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MC-17-270REs Miami Shores Village `1-9 r � 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 ham, Phone: (305)795-2204 FLaRIDP' Project Address 515 GRAND CONCOURSE Miami Shores, FL GREGORY PALMER Permit NO. MC-2-17-270 Permit Type: Mechanical - Residential enlittWork Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 4/201201 ' 1 Expiration: 10/17/2017 Parcel Number 1132060171340 Block: Lot: 515 GRAND CONCOUSR FL Contractor(s) Phone Cell Phone SANSONE CORPORATION 954-428-8919 Fons: Info: HVAC PER PLAN 1 UNIT 2.5 TON ion: Residential In Review Denied: nning: 3 Fees Due Amount CC F $4.80 DBPR Fee $4.20 DCA Fee $4.20 Education Surcharge $1.60 Permit Fee $280.00 Scanning Fee $9.00 Technology Fee $6.40 Total: $310.20 Date Approved:: In Review Type of Work: Applicant GREGORY PALMER Phone Cell (305)220-7663 Valuation: $ 8,000.00 Total Sq Feet: 0 Pav Date Pav Tvpe Amt Paid Amt Due Invoice # MC-2-17-62801 04/20/2017 Check #: 1611 02/01/2017 Credit Card $ 260.20 $ 50.00 $ 50.00 $ 0.00 Available Inspections: Inspection Type: Final Rough Duct Review Mechanical Underground 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. OWNERS AFFIDAVIT certify hat all the fo information is accurate and that all work will be done in compliance with all applicable laws regulating construction and z ing. Fu rmore, I au rize th bove-named contractor to do the work stated. April 20, 2017 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy 61��, �1(),4X-qS- Miami Shores Village 1-`--CEJVED SE 7 2016 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 gY`— tAf Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 rl FBC 2014 BUILDING Master Permit No.NC• - -1n-16 -1471 7PE MIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: `J S � f1� ��) \ C O ESQ City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO >� Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder)-� Phone#: Address] I (" L � �C,,-'k "\ 6 0 City: o k- k-(�(,� I �l�lf 1�� State: t' Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 3 L C oV`s CZZ�/�TZ , Phone#Zp� - SZ. 3 ^ 1 4 -L Address: `L7� l W k,-4\ Cc. i City: _D Cti1 Imo- �^' O Stated Zip: / Qualifier Name: ����— _� 1 W �G�C�S �1 Phone#: State Certification or Registration #: i; J (a 19 / I'pQ Certificate of Competency #: DESIGNER �Archited/Engineer:Phone#: oS jS L+ 1-3 J �j Address: N % ' L City: S State: y-�Zip: Value of Work for this Permit: $ 30 Square/Linear Footage of Work: Type of Work:.Addition ❑ Alteration ❑ New �❑ Repair/Replace ❑ Demolition Description of Work: ­T-�6>Lk) ��17 tZo� (A-x 1�.��, y-CYO tx-\� 1 � fir}(f.u;.%.w1GrwMU'k'<J+lU4L4nyhr^:!.r.<vu+a.r...w—.-.s..-•... •.H Specify color of color thru'tile: k. V? i Submittal Fee $ ZAP �'.57 Permit Fee $ S `�� CCF �O`/ACC Scanning Fee $ �-✓Radon Fee $ ( S DDBBPR $ ? Notary $ Technology Fee $ 2`-,.� Training/Education Fee $ �� Double Fee $ Structural Reviews $ �y Z 2 Bond $ -S ©0� p TOTAL FEE NOW DUE $ 6 / ( 1 ' (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 'MARNING ,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 arrestimated 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 Signature OWNER or AGENT The foregoing instrume t was ackno ledged before me this dday of 20 by 1�� who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Print ONE CARMEN RIOSECO PEREZ Seal: mn,d7d.:, Notary Public - State of Florida Commission # FF 899859 nMy Comm. Expires Aug 17, 2019 "„ 8andedInj IJUaft4ss APPROVED BY ,. T CONTRACTOR The foregoing instru ent was acknowledged before me this day of c) 20 (� by personally known to as me or who has produced identification and who did take an oath. NOTAR Y4X-mi Sign: Print: vc�- as Seal: 4) :"; °�e� & LAURAFARLO ' MY COMMISSION 1 FF 188027 * * EXPIRES: Match 16, 2019 `" v Bonded Thru Budget Notary Servkes Plans Examiner / Zoning Structural Review Clerk (Revised02/24/2014) RECEIVED FEB 01 7017 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel; (305) 795.2204 Fax: (305) 756.8972 Notice to owner — workers- t;ompensavon insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to: work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: ' _ Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this _ day of "C--L . 120 (7. By (f —�Fk. \ who is personally known to me or has produced s identification. Notary_ U LAUPA FARLEY 0+* MY COMMISSION # FF 18M SEAL: EXPIRES: Madt 16, 2019 �p� ds� kWW Tin 1149 Nobry Sv*a RECEIVED JoMoEoC 2511 N.W. 1711 Lane - Suite #4 Pompano Beach, F1.33064 CGC060569 1 /24/2017 State of. Florida County of: Dade Before me this day personal appeared Eric Finkelstein who, being duly sworn, deposes and says : That he will be the only person on the project located at 515 Grand Concourse, Miami Shores Fl 33138 Sworn to and subscribed before me this 24 January 2017 Personally �eic�LU --L—Ct-u v"C'^ f-c- �e LAURA FARLEY * * MY COMMISSION 1 FF ISO? EXPIRES: March 16, 2019 -J��o� nab Bonded Thtu 84d Ne11ryServices rr4 n 17017 �iA Tniami Sk Vil, ores 10050 N.E. SECOND AVE MIAMI Sf iORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACOUISTO, AICP PLANN NG S ZON'NG DIRECTOR DEVELOPMENT ORDER File Number: PZ-01-16-2016004 Property Address: 515 Grand Concourse Property Owner/Applicant: Gregory Palmer Address: 515 Grand Concourse, Miami Shores, FL Agent: Mark Campbell Address: 373 NE 92 Street, Miami Shores, FL Whereas, the applicant Gregory Palmer (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One story addition. Whereas, a public hearing was held on January 28, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 200 sf flat roof addition over a raised patio and a 917 sf master bedroom suite with slope roof. 2) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 3) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities.. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and Page 1 of 2 approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. 4) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 5) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan except that major changes shall require Planning and Zoning Board approval as stated in Condition 43. 6) An erosion and sedimentation plan subject to review and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti - tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 7) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 8) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. 9) Applicant to meet all applicable code provisions at the time of permitting. 10) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 28m day of January, 2016 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Yes Chairman Fernandez Yes Date Achard M. Fernandez Chairman, Planning D Pase 2 of 2 zz Department of Regulatory and Economic Resources Impact Fee Receipt Process Number: M2017000233-0 Folio: 1132060171340 Fee Payer: PALMER, GREGORY M 80 SW 8TH STREET MIAMI, FL 33130 Batch: Collection Number. 117877 Site Address: 515 GRAND CONCOURSE Collection Date: 11/16/2016 Fee Type Dist Id Category Code Cat Sufix Category Description Units Fee Extended Amount Deferral Amount Deferral Admin AREA 1 5002 00 UNIT SIZE (SQ FT) 1,097.00 $0.92 $1,007.05 Total: $1,007.05 - Deferred Amount.• 1 + Deferred Admin: . ......... --- ---------- Total Amount Due, $1,007.051 Paid Check: $1,007.05 Paid Cash: $0.00 Paid Credit: $0.00 Paid Convenience Fee: $0.00 Total Paid : $1,007.05 I --- I -.- --. 4C nA4& 4^.C^ AAA n --- 4 -9 4 w The "Notide'o e label repre ent§ 0, NAMI's Certified NOTICE OF PRODUCT CERTIFICATION „Y._--.... Company: JELD-WEN Doors Certification No.: NI011232-R2 3737 Lakesport Drive Certification Date: 08/14/2012 Klamath Falls, OR 97601 Expiration Date: 08/31/2020 Revision Date: 05/16/2016 Product: Contours Steel Opaque Steel Edged Door (w/Wood Specification: PA 201-94/202-94/203-94 r is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within www.Namicertification.com. NAMI's Certification Program is accredited by The American National Standards ft litute (ANSI). Inswing Glazed Design Water Missile Test-1kejort Nyq►ber . Configuration or or Maximum Pressure Test Impact D %%Wa NumbeN� • ' Outswing Opaque Size Pos/Neg Pressure Rated • • • 0 mments • "' X I/S Opaque 3'2" x 8'3" +61/-65 2.86 psf Yes ••*GTLA455W .....: • Single w/ AdjustjtWj s minswi g rhresholch • • tes •. on1 i uP6i1 : ?E ._ • • : • .' O%5" � `"Opi'4 - -_.3,.2,,.X._8,-2;,_ -_-+61/-65 10.5 psf - eS..-.... . ,_ TLA455 Max'WO Size: 3'0" x48'0" Single g w/ Aluminum Otitswing8ump Threshold . j •' ' �-_ Iifi�s�Co iD Qua nfig RS',,}( op U -65 2.$6 psf Yes .. _.•, Max Panel Size: 3'0't»8'a" • Single w/ Adjustable Aluminum Inswidg Threshold Qualifies Configurations: X X O/S Opaque 312" x 812" +651-65 10.5 psf Yes CTLA455W Single Max Panel Size: 3'0" x 8'0" g w/ Aluminum Outswing Hump Threshold Qualifies Configurations: X X O/S Opaque 312" x 892" +65/-65 10.5 psf Yes CTLA455W Single Max Panel Size: 3'0" x 8'0" g w/ Aluminum ADA Threshold Qualifies Configurations: X National Accreditation & Management Institute, Inc./4794 George Washington Memorial Highway/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: JELBrWEN® Steel STEEL, STEEL EDGE DOOR 6 8" 6 8'-0" SINGLE OUTSWING OPAQUE IMPACT DOOR 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE FLORIDA CURRENT BUILDING CODE INCLUDING "HIGH VELOCITY HURRICANE ZONE" (HVHZ) REQUIREMENTS. 2. WOOD BUCKS, BY bTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. IMPACT RESISTANT SHUTTERS NOT REQUIRED. 5. DESIGN PRESSURE RATING SHALL BE AS FOLLOWS: —FOR 6'8" WOOD FRAMES — SEE TABLE SHEET 1 —FOR 8'0" WOOD FRAMES — SEE TABLE SHEET 1 G. THIS SYSTEM WAS TESTED FOR 2.86 LES. WATER PRESSURE AS PER ASTM—E331. 7. SEE DESIGN PRESSURE TABLE k NOTES BELOW REGARDING WATER INFILTRATION REQUIREMENTS. DOOR LEAF CONSTRUCTION: Face sheets: 24 ga. (0.0207 minimum thickness, Galvanized Steel A-525 commercial quality — AKDQ per ASTM 620 with minimum average yield strength Fy-26,240 psi. Core desion: Expanded polystyrene with 1.0 to 1.25 lbs. density, by JELO—WEN. Panel Construction: Steel face sheets glued to expanded polystyrene (EPS), with steel top and bottom rails and steel stiles with a wood lock block reinforcement. The hinge stile contains a MDF board for added hinge support. Frame Construction (Both Frame Tvoes): The hood jambs and side jambs are mortised, butted and joined using (3) 7/8" x 2" wire staples. An bumper threshold OUTSWING threshold was unitilized at the sill. An optional aluminum \ ADA threshold is available. TABLE OF CONTENTS SHT # DESCRIPTION 1 TYPICAL ELEVATIONS do GENERAL NOTE VERTICAL CROSS SECTIONS k BOM 3I HORIZONTAL CROSS SECTIONS 4I ANCHORINGLOCATIONS k DETAJLS 5 1 UNIT COMPONENTS— 3'-1 3/4" D.A.MAX. FRAME WIDTH 3' OA MAX. PANEL WIDTH 28 n %o 10 6 "B" SINGLE OUTSlPING UNIT /X) SCALE.' 1/Z' -1 "-O" NOTE: USE OF ITEM 11 MEETS WATER INFILTRATION REQUIREMENTS UP TO A DESIGN PRESSURE OF +70 PSF (UNLESS VALUES IN DESIGN PRESSURE TABLE TO RIGHT GOVERN) 3'-1 3/4' OA MAX. FRAME WIDTH 3' CIA MAX. PANEL WIDTH 0 a 8'0 " SINGLE OUTSJYING UNIT (X) DYE HAND SCALE.' 1/2"" sf "-0"" I " DESIGN PRESSURE RATING • WHERE WATER INFILTRATION REOUIREMENT IS NEEDED WHERE WATER INnLTRA110N REQUIREMENT IS NOT NEEDED 6"8" (X) +70.Opsf —SO.Opsf +80.0psf —80.Opsf 8"0" (X) +61.Opsf —65.Opsf +61.Opsf —65.Opsf Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2015.04.10 09A9:59 -04'00' 71 *hQM- PRODUCT HAS NOT BEEN RATED I R4jX WATER INFILTRATION UNLESS USING ITEM 1 1 IF AUTHORITY HAVING JURISDICTION REQUI S THAT PRODUCT MEETS THIS REQUIREMENT, PRODUCT SHALL BE USED WHEN INSTALLED AT LOCATION olli5q BY OVERHANG SUCH THAT OVERM+� EOyjO Ali 0 - OH LENGTH OH HEIQPIT_ p"r p FLORIDA P.E. NO. 73778 7 = a T T r Ir � �0�:, L P:' S/ ECVGIA BEACH BLVD. DRWS. ND. to z OE2 N F_ a Lul2 J o az �C.D a. 19 I — AS NOTED DWG. ey: EAG DC9970 SHEET 1 of 5 i0 0 rn00 II II 0 ao 000 rS ~ 2 C� LULU __ w w a(L dd 00 2 1 /2" MIN. EMBED. 