IS)16d (10)10d 1,895 2.680 3.020 3, • , • HHJS2'0.3 14 '4 "As F?A 3 - (30)16d (10)16d 1', • • • • • • r GJ^2'0-9 12 ;4'Nb 9%; 4 (4Q i6d (16)16d 4,095 :9,100 9,100 9,t0o • * • 17. FL HUCO210.3-SDS 14 4% 9 3 Wx2VSIX "W'x2t4•SOC. 2.5;0 4,680 4,955 4,955 • L • • 14 C%; -% 21; WL (14! 1Cd (_) tCJ ',45 2C8; _-'J 2.1^0 1?4 O )0 2xt0 HU2'0-4fHL 2'�•4 t4 5'A C% 2'i Mac (18a 16i (q 161 t S 2,C20 0^3 2:_3 4; 00-4 14 6%% S:; 1 - -"Ied (10116d 4,fA5_ `. 1 r ;3 CSC ' - FL HGt1;210-4 12 C`% ;A% 4 - (Cl IN (16)IW .102 1:t0 4.IZ3 LUS210 18 191e 7% 14'4 - A IN (4)10d 1,165 1.340 1.525 1,650 Lowest 17,127, FL, L5, L17 LU2)0 20 14%e 79%e 1% - (10)16d (6)10dx11h" 850 1,390 1.585 1,715 +11% L1210 16 1%a, 7% 2 - (10) 16d (Q 10dx 1Si" 1.110 1,440 1,636 1,6°5 +539'0 17, FL, L17 2x12 LJG210Z 18 1VA 7N4 13". (10) 15d (6) 10dx 11W 1,100 1,410 1,605 1,735 +180% 17,127, FL, L5, L17 HU212 14 1Vw 9 2'/4 - (I') 16d (6)10dx IW 1,135 1,490 1,CZO 1,805 +347% 17, FL, L17 14US210 16 1% 9 3 - (30)16d (10) tCd 3,000 4,255 4,445 4,575 +378% ltt 1'0' C 3%8 9 2 - 0 lad (Q le, I.A. 1 1 .,al ; 71 'A _` 5 '.'.5 4..5 ; "Imt +40% 17,127, FL. L5, Li 7 U210.2 It 3%% 8%4 2 - p) ICa 1Q IOd 1' 1a LF_tt[ %: 3,i W% 2 - o3at't pled 1,745 -119 2,4t, _,6'' +51,% OBL Ftl 210-2 14 31% b*'e 2 - (1 tCd ('1 163 ,:,9°5 t.125 t 4^3 2" " 7, FL, Lt? ?x12 to wt^ ? is ? 1. • Y 2 - +:a :` 1 (q I'd If— _,66Z J.C15 3 =6 74 'rA.it22/H'�2r:-2 14 'w 1(f"%e 2t4 fdn (^, l : d () 10d 11,6 t,t"'_ 75t1ZCT;i_ 5t0 • �E 3'.S t01t+s 2Y: 'Ak�z. {:.�)1(1 I:(i'Jd ,37, +41'% tll" •f1t0-2 •Lo 14 1 9 3 1 - 12) !4' x2%Y Si .4 te"x:t7' Qx. FL UPDATED OW12/18 Codes: See p, 14 forCode Reference Key Chad 131 ep.--`\'. :( S&P CONSULTING GROUP PENN DAVIS-ROOF SHED -PERMIT CALCULATIONS 331Page