1 1/4" MIN. 3/4" MIN. m EMBED EDGE DIST. �w Y 9 Y �� �Z ~ 32 \ 32 \ N } O 3 SEE DETAIL A SEE DETAIL A ON SHEET 5 ON SHEET 5 18 13 18 13 26 i z 26 i z 16 V)� 16 00 S5 00 O1 00 ao co co CO a0 Ori 000 t I cD rn II II 00 cc II II co O 11 F- 3:ao 2 S2 0 I F- w i0 a0 = = Z .I to 00 _ = J J w LU Z = _ c� c� xx o_a. xx ww ww 00 dd <d 26 o o P6 d o 1919 CA \w 13 17 13 12 �z > 31 � 3/4" MIN. 7 1 1/4" MIN. "DIST. EDGE DIST. EMBED 9— EDGE Md. MATERIAL 1 LATCH JAMB 1 1 4 x 4 9 16" PONDEROSA FINGER JOINTED PINE PINE HINGE JAMB 1 1 4 x 4 9 16 PONEROSA FINGER JOINTED PINE PINE HEAD JAMB 1 1 4 x 4 6 16 PONDERSOA FINGER JOINTED PINE PINE 4 4" x 4" BUTT HINGE 12 ..097" HA R 5 #9 X 1" PFH WOOD SCREW HINGE TO DOOR) STEEL 8 9 x 3 4 PFH WOOD SCREW HINGE TO DOOR STEEL 7 8 PFH WOOD SCREW WITH 1.15 MIN. EMS. INTO SUB —BUCK STEEL 8 VO x 2 PFH WOOD SCREW STEEL 9 3 16 ITW TAPCON INEMBEDMENT 1 1 4 INTO MASONRY 4* INTO STEEL 10 ADA EXT. ALUMINUM THRESHOLD MODEL ALUM. 11 OUTSWING HIGH DAM THRESHOLD 1.75 x 5.25 ALUM. 12 IOUTSWING BUMPER THRESHOLD 1.0 x 4.625 13 COMPRESSION WEATHERSTRIP SCHLEGEL 0—LON ODS 650 FOAM 14 12 x 3 PFH WOOD SCREW STEEL 15 9 x 1 PFH WOOD SCREW wSTEEL 16 FACE SHEET 24GA. .020 THK. MIN. GALVANIZED ;TEEL • STEEL 17 8 x 2 PFH WOOD SCREW STEEL 18 TOP RAIL 1.73 x 1.21 x 0.021 THKT ww• STEEL 19 BOTTOM RAIL 1.73 x 1.21" x 0.021 THK • • • • • • EEL 20 SIDE STILES 1.73 x 1.21 x 0.021 THK STEEL 21 WOOD LOCK BLOCK 1.67 x 3.0 x 18.75 OD 22 STRIKE PLATE • • • • 23 MDF BOARD • • F 24 • • YL 2 WOO LOCK BLOCK 000006 0 NFIA 26 EXPANDED POLYSTYRENE 1.0 to 1.25 Ib. DENSI CY JElD—WEN M27 KWIKSET TITAN SERIES LATCH k DEADBOI 28 KWIKSET TITAN SERIES LATCH do DEAD13OLT29 LATCH SCREWS #8 x 1 1 2 PFH WOOD SCREWw • • STEEL 30 NOT USED •••••• — 31 2X WOOD BUCK WOOD 32 1 4 MAX. COMPRESSION SHIM : • • • 33 i6 GA. 7 16 CROWN x 2 LONG STAPLES • • • • STEEL A VERTICAL CROSS SECTION TYF, VERTICAL CROSS SUCTION TYP. 2 FOOD FRAME INSTALLATION SCALE. 3" =>'-O" 2 CONCRETE INSTALLATION SCALE: 3" =>'-O" Lr ]a �d z .' . � o w 2 1 /2" MIN. 9 �w EDGE DIST. r 1 E�TF�4 \�94Z 1y SCAL, Z`v O �' T T 411 IY` ����/Ii111111�` I.: — rrrifv�vx�, 3" =1'—O" HERMES F. NORERO FLORIDA P.E. NO. 73778 BUBDM BBOM W. 30 FJST Dw BECK BLVD. D" BECK FL 33W4 2 1/2" MIN. EDGE DIST. 1 1 1/ MIN. E6 37 3/4" MAX. FRAME WIDTH - - 36" MAX PANEL WIDTH — 21 25 26 EXTERIOR 5 SEE OETAIL A� �/ 7 \\ 13 INTERIOR ON SHEET 5 ��� 1 27 2 •.a..• 1 1/4" 1/4" MAX. SHIM SPACE —I • •�. •.•• 1 1/2- MIN. EMB. 1 1/2"' MIN. EMB.F • • • • • • • • A \ HORIZONTAL CROSS SAKTION TYP. • • • • • • 3 WOOD INSTALLATION SCALE: 3" =1'—O" • • • 37 3/4" MAX. FRAME WIDTH 36" MAX. PANEL WIDTH • • • • 36" MAX PANEL WIDTH 32 I • • • • • • 22 31 4 6 ®® ®� ® • • ••• 20 21 25 26 EXTERIOR 5 ®® • • • 23 8 1313 INTERIOR `' 1/4" MAX. L ®® 2 1/2" MIN. ®® ma ®� MMM UND p EDGE DIST. 00 ::: � � � � ®® 1 SPACE — 1 1/4" ®® m m ® $ MIN. EMB. go go 00 1111 ®®m p�p ®_HORIZONTAL CROSS SECTION TYP. 3 CONCRETE INSTALLATION SCALE.- 3" =1 '—O" 1►1►►11111q���� r� HERMES F. NORERO 7 •�; O FLORIDA P.E. NO. 737 v T T o �p�;" rrrrri`S`C/ONALE�we uww�eua BLVD W. '���11111111\10 .e". �... ..M..3 0 0 M J m O 20J� J wY=� 3gQ� �cnY(L ••.• scue: AS NOTED owc. By: EAG DC9970 3 OF 5 1 6 16DO 9 1 9 1 fl DO 16" 0 1 N � 9 1 16" 9 1 16" 9 1 /16" A 8 9/16" 8 9/16" SEE DETAIL D V-I MV 17 9- ro M 00 M n I 7 9 D:0: Typ- - i in DETAIL B - SEE DETAIL C ANCHORING LOCATIONS 6'8" OUTSWING SINGLE UNIT (X) SCALE: f/8" =f'-0" �\ 1 r6 DETA IL Ai. SCALE: 318" i i SEE DETAIL A 6" 1'-0 1/ " 1'-0 1/4" 4' 5' 1'-0 1 /4" 1'-0 1 /4 1'-0 1/4 6" ;1 1'-0 1/4" SEE DETAIL B J 1'-0 1/4" C ll1 :s„ . 140 •; TM 7 9 TYR _ SEE DETAIL D ' 8 3/4" z'-z" I%.e. ANCHORING LOCATIONS 8'0" OUTSWINC SINGLE UNIT (X) SCALE f/2" -f'-O" DETAIL C DETAIL D SCALE: 3" =f'-O" SCALE 3" =1'-0" nn F. o0 '* T T a �. N� SEE DETAIL A HERMES F. NORERO FLORIDA P.E. NO. 73778 BULDW DROPS. Ds. 3W FAST OWN BULK BLVD. i 3/4" 4-- 2 3/16" ' FINCER✓0lN.p PINE SCALE. 6=1'-0" z 3 �--� 9/16" l 1G'f16fPRESSION WEATHERSTRIP SCALE. 6" =1'-0" 'Z SCALE. 6" =1'-0" 4" O O �.-1/16" (Min) I SN•6"POA — 1 3/4- r —i 1 1 /4" 4" f— 2 1/4" —I 1/2" I T— @ SCALE.• 6" =1'-0" �18 3/4" for 8'-0" DOOR 11 3/4" FOR 6'-8" DOOR 1/4" 3" 0 DIA. VARIES WITH HARDWARE USED z% z SLOGLOCK f'—O" r 1 3/4 i r � L I 1 3/16" 19 SCALE 6" =f'-0" 1 3/16" \ 1 23/32" " DUTS -2SCALH1CX DA2 THRESHOLD E 6" =>'-0" j •..• � HREShDLD — tt...• 1 •1 /8" • . •....• •• . ••. • s SCALE• 6 ==1'-0" •• 3/16" C—SINK. �— DETAIL A SCALE: f/4" =P-0" A 0 N a M N O 7 _ _ = * * = = o T T i Q 0.c�•�• .......... P'•��. S/ ��G`, 1N %%���� HERMFLORIDAEP.E. NOF. .RERO 73778 ewlDe+c Deors, INC. DwM er EAW a BEACH...w. W _ .._ .... . _____ DAM 12 07I SEAS NO! DWS. Sr, EA CHK. BY:S. SAi DRAYINC NO.: DC9970 SHEEf 5 OF (20 I � �_,M BUILDING PERMIT APPLICATION Miami Shores Village WzC, � Building Department MAY 11 2017 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 BY: INSPECTION LINE PHONE NUMBER: (305) 762-4949 ` FBC 20 /\4 � tl 1 Master Permit No. I� - 2 �1 Sub Permit No BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [:]CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: - / 5 M J Z-0 pt cod vse [—]RENEWAL OP 6HSP DRAWINGS Folio/Parcel#: 11 — 3'2(�G ` O 1) —'.3 70 Is the Building Historically Designated: Yes NO Occupancy Type: Load OWNER: Name (Fee Simple Titleholder): Address: Construction Type: Flood Zone: BFE: FFE: X_ tese City: /l. Alt tM Zip: 3 0 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: V U UX Phone#: 77- � Z Address:: S 00 (/�n City: Cla _ r.!!n Yc State V -- ll Zip: Qualifier Name: � ,�li "fi %'j (Qrhe3i.S'f$l Phone#: State Certification or Registration#: C41 O �� Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: Value of Work for this ermit: $ 7. Square/Linear Footage of Work: Type of Work: . Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Zip: ❑ Demolition Specify color of color thru tiler Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ (- (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 Zip City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. n , "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. Signatur _;1Ir61 Signature ,OWNER or AGENT The foregoing instrument was acknowledged before me this day of 20 17 by QN toLe who is personally known to me or who has produced as CONTRACTOR L, t The foregoing instrument was acknowledged before me this e ; day of 20 ! by gwk - Fj VJ 6�,&, ,S`who is personally known to me or who has produced identification and who did take an oath. identification and who did take an oath. as NOTARY PUBLIC: NOTARY PUBLIC: _i1 ZJ_et4_� Sign: Sign: zA . 1 Print: s�� Print: Lav✓cc (Y. Seal: v P&," LAURAFARLEY Seal: ��`; °"k. LpURAFARM ? 4P MY COMMISSION i FF 1660Y7 * * MY COMMISSION t FF 188027 * * EXPIRES: March 16, 2019 EXPIRES: March 16, 2019 or ��`oe Bonded firu Budget Notary Services _11,r+or Bendel TM Budget Notary Servka ************************************************************************************************************ APPROVED BY Plans Examiner Zoning 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 RECEIPT PERMIT #: L1 I I DATE: s I, ❑ Contractor ❑ Owner ❑ Architect s` Picked up 2 sets of plans and (other)��� J `� Address: From the building department on this date in order to have corrections done to plans And/or get County stamps. I u Shores Village Buildi Acknowledged by: PERMIT CLERK INITIAL: —Lsz� RESUBMITTED DATE: '5- <" PERMIT CLERK INITIAL: 6L e plans need to be brought back to Miami (RACING FOR THREE PLANES OF ROOF I ARRIOSTRE EN TRES PLANOS DE TECHO 7( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. J Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4Q. TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramp Es ciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maxim 60' to 80'* 4' o.c.max. 60 a 80pies* 4 pies maxim •Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un Ingeniero para trusses de mas de 60 pies. 71 See BCSI-62 for TCTLB options. J Vea el BCSI-82 para las opciones de TCTLB. \ BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Q Refer to BCSI-B7 Summary Sheet - Temporary and Permanent Bracing for P Chord Parallel Chord Trusses for more information. 10, a< 15 Maximum lateral brace spacing 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords Vea el res6men BCSI-B7 - Arriostre -7�: ' , temporal y 7" permanente de- The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed informaddn. on vertical webs in line with the support. Lateral braces 2x4x12' length lapped over two trusses. INSTALLING - INSTALACION Tolerances fur Out -of -Plane. — Tolerancias para Fuela-de-Plano. y� Length --� Max. Bow Max. Bow AZ - ---- - ----------- Max. g v Length —> - �-" --- Length Refer to BCS1-B6 ti r, Summary Sheet t Gable End Frame Bracina. - ,a. ® Repeat diagonal braces. Vea el resumen ' BCSI-B6 - ArrioRe ita los arnnsties stre -� �oY, h� p del truss terminal diagonales. de un techo a dos aouas. I it Set first five trusses with spacer pieces, then add diagonals. Repeat L!J process on groups of four trusses until all trusses are set. InAale los cinco primeros trusses con espociadores, luego los arnostres diagonales. Repita este procedimiento eii grupos de cuatro busses hasta que todos los trusses esten instalados, BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4xl2' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces s .1 every 10 truss V r spaces (20' max.) 10 15 max �r same spacing+ ± `° as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 Tolerances for TF Out -of -Plumb. Tolerancias para Fuela-de-Plomada. o D/5omax o.. �Plumb f / bob N D/50 D (ft.) 1/4" 1' 1/2" 2' 3/4" 3' 1" 4- 1-1/4" 5' 1-1/2" 6' 1.3/4" 7' 2" >_ 8' Diagonal braces every 15 truss spaces (30' max.) Max. Truss Bow Length 3/4' 12.5' 7/8" 14.6' 1" 16.7' 1-1/8' 18.8' 1-1/4" 20.8' 1-3/8" 22.V 1-1/2" 25.0' 2" >_ 33.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construction hasta que todos Jos arriostres esten colocados en forma apropiada y segura. Do not exceed maximum stack heights. Refer. to B 5C I-B4 mmary Sheet -Construction Loadina for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construction para mayor information. 1 Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high [-71 Place loads. over as many trusses as possible. Coloque las cargas sobre Lantos trusses como sea posible. 0 Position loads over load bearing walls, Coloque las cargas score las paiedes soportantes, ALTERATIONS — ALTERACIONES © Refer to BCSI-B5 Summary Sheet - Truss Damage, Jobsite Modifications and Installation Errors. Vea el r "gym n B I-B Dafio d trusses.Modifi a ions n la Obra y Errores de Instalacon. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior appr&M mllyiIii th! TruslMantrfaLibrer'sdimited warranty null and void. Trusses que se han 9Dbrecar dddulentola sonstruccidn o han sido alterados sin una autorizacion previa del ?Vricante de srus1es,:ue:en:dbttir o Aligiinar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Tmss Designer must my.?,a fAltat the contractor and crane operator (if applicable) are ca- pable to undertake the work they haveegreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put Floor and roof trusses Into place SAFELY. These recommendations for handling, installing and bracing wood trusses are base4upoWLr WIlective ex%1;r q( technical &ersonnel iGthe wood truss industry, but must, due to the nature of responsibilities InlipNed, w presented onl as a Gl7t or use by uallI��ed iamendations Dsigner a Erection/Installation Contractor It is not Intended that th�,e reco�mendatlons nterpret as wpeda an des otlon (provided by either an Architect, Engineer, the Building Wg—,, th# ErectiWilrsta con ctor c� for Installing and bracing wood trusses and It does not preducii use of c" equivalent s ii((pp��ttocing and pro g the walls and columns as may be determined by the truss Erb %fInstalVon contractor the�$�wd Truss Cyu ofd the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, al Ion a reliance on the and Informatlon contained herein. a WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA CL*ter • 0000 EntelprisALlM • Madison, 11. 53719 • 583 D'Onofrio Drive • Madison, WI 53719 ib8/2744✓:49 • v$kw.11aoc*uss.cdPn 0 _ �_ _ • 608/833-59DO • www.tpinst.org • 0 0 0 0 0 000 0 0 B1wARNIU17 031125 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handling Installing & Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the 3CSI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no eslAn marcados de ningun modo que identifique la frecuencla o localizaddn de log arriostres (bracing) temporales. Use las recomendaciones de manejo, instalacidn y arriostre temporal de log trusses. Vea el fglieto Placas de Metaloara para mayor informacl6n. Los dibujos de diseno de log trusses pueden espedficar las localizaciones de log arriostres permanentes en log miembros individuales en compresion. Vea la hoja res6 en BCSI-B3 Data log arriostres Dermanentes y refuerzos de log miembros secundarios (webs) pans mayor informadon. El resto de arriostres penmanentes son la responsabilidad del Disefiador del Edlfido. QThe consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, instalacion y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or - %�t _ , nj Trusses 30' or less, support ' Ll less, support at at peak. quarter points. Levante Levante de del pico log log cuartos trusses de 20 de tramo log pies o menos. Trusses up to 20' trusses de 30 pies o menos. Trusses up to 30' Trusses hasta 20' Trusses hasty 30' HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en position con la grua hasta que el arriostre temporal este instalado y el truss asegurado en log soportes. Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO © gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte log empaques. HANDLING - MANEJO QAllow no more No permita mas Q Use special care in than 3" of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports, to to e•m.>< r _ T ,a I to Pick up vertical Levante de la cuerda bundles at the superior log grupos top chord. verticales de trusses. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles Tagline 0 0 QCheck banding Revise log empaques prior to moving antes de mover log bundles. paquetes de trusses. ® Avoid lateral bending. — Evite la Flexion lateral. Do not store No almacene unbraced bundles verticalmente log upright. trusses sueltos. ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. • • Los paquetes almacenados en la tieaa r:r • deb una semana o mas en ser eleva s • • con bloques a cada 8 o 10 pies. • • • • QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiemps cubra log paquetes para prevenir aument • de humedad pero permita ventilation. • • • Tagline Toe -in. Toe -in Spreader bar 1/2 to 0 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' Greater than r M6s de 30 pies 60' or less �-- Approx. 112 �I truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Locate Spreader bar Attach above or stiffback 10' o.c. max. mid -height _ Spreader bar 2/3 to 314 truss length —� Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE © Refer to BCSI-B2 Summary Sheet - Truss Installa- tion and Temoora[y Bracing for more information. Vea el resumen BCSI-B2 - Instalacion de Trusses y Arriostre Temporal para mayor information. Do not walk on unbraced trusses. No camine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque log arriostres de tierra pare el primer truss directamente en linea con cada una de las fllas de arriostres laterales temporales de la cuerda superior. Brace first truss well E— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. 4 ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of ( 25 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez Project Name: FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 213-7443 EJD CONST - PALMER RES. 515 GRAND CONCOURSE MIAMI SHORE, FL Building Authority: MIAMI SHORE, FL Design Load: ROOF 30-15-0-10 psf. / WIND: 175 mph / EXP: C / Kd:.85 / DOL= LUMBER 1.33 PLATE: 1.00 / HVHZ FBC 2014 / TPI 2007 / ASCE 7-10 Building Code: (Ch 23 Sec. 2303.4.1.4.1) Software Used: MITEK 2016 v 8.010 Addition Attachments: Truss placement diagram, Truss profile list, Product approvals; kiallvx•dgt4iiLFx Wed brac- ing recommendation :: ; : ;•; 0., . ... ... ... . . . ... ...... . .. .. .. .. . ... . . . ... . . Project Engineer of Record: _ •;• ; ; ; ; •;• ;� i7 . ..... . ... . ...... . .... Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Medley, FL 33178 Job Number: J 1700043 ' (305) 882-8826 Fax: (305) 887-6008 page: I Date: 04/20/17 12:42:19 Project: EJD CONST - Block No: Model: 515 GRAND Lot No: Contact: Site: Office: Deliver To: Account No: 254504030 Designer: / Name: Phone: Salesperson: Inside Sales Fax: F. Quote Number: B 1700043 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 03-07-12 Joint 3 Joint 4 Joint 5 -.-- 2 CJ3 JACK 2.12 491.13 56.25 184.98 -885.77 -40.56 -58.83 09-09-05 Joint 8 Joint 10 2 CJ7 MONO TRUSS 2.12 762.03 1891.76 -548.66-2210.43 23-04-00 Joint 2 Joint 8 2 G1 SPECIAL 3.00 1547.05 1488.81 -1053.25-983.61 20-04-00 Joint 2 Joint 5 1 HI HIP 3.00 1334.22 1334.22 ® -962.55-962.55 20-04-00 Joint 2 Joint 5 I HG1 IIIP 3.00 2397.65 2460.46 -1890.12-1998.41 01-00-00 Joint 2 Joint 3 4 if JACK 3.00 531.52 404.39 .... -845.27-206.39 01-00-00 Joint 1 Joint 3 Joint 4 4 J1A JACK 3.00 345.98 86.07 -319.46 -43.40 02-08-00 Joint 1 Joint 2 Joint 3 2 J2 JACK 3.00 265.63 92.45 230.12 -129.93-116.11 -36.47 03-00-00 Joint 2 Joint 3 Joint 4 2 J3 JACK 3.00 479.83 99.08 218.23 -677.52 -14.41 03-00-00 Joint 4 Joint 5 Joint 6 2 J3A JACK 3.00 431.72 204.58 357.38 -520.60-545.12 05-00-00 Joint 2 Joint 3 Joint 4 ?� 2 J5 JACK 3.00 540.82 167.65 245.98 -666.22-201.87 05-00-00 Joint 4 Joint 5 Joint 6 2 J5A JACK 3.00 650.77 224.58 298.20 -897.33-393.63 07-00-00 Joint 2 Joint 3 Joint 4 4 J7 JACK 3.00 803.89 229.40 259.89 -794.55-266.53 07-00-00 Joint 4 Joint 5 Joint 6 1 J7A .TACK 3.00 638.50 229.02 412.79 -700.36-441.99 20-04-00 Joint 2 Joint 6 2 Tl COMMON 3,I10 13�4.22 1334.22 • •-905.e5 • •-608!05- 20-04-00 • • IUQit ?• i i J:int�• • • 3 T2 COMMON • •3.00 • •1340.43 • 141312• • -917.75-623.23 23-04-00 Joint 2 Joint 7 2 T3 SPECIAL 3 OID 1 A:.13 • • 1495,lb• 0'. • • •-981.78 798,f. • 23-04-00 • • 'Joint•loml • 2 T4 SPECIAL 3.00 1501.84 96.59 -982.25-987.79 23-04-00 •: • Joint Z : : Jb0fi i 2 T5 SPECIAL •3.0 1*0.414• •148&30 • / • 0 0 ®� • • 0 0 -966. G9 • Trusscorp International, Inc. To: Reaction 9990 NW 8th Ave Medley, FL 33178 Job Number: J1700043 (305) 882-8826 'Fax: (305) 887-6008 Page: 2 Date: 04/20/17 12:42:26 Pretject: EJD CONST - Block No: Model: 515 GRAND Lot No: Contact: Site: Office: Deliver TO: Account No: 254504030 Designer: / Name: Phone: Salesperson: Inside Sales Fax: F. Quote Number: B1700043 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 20-04-00 Joint 2 Joint 6 5 T6 COMMON 3.00 1310.93 1036.20 -902.31-594.08 16-01-00 Joint 1 Joint 5 Joint 6 Joint 7 Joint 8 1 V17 VALLEY 3.00 260.41 260.41 374.30 496.32 374.30 -101.80-101.80-207.30-243.48-207.30 19-03-00 Joint 1 Joint 4 Joint 5 Joint 6 V19 VALLEY 3.00 352.92 350.90 682.54 680.23 -212.53-209.58-298.32-294.37 02-00-00 Joint 1 Joint 2 2 V2 GABLE 0.00 21.67 21.67 21-03-00 Joint 1 Joint 6 Joint 7 Joint 9 Joint 10 .fir a e® I V21 VALLEY 3.00 302.97 285.51 584.72 459.76 645.43 -146.36-126.07-345.36-220.40-367.77 19-03-08 Joint 7 Joint 8 Joint 10 Joint 11 Joint 12 —� 1 V23 VALLEY 3.00 286.62 544.65 543.26 551.69 525.36 138.24-291.83-355.18 -96.08-623.32 Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER CJ3 JACK 2 1 Job Reference (optional) Z. _ Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:03 2017 Page;1�II ID: N3NQnA5uD6ZOazsWJosxhvzPC 1_-LAwVt4i_07Y7?cF9BQapODgg8LDzQ9 WH8QVgfQzOrvd 3-6-7 0 4-8 3-7-12 3-1-15 0-4-8 3-7-12 Scale = 1:13.61 2.12 F12 4 3x6 II 11 2 3 3x6 = 1 13 5 3x8 = 12 I i I 3-7-12 3-7-12 Plate Offsets X Y -- 2:0-1-13 0-0-3 3:0-3-8 Ed e LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.03 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1,33 BC 0,27 Vert(TL) -0.03 5-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 21 lb FT = 0% i LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4=18/Mechanical, 3=491/0-11-5 (min. 0-1-8), 5=-32/Mechanical Max Horz 3=134(LC 4) Max Uplift4=-41(LC 5), 3=-886(LC 4), 5=-59(LC 5) Max Grav4=56(LC 4), 3=491(LC 1), 5=185(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-1098/534 j BOT CHORD 3-12=-553/1116 NOTES- (7) 1) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) -3-3-7 to 0-11-7, Exterior(2) 0-11-7 to 3-7-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 4, 886 lb uplift at joint 3 and 59 lb uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90 Trapezoidal Loads (plf) Vert: 3=0(F=45, B=45)-to-4=-82(F=4, B=4), 8=0(F=10, B=10)-to-5=-18(F=1, B=1) • • • • •; • • • .09 ••• • • • ••• • • • • • • • • • • • • •• •• • • • •• •• I Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER CJ7 MONO TRUSS 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:03 2017 Page 1 I D: N3NQnA5uD6ZOazsWJosxhvzPC 1_-LAwVt4i_O7Y7?cF9BQapODgizL4kQ2eH8QVgfQzOry -3-6-7 3-5-11 6-5-12 9-5-13 -9- - 3-6-7 3-5-11 3-0-1 3-0-1 -3- Scale = 1:22.3 2x4 11 5 6 2.12 F12 6x12 = 4 18 2x4 11 17 3 16 3x6 = 2 1 I 19 20 22 23 9 24 25 8 4x10 = 0146-10 5x8 = 2x4 11 5x6 = 7 2x4 11 i I 3 0-0 3-5-11 6-5-12 9-9-5 3-0-0 5-11 3-0-1 3-3-9 Plate Offsets X,Y -- 2:0-5-0 0-1-5 , 4:0-4-14 0-2-1 8:0-3-0,0-2-12 , 10:0-3-8,0-3-0 , 12:0-1-13 0-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.05 8-9 >999 360 MT20 244/190 j TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.06 8-9 >999 180 j BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight: 54 lb FT = 00X LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-8-11 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W5: 2x6 SP No.2, W4: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 10=1334/0-11-5 (min. 0-2-4), 8=400/Mechanical Max Horz 10=273(LC 4) Max Uplift10=-2210(LC 4), 8=-549(LC 5) Max Grav 10=1892(LC 24), 8=762(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-5013/3445, 3-16=-5010/3454, 3-17=-4937/3380, 4-17=-4936/3396 BOT CHORD 2-19=-1403/2315, 2-20=-3400/5057, 11-20=-3400/5057, 11-21=-3400/5057, 10-21=-3400/5057, 10-22=-1276/1554, 22-23=-1276/1554, 9-23=-1276/1554, 9-24=-1284/1541, 24-25=-1284/1541, 8-25=-1284/1541 WEBS 3-10=-433/418, 4-10=-3083/4446, 4-9=-31/686, 4-8=-1668/1391 NOTES- (8) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) -2-3-0 to 1-11-14, Exterior(2) 1-11-14 to 9-9-5; cantilever left and right exposed , Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2210 lb uplift at joint 10 and 549 lb uplift at joint 8. 5) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 lb down and 72 lb up at 4-4-0, 278 lb down and 212 lb up at 7-1-15, and 523 lb down and 771 lb up at 7-1-15, and 125 Ib down and 168 lb up at -2-3-0 on top chord, and 271 lb down and 235 lb up at 1-6-1, 271 lb down and 235 lb up at 1-6-1, 200 lb down and 6 lb up at 4-4-0, 200 lb down at 4-4-0, and 218 lb down at 7-1-15, and 200 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • • • • • • • • • • • • 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F:or back (:). • 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 • • • • • • • 000 • •• ••• •• • • • •• LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) j Vert: 1-5=-90, 5-6=-30, 7-11=-20 ' "• • • • • • • • • Concentrated Loads (lb) • • • • • • • Vert: 1=-125(F) 15=181(F=90, B=90) 18=-558(F=-35, B=-523) 22=6(F) 24=-34P) ; ' ;. :. • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • I _J Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER G1 SPECIAL 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:04 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ pMUt4Qjc9Rg_dlpL1752ZQNyEIPF9RKRM4FOBszOw -2-6-0 2-8-0 5 8-0 9-5-0 13-2-0 17-10-13 23-4-0 25.1:0 2-6-0 2-8-0 3 0 0 3 9-0 3-9-0 4-8-13 5-5-3 2.6 0 Scale: 1/4"=1' 46 = 3x4 - 6 3.00 F12 24 = 4x6 II 5 :25 L::::Sx10 3 4 v 3x4 II 2 23 26 8 3x4 II , 1 9 IC? o d 27 28 14 29 13 30 12 31 11 10 32 33 1 3x6 - 2x4 II 4x6 = 46 = 410 = 46 - 3x6 - t 2-8-0 5 8-0 9-5-0 13 2-0 17-10 13 23-4-0 2-8-0 3 0-0 3-9-0 3-9-0 4-8-13 5-5-3 1 Plate Offsets X Y - 1:0-2-4 0-1-8 3:0-8-0 0-3-0 4:0-3-8,Ed a 8:0-2-11 Ed e , 9:0-2-4 0-1-8 13:0-2-12 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.39 12-13 >726 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(TL) -0.88 12-13 >320 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight: 113 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2x4 SP M 30 'Except` BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. 61: 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer W7: 2x4 SP M 30 Installation uide. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1547/0-8-0 (min. 0-1-8), 8=1489/0-8-0 (min. 0-1-12) Max Uplift2=- 1 053(LC 4), 8=-984(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3008/949, 2-3=-3070/1475, 3-4=-5911/2967, 4-5=-4110/2172, 5-24=-2725/1466, 6-24=-2684/1474, 6-25=-2684/1461, 7-25=-2737/1454, 7-8=-3465/1870, 8-26=-2153/131 BOT CHORD 2-27=-970/3260, 2-28=-1274/2932, 14-28=-1274/2932, 14-29=-1264/3018, 13-29=-1264/3018, 13-30=-2933/6083, 12-30=-2933/6083, 12-31=-1942/3969, 11-31=-1942/3969, 10-11=-1651/3308, 10-32=-1651/3308, 8-32=-1651/3308, 8-33=-50/2192 WEBS 3-14=-99/471, 3-13=-1745/3121, 4-13=-846/543, 4-12=-2235/1008, 5-12=-224/639, 5-11 =-1 489/823, 6-11=-339/898, 7-11=-813/499 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 16-2-0 to 22-8-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. . . . • • • • • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an)Pgther Iiv&oadso • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1A53 I%jip*t e: j4t 1 ar *4 le4plift at joint 8. • • 000 • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 24%W40oW%Qnd 187 Lb up 4 2-8-0 on top chord, and 184 lb down and 42 lb up at 2-8-0, and 210 lb down and 35 lb uppt 2. 1-4 on bottom Chord. TOie • design/selection of such connection device(s) is the responsibility of others. • • • • • • •. • • 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front:: )nor bJ& (B). • • • • • • 9) AIRMAN DO R: REREZ -PE. # 28026-(305) 213-7443 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 • • • • • • • • • • • • • • • • • • • • Uniform Loads (plf) • • • •. • • . � Vert: 1-3=-90, 3-4=-90, 4-6=-90, 6-9=-90, 17-20=-20 • • • • • • • • • • ••• • • • ••• • • Continued on page 2 Ply PALMER IG1 ISPECIAL I I I Job Reference (optional) s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr I D: N3NQnA5u D6ZOazs WJosxhvzPC 1 _-pMUt4Qjc9Rg_dlpL1752ZQN LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-6(F) 14=-32(F) Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER H1 HIP 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:04 2017 Page 1 I D: N3NQ nA5uD6ZOazs WJosxhvzPC 1 _-pM Ut4Qjc9Rg_dl pL1752ZQNvJISp9bORM4FOBszOry 2-6-0 9-0-0 11-4-0 20-4-0 22-10- 2-6-0 9-0-0 2-4-0 9-0-0 2-6%0 Scale = 1:41.9 46 = 46 = 3.00 F12 3 4 19 20 21 5 3x4 II v v 3x4 II 2 �18 1 6 I 23 9 24 8 7 25 22 26 3x6 = 2x4 II 46 = 3x6 = 2x4 11 9-0-0 11-4-0 20-4-0 9-0-0 2-4-0 9-0-0 Plate Offsets X,Y -- 1:0-2-4,0-1-8 6:0-2-4,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.26 9-14 >939 360 MT20 244/190 TCDL 15.0 Lumber IDOL 1.33 BC 0.68 Vert(TL) -0.52 9-14 >471 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. WEBS 2x4 SIP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SIP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1334/0-8-0 (min. 0-1-9), 5=1334/0-8-0 (min. 0-1-9) Max Uplift2=-963(LC 4), 5=-963(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2442/580, 2-19=-2357/1338, 3-19=-2262/1348, 3-4=-2202/1375, 4-20=-2262/1348, 5-20=-2357/1338, 5-21=-2442/580 BOT CHORD 2-22=-565/2566, 2-23=-1105/2195, 9-23=-1105/2195, 9-24=-110212202, 8-24=-1102/2202, 7-8=-1105/2195, i 7-25=-1105/2195, 5-25=-1105/2195, 5-26=-565/2566 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 4-9-1, Exterior(2) 4-9-1 to 15-6-15, Interior(1) 15-6-15 to 19-8-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip IDOL:1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 963 lb uplift at joint 2 and 963 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty 1 Ply PALMER RES. - 515 GRAND CONCOURSE _ PALMER HG1 HIP 1 2 ' I Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:04 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ pMUt4Qjc9Rg_dlpL1752ZQNgilUF9XYRM4FOBszOry -2-6-0 7-0-0 13-4-0 20-4-0 22-t%0 2-6 0 7-0-0 6-4-0 7-0-0 22 Scale = 1:41.9 5x10 = 3.00 12 46 = 3 17 18 19 4 16 20 4x8 = v 3x4 II 2 15 21 5 3x4 II 1 6 Ia 22 23 8 24 25 26 7 27 28 48 = 3x6 II 7x6 = 7-0-0 13-4-0 20-4-0 7-0-0 T 6-4-0 7-0-0 Plate Offsets X Y -- 1:0-2-4 0-1-8 2:0-2-13 0-0-0 3:0-2-10,0-2-131,[6:0-2-4,0-1-81,17:0-3-0,0-4-81,[8:0-3-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.32 7-8 >753 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) -0.58 7-8 >420 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 211 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2311/0-8-0 (min. 0-1-8), 5=2417/0-8-0 (min. 0-1-8) Max Uplift2=-1890(LC 4), 5=-1998(LC 4) Max Grav2=2398(LC 16), 5=2460(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-8850/5374, 2-16=-8850/5443, 3-16=-8841/5453, 3-17=-8988/5766, 17-18=-8988/5766, 18-19=-8988/5766, 4-19=-8988/5766, 4-20=-8997/5822, 5-20=-9006/5812, 5-21=-9008/5745 j BOT CHORD 2-22=-5101/8570, 2-23=-5111/8575, 8-23=-5111/8575, 8-24=-5154/8725, 24-25=-5154/8725, 25-26=-5154/8725, 7-26=-5154/8725, 7-27=-5469/8726, 5-27=-5469/8726, 5-28=-5458/8720 WEBS 3-8=-504/1751, 3-7=-404/634, 4-7=-345/1547 NOTES- (10) 1) 2-ply truss to be connected together with 16d (0.131 "x 3.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, Except member 7-4 2x4 - 1 row at 0-4-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 2-9-1, Exterior(2) 2-9-1 to 17-6-15, Interior(1) 17-6-15 to 19-8-13; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1890 lb uplift at joint 2 and 1998 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all wW pa"s and at al6pangl ppints.Vng the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(t,j2501bdgWn�na J29 le lop at 7-0-0, 247 lb down and 226 lb up at 9-0-12, 247 lb down and 226 lb up at 10-2-0, and 24715 dQ,%%IaA 6 Ib uQ at 14-3-4+and 577 lb down and 591 lb up at 13-4-0 on top chord, and 974 lb down and 574 lb up at 7-0-0, 24.0 Ib down at -0-12, 240•Ib SoX at 10-2-0, and 240 lb down at 11-3-4, and 943 Ib down and 583 Ib up at 13-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 • • • • • • • • • • • • LOAD CASE(S) Standard • • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase= 1. 33, Plate Increase= 1 . 00 : • • : • ; • • • • • • • Uniform Loads (plq Vert: 1-3=-90, 3-4=-90, 4-6=-90, 2-5=-20 Concentrated Loads (Ib) • • • • ! Vert: 3=-139(B) 4=-549(B) 7=-370(B) 8=-424(B) 17=-139(B) 18=-139(B) 19-139(9) 24s-53(BM2=-!1(I3):9=-b3(B) ; I Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J1 JACK 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:05 2017 Page 1 I D:N3NQnA5u D6ZOazsWJosxhvzPC 1 _-IY2F1 mkEvkogFvOYJrdH5ev919wsu3?abk_xklzOrvrtj -2-6-0 1-0-0 2-6-0 1-0-0 Scale = 1:7.0 3 3.00 12 2 v 3x4 11 0 0 t 4 I 9 3x4 = I I 1-0.0 1-0-0 � Plate Offsets X,Y -- 1:0-2-4 0-1-8 2:0-1-3,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 10 lb FT = 0% I LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x3 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (lb/size) 3=-206/Mechanical, 2=532/0-8-0 (min. 0-1-8) Max Horz 3=121(LC 4) Max Uplift3=-206(LC 1), 2=-845(LC 4) Max Grav3=404(LC 4), 2=532(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-188/325 NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18, C-C Exterior(2); cantilever left1 and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 3 and 845 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J1A JACK 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:05 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1-IY2FImkEvkogFvOYJrdH5evDE9tvu3?abk xklzOry — -2-6-0 11-0-0 2-6-0 1-0-0 Scale = 1:9. 3.00 F12. 3 3x4 11 1 103x4 4 2x4 I X 2X4 11 1-0-0 i 0-3-1 Plate Offsets X -- 1:0-2-4 0-1-8 2:0-2-3 0-0-2 2:0-2-5 0-2-15 6:0-1-8 0-0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(TL) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x3 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=0/0-1-0 (min. 0-1-8), 3=346/Mechanical, 4=50/Mechanical Max Horz 1=486(LC 4), 3=1301(LC 1), 4=-924(LC 9) Max Uplift3=-319(LC 4), 4=-43(LC 4) Max Grav3=346(LC 1), 4=86(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-470/521, 2-3=-1247/1345 BOT CHORD 2-4=-924/829 NOTES- (9) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 Ib uplift at joint 3 and 43 lb uplift at joint 4. 7) Non Standard bearing condition. Review required. 00 8) This truss has been designed for a moving concentrated load of 200.01b liveiocated alll:NJ peel4 aad It ag pSnel points along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • • •• • • • • ••• • 9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 • • • • • • • • • •• ••• •• • • • •• LOAD CASE(S) Standard • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Ply I PALMER RES. - 515 GRAND CONCOURSE PALMER J2 JACK 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:05 2017 Page 1 ID:N3NOnA5uD6ZOazsWJosxhvzPC1=IY2FImkEvkogFvOYJrdH5evDd9x0u3?abk_xklzOrvn 2-8-0 Scale = 1 sx4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=144/0-8-0 (min. 0-1-8), 2=92/Mechanical, 3=52/Mechanical Max Horz 1=84(LC 4) Max Upliftl =-1 30(LC 4), 2=-116(LC 4), 3=-36(LC 4) Max Grav1=266(LC 9), 2=92(LC 1), 3=230(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11, Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever lefl and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 1, 116 lb uplift at joint 2 and 36 lb uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • • • • • • • • • • - • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J3 JACK 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE. Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:05 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_-IY2FImkEvkoqFvOYJrdH5ev9l9xqu3?abk—xkizOrvrr -2-6-0 3-0-0 2-6-0 3-0-0 Scale = 1:10.5 3 3.00 F12 2 3x4 II 10 4 it I 3x4 = 9 �3-0-0-0-0 3-0' 3-0-00 Plate Offsets X,Y -- 1:0-2-4,0-1-8 , 2:0-2-3,0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(TL) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SIP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=51/Mechanical, 2=480/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 3=204(LC 4), 4=53(LC 1) Max Uplift3=-14(LC 4), 2=-678(LC 4) Max Grav3=99(LC 5), 2=480(LC 1), 4=218(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-172/382 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2), cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 678 lb uplift at joint 2. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J3A JACK 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:06 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ mlcdV6ksg2wht3zksY8WerSEDZ9ndV5kgOkVGlzOry -2-6-0 3-0-0 2-6-0 3-0-0 Scale = 1:10.5 3 2x4 11 4 3.00 F12 2 3x4 11 1 133x8 = >< 2.4 I I 2x4 11 3x6 11 6 5 2-10-9-0 2-10 �1-9-0 1-9-0 1-1-0 2- Plate Offsets X Y -- 1:0-2-4 0-1-8 , 2:0-4-0,0-0-1 1 , 3:0-3-7,0-2-0 , 6:0-3-6 0-1-8 8:0-2-8 0-1-0 9:0-1-9 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-12 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 1 W1: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide, REACTIONS. (lb/size) 4=432/Mechanical, 5=5/Mechanical, 6=230/0-8-0 (min. 0-1-8) Max Horz4=-3583(LC 4), 5=3767(LC 4) Max Uplift4=-521(LC 4), 6=-545(LC 4) Max Grav4=432(LC 1), 5=205(LC 13), 6=357(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3751/2630, 3-4=-3604/2564 BOT CHORD 2-13=-1347/1854, 2-14=-2536/3767, 6-14=-2536/3767, 5-6=-2536/3767 WEBS 3-6=-335/593 NOTES- (9) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=15ft, Cat. 11, Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed , Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 lb uplift at joint 4 and 545 lb uplift at joint 6. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 122 lb up at -2-4-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • • • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase= 1. 33, Plate Increase= 1. 00 • • . • • • • . • Uniform Loads (plf) • • • • • • • • • • •• • • • • ••• • Vert: 1-4=-90, 5-10=-20 • • • • . • • • Concentrated Loads (lb) Vert: 1=-125(F) • ••• ••• ••• • • • • • • • • • • • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE pALMER J5 JACK 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:06 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1= mlcdV6ksg2wht3zksY8WerSKnZEGdWFkgOkVGIzQry -2-6-0 5-0-0 2-6-0 5-0-0 Scale = 1:14.1I 3 I 3.00 F12 2 3x4 11 1 10 4 3x4 = 9 5-0-0 5-0-0 Plate Offsets X Y -- 1:0-2-4 0-1-8 , 2:0-2-7 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.05 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(TL) -0.09 4-8 >657 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 3=162/Mechanical, 2=541/0-8-0 (min. 0-1-8), 4=58/Mechanical Max Horz2=248(LC 4) Max Uplift3=-202(LC 4), 2=-666(LC 4) Max Grav3=168(LC 5), 2=541(LC 1), 4=246(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-9=-120/300 NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=15ft; Cat. 11; Exp C, Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 3 and 666 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 i LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • • • • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• •• 0.0 • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J5A JACK 2 1 I Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:06 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ mlcdV6ksg2wht3zksY8WerSEDZ9UdWJkgOkVGlzpry -2-6-0 5-0-0 2-6-0 5-0-0 Scale = 1:14.1 4 3.00 F12 2x4 11 3 2 3x4 11 13 3x8 = 15 5 x4 6 3x6 II 2x4 11 1-9-2-2-0 , 5-0-0 1-9-00 ' 0-5-0 2-10-0 Plate Offsets X,Y -- 1:0-2-4 0-1-8 , 2:0-3-12 0-0-10 , 3:0-3-0,0-2-0 , 6:0-3-8 Ed a 8:0-2-8 0-1-0 , 9:0-1-8,0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing W1: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 4=651/Mechanical, 5=25/Mechanical, 6=211/0-8-0 (min. 0-1-8) Max Horz 4=-3400(LC 4), 5=3648(LC 4) Max Uplift4=-897(LC 4), 6=-394(LC 4) Max Grav4=651(LC 1), 5=225(LC 13), 6=298(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3640/2536, 3-4=-3522/2514 BOT CHORD 2-13=-1340/1846, 2-14=-2434/3648, 6-14=-2434/3648, 6-15=-2434/3648, 5-15=-2434/3648 WEBS 3-6=-290/476 j NOTES- (9) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 897 lb uplift at joint 4 and 394 lb uplift at joint 6. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 122 lb up at -2-4-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • 000 • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 • • • • • • . • • Uniform Loads (plf) • • • • • • • • • • Vert: 1-4=-90, 5-10=-20 • • • . • • • • • Concentrated Loads (lb) • • 000 • • • • • • • Vert: 1=-125(F) • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J7 JACK 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:06 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ mlcdV6ksg2wht3zksY8WerSEXZAadWFkgOkVGlzOry -2-6-0 7-0-0 2-6-0 7-0-0 Scale = 1:17.6 3 I 3.00 F12 10 9 2 3x4 I 1 12 4 i 3x6 = 11 , 7-0-0 , 7-0-0 Plate Offsets X,Y -- 1:0-2-4 0-1-8 2:0-2-3,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.16 4-8 >507 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -0.28 4-8 >297 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=229/Mechanical, 2=80410-8-0 (min. 0-1-8), 4=73/Mechanical Max Horz2=273(LC 4) Max Uplift3=-267(LC 4), 2=-795(LC 4) Max Grav3=229(LC 1), 2=804(LC 1), 4=260(LC 11) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-752/413 BOT CHORD 2-11=-432/673 NOTES- (8) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 2-8-9, Exterior(2) 2-8-9 to 6-11-8, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 3 and 795 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 114 lb up at -2-4-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 • • • • • • • • • • • • Concentrated Loads (lb) • • • . • • • • • Vert: 1=-125(F) • • • • • • • • • • • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER J7A JACK 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:07 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ ExA?jSIURM2YUDYwQGflA3?PuzW?Mzft21T2oBz0rv1 -2-6-0 7-0-0 2-6-0 7-0-0 4 Scale = 1:17.6 3.00 F12 2x4 11 3 10 2 f 3x4 = 7fl 1 11 0 0 13 5 3x6 = 12 6 3x6 II 2x4 11 1-9 0 2-2-0 7-0-0 1-9-0 0-5-0 4-10-0 I Plate Offsets X Y -- 3:0-2-7 0-1-0 , 6:0-3-7,0-1-8 7:0-2-7 0-1-0 9:0-1-8,0-1-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-S Weight: 33 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. Except: WEBS 2x6 SP No.2 `Except' 5-0-0 oc bracing: 6-7 W2: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 9 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 4=639/Mechanical, 5=15/Mechanical, 6=413/0-8-0 (min. 0-1-8) Max Horz4=-2015(LC 4), 5=2271(LC 4) Max Uplift4=-700(LC 4), 6=-442(LC 4) Max Grav4=639(LC 1), 5=229(LC 13), 6=413(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2247/2003, 3-10=-2242/2054, 3-4=-2136/2054 BOT CHORD 2-11=-1968/2271, 7-11=-1968/2271, 7-12=-1968/2271, 6-12=-1968/2271, 6-13=-1968/2271, 5-13=-1968/2271 WEBS 3-6=-357/431 NOTES- (9) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-3-12 to 0-8-4, Interior(1) 0-8-4 to 2-6-0, Exterior(2) 2-6-0 to 6-11-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 4 and 442 lb uplift at joint 6. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 114 lb up at -2-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 • • • • • • • • • • • • LOAD CASE(S) Standard • • • • • • • • • • • • • 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00. . . • : •: 9.0 : : . • • Uniform Loads (plf) Vert: 1-4=-90, 5-7=-20 Concentrated Loads (lb) . • • • • • • 0. • .. .. .. . • . 00 • • • • • • • • • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T1 COMMON 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:07 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ ExA?jSIURM2YUDYwQGfIA3?VXzTcMtzt21T2oBzOry -2-6-0 5-5-3 10-2-0 14-10-13 20-4-0 22-10-0 2�6-0 5-5-3 4-8-13 4-8-13 5-5-3 2-6-0 Scale = 1:41.1 46 = 3.00 F12 4 2x4 zz 19 20 2x4 3 5 v 3011 2 18 21 6 30 11 I1 722 I' 23 9 8 24 253x6 = 4x10 = 4x6 = 3x6 = 10-2-0 20-4-0 10-2-0 10-2-0 Plate Offsets X,Y -- 1:0-2-4,0-1-8 , 2:0-3-0,Edge], 6:0-3-0,Edge], 7:0-2-4,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.27 9-14 >887 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -0.53 9-14 >458 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1334/0-8-0 (min. 0-1-9), 6=1334/0-8-0 (min. 0-1-9) Max Uplift2=-905(LC 4), 6=-905(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1708/0, 2-3=-2965/1597, 3-19=-2195/1160, 4-19=-2142/1167, 4-20=-2142/1167, 5-20=-2195/1160, 5-6=-2965/1597, 6-21=-1708/0 BOT CHORD 2-22=0/1741, 2-23=-1390/2830, 9-23=-1390/2830, 8-9=-1390/2830, 8-24=-1390/2830, 6-24=-1390/2830, 6-25=0/1741 WEBS 4-9=-136/567, 5-9=-844/503, 3-9=-844/503 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-24-13 to 0-7-3, Interior(1) 0-7-3 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 19-8-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift at joint 2 and 905 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T2 COMMON 3 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:07 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1= ExA?jSIURM2YUDYwQGflA3?VXzTPMtat21T2oBzQry -2-6-0 5-5-3 10-2-0 14-10-13 20-4-0 2-6-0 5-5-3 4-8-13 4-8-13 5-5-3 Scale = 1:37.0 4x6 = 3.00 F12 4 2x4 ; 17 18 2x4 3 5 19 v 3x4 11 2 16 6 rM I ; 21 8 7 22 20 4x6 = 23 4x10 = 3x6 = 3x6 = 10-2-0 20-4-0 10-2-0 10-2-0 Plate Offsets X,Y -- 1:0-2-4 0-1-8 , 2:0-3-0,Ed e , 6:0-3-0 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.28 8-12 >876 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.55 8-12 >440 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 6=1112/0-8-0 (min. 0-1-8), 2=1340/0-8-0 (min. 0-1-9) Max Horz 2=73(LC 4) Max Uplift6=-623(LC 4), 2=-918(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1707/0, 2-3=-2992/1647, 3-17=-2224/1215, 4-17=-2171/1223, 4-18=-2171/1224, 5-18=-2225/1217, 5-19=-2996/1747, 6-19=-3039/1738 BOT CHORD 2-20=0/1733, 2-21=-1511/2856, 8-21=-1511/2856, 7-8=-1620/2907, 7-22=-1620/2907, 6-22=-1620/2907, 6-23=-1129/2258 WEBS 4-8=-171/585, 5-8=-894/609, 3-8=-843/497 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 17-4-0; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint 6 and 918 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T3 SPECIAL 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:07 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1= ExA?jSIURM2YUDYwQGFlA3?UfzQMMsZt21T2oBzQry -2-6-0 4-8-0 7-8-0 13-2-0 17-10-13 23-4-0 25-10-0 2-6-0 4-8-0 0 0 5-6-0 4-8-13 5-5-3 2-6-0 Scale: 1 /4"=1' 46 = 5 3.00 F12 4x6 = 46 = 21 22 2x4 Iq 3 4 6 I v 3x4 11 2 20 23 7 3x4 11 ' 1 A 1 8 jr�i 0 0 24 25 11 26 10 9 27 28 3x6 = 3x4 = 5x8 MT20HS= 3x6 = 4x10 = 4-8-0 7-8-0 13-2-0 17-10-13 23-4-0 4-8-0 3-0-0 5-6-0 4-8-13 5-5-3 Plate Offsets X Y -- 1:0-2-4,0-1-8 , 7:0-2-11 'Edge], 8:0-2-4 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip IDOL 1.00 TC 0.44 Vert(LL) -0.33 9-11 >852 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.84 9-11 >333 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-9 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=1503/0-8-0 (min. 0-1-12), 7=1495/0-8-0 (min. 0-1-12) Max Uplift2=-986(LC 4), 7=-984(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2273/471, 2-3=-3481/1590, 3-4=-3397/1587, 4-21=-2752/1453, 5-21=-2709/1461, 5-22=-2814/1496, 6-22=-2852/1489, 6-7=-3529/1872, 7-23=-2041/105 BOT CHORD 2-24=-413/2312, 2-25=-1384/3319, 11-25=-1384/3319, 11-26=-2349/4801, 10-26=-2349/4801, 9-10=-2349/4801, 9-27=-1654/3369, 7-27=-1654/3369, 7-28=-21/2060 WEBS 3-11=-264/644, 4-11=-1522/1012, 4-9=-2217/1181, 5-9=-264/822, 6-9=-772/446 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 16-2-0 to 22-8-13, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 986 lb uplift at joint 2 and 984 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • 0.0 • • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T4 SPECIAL 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:08 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_i7kOwom6CfAP6N77_zAJGXf3MoG5KFOHhDbKd:p-Ory -2-6-0 6-8-0 9-8-0 13-2-0 17-10-13 23-4-0 25-10-0 2-6 0 6-8-0 336-0 3-6-0 4-8-13 5-5-3 20 Scale: 1l4"=1' 46 = 3.00 F12 4x6 = 46 = 5 3 4 21 22 2x4 ; 6 CN v 3x4�12 20 23 7 3x4 II v 0 1 8 Ioi a 24 25 11 26 10 9 27 28 3x6 = 3x4 — 5x6 WB= 3x6 = 4x10 = I 6-8-0 9 8-0 13-2-0 17-10-13 23-4-0 6-8-0 3-0 0 3-6-0 4-8-13 5-5-3 Plate Offsets X Y -- 1:0-2-4 0-1-8 , 7:0-2-7,Ed e1,[8:0-2-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.26 9-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -0.61 9-19 >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1502/0-8-0 (min. 0-1-12), 7=1497/0-8-0 (min. 0-1-12) Max Uplift2=-982(LC 4), 7=-988(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2152/307, 2-3=-3380/1660, 3-4=-3247/1657, 4-21=-2774/1503, 5-21=-2752/1510, 5-22=-2752/1500, 6-22=-2805/1492, 6-7=-3542/1912, 7-23=-2012/57 BOT CHORD 2-24=-243/2188, 2-25=-1436/3210, 11-25=-1436/3210, 11-26=-1869/3825, 10-26=-1869/3825, 9-10=-1869/3825, 9-27=-1693/3386, 7-27=-1693/3386, 7-28=0/2034 WEBS 3-11=-177/439, 4-11=-672/486, 4-9=-1283/716, 5-9=-344/905, 6-9=-816/483 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 16-2-0 to 22-8-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 982 lb uplift at joint 2 and 988 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T5 SPECIAL 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:08 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_i7kOwom6CfAP6N77_zAJGXa6MoG5KSOHhDbKdzGry 2-6-0 8-8-0 11-8-0 13-2-0 17-10-13 23-4-0 25-10-0 2-6-0 8-8-0 3-0-0 1-6-0 4-8-13 5-5-3 2-6-0 Scale: 1 /4"=1' 4x6 = 4x6 = 4x6 = 3.00 12 5 3 q 21 2x4 6 v 3x4 II 2 20 22 7 3x4 II rI 1 8 IM 0 0 23 24 11 25 10 9 26 27 3x6 = 3x4 = 4x6 = 3x6 = 410 = I 8-8-0 13-2-0 17-10-13 23-4-0 8-8-0 4-6-0 4-8-13 5-5-3 Plate Offsets X Y -- 1:0-2-4 0-1-8 7:0-2-11 Ed e , 8:0-2-4,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.25 9-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -0.59 9-19 >471 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight: 107 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 2x4 SIP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SIP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1510/0-8-0 (min. 0-1-13), 7=1488/0-8-0 (min. 0-1-12) Max Horz 2=-1 O(LC 4) Max Uplift2=-963(LC 4), 7=-967(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2583/405, 2-3=-3094/1486, 3-4=-2927/1490, 4-5=-2704/1438, 5-21=-2713/1420, 6-21=-2766/1412, 6-7=-3515/1840, 7-22=-1975/0 BOT CHORD 2-23=-359/2672, 2-24=-1239/2913, 11-24=-1239/2913, 11-25=-1353/3040, 10-25=-1353/3040, 9-10=-1353/3040, 9-26=-1624/3360, 7-26=-1624/3360, 7-27=0/2000 WEBS 3-11=-40/284, 4-11=-267/140, 4-9=-745/365, 5-9=-339/906, 6-9=-814/493 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 11-8-0, Exterior(2) 11-8-0 to 13-2-0, Intenor(1) 16-2-0 to 22-8-13; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 963 lb uplift at joint 2 and 967 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• 000• •• •• Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER T6 COMMON 5 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:08 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1-i7kOwom6CfAP6N77_zAJGXgHMps5K90HhDbKdzer_v -2-6-0 5-5-3 10-2-0 14-10-13 19-4-8 2-6-0 5-5-3 4-8-13 4-8-13 4-5-11 Scale = 1:35.9 4x6 = 3.00 12 4 2x4 zz 17 18 2x4 19 3 5 19 6 2 16 3x4 11 I ; 21 8 7 22 23 20 46 = 3x6 = 4x10 = 5x6 = 3x8 11 10-2-0 19-4-8 10-2-0 9-2-8 Plate Offsets X Y -- 1:0-2-4,0-1-8 2:0-3-0,Ed a 6:0-0-0,0-2-1 , 6:0-2-14 0-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.27 8-12 >860 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -0.53 8-12 >440 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation uide. Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1311/0-8-0 (min. 0-1-9), 6=1036/Mechanical Max Horz 2=89(LC 4) Max Uplift2=-902(LC 4), 6=-594(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1663/0, 2-3=-2881/1593, 3-17=-2101/1158, 4-17=-2048/1165, 4-18=-2048/1165, 5-18=-2099/1158, 5-19=-2637/1561, 6-19=-2694/1555 BOT CHORD 2-20=0/1692, 2-21=-1475/2750, 8-21=-1475/2750, 7-8=-1440/2573, 7-22=-1440/2573, 6-22=-1440/2573, 6-23=-586/1026 WEBS 4-8=-134/513, 5-8=-709/464, 3-8=-853/501 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-2-4-13 to 0-7-3, Interior(1) 0-7-3 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 16-4-8, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 902 lb uplift at joint 2 and 594 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard • • • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER �V2 GABLE 2 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. T ID:N3NQnA5uD6ZOazsWJosxhvzPC 1-i7kOwom6CfAP6N77 2-0-0 2-0-0 2 1 Scale = 1: 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 Plate Grip DOL 0.90 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Metal DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 0.90 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight: 5 lb FT = 0% LUMBER- BRACING- BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=11/2-0-0 (min. 0-1-8), 1=11/2-0-0 (min.0-1-8) Max Grav2=22(LC 3), 1=22(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (4) 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER V17 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:08 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1= i7kOwom6CfAP6N77_zAJGXjoMyYSPPOHhDbKdzPlr.v 4-0-0 8-0-8 12-1-0 16-1-0 4-0-0 4-0-8 4-0-8 4-0-0 Scale = 1:25.7 3.00 12 4x6 = 2x4 II 46 = 2 3 4 1 5 H Li XXXXXXXXXXXXXXXXXXXXXXXXXX 3x4 � 9 8 10 7 11 6 12 3x4 zz 2x4 11 2x4 11 2x4 11 4-0-0 8-0-8 12-1-0 16-1-0 4-0-0 4-0-8 4-0-8 4-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC OA8 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight: 46 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 16-1-0. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) except 1=-102(LC 4), 5=-102(LC 4), 8=-207(LC 4), 6=-207(LC 4), 7=-243(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 1=260(LC 15), 5=260(LC 19), 8=374(LC 16), 6=374(LC 18), 7=496(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-288/229, 4-6=-288/229, 3-7=-420/291 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-0-0 , Interior(1) 4-0-0 to 12-1-0, Exterior(2) 12-1-0 to 14-10-13, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 1, 102 lb uplift at joint 5, 207 lb uplift at joint 8, 207 lb uplift at joint 6 and 243 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE , PALMER V19 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:08 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ i7kOwom6CfAP6N77_zAJGXfQMtG5PHOHhDbKdzOry 8-0-0 12-1-0 19-3-0 8-0-0 4-1-0 7-2-0 Scale = 1:30.7 4x6 = 4x6 = 3.00 12 2 3 7 8 1 4 I; 3x4 9 6 10 5 11 3x4 2x4 11 5x6 = 8-0-0 12-1-0 19-3-0 8-0-0 4-1-0 7-2-0 Plate Offsets X Y -- 2:0-3-0,0-2-4 , 3:0-3-0,0-2-4 5:0-3-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight: 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 19-3-0. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) except 1=-213(LC 4), 4=-21O(LC 4), 6=-294(LC 4), 5=-298(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=353(LC 14), 4=351(LC 17), 6=680(LC 7), 5=683(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-509/315, 3-5=-511/317 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3 Interior(1) 4-2-3 to 15-10-13, Exterior(2) 15-10-13 to 18-10-13; cantilever left and right exposed , Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 1, 210 lb uplift at joint 4, 294 lb uplift at joint 6 and 298 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • •• • • • +• •• •• • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • i Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE PALMER V21 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:09 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1= AJlm78nkzzlGkXiJYghDGU4tHmGLgsBAWLy9t3zdrH 5-0-0 10-0-0 15-0-0 19-2-8 5-0-0 5-0-0 5-0-0 4-2-8 Scale: 3/8"=1' I 4x6 = 3.00 F12 3 12 13 2x4 I I 2x4 11 2 4 14 it 3x6 II 5 1 1 1 3x4 % 15 10 16 9 8 17 7 18 6 2x4 11 2x4 11 3x6 = 2x4 11 i 5-0-0 10-0-0 15-0-0 19-2-8 5-0-0 ' 5-0-0 5-0-0 4-2-8 Plate Offsets X Y -- 5:0-3-4 0-1-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-SH Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-2-8. (lb) - Max Horz 1=34(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-146(LC 4), 6=-126(LC 4), 9=-220(LC 4), 10=-368(LC 4), 7=-345(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=303(LC 15), 6=286(LC 19), 9=460(LC 1), 10=645(LC 7), 7=585(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-9=-368/278, 2-10=-514/393, 4-7=-483/387 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 2-2-4 to 5-2-4, Interior(1) 5-2-4 to 9-0-8, Exterior(2) 9-0-8 to 12-0-8, Interior(1) 15-0-8 to 18-1-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 1, 126 lb uplift at joint 6, 220 lb uplift at joint 9, 368 lb uplift at joint 10 and 345 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply PALMER RES. - 515 GRAND CONCOURSE 41-MER V23 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Thu Apr 20 11:26:09 2017 Page 1 ID:N3NQnA5uD6ZOazsWJosxhvzPC1_ AJlm78nkzziGkXiJYghDGU4pkmGngrOAWLy9t3zOry 2-7-0 7-8-0 12-8-0 17-8-0 21-10-8 ' 2-7-0 ' 5-1-0 5-0-0 5-0-0 4-2-8 Scale = 1:36.0 46 = 3.00 FIT 4 3x4 ; 15 16 3x4 zzz 3 5 17 2x4 11 2x4 11 6 2 14 3x4 11 1 12 18 11 19 10 9 20 8 21 7 x6 2x4 19-3A§14 — 3x6 — 2x4 2x-4 11 2-7-0 7-8-0 12-8-0 17-8-0 21-1 %8 2-7-0 5-1-0 5-0-0 5-0-0 1 4-2-8 Plate Offsets X Y -- 1:0-2-4 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.00 1 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.10 1 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight: 92 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-3-8. (lb) - Max Horz 12=95(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11 except 7=-138(LC 4), 12=-623(LC 4), 10=-355(LC 4), 8=-292(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 7=287(LC 19), 12=525(LC 1), 10=543(LC 1), 11=552(LC 7), 8=545(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-421/337, 2-12=-486/643, 3-11=-439/152, 5-8=-447/341 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11: Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-3 to 3-1-3, Interior(1) 3-1-3 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0, Interior(1) 15-8-0 to 18-8-12, cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Ot=lb) 7=138, 12=623, 10=355, 8=292. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • •• • • • •• •• •• • • • ••• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 3 !MQ= Approval Menu > Product or Application search > Application Lis[ > Application Detail FL # FL17236-112 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@rriii.com Authorized Signature Jim Collins P.E. jcollins@mii.com Technical Representative Jim Collins, P.E. Address/Phone/Email 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mli.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 12/31/2020 Validated By ." "� rerf9r4ce�E.rojftOP.E •'&•Vaiidation Checklist - Hardcopy Received •• ••• •• • • • •• Certificate of Independence FL17236 R2 COI Certification of Independence for Evaluation,odf • ••• ••• ••• • • Referenced Standard.and Year (of St�rfdar(r • • : • : : Year •• �' :-AFgA N.D.,. •9• 2012 ASTM D7147 2011 ••• • • • • ••• • • Equivalence of Product Standards • • • • • • • • Certified By • • • • • • • • • • :F' uesign Pressure: N/A Created by Independent Third Party: {'`• Other: Evaluation Reports t ' FL17236 R2 AE ESR-3448 (RN 115C FT •' GT GT i PR --- anchors). Ddf ;- 17236.7 - HHCP2Hurncane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II E59-3448... (BN nSr FTC r_r r_Ti HQP RS Approved for use outside HVHZ: Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR 3448.. lBN DS F-FC GT GTU HCODc anchors). Ddf 17236.8 —�-- _ HTHJ26-18, HJC26, HJC28 Hip/Jack Connectors - Limits of Use — --- —_ Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448(BN Q5Q FFC Approved for use outside HVHZ: Yes ... GT GTQH PRS anchors),Ddf " Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC i Design Pressure: N/A Created by Independent Third Party: i Other: Evaluation Reports FL17236 R2 AE ESR-3448 (BN DSC-FTC GT GTU H QPRS anchors).odf 17236.9 LDSC4L/R, DSC4UR Drag Strut Connectors Limits of Use Installation Instructions t Approved for use in HVHZ: Yes FL17236 R2 II E5R-3448 (BN D FT T T H PRS J Approved for use outside HVHZ: Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC i Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE E53-3448 (BN CSC FTC GT GTU H pRS anchors).odf 17236.10 RTS, RT6, RT7, RT7A, + Strap Rafter Tie RT30 RT15 j Limits of Use Approved for use in HVHZ: No Installation Instructions FL17236 R2 II R 448 (BN DSr FTC GT GTtj H PR Approved for use outside HVHZ: Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC i Design Pressure: N/A Other: Created by Independent Third Party: Evaluation Reports i FL17236 R2 AE E511-3448 (BN DSC FTC GI GTU HCRR 17236.11 -, RTBA, RT16A, RT16-2, RT20 Strap Rafter Tie Limits of Use Installation Instructions - - -^ Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN D5Q FTC GT C,Tt) HCRRS , Approved for use outside HVHZ: Yes anchors) Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other- -A — Evaluation Reports FL17236 R2 AE ESR-3448 (BN DS FT GT H uRS anchors).Ddf -T JI - 17236.12 SBP4, SBP6 — Plate Limits of Use Installation Instructions - Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448 (BN DSC FTC CT GTU � HCpgS Approved for use outside HVHZ: Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A • • • • • • • " • • • • • • • treated by Independent Third Party: i Other: • • • • • • • • • • • Ev tUation Reports ' • • • • • • • •K17236 • • • • • • • • • • R2 AE SR-3448...(BN DSC FTC GT GTU H PRS anchors).Ddf _ 17236.1 STC24, STC26, STC28 • • • .SGissor Truss C- Limits of Use • ; Approved for use in HVHZ: Yee • • • • • • • Ion Instructions .FI 172 G R2 II ESR-3448 Approved for use outside HVFi7.:•1'e*6 • : • ' (BN DSC FTC GT GTU H pRS NnchbIl.)df Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: • • ••• • • • • EVIdation Reports j FLI.7236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS __ _. •..._� •—__ • ._. •__s_ 00 0 REPORT HOLDER. U ` 'UCTURALCONNECTliTek® USA, INC. �x M 14305 SOU WCROSS fi. BURNSVIJ.LE MINNE4 ; ? z EVALUATION SUBJECT: k USP;STRUCTURAL CONNECTOR FOR WOOD -FRAMED )R . j,t'ONSTRUCTION—TRUSS C NN�ORS x: �sS [ccl a 1CCI[ a ICC '`4....— C PM ....... Look for the trusted marks of Conformity! • • • ..: • • • "2014 Recipient of Prestigious Western States Seismic Policy Council • ••• ••• ••• • • War (WSSPQ Award in Excellence" . . . • A Subsidiary of Wier - - ICC-ES Evaluation Reports are not to be cori's?Aed`as repr&entiytg aestkoksV any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a: recommendation for its use. There is no warran".lty #CC 5vaivaatiothS'ewice, JLC, express or implied, as to any finding or other matter in this report, or as jo a4v1jr4iuFt jov4ed;y the report. Copyright © 2015 i CC-E5 Evaluation Report ESR-3448* Reissued October 2014 This report is subject to renewal October 2016. f_vt cc-es,ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DNSION: 06 00 00—WOOD, PLASTICS AND COMPOSITES S=eofion: 06 05 23—Wood, Plastic, and Composite Fastenings I-EPORT HOLDER: UFSP STRUCTURAL CONNECTORS, Wek®USA, Inc. 4= SOUTHCROSS DRIVE, SUITE 200 B URNSVILLE, MINNESOTA 55306 (952) 898-8772 vrVnu.uspconnectors com in:—uspconnectors com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS FOR WOOD - FRAMED CONSTRUCTION —TRUSS CONNECTORS 1. 0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 Intemational Residential Code® (IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 14 for a complete listing) are used to connect wood framing members in accordance with Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors may also be used in. structures regulated under the IRC when an engineered design is submitted.to, and approved by, the code official, in, accordance with Section R301.1.3 of the 2012, 2009 and 2006 IRC. 3.2 LDSC4 and DSC4 Drag Strut Connectors: The LDSC4 and DSC4 Drag Strut Connectors are designed to tie wooden truss chord members to the top plates in a wall system. The connectors are fabricated from No. 14 gage or No. 3 gage hot -rolled steel. The DSC4 is prepunched with holes for installation with USP Structural Connectors WS3 wood screws, which are provided with the device. The LDSC4 Drag Strut is prepunched for installation with 10d by 11/2-inch-long nails, See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.3 FTC Floor Truss Clip: The FTC Floor Truss Clip is designed to transfer vertical (in -plane) loads between two floor trusses having single - ply chords or double -ply chords to allow the two trusses to act as a single floor girder truss. The clip is cold -formed from 18 gage steel, and.is prepunched for 10d common or 10d by 11/2-inch-long nails. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 GT Girder Truss Hanger: The GT girder truss hanger is designed to hang girder trusses off of other girder trusses or other wood supporting members. The U-shaped portion of the hanger is fabricated from No. 7 gage hot -rolled steel plate, and is factory welded to the back plate, which is fabricated from No. 3 gage hot -rolled steel plate. The U-shaped portion of the hanger is prepunched for installation with 16d common nails, and the back plate of the hanger is provided with holes allowing the installation of either 3/4-inch- or 1-inch- diameter (19.1 or 25.4 mm) bolts. See Table 4 and Figure 4 for product dimensions, fastener schedules, allowable loads, and a typical installation detail. 3.5 GTU Girder Truss Hanger: The GTU Girder Truss Hanger is designed to support a girder truss from another girder truss. The girder truss 3.0 DESCRIPTION hanger is fabricated from No. 7 gage hot -rolled steel plate, 3.1 BN Breakfast Nook Hanger: and 3 prepunched for installation with 10d common nails and /4-inch-diameter (1.9 mm) bolts. The seat is factory - The BN Breakfast Nook Hanger is designed to connect welded to the supporting base with 3/1s-inch (4.8 mm) fillet four sets of mono -trusses or other wood-framiVmepribers • •wgldl!8ee 4rpble 5 and Figure 5 for product dimensions, in the traditional "breakfast nook" configurat1n: the+ : ofastener schedule, allowable loads, and a typical hanger is cold -formed from No. 14 gage steel, W& is: : nstaEation•detail. prepunched for installation with 10d common naAS into the • a3.6HCPRS Hurricane/Seismic Anchor: header and 10d by 11/2-inch-long nails into the joist. The hanger joints are factory -welded with 1/e-inch Q.2 mpri) fillet. •. The HCrVy; Hurricane/Seismic Anchor is designed to tie welds. See Table 1 and Figure 1 for product dimen ions, • tralsses a'd r4fters or dimensional 2-by lumber wall studs fastener schedule, allowable loads, and typleealiinatellatliw to bottom-plateE•for the purpose of resisting uplift, lateral details. NW._transverse-keds. The -anchor -is cold:.formed from. -No. Revised March 2015 ICC-ES Evaluation Reports are not to be construed as represetrting aeyhetics: anvi her tttriagutAt not sp�Peific4ly addressed, nor• are then to be construed as an endorsement of the subject of the report or a recommendation fonts use.:herl s no �i mI.6y bvWOUvaltation Service, LLC, express or implied, as to any.fnding or other matter in his report, or as to any product covertd by tj4,brepo* • • • • • • • mn� • Copyright 02015 • • • • • • • • • • ao mxu :` Page i of 19 ESR-3448 I Most Widely Accepted and Trusted Page 1 of -t 9 18 gage steel, and is prepunched for installation with 8d common or 8d by 1'/2-inch-long nails. See Table 6 and Figure 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 HGA10 Hurricane Gusset Angle: The HGA10 Hurricane Gusset Angle is a connector designed to connect wood -framing members together. The connector is cold -formed from No. 14 gage steel, and is prepunched for installation with USP Structural Connectors WS3 or WS15 wood screws, which are supplied with the device. See Table 7 and Figure 7 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.8 HHCP2 Hurricane/Seismic Anchor: The HHCP2 Hurricane/Seismic Anchor is designed to connect hip rafters or trusses to wall top plates, such that the rafter or truss bisects the 90-degree angle between the two intersecting wall planes. The anchor is cold -formed from No. 18 gage steel, and is prepunched for installation with 10d by 11/2-inch-long nails. See Table 8 and Figure 8 for product dimensions, fastener schedule, allowable loads, and a typical installation. detaif. 3.9 HJC and HTHJ Hip/Jack Connectors: The HJC and HTHJ Hip/Jack Connectors are designed to support single -ply, hip and jack trusses from double -ply girder trusses. The hip truss is installed at 45 degrees with respect to the jack truss. The HJC series connector is cold - formed from No. 12 gage steel, and is prepunched for installation with 16d common nails to be installed into the supporting truss or girder bottom chord and 10d common nails for nailing into the hip and jack members. The HTHJ series connector is cold -formed from No. 18 gage steel, and is prepunched for installation with 16d common nails. See Table 9 and Figure 9 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.10 RT Strap Rafter Tie: The RT Strap Rafter Tie is designed to connect roof rafters and trusses to their supporting construction, All RT series connectors, except the RT10 and the RT20, connect roof rafters or trusses to the top plate. The RT10 and RT20 connect the rafter or truss to both the top plate and the vertical wall stud below. The RT connector is fabricated from No. 18 or No. 16 gage steel, and is prepunched for installation with 8d common, 8d by 1'/2-inch7long, 10d common or 10d by 11/2-inch-long nails. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.11 SBP Plate: , The SBP plate is used to connect rafters and trusses to the top plate, to resist uplift loads, as well as in -plane hnri7nntal Innric nn—ii.i —A The SBP plate is provided as a two-piece installation on each side of the member being supported. Tim SiR plate is cold -formed from No. 16 gage steel, and; s prepulhcA@4 for installation with 10d common nails into 11V play Inc either 10d common nails or 10d by 1'/2-inchIlDng"Is irlte • the truss. See Table .11 and Figure 11 for product dimensions, fastener schedules, allowable loads, any • a • • • typical installation detail. • . • • 3.12 STC Scissor Truss Clip: • • • • dimensions, fastener schedule, allowable loads, and e typical installation detail. 3.13 Materials: 3.13.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 13 of this evaluation report. Minimum base -steel thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE -STEEL THICKNESS (inch) 18 0.044 16 0.055 14 0.070 12 0.099 7 0.171 3 0.240 For SI: 1 Inch = 25.4 mm. 3.13.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural composite lumber (SCL) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for SCL), except as noted in Section 4.1. For connectors installed with nails compliance to Section 3.13.3.2 or USP WS series wood screws compliance with Section 3.13.3.3, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are SCL must be recognized in, and used in accordance with, a current ICC-ES evaluation report. Refer to Section 3.13.4 for issues related to treated wood. 3.13.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this evaluation report are specified in Sections 3.13.3.1 through 3.13.3.3 and in Tables 1 through 12. 3.13.3.1 Bolts: At a minimum, bolts must comply with ASTM A36 or ASTM A307, and must have a minimum bending yield strength of 45,000 psi (310 ll Bolt diameters must be as specified in the applicable tables of this evaluation report. 3.13.3.2 Nails: Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F1667; and must have lengths, diameters and bending yield strengths, FA, as shown in the following table: FASTENER pESIGWION • • . FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED F,b (psi) • • d - 4'/2 1.5 0.131 100000 • 8al cennmm 2.5 0.131 100000 3.0 0.148 90000-1.5 L1W11010dcommon 0.148 90000 commo' 3.5 0.162 90000 • • • • For S� •1 ir%% 25.4 1 psi = 6 895 Pa ---The: STC-Scissor-Truss -C-Allis desigtfe9e—toA-0Me�•a - A__ -- • mm single -ply scissor truss to nominally 2-by-4, 2-by-6 or 2-by- 3.13.3.3 WS Series Wood Screws: The WS series wood 8 wall top plates. The connector is cold-fo ed from No 12 screws used with the HGA and DSC connectors must be gage steel, and has prepunched horizontal:nai:slots.foi : •Mp Structural Connectors WS3 and WS15 wood screws, horizontal adjustment of the scissor truss, aria pr4pljn4eB•; %s QeVriaed in ESR-2761. The appropriate size of WS flanges for installation with 10d by 1'/2-inch g),pgMil9 jntb, ` •; Erieg vt'wd screw must be used, as indicated in the wall top plates. See Table 12 and Figure 12 for product apprcable tables of this evaluation report. ESIi•3448 I Most Widely Accepted and Trusted Page 3 of 19 3.13.4 Use in Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant - treated wood must comply with Sections 2304.9.5 in the 2012, 2009 and 2006 IBC or Section R317.3 of the 2012 and 2009 IRC or Section R319.3 of the 2006 IRC. The lumber treater or the holder of this report (USP Structural Connectors), or both, should be contacted for recommendations on the appropriate level of corrosion resistance for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative -treated or fire -retardant - treated lumber. 4-.0 DESIGN AND INSTALLATION 4.1 Design: The allowable loads given in Tables 1 through 12 are based on allowable stress design. The use of the allowable loads for the products listed in Table 13 must comply with all applicable requirements and conditions specified in this evaluation report. The tabulated allowable loads are for normal load duration and/or short load duration, based on load duration factors, CD, in accordance with Section 103.2 of the NDS, as indicated in Tables 1.through 12 of this evaluation report. No further increases are permitted forbad durations other than those specified. The tabulated allowable loads are for connections in wood used under continuously dry conditions where the maximum moisture content in wood is 19 percent (16 percent for SCL) or less, and sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for SCL), or where the in-service moisture content in wood is expected to exceed this value, the applicable wet service factor, CM, must be applied, Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 1U0'F (37.8-C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Ct, specified in Section 10.3.4 of the NDS. The group action factor, C9, has been accounted for, in accordance with Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. Connected wood members must be checked for load - carrying capacity at the connection in accordance with NDS Section 10.1.2. 4.2 Installation: Installation of the USP structural connectors must be in accordance with this evaluation report and the manufacturer's published installation .instructions. Bolts must be installed in accordance with. NDS Sepgon J 1 a .2.. WS series wood screws must be installed in acjco=dE;sc§ ; with ESR-2761. • • • • • • 4.3 Special Inspection: " • • 4.3.1 Main Wind -Force -Resisting System under the IBC: Periodic special inspection must be�dtpd1i%ed fot;• components within the main wind-force-re1isJng.,SJstgm, ; where required in accordance. with Sections •1764 1 and o ---1705.10 ot`the-2011ZtBC,-SecCohs"1704-ari" 1769 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic -Force -Resisting System under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installation under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The USP Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified, designed, and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.13.2 and 3.13.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant -treated lumber must be in accordance with Section 3.13.4. 5.6 Factory -welded connectors identified in Table 14 are manufactured at the designated facilities under an approved quality control program with inspections by. ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteda for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION. Each connector described in this report is identified by the • pro" n Wel (stock) number, the number of the'ICC-ES jtV4 evalu4tion report for USP Structural Connectors ( S7T5r and by one or more of the following • desigNations! USP Structural Connectors, MiTek USA, Inc., or USP Structural Connectors, a MiTek® Company. Labels on factor -welded connectors identified in Table 14 • DS bein%*ortasiufactured under an approved quality control program, •. •• •• • . • •.• • • ••• • • • • ••• • • • • • • • • • • ESR-3448 I Most Widely Accepted and Trusted Page 1l of 19 TABLE 9—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS'' DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS STOCK (tbs.) NO. STEEL GAGE Carrying Truss Carried Trusses Uplift 5 W H D Download ° Qty. QtY Type Type Jack Hip Total Jack Hip CD=1.0 Co=1.15 Co=1.25 CD=1.6 CD=1.6 Cn=1.6 HTHJ26-18 18 5'/e 5 5 16 16d common 5 7 16d common 2,190 2,520 2,740 1,045 745 1,790 HJC26 12 6 53/8 3'/4 16 16d common 7 5 10d common 2,385 2,740 2,980 — — 1,840 HJC28 12 6 71/, 31/4 20 16d common 8 6 10d common 2,980 3,425 3,505 — — 1,840 or ar. _i inch = 25.4 mm, 1 ib. = 4.45 N, 1 psi = 6,895 Pa. 'Allowable loads have been adjusted for load duration factors, Cp, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. ZAllowable loads are for installations in wood members complying with Section 3.13.2. Wood members must also have a reference compression perpendicular to grain design value, F,.,e,,, of 625 psi or greater. 3See Section 3.13.3 for required fastener dimensions and mechanical properties. 4Allowable Ogwnloads are the total allowable download for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the Ock thus. • • • • • Allowable ipiift`loads on tQe WM26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and • 25% is distVgL1t2gl) the jacKtruss! • • •••••• • ••••• • •••••• agv HJC FIGURE 9—HJC AND HTHJ HIP JACK CONNECTOR f lor:-JdaBuilding Code Online Page 1 of 3 Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah, FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ® Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Vipin N. Tolat the Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jesus Gonzalez, P.E. ® Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Year AISIS100 2007 • o J10Sj'M J)1Z61-1348 • 2000 • ND� • • • • • • • 2005 • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • • • Sections from the Code • • • • • • • •• •• •• • • • Product'Approval Method • ; • r1ethoo 1:)prort4 • • • • • • • • • • • L.44«•/L�,..n.> fl.,r; rl!ah„ilrlina nra/nr/nr ann rltl.asnx?naram=wGEVXOwtDasNC735fnbMio... 1/16/2015 I, , Florida Building Code Online Page 2 of 3 I_: Date Submitted 04/18/2013 Date Validated 04/22/2013 Date Pending FBC Approval 04/28/2013 Date Approved 06/11/2013 FL # Model, Number or Name Description 16294.1 AB5, AB7, NVHC 37, Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan0204 odf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party: Yes 16294.2 I and 3 24 and NVUH 26, Tables 2 ( Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party: Yes 16294.3 NVHCR, NVHCL, NVSTA, NVHTA 18 gage Hurricane clips and 14 gage single and double Tables 9,10,11 straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ: Yes Verifed By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204 Ddf Created by Independent Third Party: Yes 16294.4 NVJH, NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan0204.0df Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: EL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.5 NVRT, Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan02O4.odf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 . Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan02O4,Ddf Created by Independent Third Party: Yes 16294.6 NVSNP3, NV 358, NV 458, Tables 6,7,8 Skewed Nail Plate and 14 Gage double straps. Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL16294 RO II scan02O4 Ddf Approved for use d*1je 6Vy2yYej ; ; • • �. Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: NSA • • • • • • • • Created by Independent Third Party: Yes Design Pressure:0A • ; ; ; • • Evaluation Reports Other: • • • • • • • • • • • • EU6294 RO AE scan0204 Ddf Created by Independent Third Party: Yes 16294.7 • .NVSTA,#WWTATk*les 20 and it 14 Gage Single and Double Straps Limits of Use • • • • • • • Installation Instructions Approved for wse2n j&HZa Yet. .. • •. • • FL16294 RO 11 scanQ204 Ddf -A- r:ia3R - - pproved fo'outllae HVHZ• Yes • • • • • Verified By Viplri N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: • • • • • • • • • • • • FL16294 RO AE scan0204xdf • • • • • • • • Created by Independent Third Party: Yes • • ••• • • • ••• http://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgsNc73 5 fObMio... 1 / 16/2015 REPORT HOLDER: NuVue Industries Inc, 1055 E. 290 Street, M416W PL. 33011 Phone: 305-6944397 Fax: 305-694,0398 1.0 EVALUATION SCOPE, Compliance with 2010 Morida DW144 Code- Buqft and Residential 2.0 PRODUCT DESCRIPTION. - Refer to tables I thro* I eftis iVort for Product osox, *e, site and ntuaber of fmarters, fasten ing details.thown in the diav' andthi allow -able loads. 10 STRUCTURAL SPECUICATIONS -. 1. Steel shall. confbM to. ASMA613, SS grade 33* t1in. yield 33 ksi, muL tensile. 000ing 00 60 per A§TMA-653- areng* 45 kst mid min.. Ov9dWA Z. Allovmble, loa&and &sb6nen aft based on MS 2005', 3. gukwswe.brSPmg, m0goi'0-55, ootborspcies shy be adjusted per NDS 2005. 4. Allowable, upfift lq*:bs" been,4u$ted for Wadduration factor CD of 1.6. 15 and 1.25 per AllowuMvwavil* WO& 'U". bm'.9410-ed for COV*MQf 1 A I table 2.3.2. of NM *&:DedV I Aii46t 3ftbi6d 11% ft&ft* f0f'0001 and concrete: 5. Cretein Tie beams shall be tom: of 2500 psi. iqoncreft Mwwnry, Grout and mortar in eoncrete masonry : "bw inin. bf 1500 pti. cotram n3a� .shad campy with A-SIM C96 6. Combiftdd I(W of UpM,Ll and T-2shgg sw "s : Z&ftgequation- + . "A #0 A094 Allot ableUplift 'MowableLl Zo'vMble- L2 % see 0 9 000 0 0 0 0 000 0 0 Psg+e 2 4.4 INSTALLATION Ins llatiou shall be the latest won of, Nu,V�te t€ : in this mpod soles any t. 5.0 EVII3XXCE,8UW4 M&4 Test rVotu submitted by Product testing Inc, (PT) Atec Associates Iac(Atec) and PSI Ire and signed ad sealed calculatio in corii`ort ce with FHC 2014 by V p N. Ttalat, NE. Test #1T"t tab Date meted T NVTA/t IVTAS 02.393WPT 9/6m NVTA TA 02 40t/PT I 1 t6lli2. NVTA/NVTAS 0240 p� 11/61M ' NVTA/NWAS � 11/602 NVi'A/NViAS 3k2y5 g0�AJ.ECa f2/ y /02 NVtJH 26 0,2-419 'T 1/1� 7/03 NVI�T 43-4177/PT 2 3)M NiTRT Q - 210103 NVRT - i 3 �,4 ° vff 3/27103 NVTH/NV'I' 6 4/15/04 NVSN'P3 03 9!1 SM3 NV35'R 1035V/4 12119/03 NV458 43-4 12/31/03 NV HCUR03462 PT IM/4 NV TA/NMA 044'641,40,42/PT 3/17& 2 4 N'V'7lil�46,2$ 03-4 85 7 ?T' 5/30/03 NVS0236 03-•4349 571, 81PT S/13,549.;9201 0T NVT'A4 0344303,44/21,, 5/1/03 NVTP4 . 43-434$,5r4 5i5103 l R iC43,43 MV 4-fiiM/: UC I1/27 AW ' 7l1 NYUC-37 0—M97M /ATF—C 11 27/96 ry/PT g/20106 TM : : :: : : •' : t &562 /PT 5/.1i4 NVTIW.::: . NVTRM .. • Q4499Wr& . . .. . . .... Paffe,3 U DESIGN: z r "9 -r- 1 NIAXiMM alloWablA loadcdwAfnist e=ecdalltawable loads listel.in this waW 1o46on ox rle sa ss design per NDS. 2: tr i o :.. 00 vsed by Ns�repo& Allowable loads shall not mecd: ft c* 04Y Of w d Cam of wood members ill be I Wood members with which the-cofthectors ate.:Used nu I Lst.be nominal dimension lumber orapproved stnxtural c otpMsito lumbar 7 A CODMONS Of USE. 1. NuVu bustrles mil OUAl comectorsdesuibed.in this rem comply with or are: sitq shmmovt, s s fled in, section _ 1.0 of this mpott 2. DesignWa& must be less than the agowable loads shown in all the tablet of ttds:repart. 11he emedus must be manuf4cUnvd, Mon and i lk in accm*a with Ihis rem and.tbe m anufae lines ;tsiItuaiao, 4. Fps wv b tbaa � are mam� dNOV* industries Inc in i eah, lMlad& under n,quality control propMA with hveodons by NA be ham Staft of Fly l� Q A 1789. ♦•:•••3 4/fSft 3 Z M too:10-47 vfth 13 • • • • • • • • • • • • • ••• ••• 610 • • • • • • • • • • • • • • • • • WEB BRACING RECOMMENDATIONS I vey vzs Bno oe measurso In Dewmn um W afagonahl. GENERAL N018 TYPE BRACING N1ATERIALS 1. Duc�oHAl er�cnw�sr+�uaea�ro rf�e ram s e wre �.� ��ANODNWeIAOMTii$DNP1lRA00ifBTOBE NEDBYAOUAIFIep I X4 WD.408P a Tl11151104MATOWAedeAMCf4irITlpN.6AA0E 11f.OFTHEWESPOWL •OR• a DUWDNAI.BRACep1A;T�1IALM{18rBaSAME B¢aAND 11MI ,ABTH@LATVA SPIACE ►b►TEgN4AN08HALL�fV8ri1LLEDNlUdi9lWUe1FATNAT MCA�OTBwEeA1E60EA8. 1X431SRS(DF,HF,SPF) ATA1tiY10X18DEGREEeANDBWLLLeaHAa�ATBAOHBo PJ10}INTBRIslm1SullUBSWfrHfl�ed 4111MV)MR1�11NAM 64CdM.181-s9MFM9d(xpnd?M�, } A11Db10ddLf6f70�PCAAmBMG e t IN fi11181sOR�trtlOsLLATERALagM, NDB�16d(W0.19P767f 04LATa 2 X 3ft STD, CONST(SPF. OF, HF, OR SP) E 66 6. T 8tUUBECl7VidJMAhDBHOUL OM WIPATLEWONETf USPACE kA FMADIDMM (RJ AHMAWAOM3DEB10HANI)MrATIDHOF.eRAc6jaodNalnr2X4l3,STDICONST(SPFDFHFORSP D"a CF�M►TBDDH11WMWbCm1 8MIDOmelt . BUQBTOWWPRwMFORHAMX#A(VB XLMAWVO1ti0OFMEPALPLATB00PWWW WOODTAU886a,aDWTLYPRWUWBYWWDTRUB4MMLOFAIALWAnsdTRU88PUlTEWS WM .si***yo•m"wrasRah"V 2X003ORBETER(SPF;DF,HF,ORSP) T• RO'PATOMWMTR1183DMMDPAWMOFORWEBMBWFML 8. TAOXATBDVAIMBARBBABEDONADOL.I.16 FOR 9TABIUClBRBs FORA 8PADM OP64.O.G. DN Y e o"lu r TRLee BRAOM SYBTEM8 CAN BB BIMSMUBDFORTYWA.40AIiBIDABRACR YATBRNLDMONALDRACMPORBTA66VERe AAa;MsPRoYMAraAYKWYfl=T®AWft WHWU4r~MBRAW11119REWARED ATbROeBRWfdBTM6JaFNlMYSBREFIAO®w!►HWDOD.BIDORWD 80-BTABIUIEN' wnNlYlTi111TYfA1 AIMCl11ffOMM Ml�eriwmw�r.nu le Infomlat(on Is provided as a recomrmndatlerf toasslst in the pigment for permanent bracing of the bmWkluai miss web tubers: AddlUo W bnft MOY aW be requbw for the staWfity to overall roof system the nwthodahown here Is just one . ow that can be used to provide staW ty ageinet web buditg. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) L WEB MEMB[:RB• • • • • • • • • • • • •• • • • • ••• • ARMANDO R. . ... ... ... Pt•4 20OZ6 . • SIJ.StN 13 C- .. • • • .. .1 .. M�j�t f s 1 (305) 21 44 ... . . . . ... . . ... fib . .. .. . . . .. .. . ... . . .. ... . . DATE c L-BRACE QETAIL Nailing Pattern L-Brace size Nall We Nall Spacing U4 or 8 .1 Od .81 o.c. 2X4, 6, or 8 1 Bd 8" o.c. Note. Nall along entire•length of L-Brace (On"-TWO-Ply's Nall to Both Plies) Natle Note: L-Bracing to be used Woncontinuous lateral bracing IsImpracdcal. L•brace must cover 90% of web length. L=Brace Size for One -Ply Truss Spavined Continuous Rows.oP lat'erahBracing Web Size i 2 2x3 or; 2x4 1 x4 ►*y 2X6 1xfi ••* •2x8 2xfi = "' DtRECT SUSSMUTION NOT AP60ABI.E. L-$race. Size for TwoaPiy Truss Specified Continuous Rows of Lateral Bracing Web Size i . .2 24 or 2x4 2x4 ••* 2x6 2x8 2x8 2x8 **i DIRECT SUBSTMJMN NOT APLIMLE Neils Section Detail ARMANDO R. PEREZ PE. # 28026 Web 181'1 SW 33 C MI ! -FL. 145 (305J21 443 .... . .. ... .. L.-Brace must be same species grade (or better) as web' member. • ••• • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • ••• DATE g / I f/ 1b It L TRUSSED VALLEY SET DETAIL ( i.1 i GABLE END, COMMON TRUSS — -- — _ — OR GIRDER T7SS VALLEY TRUSS TYPICAL (24" O.C. ) II i. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPP TRUSSES. VALLEYTRUSSES MAYPROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" D.C.). 3, INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. TOE - NAIL VALLEY TO BASE TRuss W/ II II 11 11 li 11 II Il VALLEY TRUSS TYPICAL 5 (24" O.C. ) P I2 i`�Xlt'1UM fJ s — 7I SEE DETAIL BELOW (TYP,), \ / (,I) 16d TOE NAILS ATTACH 24CONTI12 NOUS N0,2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131"x 3.5") NAILS INTO EACH TAUS' BELOW I -2)la I.oA9� VALLEY TRU$ \\ DETAIL A 'BEATER THAN 3/12 PITCH) K Am4pc' # t-'z p � -- --- - Page _-- NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING BASE TRUSSES TYPICAL (24" O.C;) 9 io ATTACH 20 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W! ( ST.16d (.131"x 3,5") NAILS'INTO EACH TRUSS BELOW. EACH TRUSS'BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE - NAIL VALLEY TO B SE TRUSS w/ ( ) 16d TOE NAILS {--- 3 -T-oL WAi(.5 DETAIL 8 \ ` ' ATTACH BEVELED 2x4 CONTINOUS (3/72 PITCH OR LESS) N0,2 SPF TO THE FACE OF THE ROOF -� W/ TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW R. PEREZ P f 2 8 D Z 6 7� ATTACH VALLEY TO of * 0• • 7 16 r 2 554 4 3 4� 0 A 1 f p 1 a BEVELED 2x4 W/ • • • • • • • . • (2 )16d TOE NAILS '. .: .':: ' ' : ' 1 4 `� ••' •.: '.0 )ETAIL C TOE - NAIL VALLEY TO 3REATER THAN.3/12 PITCH BASE TRUSS W/ ESS THAN 12/12 PITCH) (2 )18d TOE NAILS • • • • • • .... I r !,I o ... • . .... . . . .. . ... . . . ... .